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HomeMy Public PortalAboutPKT-CC-2020-10-27OCTOBER 27, 2020 PRE -COUNCIL WORKSHOP PRESENTATIONS - 5:30 P.M. JOINT CITY COUNCIL/PLANNING COMMISSION WORKSHOP - 6:00 P.M. REGULAR CITY COUNCIL MEETING 7:00 P.M. Consistent with provisions of the Utah Open and Public Meetings Act, Utah Code Ann. § 54 -2 -207(4), the Moab City Council Chair has issued written determinations supporting the decision to convene electronic meetings of the Council without a physical anchor location. Due to the health and safety risks related to the ongoing COVID -19 pandemic and considering public health orders limiting in -person gatherings, the Moab City Council will continue to hold meetings by electronic means. The public is invited and encouraged to view and participate in the Council ’s electronic meetings by viewing the City ’s YouTube channel: https://www.youtube.com/channel/UCl00z0Zgdmz4y1FoI0l7CJA . Pre -Council Workshop Presentation -5:30 p.m. Presentation: Conservation Alternative for comparison with Manti La -Sal National Forest alternatives -Mary O'Brien, Utah Forests Program Director, Grand Canyon Trust Pre -Council Workshop Presentation -5:45 p.m. Presentation: Fire fuels mitigation efforts -Kara Dohrenwend, Rim to Rim Restoration, and Councilmember Duncan Joint City Council/Planning Commission Workshop -6:00 p.m. Joint Planning Commission/City Council Discussion on Planning Priorities 10.27.2020 cover memo on priority setting.pdf 2020 strategic plan.pdf Regular City Council Meeting -7:00 p.m. Call to Order and Roll Call Attendance Citizens to Be Heard Citizens to be Heard comments may be made by phone and online through Zoom. Dial: (669) 900 -9128 Meeting ID: 824 1556 3747 Password (if needed): 839246 Link:https://us02web.zoom.us/j/82415563747? pwd=sdjhefrwwuvhb29xnk05de5kq0vrqt09 Please note that when joining the meeting, you will be placed in a waiting room and will be added to the meeting by the moderator. Once you are added to the meeting, please state your name for the record. Comments will be limited to three (3) minutes and will be recorded and on YouTube. Comments may be submitted prior to the meeting through the following link: http://bit.ly/publiccommentform Administrative Reports COVID -19 Updates City Manager Report Staff Reports Finance Department Planning Department Police Department Legal Department (Paratouring Legal Research) Mayor and Council Reports Approval of Minutes Minutes: October 8, 2020, Special Meeting min -cc -2020 -10 -08 draft.pdf Minutes: October 9, 2020, Special Meeting min -cc -2020 -10 -09 draft.pdf Old Business Walnut Lane Financing Options Briefing and possible action as - walnut lane financing.pdf Request for City Council approval of, or direction regarding changes to, the proposed City administrative procedures regarding a change in use of City real property in non -emergency situations Briefing and possible action agenda summary for land use process.pdf city administrative procedures regarding a change in use of city real property.pdf city properties spreadsheet.pdf Source Control for Solid Waste District Discussion on future resolution New Business Proposed Resolution 42 -2020: A Resolution Continuing the Local Emergency Proclamation due to the Economic Impact of COVID -19 Novel Coronavirus on Restaurants in the City of Moab Briefing and possible action agenda summary - resolution no. 42 -2020.pdf resolution 42 -2020.pdf Proposed Resolution 43 -2020: A Resolution Authorizing the Agreement Between the City of Moab and Alex Moab Properties, LLC Briefing and possible action agenda summary for resolution 43 -2020.pdf agreement between the city of moab and alex moab properties llc.pdf 1992 engineering reconnaissance study.pdf 2018 mill creek parkway stream stability evaluation -nov 2018 final.pdf resolution 43 -2020.pdf Approval of Bills Against the City of Moab Adjournment Special Accommodations: In compliance with the Americans with Disabilities Act, individuals needing special accommodations during this meeting should notify the Recorder ’s Office at 217 East Center Street, Moab, Utah 84532; or phone (435) 259 -5121 at least three (3) working days prior to the meeting. Check our website for updates at: www.moabcity.org 1. 1.1. 2. 2.1. 3. 3.1. Documents: 4. 4.1. 5. 6. 6.1. 6.2. 6.3. 7. 8. 8.1. Documents: 8.2. Documents: 9. 9.1. Documents: 9.2. Documents: 9.3. 10. 10.1. Documents: 10.2. Documents: 11. 12. OCTOBER 27, 2020PRE-COUNCIL WORKSHOP PRESENTATIONS - 5:30 P.M.JOINT CITY COUNCIL/PLANNING COMMISSION WORKSHOP -6:00 P.M.REGULAR CITY COUNCIL MEETING 7:00 P.M.Consistent with provisions of the Utah Open and Public Meetings Act, Utah Code Ann. § 54 -2 -207(4), the Moab City Council Chair has issued written determinations supporting the decision to convene electronic meetings of the Council without a physical anchor location. Due to the health and safety risks related to the ongoing COVID -19 pandemic and considering public health orders limiting in -person gatherings, the Moab City Council will continue to hold meetings by electronic means. The public is invited and encouraged to view and participate in the Council ’s electronic meetings by viewing the City ’s YouTube channel:https://www.youtube.com/channel/UCl00z0Zgdmz4y1FoI0l7CJA . Pre -Council Workshop Presentation -5:30 p.m.Presentation: Conservation Alternative for comparison with Manti La -Sal National Forest alternatives -Mary O'Brien, Utah Forests Program Director, Grand Canyon TrustPre-Council Workshop Presentation -5:45 p.m.Presentation: Fire fuels mitigation efforts -Kara Dohrenwend, Rim to Rim Restoration, and Councilmember DuncanJoint City Council/Planning Commission Workshop -6:00 p.m.Joint Planning Commission/City Council Discussion on Planning Priorities10.27.2020 cover memo on priority setting.pdf2020 strategic plan.pdfRegular City Council Meeting -7:00 p.m.Call to Order and Roll Call AttendanceCitizens to Be Heard Citizens to be Heard comments may be made by phone and online through Zoom. Dial: (669) 900 -9128 Meeting ID: 824 1556 3747 Password (if needed): 839246 Link:https://us02web.zoom.us/j/82415563747? pwd=sdjhefrwwuvhb29xnk05de5kq0vrqt09 Please note that when joining the meeting, you will be placed in a waiting room and will be added to the meeting by the moderator. Once you are added to the meeting, please state your name for the record. Comments will be limited to three (3) minutes and will be recorded and on YouTube. Comments may be submitted prior to the meeting through the following link: http://bit.ly/publiccommentform Administrative Reports COVID -19 Updates City Manager Report Staff Reports Finance Department Planning Department Police Department Legal Department (Paratouring Legal Research) Mayor and Council Reports Approval of Minutes Minutes: October 8, 2020, Special Meeting min -cc -2020 -10 -08 draft.pdf Minutes: October 9, 2020, Special Meeting min -cc -2020 -10 -09 draft.pdf Old Business Walnut Lane Financing Options Briefing and possible action as - walnut lane financing.pdf Request for City Council approval of, or direction regarding changes to, the proposed City administrative procedures regarding a change in use of City real property in non -emergency situations Briefing and possible action agenda summary for land use process.pdf city administrative procedures regarding a change in use of city real property.pdf city properties spreadsheet.pdf Source Control for Solid Waste District Discussion on future resolution New Business Proposed Resolution 42 -2020: A Resolution Continuing the Local Emergency Proclamation due to the Economic Impact of COVID -19 Novel Coronavirus on Restaurants in the City of Moab Briefing and possible action agenda summary - resolution no. 42 -2020.pdf resolution 42 -2020.pdf Proposed Resolution 43 -2020: A Resolution Authorizing the Agreement Between the City of Moab and Alex Moab Properties, LLC Briefing and possible action agenda summary for resolution 43 -2020.pdf agreement between the city of moab and alex moab properties llc.pdf 1992 engineering reconnaissance study.pdf 2018 mill creek parkway stream stability evaluation -nov 2018 final.pdf resolution 43 -2020.pdf Approval of Bills Against the City of Moab Adjournment Special Accommodations: In compliance with the Americans with Disabilities Act, individuals needing special accommodations during this meeting should notify the Recorder ’s Office at 217 East Center Street, Moab, Utah 84532; or phone (435) 259 -5121 at least three (3) working days prior to the meeting. Check our website for updates at: www.moabcity.org 1.1.1.2.2.1.3.3.1.Documents:4.4.1.5. 6. 6.1. 6.2. 6.3. 7. 8. 8.1. Documents: 8.2. Documents: 9. 9.1. Documents: 9.2. Documents: 9.3. 10. 10.1. Documents: 10.2. Documents: 11. 12. OCTOBER 27, 2020PRE-COUNCIL WORKSHOP PRESENTATIONS - 5:30 P.M.JOINT CITY COUNCIL/PLANNING COMMISSION WORKSHOP -6:00 P.M.REGULAR CITY COUNCIL MEETING 7:00 P.M.Consistent with provisions of the Utah Open and Public Meetings Act, Utah Code Ann. § 54 -2 -207(4), the Moab City Council Chair has issued written determinations supporting the decision to convene electronic meetings of the Council without a physical anchor location. Due to the health and safety risks related to the ongoing COVID -19 pandemic and considering public health orders limiting in -person gatherings, the Moab City Council will continue to hold meetings by electronic means. The public is invited and encouraged to view and participate in the Council ’s electronic meetings by viewing the City ’s YouTube channel:https://www.youtube.com/channel/UCl00z0Zgdmz4y1FoI0l7CJA . Pre -Council Workshop Presentation -5:30 p.m.Presentation: Conservation Alternative for comparison with Manti La -Sal National Forest alternatives -Mary O'Brien, Utah Forests Program Director, Grand Canyon TrustPre-Council Workshop Presentation -5:45 p.m.Presentation: Fire fuels mitigation efforts -Kara Dohrenwend, Rim to Rim Restoration, and Councilmember DuncanJoint City Council/Planning Commission Workshop -6:00 p.m.Joint Planning Commission/City Council Discussion on Planning Priorities10.27.2020 cover memo on priority setting.pdf2020 strategic plan.pdfRegular City Council Meeting -7:00 p.m.Call to Order and Roll Call AttendanceCitizens to Be Heard Citizens to be Heard comments may be made by phone and online through Zoom. Dial: (669) 900 -9128 Meeting ID: 824 1556 3747 Password (if needed): 839246 Link:https://us02web.zoom.us/j/82415563747?pwd=sdjhefrwwuvhb29xnk05de5kq0vrqt09Please note that when joining the meeting, you will be placed in a waiting room and will be added to the meeting by the moderator. Once you are added to the meeting, please state your name for the record. Comments will be limited to three (3) minutes and will be recorded and on YouTube. Comments may be submitted prior to the meeting through the following link: http://bit.ly/publiccommentformAdministrative ReportsCOVID-19 UpdatesCity Manager ReportStaff ReportsFinance DepartmentPlanning DepartmentPolice DepartmentLegal Department (Paratouring Legal Research)Mayor and Council ReportsApproval of MinutesMinutes: October 8, 2020, Special Meetingmin-cc -2020 -10 -08 draft.pdfMinutes: October 9, 2020, Special Meetingmin-cc -2020 -10 -09 draft.pdfOld BusinessWalnut Lane Financing OptionsBriefing and possible actionas - walnut lane financing.pdfRequest for City Council approval of, or direction regarding changes to, the proposed City administrative procedures regarding a change in use of City real property in non -emergency situationsBriefing and possible actionagenda summary for land use process.pdf city administrative procedures regarding a change in use of city real property.pdf city properties spreadsheet.pdf Source Control for Solid Waste District Discussion on future resolution New Business Proposed Resolution 42 -2020: A Resolution Continuing the Local Emergency Proclamation due to the Economic Impact of COVID -19 Novel Coronavirus on Restaurants in the City of Moab Briefing and possible action agenda summary - resolution no. 42 -2020.pdf resolution 42 -2020.pdf Proposed Resolution 43 -2020: A Resolution Authorizing the Agreement Between the City of Moab and Alex Moab Properties, LLC Briefing and possible action agenda summary for resolution 43 -2020.pdf agreement between the city of moab and alex moab properties llc.pdf 1992 engineering reconnaissance study.pdf 2018 mill creek parkway stream stability evaluation -nov 2018 final.pdf resolution 43 -2020.pdf Approval of Bills Against the City of Moab Adjournment Special Accommodations: In compliance with the Americans with Disabilities Act, individuals needing special accommodations during this meeting should notify the Recorder ’s Office at 217 East Center Street, Moab, Utah 84532; or phone (435) 259 -5121 at least three (3) working days prior to the meeting. Check our website for updates at: www.moabcity.org 1.1.1.2.2.1.3.3.1.Documents:4.4.1.5.6.6.1.6.2.6.3.7.8.8.1.Documents:8.2.Documents:9.9.1.Documents:9.2.Documents: 9.3. 10. 10.1. Documents: 10.2. Documents: 11. 12. Moab City Council Agenda Item Meeting Date: October 27, 2020 Title: Joint Planning Commission/City Council Discussion on Planning Priorities Disposition: Discussion and possible direction. The purpose of this session is to discuss Planning Priorities. Staff Presenter: Nora Shepard. Planning Director Attachment(s): - Exhibit 1: 2020 Moab Strategic Plan Priorities for Planning Background/Summary: This has been an unusual year for Moab, the Country and the World. In the past few months, the Planning Department has been working hard to continue “business as usual” in this time of COVID-19. We have tried to keep up with everyday questions and with the processing of applications we have received. This joint discussion session is a good opportunity to step back and look at the bigger picture and clarify planning priorities. Attached as Exhibit A is the Planning Department summary from the 2020 Strategic Plan for your reference. Direction Requested: The Planning Commission is discussing planning priorities at their meeting on October 22, 2020. I am compiling additional background information for this exercise and will be preparing a framework for discussion and priority setting. That information will be provided to you prior to the joint work session and will include the Planning Commission’s thoughts and recommendations. Planning Priorities as discussed in the Moab City 2020 Strategic Plan Planning Departmental Goals for 2020 • Complete Master Planning for Walnut Lane (with other departments) • Review and amend the PAD and Assured Workforce Housing Provisions of the Code to make them more effective • Develop standards to allow for new overnight accommodations in Commercial Zones • Clean-up of planning processes and development of better public information/engagement • Continue to train department staff Budgetary Priorities • Additional funding for training and education of staff • Funds for software (iWorqs Development Module and possibly Blue Beam) • Funds for additional public engagement General Goals for the next 3-5 years • Overhaul the Development Code, especially the subdivision regs • Become more efficient and responsive to the public • Build on existing programs to encourage workforce housing • Build on existing programs to promote sustainability and greenhouse gas reduction • Get Walnut Lane Done!! • Proceed with the next Affordable Housing Project Page 1 of 1 October 8, 2020 MOAB CITY COUNCIL MINUTES SPECIAL MEETING October 8, 2020 The Moab City Council held a Special Meeting on the above date. Consistent with provisions of the Utah Open and Public Meetings Act, Utah Code Ann. § 54-2-207(4), the Moab City Council Chair has issued written determinations supporting the decision to convene electronic meetings of the Council without a physical anchor location. Due to the health and safety risks related to the ongoing COVID-19 pandemic and considering public health orders limiting in-person gatherings, the Moab City Council will continue to hold meetings by electronic means. An audio recording of the meeting is archived at http://www.utah.gov/pmn/index.html. A video recording is archived at https://www.youtube.com/watch?v=jXo32UUdtTI. EXECUTIVE (CLOSED) SESSION 6:30 P.M. Discussion of the Character, Professional Competence, or Physical or Mental Health of an individual or Individuals: At 6:32 p.m. Mayor Niehaus called the meeting to order. Participating remotely were Mayor Emily Niehaus, Councilmembers Karen Guzman- Newton, Tawny Knuteson-Boyd, Rani Derasary, Mike Duncan, and Kalen Jones. City staff participating remotely was City Recorder Sommar Johnson. Councilmember Duncan moved to enter the Executive (Closed) Session. Councilmember Guzman-Newton seconded the motion. The motion passed 5-0 with Councilmembers Derasary, Knuteson-Boyd, Duncan, Jones, and Guzman-Newton voting aye. Councilmember Jones left the meeting at 8:45 p.m. Councilmember Derasary moved to exit the Executive (Closed) Session. Councilmember Knuteson-Boyd seconded the motion. The motion passed 4-0 unanimously. Adjournment: Councilmember Duncan moved to adjourn the meeting. Councilmember Derasary seconded the motion. The motion passed unanimously. Mayor Niehaus adjourned the meeting at 9:03 p.m. APPROVED: __________________ ATTEST: ___________________ Emily S. Niehaus, Mayor Sommar Johnson, City Recorder Page 1 of 1 October 9, 2020 MOAB CITY SPECIAL CITY COUNCIL MEETING OCTOBER 9, 2020 Call to Order and Attendance: The Moab City Council held a Special City Council Meeting on the above date on the front lawn at Moab City Hall, located at 217 E. Center Street. An audio recording is archived at http://www.utah.gov/pmn/index.html. Mayor Emily Niehaus called the meeting to order at 11:05 A.M. In attendance were Councilmembers Rani Derasary, Tawny Knuteson-Boyd, Karen Guzman-Newton, and Mike Duncan. Councilmember Jones was absent. Also, in attendance were City Recorder Sommar Johnson, Deputy Recorder Kerri Kirk, and Grand County Commissioner Curtis Wells. Briefly in attendance were City Manager Joel Linares and Assistant City Manager Carly Castle. One member of the press and two members of the public attended. Introductions and Q&A between the Moab City Council members and Superintendent Patricia Trap, National Park Service Southeast Utah Group: Superintendent Trap introduced herself to the City Council members and Grand County Commission member in attendance and gave a brief summary of her background. Councilmembers and Superintendent Trap discussed several topics including citizen engagement and opportunities for outreach, park and town congestion, transportation planning, the temporary reservation system, and opportunities to collaborate with the National Park Service. Adjournment: Mayor Niehaus adjourned the meeting at 12:01 P.M. APPROVED: __________________ ATTEST: ___________________ Emily S. Niehaus, Mayor Sommar Johnson, City Recorder Moab City Council Agenda Item Meeting Date: October 27, 2020 Title: Walnut Lane Financing Options Disposition: Discussion and possible action Staff Presenter: Kaitlin Myers, Senior Project Manager Attachment(s): Recommended Motion: N/A – Discussion and informal approval to proceed Background/Summary: Staff provided an update on the Walnut Lane project to City Council on October 13, 2020, including an overview of the Invitation for Bids (IFB) for the Construction, Delivery, and Installation of Manufactured Housing Units and a recommendation from the IFB Selection Committee. Council motioned to direct staff to bring the Council more information about the additional equity needs for the project and how it would fit into the City budget. Based on the results of the IFB, staff will present two options to Council to redevelop the site. - Option 1: The Council could award a contract to replace all the existing trailers at Walnut Lane with new manufactured units. Factory Homes Outlet received the highest score from the IFB Selection Committee, so staff used their bid to calculate the cost for this scope of work. Staff estimates this option would cost approximately $4M, including $2M for thirty manufactured units (5 1BR, 12 2BR, 10 3BR, 1 handicapped 1BR, 2 handicapped 2BR), but has not received an opinion of probable cost for the infrastructure. - Option 2: The Council could award a contract to a modular bidder (the IFB Selection Committee is recommending indieDwell) and start phase one of the 80-unit proposed master plan. Staff estimates this first phase with indieDwell for 8 2BR units will cost approximately $1.5M, and the entire buildout will cost $14.3M. Staff has received initial information from Zions Public Finance to finance both scenarios using either a Real Property Lease or a Sales Tax Revenue Bond. Alex Buxton, Vice President for Zions Public Finance, will provide a presentation to Council to explain these options to finance this project, and Finance Director Klint York will help explain how this project will fit into the City’s budget. Staff did not have finalized budget scenarios, including impacts to the City’s general budget, ready before the packet materials deadline but will send materials to Council as soon as they are ready. 1 Moab City Council Agenda Item Meeting Date: October 27, 2020 Item: Request for City Council approval of, or direction regarding changes to, the proposed City administrative procedures regarding a change in use of City real property in non-emergency situations. Proposed Motion: “I move to approve the City administrative procedures regarding a change in use of City real property in non-emergency situations.” Staff Presenter: Laurie Simonson, City Attorney Attachment(s): - Attachment 1: Draft City Administrative Procedures Regarding a Change in Use of City Real Property in Non-Emergency Situations. - Attachment 2: Current inventory of real property owned by the City. Background: On July 28, 2020, at a regularly held City Council meeting, the Council provided direction to staff regarding the establishment of City administrative procedures for a change in use of City real property in non-emergency situations. These procedures are intended to provide transparency and community input and would not supplant the current statutory or regulatory process required by state law under Utah Code Annotated, Title 10, Chapter 9a (“Municipal Land Use, Development and Management Act” or “LUDMA”) or Moab Municipal Code, Title 17 (“Zoning”). (Note that a “public hearing” is required prior to adoption of any “land use ordinance," see Utah Code Annotated §§ 10-9a-205(1)(a), 10-9a-502(1)(b), and a “land use ordinance” is defined as a “planning, zoning, development, or subdivision ordinance of the municipality.” Id. § 10-9a-103(25).) These procedures would apply to the City of Moab when the City, as the owner of a piece of real property, plans to change the use of the real property to a different use in a non-emergency situation. 2 Conclusion: Staff requests that Council review and approve the proposed administrative procedures or, in the alternative, staff requests that Council provide direction regarding any changes to these procedures. 1 City Administrative Procedures Regarding A Change in Use of City Real Property in Non-Emergency Situations Applicability: The following procedures apply to the City of Moab when the City, as the owner of a piece of real property, intends to change the use of the real property to a different use in a non-emergency situation. These procedures apply when the different use is anticipated to be greater than ____ consecutive days. These procedures do not apply to the lease, transfer or disposition of City property which is governed by Utah Code Annotated §10-8-2 “Appropriations -- Acquisition and disposal of property -- Municipal authority -- Corporate purpose -- Procedure -- Notice of intent to acquire real property.” These procedures also do not apply to decisions or orders made by the “chief executive officer” pursuant to the state Emergency Management Act (Utah Code Annotated §53-2a-205 et. seq.) These procedures apply to all real property owned by the City. (A current inventory of real property owned by the City is attached as Exhibit A.) Definitions: “The City” means the City of Moab. “In the City” The words “in the City” mean and include all territory over which the City now has, or shall hereafter acquire, jurisdiction for the exercise of its police powers or other regulatory powers. (Moab Municipal Code §1.04.020(9).) “Change in Use” means a different use than the current use of the real property resulting in a change in the patterned behavior of the real property and may include infrastructure, resources and contractual agreements (other than a lease, sale or annexation). “Change in use” does not include a change in style and does not include maintenance. The City Council has the discretion to decide whether the contemplated different use meets the definition of a “change in use” as defined in these procedures. “Non-Emergency Situation” means a situation not covered by the state Emergency Management Act and/or a declaration of local emergency. (Utah Code Annotated §53.2a.101 et. seq.) “Owner” The word “owner,” applied to a building or land, includes any part owner, joint owner, tenant in common, tenant in partnership, joint tenant or tenant by the entirety of the whole or of a part of such building or land. (Moab Municipal Code §1.04.020(17).) “Public process” means a town hall, open house, listening session, public meeting, public hearing, public comment at a City Council or Planning Commission meeting, survey or 2 other event at the discretion of the City Council. The public process can be conducted in person or electronically. “Real property” includes lands, tenements and hereditaments. (Moab Municipal Code §1.04.020(23).) Procedures: 1. When the City, as the owner of a piece of real property located in the City, intends a change in use of the real property to a different use in a non-emergency situation, the City Council will conduct a public process. 2. The City Council has the discretion to decide at what point in time to conduct the public process but the process will occur before the City Council makes a final decision on the intended change in use. 3. The City Council has the discretion to determine the type, and length of time, of the public process. 4. The City Council has the discretion to decide how to conduct the town hall, open house, listening session, public meeting, public hearing, public comment at a City Council meeting, survey or other event and the procedures that will be followed in doing so. The City Council will adhere to Moab Municipal Code §2.04.020 et. seq. for their meetings and the Planning Commission will adhere to their by-laws and rules of procedures for their meetings. Both the City Council and the Planning Commission will adhere to the Open and Public Meetings Act, and Municipal Ordinance, state and federal law when conducting a meeting as required. 5. These procedures will be made available on the City’s Administrative Directives portion of the Human Resources internal webpage or other locations as the City Manager determines are appropriate. CITY OF MOAB PROPERTIES 7/25/2019 ID Parcel No Name Address Area (acre)Zoning Use Owner 1 10360027 Skakel Water Tank N MAIN 1240 3.131629 RG County & C-4 City In Use MOAB CITY 2 01B160025 W. Center Municipal Parking CENTER 40 W 0.839523 C-3 City In Use MOAB CITY 5 10060063 Wallker Canyon Dam HILLSIDE DR NE 1.080376 R-2 City In Use MOAB CITY 6 30050099 Old City Dump SAND FLATS RD 39.890732 <Null>Vacant MOAB CITY 7 30060102 Old City Dump SAND FLATS RD 5.04 <Null>Vacant MOAB CITY 9 30060101 Old City Dump SAND FLATS RD 5.030357 <Null>Vacant MOAB CITY 11 10060083 Mill Creek Parkway 400 E: 545 S 0.118092 FC-1 City In Use MOAB CITY 12 10070025 Animal Shelter MILL CREEK DR 1.055147 A-2 City In Use MOAB CITY 13 10080001 Powerhouse Water Tank POWER HOUSE LN 9.287573 R-2 City In Use MOAB CITY 14 01B190002 City Hall CENTER 271 E 0.182231 C-2 City In Use MOAB CITY 15 21350054 Skakel Spring N HWY 191 1240 N WATER TANK 0.201938 C-4 City In Use MOAB CITY 16 01B230007 Moab Arts & Recreation Center CENTER 150 E 0.332741 C-2 City In Use MOAB CITY 17 10010171 Public Works Yard KANE CREEK BLVD 454 0.92333 I-1 City In Use MOAB CITY 18 30350048 Old Water Treatment Plant W 0400 N: 1072 2.580327 A-2 City Vacant MOAB CITY 19 30350048 Old Water Treatment Plant W 0400 N: 1072 0.732391 A-2 City Vacant MOAB CITY 20 30350149 Old Water Treatment Plant W 0400 N: 1072 0.409302 A-2 City Vacant MOAB CITY 21 01B190002 City Hall CENTER ST 203 E 1.790035 C-2 City In Use MOAB CITY 22 01B180008 Center St. Gym CENTER 0.58423 C-2 City In Use MOAB CITY 23 10010171 Public Works Yard KANE CREEK BLVD 454 2.249421 I-1 and RA-1 City In Use MOAB CITY 24 20210113 Spanish Valley Cemetary SPANISH VALLEY DR 2651 23.1074 LLR County In Use MOAB CITY 25 10070000 Mill Creek Dr Wellsite POWER HOUSE LN 1225 E 0.014342 R-2 In Use MOAB CITY 28 20160021 Old City Park OLD CITY PARK RD 10.888743 RR County Vacant MOAB CITY 29 20150059 Old City Park OLD CITY PARK RD 2155 S 15.981913 RR County In Use MOAB CITY 30 20160000 Old City Park WATER RETENTION EASEMENT 2.213846 RR County Vacant GRAND COUNTY RETENTION POND EASEMENT 31 30020088 Water Treatment Plant 1007 W 400 N 4.810752 I-1 City In Use MOAB CITY 32 10020005 Anonymous Park 80 S 500 W 15.92819 R-2 and FC-1 City In Use MOAB CITY 33 10010108 MRAC and Swanny City Park 180 W 400 N 7.698974 R-2 City In Use MOAB CITY 34 01B120001 Center Street Ballparks CENTER 200-300 E TO 100 S 4.898032 R-3 City In Use MOAB CITY 35 10010170 Mill Creek Parkway 146 W 200 S (NO ACCESS)8.814214 FC-1 City In Use MOAB CITY 36 01B190011 200 South Center Gym Parking Access 200 S 50 N 0.273183 C-2 City In Use MOAB CITY 38 01B180009 Sun Court CENTER 0.300031 C-2 City In Use MOAB CITY 40 01B060007 Mill Creek Parkway CREEK AREA 0.108815 FC-1 City In Use MOAB CITY 41 01B060008 Mill Creek Parkway S MAIN PART OF MILLCREEK WALK 0.191201 C-2 City In Use MOAB CITY 42 01B070006 Mill Creek Parkway S MAIN ALNG THE CREEK FOR PA 0.348206 C-2 City In Use MOAB CITY 43 01B030012 Mill Creek Parkway CREEK AREA 0.124007 C-2 City In Use MOAB CITY 44 01B030012 Mill Creek Parkway MILL CREEK AREA 0.290649 C-2 City In Use MOAB CITY 45 01B030012 Mill Creek Parkway CREEK AREA 0.457427 C-2 City In Use MOAB CITY 46 10010005 Dixie Park E 0300 S: 400 0.169812 C-5 City In Use MOAB CITY 47 30060104 Check Dam EASEMENT SAND FLATS RD CHECK DAM ESMNT 1.732062 RR County In Use MOAB CITY ID Parcel No Name Address Area (acre)Zoning Use Owner 48 10070034 Rotary Park ROTARY PARK 0.450009 R-2 City In Use MOAB CITY 49 10070056 Rotary Park ROTARY PARK 0.812554 R-2 City In Use MOAB CITY 50 10070056 Rotary Park ROTARY PARK AREA 0.227207 R-2 City In Use MOAB CITY 51 10010170 Mill Creek Parkway LAND LOCK PARCEL 0.348983 FC-1 City In Use MOAB CITY 52 20150002 Golf Course MURPHY LN 36.875812 RR County In Use MOAB CITY 53 20150002 Golf Course MURPHY LN 39.92241 RR and LLR County In Use MOAB CITY 54 20150002 Disk Golf 2345 S MURPHY LN 13.532657 RR County Vacant MOAB CITY 55 20140014 Golf Course GOLF COURSE 26.767649 RR County In Use MOAB CITY 56 20150002 Moab Spring #1 Parcels MURPHY LN 14.785391 RR and LLR County In Use MOAB CITY 57 20230001 Golf Course GOLF COURSE 40.257467 RR County In Use MOAB CITY 58 20220014 Golf Course EAST BENCH RD 2705 40.306422 RR and SLR-1 County In Use MOAB CITY 59 20220014 Golf Course EAST BENCH RD 2705 20.211422 RR and SLR-1 County In Use MOAB CITY 60 20150002 Golf Course MURPHY LN 10.793106 RR and LLR County In Use MOAB CITY 61 20220014 Sommerville Spring EAST BENCH RD 2705 21.205107 RR and LLR County Vacant MOAB CITY 62 20230001 Golf Course GOLF COURSE 40.3046 RR County Vacant MOAB CITY 63 20220014 Golf Course EAST BENCH RD 2705 4.90706 RR County Vacant MOAB CITY 64 20140014 Disc Golf GOLF COURSE 11.747528 RR County Vacant MOAB CITY 65 20150002 Disc Golf MURPHY LN 1.501513 RR County Vacant MOAB CITY 66 20150002 Golf Course MURPHY LN 6.107495 LLR County Vacant MOAB CITY 67 20150002 Moab Fire District MURPHY LN 0.352538 LLR County Vacant MOAB CITY 68 20150002 Moab Fire District MURPHY LN 1.998195 RR County Vacant MOAB CITY 69 20150002 Moab Fire District MURPHY LN 0.114178 RR County Vacant MOAB CITY 70 20150002 Disc Golf MURPHY LN 8.64242 RR County 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0.996493 RR County In Use MOAB CITY 1 Moab City Council Agenda Item Meeting Date: October 27, 2020 Item: City of Moab Resolution No. 42-2020 - A Resolution Continuing the Local Emergency Proclamation Due to the Economic Impact of COVID-19 Novel Coronavirus on Restaurants in the City of Moab. Proposed Motion: “I move to approve Resolution No. 42-2020 - A Resolution Continuing the Local Emergency Proclamation Due to the Economic Impact of COVID-19 Novel Coronavirus on Restaurants in the City of Moab.” Staff Presenter: Laurie Simonson, City Attorney Attachment(s): - Attachment 1: September 30, 2020 Local Emergency Proclamation Due to the Economic Impact of COVID-19 Novel Coronavirus on Restaurants in the City of Moab. - Attachment 2: City of Moab Resolution No. 42-2020 - A Resolution Continuing the Local Emergency Proclamation Due to the Economic Impact of COVID-19 Novel Coronavirus on Restaurants in the City of Moab. Background: On September 30, 2020, pursuant to Utah Code Annotated § 53-2a-208, “Emergency Management Act,” City Manager Joel Linares issued a proclamation declaring a local state of emergency for the City of Moab due to the severe economic impact on the restaurants in the City of Moab. The severe economic impact on restaurants within the City includes a period of closure and a current reduction in seating capacity and a corresponding reduction in revenue. The declaration of local emergency allowed restaurants within the City to establish “parklets” for outdoor dining in public space adjacent to their property under certain conditions. After an initial period of 30 days, the declaration of local emergency can only be continued or renewed with the consent of the City Council. Therefore, this Resolution is necessary to continue the declaration of local emergency so that the “parklets” for outdoor dining can continue as allowed under the restrictions established by the City. 1 CITY OF MOAB RESOLUTION NO. 42-2020 A RESOLUTION CONTINUING THE LOCAL EMERGENCY PROCLAMATION DUE TO THE ECONOMIC IMPACT OF COVID-19 NOVEL CORONAVIRUS ON RESTAURANTS IN THE CITY OF MOAB WHEREAS, Novel Coronavirus Disease 2019 (COVID-19) has been characterized by the World Health Organization as a worldwide pandemic caused by severe acute respiratory syndrome coronavirus 2 (SARS-Co V-2), a virus that spreads easily from person to person and can cause serious illness or death; WHEREAS, on September 19, 2020 Governor Gary R. Herbert issued Executive Order No. 2020-63 declaring a state of emergency in Utah due to the on-going COVID-19 pandemic and finding that COVID-19 constitutes an epidemic that presents a continuing threat to public health and economic and social stability and thus emergency conditions exist sufficient to constitute a statewide disaster within the intent of the Utah Code Title 53, Chapter 2a, Disaster Response and Recovery Act; WHEREAS, COVID-19 continues to spread and threaten public health and safety, causing loss of life, human suffering, and economic and social disruption throughout the state; WHEREAS, Grand County is in a high level of transmission and, under this level of transmission, restaurants must maintain six feet between parties at all times (including waiting areas and when seated); WHEREAS, COVID-19 has caused a severe economic impact on the restaurants in the City of Moab including a period of closure and a current reduction in seating capacity and a corresponding reduction in revenue; WHEREAS, the impacts of COVID-19 on businesses in the City of Moab include the closing of several eating establishments; WHEREAS, Utah Code Annotated (UCA), §53-2a-208, “Emergency Management Act, Local emergency – Declarations” provides that: (1)(a) A local emergency may be declared by proclamation of the chief executive officer of a municipality or county. . . .; (2) A declaration of a local emergency: (a) constitutes an official recognition that a disaster situation exists within the affected municipality or county; (b) provides a legal basis for requesting and obtaining mutual aid or disaster assistance from other political subdivisions or from the state or federal government; (c) activates the response and recovery aspects of any and all applicable local disaster emergency plans; and (d) authorizes the furnishing of aid and assistance in relation to the proclamation; WHEREAS, “State of emergency” means a condition in any part of this state that requires state government emergency assistance to supplement the local efforts of the affected political subdivision to save lives and to protect property, public health, welfare, or safety in the event of a disaster, or to avoid 2 or reduce the threat of a disaster; WHEREAS, the circumstances described in this proclamation do create a local emergency as provided in UCA Section 53-2a-208, Emergency Management Act; WHEREAS, On September 30, 2020, pursuant to UCA Section 53-2a-208, Emergency Management Act, City Manager Joel Linares declared a local state of emergency for the City of Moab; WHEREAS, Utah Code Annotated 53-2a-208(1)(b) “Local emergency – Declarations” states as follows: “A local emergency shall not be continued or renewed for a period in excess of 30 days except by or with the consent of the governing body of the municipality or county.” NOW, THEREFORE, the City of Moab City Council hereby extends the September 30, 2020 declaration of local emergency in the City of Moab due to the above circumstances and to ensure that, among other things, the City of Moab has access to any available resources to mitigate, manage, and respond to COVID-19 under the state Emergency Management Act or any other available law, statute, regulation or resource. This Resolution continuing the local state of emergency will remain in effect for thirty days after the date passed and signed unless otherwise ordered or resolved and may be continued or renewed by this Council. PASSED AND APPROVED by a majority of the City of Moab City Council. This Resolution shall take effect immediately upon passage. SIGNED: Emily S. Niehaus, Mayor Date ATTEST: Sommar Johnson, Recorder 1 Moab City Council Agenda Item Meeting Date: October 27, 2020 Item: Request for City Council approval of Resolution 43-2020 authorizing an agreement between the City of Moab and Alex Moab Properties, LLC. Proposed Motion: “I move to approve the Resolution 43-2020 authorizing the agreement between the City of Moab and Alex Moab Properties, LLC.” Staff Presenter: Laurie Simonson, City Attorney Attachment(s): - Attachment 1: Agreement between the City of Moab and Alex Moab Properties, LLC - Attachment 2: Engineering Reconnaissance Study of the Mill Creek Flood Control Project: Downtown Moab Segment - Attachment 3: Mill Creek Parkway Stream Stability Evaluation – Final Report dated November 2018 - Attachment 4: Resolution 43-2020 Background: Alex Moab Properties, LLC. owns and operates the World Famous Woody’s Tavern located at 221 South Main Street. This property is located on the south side of Mill Creek. Mill Creek has been designated as a flood hazard area. In 1992, the City received an “Engineering Reconnaissance Study of the Mill Creek Flood Control Project: Downtown Moab Segment” (“1992 Study”) which recommended improvements to the Mill Creek channel in the downtown area between 300 South and 100 West streets. (See Attachment 2.) “Reach B” of this 1992 Study encompassed Main Street to 200 East. Reach B is described as follows: “This is a short reach of approximately 200 feet between a tavern and a restaurant. A high vertical embankment exists on the south side of the creek near the tavern. The present embankment support consists of a light steel post and wire structure which is in poor condition. On the north side of the creek, a concrete retaining wall borders a parking lot.” The 1992 Study 2 contained five suggested improvements, (i). – (v.), for this reach. Apparently, only item (v.) was constructed. In 1998, the Utah Department of Transportation constructed a retaining wall and completed a bike and pedestrian path on the north side of Mill Creek. The 1998 plans did not contemplate work on the south side of Mill Creek. After the 1998 improvements, there was flooding of Mill Creek. The City of Moab attempted to address damage to the south side of Mill Creek due to this flooding by constructing fencing and other measures on Alex Moab Properties, LLC’s property. On November 26, 2018, the City received the “Mill Creek Parkway Stream Stability Evaluation – Final Report” (“2018 Report”) from Hansen, Allen & Luce, Inc. (Attachment 3.) The 2018 Report “performed an evaluation of stream stability along Mill Creek in the Mill Creek Parkway area.” The 2018 Report states: “. . . a key structure is the existing retaining wall adjacent to Mill Creek that provides support to soils near Woody's Tavern (Tavern). The City is concerned that the retaining wall may not be stable long term and may be susceptible to flood damage.” The 2018 Report also references the 1992 Study and states: “the study specifically references the Tavern (page 6) and notes that the southern Mill Creek embankment support ‘consists of a light steel post and wire structure which is in poor condition.’ This description is consistent with the structure that exists currently and may be an indication of how long the retaining wall has been in place.” The 2018 Report contains three alternatives to enhance the stability of Mill Creek adjacent to Alex Moab Properties, LLC.’s property (“Tavern Retaining Wall Solutions”). (See Attachment 3, pages 11-12.) The purpose of the agreement between the City of Moab and Alex Moab Properties, LLC. is to outline the respective expectations and responsibilities of the City and Alex Moab Properties, LLC. regarding stream bank stabilization options. The essence of the agreement is that the City agrees to enhance the stability of Mill Creek adjacent to the property by implementing one of, or a combination of, the three alternative Tavern Retaining Wall Solutions contemplated in the 2018 report and Alex Moab Properties LLC. grants to the City a right of entry and easement over the property for the purpose of constructing and implementing the project, and for conducting necessary repairs, maintenance, and monitoring of the project. Additionally, Alex Moab Properties, LLC. waives all claims that arose, or could ever have arisen, against the City related to any work within, or previous adjustments to, Mill Creek and 3 any obtained easements and any claims that arose, or could have arisen, prior to the execution of this agreement. Further, Alex Moab Properties, LLC. relieves the City of liability for any work whether or not related to the project. The City will undertake the project as soon as practicable given its financial ability and necessary cooperation of third parties. After completion of the project, the City will maintain, repair, and monitor the completed project as the City deems is necessary. Conclusion: Staff requests that Council review and approve the proposed agreement or, in the alternative, staff requests that Council provide direction regarding any changes to the agreement. When Recorded Mail to: City of Moab 217 East Center Street Moab, Utah 84532 AGREEMENT between THE CITY OF MOAB, a Utah municipal corporation "City" and ALEX MOAB PROPERTIES, LLC. a Utah limited liability company "Owner" For valuable consideration, the CITY OF MOAB, a Utah municipal corporation ("City"), and ALEX MOAB PROPERTIES, LLC. ("Owner"), (collectively "the Parties") enter into the following Agreement ("Agreement") regarding the installation and on -going maintenance of one of, or a combination of, the alternative solutions to stabilize Mill Creek adjacent to Owner's property (the World Famous Woody's Tavern) as stated specified in the "Mill Creek Parkway Stream Stability Evaluation — Final Report" dated November 2018. I. RECITALS A. Owner owns and operates the World Famous Woody's Tavern located at 221 South Main Street, Moab, Utah 84532 in Grand County with a tax parcel number of 01-0B07-0002 and with a legal description as stated in the Quit Claim Deed dated July 8, 2013 attached as Exhibit A ("Property"). B. Owner acquired the Property by Warranty Deed dated July 11, 1996 subject to all restrictions, easements, and rights -of -way, however evidenced. (See Warranty Deed attached as Exhibit B.) C. The Property is located on the south side of Mill Creek. Mill Creek has been designated as a flood hazard area. (See the "Engineering Reconnaissance Study of the Mill Creek Flood Control Project: Downtown Moab Segment" ("1992 Study") attached as Exhibit C at page 2 and the "Mill Creek Parkway Stream Stability Evaluation — Final Report" dated November 2018 ("2018 Report") attached as Exhibit D at page 10.) D. Recorded against the Property is an easement dated April 5, 1955 "for the purpose of constructing thereon concrete and steel bridge." (See the1955 Easement attached as Exhibit E.) 2 E. Also recorded against the Property is an easement dated February 9, 1956 "for the purpose of constructing thereon a channel change for Mill Creek and appurtenant parts thereof." (See the 1956 Easement attached as Exhibit F.) F. In 1992, the City received an "Engineering Reconnaissance Study of the Mill Creek Flood Control Project: Downtown Moab Segment" ("1992 Study") which recommended improvements to the Mill Creek channel in the downtown area between 300 South and 100 West streets. (See Exhibit C.) "Reach B" of this 1992 Study encompassed Main Street to 200 East. Reach B is described as follows: "This is a short reach of approximately 200 feet between a tavern and a restaurant. A high vertical embankment exists on the south side of the creek near the tavern. The present embankment support consists of a light steel post and wire structure which is in poor condition. On the north side of the creek, a concrete retaining wall borders a parking lot." The 1992 Study contained five suggested improvements, (i). — (v.), for this reach. Apparently, only item (v.) was constructed. G. In 1998, the Utah Department of Transportation constructed a retaining wall and completed a bike and pedestrian path on the north side of Mill Creek. The 1998 plans did not contemplate work on the south side of Mill Creek. (See Exhibit D, Sheet 6 at page 38.) H. After the 1998 improvements, there was flooding of Mill Creek. The City of Moab attempted to address damage to the south side of Mill Creek due to this flooding by constructing fencing and other measures on Owner's property. I. On November 26, 2018, the City received the "Mill Creek Parkway Stream Stability Evaluation — Final Report" ("2018 Report") from Hansen, Allen & Luce, Inc. (Exhibit D.) The 2018 Report "performed an evaluation of stream stability along Mill Creek in the Mill Creek Parkway area." The 2018 Report states: "... a key structure is the existing retaining 3 wall adjacent to Mill Creek that provides support to soils near Woody's Tavern (Tavern). The City is concerned that the retaining wall may not be stable long term and may be susceptible to flood damage." The 2018 Report also references the 1992 Study and states: "the study specifically references the Tavern (page 6) and notes that the southern Mill Creek embankment support `consists of a light steel post and wire structure which is in poor condition.' This description is consistent with the structure that exists currently and may be an indication of how long the retaining wall has been in place." J. The 2018 Report contains three alternatives to enhance the stability of Mill Creek adjacent to Owner's Property ("Tavern Retaining Wall Solutions"). (See Exhibit D, pages 11-12.) II. AGREEMENT GIVEN THE ABOVE RECITALS, THE PARTIES HEREBY AGREE AS FOLLOWS: 1. Recitals: The recitals in paragraphs A through J above are incorporated into this Agreement and, therefore, are part of the agreement and understanding of the Parties. 2. The Project: The City agrees to enhance the stability of Mill Creek adjacent to Owner's Property by implementing one of, or a combination of, the three alternative Tavern Retaining Wall Solutions contemplated in the 2018 report ("the Project") at page 11. The three alternative Tavern Retaining Wall Solutions contemplated in the 2018 report are concept designs only and, when the Project reaches final design, further analysis will determine the best method to enhance the stability of Mill Creek adjacent to Owner's Property. The Parties' mutual interest is to implement the most effective and efficient design: (1) to enhance the stability of Mill Creek adjacent to Owner's Property and (2) for purposes of on -going maintenance. The Project will include methods to enhance the stability of Mill Creek adjacent to Owner's Property but will not include improvements to Owner's building or infrastructure designed solely to allow Owner to expand or add new structures to the 4 Property. The City agrees to pay for the costs of the construction and installation of the Project. The Project shall be completed in conformance with the City of Moab building codes, and all state and federal regulations, as applicable. _ 3. Completion of the Project Will Be Sequenced as Follows: a. The City will apply for a determination of state and federal regulatory requirements for construction work in Mill Creek; b. Based upon the regulatory requirements, the City will complete construction drawings; c. The City will secure funding for construction; d. The City will construct the improvements by way of a contract with a qualified contractor. 4. Construction Drawings/Plans: The City will provide the construction drawings/plans to the Owner's engineer for his/her review and input prior to construction. Owner agrees that the City retains sole discretion regarding the construction drawings/plans and decision as to the best method to enhance the stability of Mill Creek adjacent to Owner's Property. The Parties' mutual interest is to implement the most effective and efficient design: (1) to enhance the stability of Mill Creek adjacent to Owner's Property and (2) for purposes of on -going maintenance. 5. Construction Timeline: Construction of the Project shall not commence until after the effective date of this Agreement as defined in paragraph 29 of this Agreement. The City will endeavor to undertake the Project as soon as practicable given its financial ability and given the cooperation of third parties necessary to complete the Project, including but not limited to those specified in the sequencing described in paragraph three above. If the sequencing of the Project, as specified in number three above, has not commenced within one year, or 5 within any timeframe as extended by the Owner, then the Owner may seek termination of this Agreement pursuant to paragraph ten below. 6. Maintenance of the Project: After completion of the Project, the City will maintain, repair, and monitor the completed Project as the City deems is necessary. 7. Easement: By way of this Agreement, Owner grants to the City a right of entry and easement over the Property for the purpose of constructing and implementing the Project, and for conducting necessary repairs, maintenance, and monitoring of the Project. 8. Payment of Fees: The Parties agree that Owner is not required to pay for any fees applicable to the Project, including but not limited to building permit fees, inspection fees, or additional impact fees. This does not include any costs Owner would normally pay for legal representation, private engineering costs, and other costs associated with operating the Owner's business. 9. Release: Owner waives all claims that arose, or could ever have arisen, against the City related to any work within, or previous adjustments to, Mill Creek and any obtained easements and any claims that arose, or could have arisen, prior to the execution of this Agreement. Further, Owner relieves the City of liability for any work whether or not related to the Project. 10. Default; Cure; Termination: All provisions of this Agreement are material, and any violation of its terms is grounds for a Party to declare a default. Prior to a Party declaring a default under this Agreement, the Party shall deliver written notice to the other Party describing the act, event, or omission constituting a default and allowing that Party a period of thirty (30) days in which to cure or abate the potential default. If a Party fails to cure the potential 6 default within the 30 days, the other Party may terminate this Agreement with ten (10) days written notice. 11. Informal Settlement Discussion: Any claim, dispute or other matter in question arising out of or related to this Agreement, shall be subject to informal settlement discussion as a condition precedent to a Party filing litigation. The Owner and City shall endeavor to resolve claims, disputes and other matters in question between them by way of the informal settlement discussion. A request for informal settlement discussion shall be made by a Party in writing, delivered to the other Party to this Agreement pursuant to the notice requirements of paragraph 12 below. The informal settlement discussion shall be held in the place where the Project is located, unless the Parties mutually agree on another location. Agreements reached in the informal settlement discussion shall be enforceable as settlement agreements in any court of competent jurisdiction. If the parties do not resolve a dispute through informal settlement discussion, the Parties may pursue legal action pursuant to paragraph 21 below. 12. Notices: Any notice, demand, request, document, consent, approval, or communication either Party desires or is required to give to the other Party, or any other person, shall be in writing and either served personally or sent by prepaid, first-class mail, in the case of the City, to the City Manager, City of Moab, 217 East Center Street, Moab, UT 84532 and in the case of the Owner, to Alex Moab Properties, LLC., P.O. Box 1085, Moab, Utah, 84532; Attention: Shari L. Beck. Either Party may change its address by notifying the other Party of the change of address in writing. Notice shall be deemed received at the time personally delivered or, if notice is sent by mail, it shall be deemed delivered no later than three (3) days from the date that it is deposited in a U.S. mail collection repository. 7 13. Waiver: Waiver by any Party to this Agreement of any term, condition, or covenant of this Agreement shall not constitute a waiver of any other term, condition, or covenant. Waiver by any Party of any breach of the provisions of this Agreement shall not constitute a waiver of any other provision or a waiver of any subsequent breach or violation of any provision of this Agreement. No delay or omission in the exercise of any right or remedy by a non -defaulting Party on any default shall impair such right or remedy or be construed as a waiver. Any waiver by either Party of any default must be in writing and shall not be a waiver of any other default concerning the same or any other provision of this Agreement. Failure of a Party to exercise any right under this Agreement shall not be deemed a waiver of any such right, nor shall any course of dealing or previous action or inaction be deemed a waiver of any rights or claims arising with respect to later or subsequent breaches, acts or omissions. 14. No Waiver of Governmental Immunity: Nothing in this Agreement shall be deemed to abrogate or waive any immunity possessed by the City, including immunity under the Utah Governmental Immunity Act, U.C.A. § 63G-6-101, et seq., or other applicable law. 15. Future Legislative Power: Nothing in this Agreement shall be construed to impair or limit the future legislative power or zoning authority of the City. 16. Indemnity: Owner shall indemnify and hold the City harmless to any third party claims, including claims for property damage, injury, or death, and any demands, liabilities, causes of action, costs, or damages, including reasonable attorney's fees, that may arise from any act or omission of the Owner, its members, managers, employees, agents, or contractors in connection with the Project and/or the performance of this Agreement. 17. Rights and Remedies are Cumulative: Except with respect to rights and remedies expressly declared to be exclusive in this Agreement, the rights and remedies of the parties are 8 cumulative and the exercise by either Party of one or more of such rights or remedies shall not preclude the exercise by it, at the same or different times, of any other rights or remedies for the same default or any other default by the other Party. 18. No Consequential Damages: In the event of any legal dispute arising from this Agreement, neither party shall be liable to the other for consequential damages, lost profits, or delay related damages of any kind. 19. No Third -Party Rights: This Agreement does not create any third -party beneficiary rights. It is specifically understood by the Parties that: (a) the City of Moab has no interest in, responsibilities for, or duty to third parties concerning any improvements to the Property and (b) except as otherwise provided in this Agreement, Owner shall have full power and exclusive control of the Property. 20. Successors in Interest: This Agreement shall be binding on and inure to the benefit of the successors and assigns of the Owner in the ownership or development of all or any portion of the Property. 21. Legal Action: In addition to any other rights or remedies, either Party may take legal action, in law or in equity, to cure, correct or remedy any default, to recover damages for any default, to compel specific performance of this Agreement, to obtain declaratory or injunctive relief, or to obtain any other remedy consistent with the provisions of this Agreement. 22. Utah Law: This Agreement shall be interpreted, construed and governed both as to validity and to performance of the Parties in accordance with the laws of the State of Utah. Legal actions concerning any dispute, claim or matter arising out of or in relation to this Agreement shall be instituted in the Superior Court of the County of Grand, State of Utah, or any other appropriate court in such county, and Contractor covenants and agrees to submit to the 9 personal jurisdiction of such court in the event of such action. In the event of litigation in a U.S. District Court, venue shall lie exclusively in the District of Utah, Seventh Judicial District Court, Tenth Circuit. 23. Attorneys Fees: In any legal proceeding arising from this Agreement, the substantially prevailing party shall be entitled to recover its reasonable attorney fees and court costs in addition to any other relief. 24. Interpretation: This Agreement is the product of mutual bargaining. The terms of this Agreement shall be construed in accordance with the meaning of the language used and shall not be construed for or against either Party by reason of the authorship of this Agreement or any other rule of construction which might otherwise apply. 25. Severability: In the event that any one or more of the phrases, sentences, clauses, paragraphs or sections contained in this Agreement is declared invalid or unenforceable by an order, judgment or decree of a court of competent jurisdiction, such invalidity or unenforceability shall not affect any of the remaining phrases, sentences, clauses, paragraphs or sections of this Agreement which are hereby agreed to be severable and shall be interpreted to carry out the intent of the Parties unless the invalid provision is so material that its invalidity deprives either Party of the basic benefit of their bargain or renders this Agreement meaningless. 26. Corporate Authority: The persons executing this Agreement on behalf of the Parties warrant that: (a) the Party is duly organized and existing, (b) they are duly authorized to execute and deliver this Agreement on behalf of the Party, (c) by executing this Agreement, the Party is formally bound to the provisions of this Agreement, and (d) the entering into this Agreement does not violate any provision of any other Agreement to which the Party is bound. This 10 Agreement shall be binding upon the heirs, executors, administrators, successors and assigns of the Parties. 27. Counterparts: This Agreement may be executed in separate original counterparts, which, when combined, shall constitute the entire Agreement. 28. Integration: Amendment: This Agreement including the referenced Exhibits is the entire, complete and exclusive expression of the understanding of the Parties. There are no oral agreements between the Parties concerning this Agreement and this Agreement supersedes and cancels any and all previous negotiations, arrangements, agreements and understandings, if any, between the Parties, and none shall be used to interpret this Agreement. No amendment to or modification of this Agreement shall be valid unless made in writing and signed by the Owner and by the City Manager. The Parties agree that this requirement for written modifications cannot be waived and that any attempted waiver shall be void. 29. Effective Date. The effective date of this Agreement is the date when it is fully executed by the Parties. 30. Recording of Agreement. This Agreement constitutes an obligation, covenant or servitude binding upon and running with the Property and is binding upon the Owner and all successors, and assigns, in title. This Agreement shall be recorded in the Grand County land records and constitutes a restriction that will encumber and will govern the use and enjoyment of the Property. 11 IN WITNESS WHEREOF, this Agreement has been executed by the City, acting by and through Joel Linares, City Manager, and by Owner, acting by and through Shari Beck, as of the date(s) specified below. CITY OF MOAB: Emily Niehaus, Mayor Date: Attested by: Sommar Johnson, Recorder Date: OWNER: ID / Shari Beck, Alex Moab Properties, LLC Date: 12 471 W Hale Ave Moab, UT 84532 Engineering Reconnaissance Study of the MILL CREEK FLOOD CONTROL PROJECT: DOWNTOWN MOAB SEGMENT Z no r'7 14. D for The City of Moab Grand County, Utah by Gerald R. Williams April 1992 TABLE OF CONTENTS I. INTRODUCTION Page No. A. Geography 1 B. Demography 1 II. HYDROLOGY AND HYDRAULICS A. Previous Studies 1 B. Hydrological Features 1 C. Estimated Runoff Rates 2 D. Flooding Potential 2 E. Hydraulic Conditions 2 III. PROJECT APPROACH A. Overall Plan 2 B. Mill Creek Flood Control Project 3 C. Project Considerations 3 IV. IMPROVEMENT TECHNIQUES A. Steep Embankment Stabilization 4 B. Channel Stability and Conveyance Capacity 5 V. PROJECT PHASING A. Phases and Reaches 5 B. Reach "A" (100 West St. to Main St.) 6 C. Reach "B" (Main St. to 100' East). . 6 D. Reach "C" (200' to 550' East of Main St ) 7 E. Reach "D" (550' East of Main St. to 300 South St.) 7 F. Reach "E" (300 South St. Bridge Expansion) 7 IV. RECOMMENDATIONS A. Comprehensive Feasibility Study 8 B. Design Storm Selection 8 C. Land Acquisition 8 D. Reach Costs 9 E. Reach Priority 9 F. Benefits Derived 10 References Appendix - Cost Estimates Exhibits - Sketch of Major Improvement Schemes I. INTRODUCTION A. Geography The City of Moab is located in Southern Grand County of eastern Utah, approximately 230 miles southeast of Salt Lake City. The community is located at the northwest end of gently sloping Spanish Valley, which is approximately 15 miles long and three miles wide. Steep mountain ridges border the valley, with the majestic LaSal mountains to the east. Primary valley waterways are Mill Creek and Pack Creek, the latter joining Mill Creek within City limits and immediately west of the downtown area. Mill Creek outfalls to the Colorado River approximately 11 miles downstream from downtown Moab. Reference is made to Exhibit "A" which was taken from a "USDA" Soil Conservation Service publication. B. Demography Population growth in Moab has been quite variable, increasing dramatically in the 1950's, then dropping and vacillating in later years. Currently, the population is estimated to be nearly 4,000. Developed land use is predominantly business and tourist oriented along the main highway (Main Street), and residential outside of the downtown business area and highway corridor. II. HYDROLOGY AND HYDRAULICS A. Previous Studies Several studies have been performed which analyze flooding and flood related hazards along Mill Creek. Prominent among them are: a U.S. Army Corps of Engineers hydrology study in 1963 to 1965, and hydraulic study in 1975; a 1971 Utah Division of Water Resources investigation of a multipurpose project along Mill Creek; a 1975 U.S. Soil Conservation Services Flood Hazard Study; a Flood Insurance Study in 1979 based upon the Army Corps of Engineer's work; Utah Department of Agriculture Geomorphic Investigation; and Army Corps of Engineers (ACOE) Alternatives Study performed in the 1980's. With the exception of the Geomorphic Investigation which briefly analyses stream stability, and the limited ACOE investigation, all the studies mentioned relate to identifying existing conditions, and do not explore various alternatives of flood investigation. A comprehensive feasibility study which would explore possibilities beyond channel improvements, such as detention reservoirs or diversions, with cost versus benefit optimization, with a recommended overall plan would be beneficial. However, previous studies are helpful inasmuch as they identify large scale runoff and flooding potential along Mill Creek, both in theory and in actuality. B. Hydrological Features The major portion of the watershed contributing to Mill Creek is on the LaSal Mountains located a few miles southeast of Moab. Given the close proximity of the mountains and the steep slope, precipitation on the mountain reaches Moab quickly. Mill Creek flooding is usually the result of short duration, localized summer thundershowers, most of which are on the mountain. With this hydrological condition, there can be major creek flooding, despite 1 a complete absence of rainfall in Moab. This scenario provides little advance warning of impending floods. C. Estimated Runoff Rates Per the Flood Insurance Study, estimated runoff rates in Mill Creek above Moab (which given the watershed configuration is likely representative of flow rates within Moab) are as follows: Statistical Recurrence Interval Estimated Peak Flow Rate (cubic feet per second) 10 year 3,800 25 year 6,700 50 year 9,980 100 year 14,000 D. Flooding Potential Previous studies indicate that extensive overbanking would occur within the downtown district during a 25 -year event. Furthermore, a July 19, 1974, storm reported as only a 10 -year event resulted in flooding to downtown Moab businesses and homes. Topographic maps and the above flow rates, and also flood profiles in the Flood Insurance Study, each indicate that channel capacity in the downtown area is about at the estimated 10 -year flow rate. E. Hydraulic Conditions Mill Creek conveyance capacity has been reduced in the downtown area by many factors. Encroachment of development has been a primary factor, which has not only significantly impacted floodplain conveyance and partially affected channel conveyance capacity, but has also reduced meandering which has resulted in increased erosion potential as well. Dense vegetation in reaches effectively eliminates or significantly reduces conveyance capacity, particularly in the naturally occurring terraced channel areas. Reduced main channel and secondary or terraced channel conveyance capacity results in major overland shallow flooding, as evidenced by the Flood Insurance Floodway Map. (Reference is made to a copy of the map which is shown on Exhibit "B".) III. PROJECT APPROACH A. Overall Plan The City has preliminarily investigated possibilities of reducing flood damage along Mill Creek. Upstream reservoirs for flood attenuation has been considered; unfortunately that solution is apparently not feasible at the time due to political and financial reasons. Channel improvements along the entire reach has also been considered, and while this approach apparently has more political appeal, funding is again a problem. However, despite the overall approach to flood mitigation, minimal channel improvements on Mill Creek through the downtown area is and will be rewired to convey either direct or attenuated storm runoffs and to provide necessary erosion protection. Therefore, the current plan of action is to improve the channel in the downtown area between 300 South and 100 West streets, which is where the greatest threat exists to public welfare and safety. 2 Once these reaches are improved to a reasonable level (if not sooner), then a comprehensive feasibility study would be advisable to direct further efforts. B. Mill Creek Flood Control Project In accordance with the above, The City of Moab has been pursuing the Community Development Block Grant money, which application is in the final stages for over $52,000. In conjunction with final application for these funds, this Reconnaissance Study was performed, which includes a review of previous studies, walking the creek to investigate problems and potential remedies and discussing such with City personnel, preparing conceptual sketches of stabilization schemes, and estimating project costs. C. Project Considerations The project was walked and possible solutions were considered with five important factors kept in mind. 1. Technical - Improvements should be adequate to provide channel conveyance capacity at least equal to the selected design storm frequency, which preferably would be the 100 -year event. However, that may not be economically feasible or practical, inasmuch as the current corridor is narrow, generally shallow, and capacity is low. Low cost facilities may increase capacity, but extensive facilities at high cost are likely for 100 -year capacities. Reasonable limits of improvements were considered. 2. Construction - Many improvement techniques would function well Ur -Zia —be aesthetically desirable, but improvements should not be selected which are outside the realm of available expertise to successfully construct and implement. Furthermore, some techniques lend themselves well to volunteer group effort, which could potentially save costs as well as increase community involvement in and appreciation for the Mill Creek Project. C3. Maintenance - In addition to the up -front capital costs, the need `\ for and feasibility of maintenance for various techniques were considered, particularly with respect to erosion and scour, sedimentation, vegetation growth, and cleaning. 4. Aesthetics - A perennial stream corridor through the downtown Will -FIE -Ea a valuable amenity. Visible features should not detract from the overall beauty of the creek. Vegetation planning and use of "softer" engineering materials and application is imperative to maintain overall project objectives. 5. Political Acceptance - The creek flows through downtown Moab and is, therefore, highly visible. All of the above issues will affect short and long-term political acceptance. Mitigation treatment type, construction needs, and aesthetics will all heavily impact adjacent landowners, most of whom own land that would be affected by increasing conveyance capacities. Features must also be selected so that they do not adversely impact hydraulics along any property in order that the likelihood of legal problems be reduced. 3 IV. IMPROVEMENT TECHNIQUES A. Stee Embankment Stabilization For a distance of approximately 500 eet mme ately east o t e highway (Main Street), a steep and high embankment exists which is experiencing erosion problems, and is in need of stabilization. Creek capacity will not allow infill to a more stable slope, nor will adjoining development allow the embankments to be cut back to more stable slopes. More structural solutions are required, of which four of the more applicable are briefly expounded upon. I. Vegetated Geogrids - These systems combine synthetic gridded mats to be placed horizontally in the soil embankment to stabilize the soil. The nose of each layer (the exposed river embankment) is also wrapped to reduce erosion. Placed between each layer and extending horizontally out from the embankment are willow shoots, which if properly placed grow and produce a strong embankment that is green and aesthetically pleasing. This type of treatment can have favorable cost, but will likely require greater expertise than may be available. 2. Rock -faced Concrete Retaining Walls - Concrete retaining walls may be used, but surface treatment is desirable to avoid an unacceptable appearance. Sandblasted exposed aggregate surfaces are relatively inexpensive, but given the length and height, the appearance would not likely be acceptable. A rock facade would likely be acceptable, but would require significant local service group participation to keep costs in line with other options. 3. Geowall or Geoblock Systems - These systems are similar to the vegetated geogrid with respect to embankment stabilization; however, in lieu of a willow exposed surface, textured or rock impregnated concrete blocks or wall panels are used which are held in place horizontally by pinning to a geogrid system similar to that explained in (1) above. Geowall installation is quick, but caution must be used to prevent stress cracking which reduces visual appeal. Geowalis also require use of heavier equipment for placement. Geoblock systems have similar material costs, but require more labor for installation. However, construction techniques are simple, well suited to low skilled labor, and do not require sophisticated equipment. The geoblock system may, therefore, be preferable to the geowail. System design could accommodate plantings and trees which will help reduce adverse visual impact. (Reference is made to Exhibit "C".) 4. Wood Cribwalls - Railroad ties could be used in much the same way as geoblock systems. They could also incorporate planters and tree wells. Used in conjunction with a geogrid system, they could potentially be economically used for the steep riverine application required. (Reference is made to Exhibit "C".) 4 B. Channel Stability and Conveyance Capacity The balance of the creek also requires maintenance or improvement of soil stability in the terraced channel and embankment regions. Conveyance capacity is also limited in these regions. Five corrective measures are desirable. 1. Vegetation Removal - Currently there is an abundance of woody vegetation that is bushy or inclined to have numerous low-level side branches. These not only impede flow, but tend to catch debris and block flow. These should either be trimmed or removed as required by hydraulic, aesthetic, and maintenance needs. 2. Trees - Tree roots provide soil stability, particularly those ;MY -shallow, spreading, and massive root systems. Trees which can be grown without low-level branches which obstruct flow and views can be beneficial. They could also reduce growth of other vegetation which is undesirable. Cottonwood limbs or posts up to six inches in diameter could be planted to provide long term shade, beauty, and stability. 3. Grasses and Ground Covers - Selected grass and ground cover types have limited maximum growth height and readily bend over during flood conditions, and would, therefore, result in limited flow reduction. They also prevent weed growth, stabilize the soil, and require minimal care. It would be beneficial to help establish these in the terraced channel and embankment regions. 4. Overflow Channel Improvement - Naturally benched or terraced channels behind trees which line the small armored streambed have been silted in. These should, in conjunction with vegetation changes, be lowered to increase channel cross-sectional area. 5. Maintenance Trail - A riverine trail meandering along the terraced channel would not only provide a smooth surface for improved hydraulics, but would also provide a path for future maintenance, not to mention providing access for public enjoyment of the creek corridor. V. PROJECT PHASING A. Phase and Reaches The Downtown Segment phase of the Mill Creek Project encompasses the length from just west of 100 West Street to 300 South Street. However, it is apparent that the potential funding available will be inadequate to make improvements for this entire length. Therefore, this segment has been broken down into logical reaches having similar overall costs. This not only enables smaller projects to be undertaken which are more in line with available funding, but also allows flexibility as to the order or priority in which they are performed. Each reach will be discussed, starting at the lower end. (Reference is made to Exhibit "D".) 5 B. Reach "A" This reach, which actually begins west of 100 West Street, is approximately 900 feet long. The following improvements are suggested: (i) The lower 250 feet would consist primarily of vegetation thinning and a maintenance/river trail; (ii) The next 300 feet would require laying back the embankment on the south side of the creek to increase the channel cross-sectional area and improve stability. A trail would also be constructed on the north side of the creek, partially stepped down from the road, and with a barricading wall for protection. The existing roadway alignment could be preserved; and (iii) Along the next 350 feet to Main Street, the north side terraced channel, where it exists, would be lowered, and where it does not exist, the embankment would be laid back to increase channel cross-sectional capacity and improve stability. Large existing trees along this reach would be preserved, and current plans for a shop at the southwest corner of Main and 100 South Streets should not be affected. The path would be continued through this reach, and would split into two paths, one which would go up to Main Streeet, and another which would stay along the creek for access under the bridge. Removal of sedimentation under the bridge would also be required. Reach "B" (Main Street to 200' East) This is a short reach of approximately 200 feet between a tavern and a restaurant. A high vertical embankment exists on the south side of the creek near the tavern. The present embankment support consists of a light steel post and wire structure which is in poor condition. On the north side of the creek, a concrete retaining wall borders a parking lot. Below the wall is a terraced area full of bushy trees. Suggested improvements consist of the following: (i) Construction of a 150' long by 10' high near vertical retaining wall on the south side of geoblock or wood cribwall type, having minimal planters, but adequate allowance for the planting of cottonwood posts in wall setbacks provided for such; (ii) Embankment stabilization at both ends of the retaining wall; (iii) Brush and tree trimming and removal on the north side of the creek, with other trees planted back that would cause less flow and view restriction; (iv) Construction of a ramped trail meeting American Disability Act regulations along the existing retaining wall on the restaurant property. The trail would begin at Main Street level and descend to the terraced channel level; and (v) Continuation of the creekside path from under the bridge, which would join the ramped trail descending from Main Street. 6 D. Reach "C" (200' to 550' East of Main Street) This 350' segment contains a slight curve. The north embankment and outer side of the curve is experiencing extensive undercut and erosion. A light steel pipe and wire structure is currently in place, which is of questionable value. The south side of the creek has received deposition. Suggested improvements for this reach are: (i) Construction of a 350 -foot by 8 -foot high nearly vertical wall on the north side of geoblock or wood cribwall type. Incorporated in the wall, which would likely be of two -level construction, would be a pathway; (ii) Approach improvement to the retaining wall, perhaps incorporating a rock or wood cribbing jetty; and (iii) Removal of vegetation and sedimentation on the south side of the creek. E. Reach "D" (550' East of Main Street to 300 South Street) This reach is nearly 700 feet long. The stream is narrow with heavy vegetation on either side. Side slopes are moderately steep. Improvements could be of two approaches, each of which would include a pathway on one side of the creek and a low water level crossover bridge: (i) Improve terraced channels on both sides of the creek; or (ii) Purchase a house on the northeast corner of 300 South and 100 East streets. The homesite is currently in the floodplain, is located precariously close to the creek, and could be in the alignment of a potentially recommended bridge or expansion on 300 South Street. The house is on the only property between the creek and 100 East Street. City possession of the site not only could be advantageous from an engineering standpoint, but would also, in conjunction with the unused 100 East Street R.O.W., make an excellent small park and parking facility and serve as a launching point for those wanting to walk the creek trail. With this option, the southwest embankment would be laid back as required for channel capacity. F. Reach "E" (300 South Street Bridge Expansion) Previous studies indicate that the existing bridge is inadequate to convey the estimated 10 -year event. Field calculations support that determination. Additional capacity is desirable. However, sufficient information is not available to allow for preliminary determination of expansion requirements. 7 VI. RECOMMENDATIONS A. Comprehensive Feasibility Study 1. Former Investigation of Alternatives As mentioned previously, the Army Corps of Engineers has looked at various corrective measures. Investigated were channel improvements for the 100, 50, and 12 -year runoff event. All variations investigated involved channel improvements to convey the full unreduced peak runoff through the Mill Creek corridor. The resulting solutions for the 50 or 100 -year events required a significant amount of land space which is impractical in the downtown area from a political, financial, and aesthetic viewpoint. The City of Moab does not need a major "green canal" through the downtown area; more acceptable would be semi -natural pristine creek of reasonable size that would for the most part accommodate existing development. 2. Other Possible Concepts Rather than try to "force" the 5O or 100 -year runoff down a creek channel that has long since lost its 50 and 100 -year capacity due to floodplain encroachment, there has been discussion of reducing peak runoffs in Mill Creek through the downtown area by detention or diversion. The benefit of such an approach is attractive enough that such alternatives should be explored. A comprehensive feasibility study which considers these options is highly recommended. B. Design Storm Selection 1. Existing Downtown Creek Capacity Currently, Mill Creek in the downtown area has had its natural floodplain area removed. All that remains is a restricted main and terraced channel. Overflow beyond the capacity of these must flood through streets, residences, and businesses. Current creek capacity (with clearing and vegetative thinning) is about the 10 -year event. 2. Limits of Practical Improvements In order to avoid major construction, damaging the natural creek armored bed, destroying vegetation and wildlife, extensive land purchases and legal battles, and unsightly force -fit solutions, the current creek corridor in the downtown area should not be improved beyond that suggested earlier, which would have approximately a 25 -year runoff capacity. C. Land Acquisition 1. Landowner Benefits The improvements suggested earlier would result in minimal impact on adjacent landowners. Additional land would be required, but not an excessive amount. It is possible that much of the land would be obtained without purchase because: (i) The narrow strip required is currently in the floodplain and is not highly usable; and 8 (ii) The land required for the project would enable the City to provide landowners increased flood protection for minimal land loss. 2. Financial Enticements There will be landowners who will not be willing to part with their land, with or without a price. Some, however, could be enticed with financial agreements related to utility hookup or service fees. Others may require more, but this type of approach could relieve the City of high up -front capital costs for the project. 3. Preference of Ownership The required corridor could be obtained by easement or full ownership. If an easement is granted, the landowner would not really have control over or even semi -private use of the land, and yet would be subject to taxation for easements granted. Under City ownership, taxation is not a burden and there would likely be less problems with control and legal issues. 4. Provide Surveying Services Surveying and legal documents would be required for preparation of land ownership or easement dedication. These services could be provided by a registered surveyor that is currently employed by the City. D. Reach Costs Costs have been estimated in 1992 dollars for Reaches "A", "B", "C", and "D". Inadequate information is available within the scope of this work to provide an estimate for Reach "E". Costs do not include land acquisition; the City has implemented a public relations and information effort, and would have a better knowledge of what landowner disposition may be. Tabulated below are project reach costs, including engineering, construction, and administration; a more detailed analysis is provided in the Appendix. Reach A Estimated Cost $ 52,260 * It is possible that some of this cost could be shared by an adjacent development. E. Reach Priority Oftentimes technical evaluations will indicate prioritization. For the downtown Moab segment, the system hydraulically functions as a whole; therefore, any single reach is not really complete until the entire downtown segment is done. All reaches have significant flooding potential until improved individually and collectively. Reaches "B" and "C" have the greatest erosion potential, and Reach "B" is likely the least safe due to embankment instability. Political aspects must 9 also be considered, including money available and other planned projects adjacent to the creek. All factors considered, and if financial participation were available, Reach "C" would probably be the highest priority, followed by either Reach "B" (a safety issue) or Reach "A" (a reach with immediate development potential). F. Benefits Derived Collectively, the projects presented above would reduce flood risk in the downtown area 60% by increasing capacity from a 10 -year event to a 25 -year event. However, actual flood benefit would be greater, because vegetation growth and regrowth, and channel inaccessibility under current conditions will likely result in less than 10 -year capacity. There will also be reduced erosion (and therefore less deposition elsewhere) and land loss. Maintenance would become feasible, and the community would gain an enviable amenity. 10 REFERENCES Flood Hazard Analyses for Moab and Vicinity, USDA Soil Conservation Service, December 1975 Flood Insurance Study, FEMA, December 1979 Geomorphology Study, Utah Dept. of Agriculture, August 1991 Mill Creek Flood Control and Parkway Project Newsletter No. 1, City of Moab, September 1991 Moab City General Plan, January 1992 National Flood Insurance Program Flood Insurance Rate Map National Flood Insurance Program Floodway Map Video tape prepared by the City of Moab APPENDIX COST ESTIMATES CONCEPTUAL COST ESTIMATE FOR MILL CREEK FLOOD CONTROL PROJECT: DOWNTOWN MOAB SEGMENT REACH "A" Item 1. Vegetation thinning 2. Tree planting 3. Concrete trail, 8' wide 6" thick 4. Clearing and grubbing 5. Earthwork cut and haul 6. Degradable erosion blankets 7. Seed and mulch 8. Barricade wall 9. Sedimentation removal and haul (3) } Un i t Quantity Cost 900 LF 1 1,050 LF 1,733 SY 900 CY 2,000 SY 2,000 SY 100 LF 250 CY Construction $ 2.00 L.S. 17.00 1.00 7.00 1.10 0.30 30.00 7.00 Subtotal 20% Contingency Construction Total 10% Basic Engineering Services (1) 0% Special Engineering Services (2) Total Construction and Engineering Allowed Adminstration Costs (3) TOTAL 1992 PROJECT COST Extended Cost $ 1,800 2,000 17,850 1,733 6,300 2,200 600 3,000 1,750 1 37,233 7,447 $ 44,680 4,468 -0- 49,14 3,112 52,260 Includes Preliminary and Final Designs, Contract Administration, and supervision of inspection. Additional City staff inspection is required. Legal survey work required may be performed by City Surveyor at no additional cost to the City. Balance of costs, if any, are for geotechnical services. Available funds minus Total Construction and Engineering. ,._ MILL CREEK PARKWAY STREAM STABILITY EVALUATION FINAL REPORT November 2018 HIIRSER fiLLEft S� LUCE= E N G I N E E R S Mr. Chuck Williams, P.E. City Engineer City of Moab 217 East Center Street Moab, Utah 84532 BENJAMIN D. MINER N0.318761-2202 RE: Mill Creek Parkway Stream Stability Evaluation Dear Mr. Williams: SALT LAKE AREA OFFICE 859 W South Jordan Pkwy - Ste 20C South Jordan, Utah 8409E Phone: (801) 566-5599 www, hansenallenluce, cone November 26, 2018 As requested, we have performed an evaluation of stream stability along Mill Creek in the Mill Creek Parkway area. The Parkway is an important resource for storm water conveyance, as well as for recreation and transportation purposes. Storm water from the Mill Creek Drainage is conveyed via Mill Creek from the east, through the City, to a location where it discharges into the Colorado River. The area surrounding the creek has been improved to include a bridge at approximately 100 East to allow pedestrian access over the creek. Sidewalks have been constructed for access to 100 East, from the north and south sides of the creek, and to 200 East. Additionally, a walkway has been constructed with a sidewalk and retaining walls along the north side of the creek. This walkway provides pedestrian access between Main Street and 100 East. In addition to the Mill Creek Parkway facilities described above, a key structure is the existing retaining wall adjacent to Mill Creek that provides support to soils near Woody's Tavern (Tavern). The City is concerned that the retaining wall may not be stable long term and may be susceptible to flood damage. The City requested that Hansen, Allen & Luce, Inc. (HAL) evaluate the stream stability of Mill Creek with consideration of the existing pedestrian bridge, retaining wall and walkway. Additionally, the evaluation will review the function and purpose of two historic check dams along the creek. STUDY AREA The study area includes Mill Creek between the SR -191 UDOT bridge and the existing Continental pedestrian steel truss bridge that is located at approximately 100 East. Mr. Chuck Williams November 26, 2018 Page 2 of 17 TOPOGRAPHIC SURVEY As part of this project, a topographic survey was conducted by Bunker Engineering. The survey data was used to update the existing FEMA hydraulic model and to assist with the conceptual design of stream stability improvements. The survey did not establish property locations. The locations of existing fences were surveyed. GEOTECHNICAL REVIEW A geotechnical engineering review was performed as part of this study. The review was completed by Jim Nordquist, P.E. of AGEC. A copy of the review letter is provided in Appendix A. The results of the study are included in the discussion below. HISTORIC DESIGN DRAWINGS AND STUDY Historic design drawings of portions of the Mill Creek Parkway improvements were located. These were submitted to the Utah Division of Water Rights as part of stream alteration permit applications and were found in the State database. One set of drawings is dated July 1997 and includes the design for the parkway. Shortly after construction, portions of the block wall next to the stream washed-out. The second set of drawings, dated March 2000, includes design drawings for the repair of the washed-out areas. The drawings are included in Appendix B. A flood control study was conducted for Mill Creek in April 1992 by Gerald Williams. The study is titled “Engineering Reconnaissance Study of the Mill Creek Flood Control Project: Downtown Moab Segment for the City of Moab, Utah.” The study is valuable in that it provides background and information on the creek. The study specifically references the Tavern (page 6) and notes that the southern Mill Creek embankment support “consists of a light steel post and wire structure which is in poor condition.” This description is consistent with the structure that exists currently and may be an indication of how long the retaining wall has been in place. TAVERN RETAINING WALL The retaining wall consists of vertical steel pipes embedded in the soil. Between the pipes, steel cable stringers hold a chain link and fabric lattice, which in turn retains the soils. Steel cable tie-backs are connected to the south and support the vertical steel pipes. Photographs of the wall are included as Figures 1 and 2. Mr. Chuck Williams November 26, 2018 Page 3 of 17 Figure 1. Retaining Wall near Woody’s Tavern (east end). Figure 2. Retaining Wall near Woody’s Tavern (west end). It may be observed in Figures No. 1 and No. 2 that the bottom of the retaining wall is about 5 - feet above the stream. The depth of embedment for the vertical steel pipes is unknown, but if they don’t extend below the stream bed a sufficient distance, there is a possibility that they will get washed out if flooding gets high enough. Of course, the retaining wall is supported by the Mr. Chuck Williams November 26, 2018 Page 4 of 17 tie-backs which will provide a degree of support even if the wall bottom is washed out. However, it is not possible to determine whether adequate foundational support would remain. PEDESTRIAN BRIDGE The pedestrian bridge located at the upstream end of the study area is a steel truss bridge (Continental Bridge No. 93180). The bridge abutments consist of block retaining walls, which are possibly mechanically stabilized earth (MSE) walls. No documentation on the construction of the abutments has been found. Records provided by the bridge manufacturer are provided in Appendix C. A photo of the pedestrian bridge is included as Figure 3. Figure 3. Pedestrian Bridge There is concern that during high flows, the abutments may be washed out. During a 1% annual chance storm, the storm water is expected to nearly cover the abutments. If scour occurs at the bridge, a scour hole could develop below the bridge and cause the collapse of the abutments. Additionally, the ability of the block wall to resist flows is unknown. In order to determine the nature of the abutments, it will likely be necessary to excavate the foundation so that the foundation can be observed. Alternatively, the bridge may be supported with a foundation of piles or another deep foundation. If this is the case, the bridge may survive a flood if the supporting foundation Mr. Chuck Williams November 26, 2018 Page 5 of 17 continues below the scour depth. Unfortunately, no available information documents a deep foundation. EXISTING CONCRETE DAMS There are two existing historic concrete structures in the study area that cross the creek. These structures effectively control the grade along the creek. One is located approximately 240-feet upstream of the SR-191 highway bridge. The other is located about 550-feet upstream of the highway bridge. These are referred to as Check Dam No. 1 and No. 2, respectively. The purpose and function of these dams has not been fully understood, and therefore, each dam is described in more detail as follows: Check Dam No. 1 This structure extends from the existing lower concrete slab that is part of the walkway system on the northern side of the stream to the toe of slope on the southern bank. The structure pre- dates the walkway and was embedded in the walkway during construction. Photos of Check Dam No. 1 are provided as Figures No. 4 & 5. On the downstream side of the structure, a scour hole has developed to a depth of about 6- feet. The scour hole has undermined the check dam and the nearby concrete wall along the walkway. Additionally, the scoured opening extends downstream of the check dam, below the concrete wall, until the downstream end of the wall. Upstream of Check Dam No. 1, stream borne cobbles and other sediments have filled behind the check dam and continue upstream of the check dam. The sediments have filled approximately to an elevation equal to the top of the dam. This has provided a degree of protection to the upstream side of the check dam and to a portion of the upstream north wall. Mr. Chuck Williams November 26, 2018 Page 6 of 17 Figure 4. Check Dam No. 1 Figure 5. Scour Downstream of Check Dam No. 1 While Check Dam No. 1 effectively functions as a check dam and provides a degree of protection to the north wall, records have been located suggesting that its original purpose was as an irrigation diversion structure. The dam is referenced in the design drawings for the “Moab Path Project”; the project that included construction of the walkway and block retaining wall on the north side of Mill Creek (dated July 1997). In these drawings, Check Dam No. 1 is called- out as an irrigation diversion structure. SCOUR CHECK DAM NO. 1 SCOUR Mr. Chuck Williams November 26, 2018 Page 7 of 17 In further support of this possibility, water rights 05-3584 and 05-3594 indicate a surface diversion from Mill Creek in this vicinity for irrigation water. The water rights points of diversion have since been changed to other locations, but the original point of diversion locations are consistent with the check dam location. Prior to making changes to the check dams, it is recommended that the water right owner be consulted. Check Dam No. 2 The structure for Check Dam No. 2 extends across the stream bed and is toed into the stream bank. There is a small amount of scour on the downstream side of the check dam. A photograph of Check Dam No. 2 is included as Figure No. 6 below. Figure 6. Check Dam No. 2 No information has been located indicating the purpose of the dam. One possibility is that this structure is used to control grade for the purpose of protecting a buried utility. While this is possible, no buried utilities have been identified at this location. It may also be that an irrigation diversion was located here, as noted for Check Dam No. 1. However, no documentation of this purpose has been identified. Mr. Chuck Williams November 26, 2018 Page 8 of 17 In any case, Check Dam No. 2 provides some grade control which causes the stream slope to be gentler in the area. This allows the stream velocity to be lower upstream of the structure, which reduces the risk for erosion damage from some storm events. NORTHERN LOWER RETAINING WALL AND DECK The walkway is currently supported by a retaining wall, deck and cut-off wall structure. When the walkway was originally constructed, the stream-side support for the walkway was an MSE style wall with a gravel foundation. Shortly after construction, this system was washed-out. In order to repair the walkway, a stepped concrete retaining wall was constructed. This includes a retaining wall, a deck and a cut-off wall. Figure 4 shows the current system. The design drawings for the repair indicate that the stream bed was at approximately the deck level (1999). Since that time, the stream bed has apparently lowered and several areas now have the stream bed about 3-feet or more lower than the deck. In fact, in many areas the stream is slightly lower than the bottom of the cut-off wall. This is a concern since the cut-off wall, deck, retaining wall and walkway are at risk of being undermined. While severe scour has only been observed at the wall immediately downstream of Check Dam No. 1, it is possible that additional scour will occur during future storms. Mr. Chuck Williams November 26, 2018 Page 9 of 17 Figure 7. Existing Walkway Structure - North Side of Stream STREAM ALTERATION PERMIT We met with Mr. Darren Rasmussen of the Utah Division of Water Right s - Stream Alteration Section on July 3, 2018. The purpose of the meeting was to discuss the potential stream modifications within the study area and ask for an initial comment on the various options. Mr. Rasmussen said that some type of improvement to the channel appears feasible, although an actual approval would require an application. Since the potential improvements to the channel are significant, the U.S. Army Corps of Engineers (USACE) would review that project and would determine the needed permit and final requirements. Mr. Rasmussen highlighted the need to provide justification for the changes, and that as a general rule, stream alteration alternatives that are less intrusive are generally more acceptable to his office and the USACE. CUT-OFF WALL DECK RETAINING WALL Mr. Chuck Williams November 26, 2018 Page 10 of 17 FEMA FLOOD PLAIN REVIEW Mill Creek has been designated as a flood hazard area. Flood plain and floodway elevations have been established. A FEMA review is required for any changes in flood location or elevation. Any changes within the floodway must result in no increases in flood elevations. Therefore, changes within the study area need to maintain or improve conveyance capacity of the channel. HYDRAULIC ANALYSIS A copy of the effective FEMA HEC-RAS flood model for Mill Creek was obtained. The model was updated based on the new survey information. The model was then used to evaluate the hydraulics of alternative solutions. The analyses predicted flood elevations and flood velocities which were used to calculate needed infrastructure. ALTERNATIVE SOLUTIONS Several alternatives have been developed to enhance the stability of Mill Creek in the study area. Each of the solutions is described below. Tavern Retaining Wall Solutions The Tavern retaining wall is addressed separately since all solutions include addressing the wall. Two primary issues need to be addressed. The first is the condition and stability of the retaining wall. The wall needs to be able to resist the soil forces and provide a stable foundation. Second, the wall must be able to resist the forces of flood waters, including toe protection, so that the wall is not undermined. Additionally, because of the limited space between the building and the stream certain types of wall will be difficult to construct. For example a concrete retaining wall with a large footing to the south would be difficult to construct since the footing would need to be immediately adjacent to or below the Tavern foundation. If a retaining wall is constructed next to the Tavern, consideration should be given to connecting the wall to the UDOT SR-191 bridge. This connection would stabilize the soil between the structures and reduce the chance of embankment degredation. The following three alternatives to stabilize the stream next to the Tavern were considered: shotcrete wall, cantilevered wall and concrete retaining wall. A discussion of each is provided below. Mr. Chuck Williams November 26, 2018 Page 11 of 17 Shotcrete Wall A shotcrete wall has been identified as a strong candidate to address both the soil retaining and stream protection options. The shotcrete wall would be supported with soil nails. The wall would be installed from the top of the stream bank to retain the soils and su pport the Tavern foundation and would continue down to a point determined adequate for support. The wall could be extended further downward and thickened to an elevation lower than the existing wall so that the new wall could also be used as a cut-off wall to protect the stream bank from scour. In terms of appearance, the shotcrete wall could have coloring added and could conform to the existing shape if this is preferred. Cantilevered Wall A wall constructed with sheet piles could provide the needed soil support, and could protect the stream from bank erosion and scour. There is concern about the difficulty in driving the sheet piles into place and to an adequate depth because of the amount of rock observed in the area. There is also a possibility that nearby property owners would be concerned about the sheet pile driving operation causing damage to their properties due to the vibration. A wall constructed with soldier piles could also be considered. The piles could potentially be driven as discussed with sheet piles, but could be drilled into place to reduce vibration. Above the normal flowline elevation of Mill Creek, wooden cross beams could be used to provide a more natural appearance. Below the normal flowline elevation, a concrete wall would be needed to protect the stream bank from scour. Concrete Retaining Wall A concrete retaining wall could be constructed. This would support the soils and protect the stream bank from erosion. The wall and footing would need to include a cut-off wall adjacent to the stream to protect the wall against scour. The concern with this type of wall is that a relatively large footing would be needed that would extend to the Tavern side of the structure. In this case, the large footing would likely interfere with the Tavern’s foundation and supporting soils, requiring the Tavern foundation to be under-pinned. Because of the difficulty in constructing a concrete wall next to the Tavern, this option appears to be less feasible than other options. North Walkway Retaining Wall Immediately north of the walkway is a block retaining wall. The blocks are secured in place by a steel frame which includes a top cap and vertical bars. The block and frame are attached to a concrete retaining wall behind the blocks. Mr. Chuck Williams November 26, 2018 Page 12 of 17 From the design drawings, it appears that the purpose of the steel frame is to secure the block wall during flooding. The design drawings also specify that the blocks should have been attached to each other and to the wall, which would improve stability. It is unknown if the attachments between the block and the concrete wall were constructed. Thus far, the wall appears stable, although a few areas are showing wear particularly near the east end of the wall (near 100 East). If portions of the block wall are dislodged during a flood, flood protection would be provided by the concrete retaining wall, except at the east end where the concrete wall is not present. Figure 8. Unsupported Block Wall North Lower Retaining Wall and Deck As noted above, the retaining wall and deck on the northern side of the stream have been undermined in several locations. In order to repair and protect the wall, one option would be to excavate the stream and construct a new wall. The new wall would be between the existing wall and the stream. The new wall would be attached to the existing wall, but would extend into the existing stream bed. Tentatively, it is estimated that the new wall will be about 4 feet below CONSIDER REINFORCING BEHIND WALL Mr. Chuck Williams November 26, 2018 Page 13 of 17 the existing bottom of the wall. Another option would be to replace any missing stone in the scoured area and pressure grout the annular space. Check Dam No. 1 Some of the stream alternatives consider removal of the check dams. However, if the City decides to simply repair the existing facilities and doesn’t pursue larger stream stability solutions, a repair to Check Dam No. 1 is recommended. The repair should include a cut-off wall on the downstream side of the dam, concrete fill in the scour cavity directly beneath the check dam and riprap in the scour hole downstream of the dam. Conceptually, the riprap in the scour hole should have an average effective diameter (D50) of 24 inches. Stream Stability Stream stability, including stability of the stream bed and the unarmored southern stream embankment, has also been evaluated. The stream bed consists of rounded stone, generally in the 9-inch to 15-inch dia. sizes, with a few larger stones around 18-inches dia. Smaller sediments fill the space between the stone. While the stream bed is generally stable for smaller flows, during larger flood events the stream bed appears to migrate with the flows. Four alternatives have been developed to address stream stability. Conceptual plan, profile and detail drawings are attached for the alternatives, which are as follows: 1. Status Quo The City may wish to repair the damaged areas, but otherwise leave the stream unchanged. Since the repair work was performed in the early 2000’s, the stream hasn’t experienced major damage in this area. The existing infrastructure may continue to perform satisfactorily for many additional years. 2. Chute with Check Dams Removed (See Plan and Profile Sheet 1) A hydraulic evaluation was performed assuming that the channel would be widened as much as practical and that the check dams would be removed. A retaining wall would be constructed along the southern side of the stream. The stream flowline slope would be about 1.9%. The purpose of this alternative was to determine whether a channel could be created that would convey the full FEMA designated 1% annual chance storm1. 1 The Mill Creek FEMA 1% Annual Chance Peak Discharge is 9,940 cfs below the confluence with Pack Creek and 8,670 cfs 3.5 miles upstream of the confluence with the Colorado River. Mr. Chuck Williams November 26, 2018 Page 14 of 17 The evaluation determined that the FEMA 1% annual chance peak discharge can not be conveyed in the stream corridor without flooding even with this alternative’s improvements (this is also true for the other alternatives). The evaluation also found that the Froude number for this alternative was about F=1. Given that flows with a Froude Number of 1 can waiver between sub-critical and super-critical flows, which can cause unstable waves and hydraulic jumps, it is not recommended that the stream be designed with this approach. 3. Chute with Stepped Boulder Drops (See Plan and Profile Sheet 2) This alternative assumes that the channel would be widened as much as practical, that a retaining wall would be constructed along the southern side of the stream and that the existing check dams would be replaced by new stepped boulder drops to dissipate energy. The stream bed slopes would be around 0.8% to 1.0%. The evaluation predicts a Froude number less than 0.8 at most locations, which is ideal for stream stability. Hydraulically, this approach would be acceptable and would provide good stream stability. In terms of aesthetics, this approach would likely be less desirable for many of the facility users since retaining walls are typically not viewed as attractive. Information on stepped boulder drops is provided in Appendix D. 4. Armored Sloped Stream Bank with Stepped Boulder Drops (See Plan and Profile Sheet 3) This alternative assumes that the stream will be widened with sloped riprap armoring being installed from the existing southern stream property line, to the stream flowline. The existing check dams would be replaced with new stepped boulder drops to dissipate energy. Generally, the side slopes can be 3H:1V, although near the SR-191 and pedestrian bridge the slopes may be steeper (1.5H:1V). The stream bed slopes will be about 0.8% to 1.0%. As part of this alternative, it is assumed that the stream bed and sides would be conventional riprap to a level 6 to 8 feet above the stream bed. Above this, the riprap layer would continue, but would be covered with soil and landscaping. In the most severe flooding, portions of the landscaping in this area could be washed out, but the riprap would remain and would protect the stream bank. Pedestrian Bridge One alternative for the pedestrian bridge is to delay improvements at this time recognizing that it may not be critical infrastructure since there are other means of crossing Mill Creek. The bridge is located at a relatively high elevation, and as far as available records show, hasn’t experienced damage. Mr. Chuck Williams November 26, 2018 Page 15 of 17 Another alternative is to protect the bridge abutments and nearby stream. Given that the ability of the block wall to resist flood forces is unknown, the City may wish to consider constructing a concrete retaining wall around the block wall. The stream bed and bank areas could be protected by riprap extending about 30 feet upstream and downstream of the bridge. Preliminarily, it appears that a stone size D50 of 21 inches could be used. This value should be confirmed during final design. COST ESTIMATES Conceptual cost estimates of the alternatives have been prepared and are summarized in Table 1. A detailed breakdown is attached in Appendix E. TABLE 1. CONCEPTUAL COST ESTIMATES ITEM COST Tavern Retaining Wall Alternatives Shotcrete Wall $250,000 Cantilevered Wall $300,000 Repair Existing Deficiencies New Cut-off Wall on North Side & Repair Existing Check Dam No. 1 $330,000 Pedestrian Bridge Abutment Protection Riprap and grading $130,000 Stream Bed and South Bank Protection Alternatives Chute Alternative - South Side Retaining Wall & Bed Riprap - ALT 2 $2,100,000 Chute with Stepped Boulder Drop - ALT 3 $1,900,000 Riprap Bed and Side Slopes (Generally 2.5H:1V) - ALT 4 $1,700,000 In Table 1, it may be observed that a total cost sum has not been provided. This is because several competing alternatives are included and are not additive. As a minimum, it is assumed that one of the tavern retaining wall alternatives may be selected, along with the repair alternative. Additionally, one of the stream bed protection alternatives and the pedestrian bridge alternative may be selected. Mr. Chuck Williams November 26, 2018 Page 16 of 17 OPERATIONS AND MAINTENANCE RECOMMENDATIONS Operations and maintenance recommendations have been developed for Mill Creek within the study area. These recommendations are as follows: 1. Inspection Schedule a. Following flood events with an apparent return period of 2-years b. Annually 2. Inspection Items a. Stream bank erosion b. Cutting/profile changes c. Scour, washouts and other damage at: i. Culvert inlets and outlets ii. Walls (including bottom of walls) iii. Check dams iv. Abutments v. Bridges 3. Perform Maintenance a. Maintenance Schedule i. After flood events with an apparent return period of 2 -years. ii. Annually. b. Maintenance Items i. Remove sediment, garbage and debris from near bridges, culverts and the stream channel. ii. Replace riprap as needed. iii. Repair damaged areas as needed. iv. Clear brush and large trees from stream bank and overbank areas. v. Maintain a vegetative cover to stabilize soils. vi. Periodically photograph (and survey) the area to maintain a photographic record. vii. Review development plans to identify potential changes that effect the stream. Mr. Chuck Williams November 26, 2018 Page 17 of 17 We appreciate working with you on this important project. Please call with any questions. Sincerely: HANSEN, ALLEN & LUCE, INC. Benj D. er, ' .E. r f Pri copal -� cc: file DRAWINGS NIG SREENE CITY OF MOAB NIG SREENE CITY OF MOAB NIG SREENE CITY OF MOAB X X X X NIG SREENE CITY OF MOAB NIG SREENE CITY OF MOAB EXHIBIT A Geotechnical Report Applied GeoTech July 16, 2018 Hansen Allen & Luce, Inc. 859 West South Jordan Parkway, #200 South Jordan, UT 84095 Attention: Ben Miner EMAIL: bminer@hansenallenluce.com Subject: Site Observation Mill Creek Stream Improvements Moab, Utah Project No. 1180313 Gentlemen: Applied Geotechnical Engineering Consultants, Inc. (AGEC) was requested to visit the Parkway along Mill Creek between the 100 East pedestrian bridge and the upstream side of SR 199 to observe the condition of a retaining wall located next to Woody's Tavern and the 100 East pedestrian bridge supports. The observations were requested so that we could provide our professional opinion on options that may be considered to improve the current conditions. OBSERVATIONS A representative of AGEC visited the site on April 9, 2018. The following conditions were observed: Retaining Wall The retaining wall appears to be constructed of periodic vertical metal pipes with horizontal cables. The vertical pipes appear to be tied to cable anchors extending into the hillside. Chain link fabric has been used to support the soil between the pipes and cables. The retaining wall appears to be up to approximately 13 feet high. The slope below the retaining wall, down to Mill Creek, is at approximately 2.3:1 (horizontal to vertical) with relatively level backfill. The chain link fabric placed up slope of the pipe, the pipe and cable show significant signs of overloading and distress as the fabric, pipe and cables have bulged out allowing some slumping and accumulation of rock near the bottom portion of the retaining wall. 600 West Sandy Parkway • Sandy, Utah 84070 • (801) 566-6399 • FAX (801) 566-6493 Hansen Allen & Luce July 16, 2018 Page 2 The slopes adjacent to the retaining wall appear to range from 2:1 to approximately 1 .1 :1 (horizontal to vertical). Pedestrian Bridge We were not able to determine if the foot bridge is supported on a deep or shallow foundation. Both abutments appear to be retained by mechanically stabilized earth (MSE) retaining wall systems. The MSE wall and support of the bridge appear to be functioning properly. CONSIDERATIONS Based on the conditions observed, we recommend the following options be considered to improve the current condition of the facilities. A. Retaining Wall Based on the conditions observed, it appears that some type of reinforced retaining system could be installed in order to reduce the potential negative impact to the ground and structure located behind the retaining wall should the existing wall fail. The type of retaining system selected should include reinforcement into the hillside, or should be cantilevered and should include a face in order to retain the soil behind the wall. Possible methods include the following: 1. Tiebacks or Soil Nails Installation of tiebacks or soil nails can be accomplished by drilling from the stream side of the hill into the soil adjacent to and potentially beneath Woody's Tavern. The frequency and length of the reinforcement would depend on the type of reinforcement used. A tieback system has the advantage of being able to tension the reinforced member resulting in higher capacities than soil nails. Soil nails would be a passive system where the reinforcement members would be placed more frequently. 2. Cantilevered System An alternate to a reinforced retaining system would include installation of either sheet piles or soldier piles that would be driven below the finished grade a sufficient distance in order to provide a cantilevered retaining system. The sheet pile approach would provide a face for the retaining system with the installation of the sheet pile. The soldier pile option would include H -beams installed at a pre -determined spacing with timber lagging placed between the soldier piles. Hansen Allen & Luce July 16, 2018 Page 3 Both of these systems would typically require the use of a fairly large equipment to maneuver and to install the vertical members into the ground. 3. Wall Face With a tieback or soil nail system, the front face of the retaining system would likely consist of reinforced shotcrete. This type of face could be contoured and colored for aesthetic purposes. The sheet pile would act as it's own face, with timber logging used as the face for the soldier pile wall. 4. Mechanically Stabilized Earth (MSE) Retaining Wall An MSE wall would require the removal of soil behind the retained face and placement of reinforcement (geogrid) during replacement of fill. A masonry block face would be included in this wall system. This is consistent with the type of wall that has been constructed on the other side of the creek. The excavation required to install this type of reinforcement would likely require underpinning and lateral support of Woody's Tavern. The advantage of this approach would be that loose fill, which is likely behind the existing wall, could be removed and replaced and properly compacted. 5. Reinforced Concrete Retaining System A reinforced concrete retaining system could also be considered. This --would require the removal fill behind the retained area along with the under pinning and lateral supporting of Woody's Tavern. B. Cutoff Wall Each of these options would allow some type of cut off wall to be constructed below the toe of the retaining system. The sheet pile option would provide the cutoff without any additional construction. The soldier pile with lagging option would require excavation below the toe of the slope and construction of a concrete cutoff which could be placed between or in front of the vertical soldier piles. Any reinforced system with tiebacks or soil nails could be extended down to a greater depth in order to accommodate placement of concrete or shotcrete for the cutoff wall itself. C. Pedestrian Bridge Based on the conditions observed, we did not see any geotechnical related issue that needs to be addressed. Hansen Allen & Luce July 16, 2018 Page 4 D. Additional Study Subsurface exploration could be conducted in order to provide design parameters for design of the retaining system. The exploration could also provide guidance to support Woody's Tavern. LIMITATIONS This letter has been prepared in accordance with generally accepted soil and foundation engineering practices in the area for the use of the client. The conclusions and recommendations included in the letter are based on conditions observed at the time of our site visit and our understanding of the proposed improvements. Variations in the subsurface conditions may not become evident until additional exploration or excavation is conducted. If the subsurface conditions or proposed construction is significantly different from what is described in this letter, we should be notified to reevaluate the recommendations given. If you have any questions or if we can be of further service, please call. Sincerely, APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. James E Nordquist P.E. ID. G. E. JEN/rs EXHIBIT B Historic Design Drawings 9£:51.:60_ 'L6/0£/LO IDAHO UTA-- PAE'I1MENT TRANSPORrY'AM0N UTAH PLANS FOR PROPOS-:D -3IKH PATH PROJECT LOCATION (MOAB) FEDERAL AID PROJECT MOAH PATIIWAY PROJ-:CT STP - LC19(6) CONCRETE PATHS, RETAINING WALLS, AND PEDESTRIAN UND �;RPASS AND F-3RIDGE MOAB, UTAH CONTROL MONUMENTATION (METRIC) DESCRIPTION NORTHING FASTING ELEVATION MON. BOX 0 100 E. & 100 S. 35732.436 17682.719 1229.877 MON. BOX 0 100 S. & 200 E. 35731.542 17853.687 1231.977 MON. BOX 0 300 S. & 100 E. 35390.310 17680.680 1233.190 MON. BOX 0 200 E. & 300 5. 35389.411 17851.636 1235.662 S.W. COR. SEC. 6 T265. R22E (BR. C) (400 E. & MULBERRY LANE) 34976.850 18206.650 1245.310 WEST 1/4 COR. SEC. 7, T265, R22E (BR. C) (400 E. NORTH OF PACK CREEK) 34182.278 18206.109 1259.281 MON. BOX 0 200 E. & 200 S. 35566.582 17852.675 1233.321 APPROVALS CITY OF MOAB - MAYOR DATE GERALD R. WILLIAMS, P.E. - OWNER WILLIAMS ENGINEERING SHEET INDEX 1. COVER SHEET 1G. LIST OF UDOT STANDARD DRAWINGS USED 2. DETAIL SHEETS 3. QUANTITIES SUMMARY SHEETS 4. TRAFFIC CONTROL PLANS 5. MAIN STREET WEST IMPROVEMENTS 6, 7. MAIN STREET EAST IMPROVEMENTS 8-10. 300 SOUTH IMPROVEMENTS 11-14. 400 EAST IMPROVEMENTS 15-23. KANE CREEK BLVD. IMPROVEMENTS Prepared By: Williams Engineering 1231 19 Road Fruita, CO 81521-9689 (970) 858-1014 DATE b6:8V:60 'L6/0E/LO 009904. ExIsT GRADE-- _ _ � I SECTION (TYPICAL) NIS L GRADE PER SHT 5 1.500m - PROPOSED GRADE (SLOPE VARIES) 1230 1229 1228 1227 1226 1225 1224 1223 NNi222. 978 (A� NOTE: ALL DIMENSIONS AND ELEVATIONS ARE GIVEN IN METERS. ONE METER 3.2808 FEET. SEE SHEET 5 FOR ELEVATIONS. x.600 0.750 m r- .. .3.850 m hould _PATH GRADES R SHT 5 �-00090X. CREEK BED _ - -P1 -JUN`---1997 &Fits OF- 39-33C- 2% SLOPE VARIES - A PP90X. GREEK BED 00 0 200m CONCRETE PATH & CHANNEL FLOOR IN 1994 AT , OF BR IDGE 2i EXPANSION JOINT SF{1V %)-----`'iV (205) tAT-80TH-ABUTMENTS-)-.. APPROX_ REEK_ BED PROFILE 2.,00 m 2.,00 m - 2.817 m : IN 1955 PER 000T PLANS 2.818 m 2.818 m 2 818 rn 2.en rn GEOMETRIC DIMENSIONS j_-__ z.500m 1228.161 (A/e 2.500 m - _ - _. _4.488 rn 1222.601 (DESIGN) CONSTRUCTION JOINT SAWCUT DIMENSIONS SECTION 2 (TYPICAL) 5 1232 1230 1228 1226 1224 1222 1220 1230 1228 1226 1224- HN2.100m- 2.10089 p.7,y 3.96189 - l m. m M N co RI MI N. .. N H i N �aa v e W ▪ - NI W � W. W PROPOSED-. GRADE 1222 1220 1218 2.500m i 2.500m I 2.537m: NI NI 2 �IJ i 1"1 N NZ: 4 VI a Q N N = N I V W W � Ell W L - PROPOSED GRADE 2.01489 • NI -APPROX. EXIST. GRADE 2.10Em c7 m 2.100m p 7 2.490m. 2.500m 2.500m - 1.89089 -I' N ' n u'l N N 2 N N U, -0 200m CONCRETE CHANNEL FLOOR 1150089. CONCRETE CUTOFF WALL 1232 1230 1228 1226 1224 1222 1220 1218 1232 1230 1228 1226 1224 1222_ 1220 1216 2.10089 1 2.10089 0 75 4.260m o of l0 FI PROPOSED--' .0-1 GRADE , 0.200rn CONCRETE CHANNEL FLOOR 1.50089 CONCRETE CUTOFF' WALL 0 1 2 4 MMIN- (METRIC) 6 1230 1228 1226 1230 1228 1226 1224 1224 1222 1220 218 1222 1220 1218 \W triI • N NI N _ J W 0 2_ 4 2.500m SECTION qD SECTION-� - 5 0- 0.5 -1--- - - -2- (METRIC) 1222.815 17Es1GN7) X W 1230 1229 1228 1227 1226_ 1225 1224.4 +, -- 1224 1223 1232 h = 3.05889 0 N 4.76889 I^a 1230 '7w� 0.200m CONCRETE CHANNEL FLOOR I2.CUTOFF000m. CONWALLCRETE 1228 APP_ROX. EXISL. GRADE 0 ��s 2 .4 (METRIC) 6 1226 1224, 1222 1220 1218 M -s (METRIC) 1230 1228 1226 1224 _ 1222_ 1220_ 1218 co CO 4, C1) I N , -, 0 � O 0D 0 2 Q W L� O o Co ZU L4 w 0 cn a aq O CA co -+ O CO N C\t CO DESCRIPTION <1,941 000 SHEET 2o OF 23 FILENAME 1.0360-02o.DWC O17:ZZ:60 L6/0/LO HANDRAIL (SEE DTL. SHT. 2d) UDOT TYPE B1 - CURB & GUTTER REGRADE TO - "DAYLIGHT" AT 3H:1 V. GEOGRID (SEE NOTE BELOW) BOTTOM OF WALL ELEV GEOGRID (SEE NOTE BELOW) BOTTOM OF WALL ELEV. - TOP OF CURB SHALL BE STRAIGHT GRADED PER SHEETS 6 & 7. PROVIDE BOND BREAK BETWEEN CURB AND WALL. 3.5 m CAP UNIT SHALL BE ADHERED TO TOP UNIT WITH APPROVED CONCRETE _ADHESIVE-(-TYR.). NORTH WALL MODULAR CONCRETE ,� BLOCK WALL 0.12 m THICK CONCRETE PATH EXPANSION JOIN r 0.3m 0.3_ m BACKFILL MATERIALS & COMPACTION SHALL BE AS FOLLOWS: O FENCE (SEE DTL. SHT. 2d) BOND BREAK -- SOUTH WALL NATIVE MATERIAL COMPACTED TO 97% OF AASHTO T-99. AGGREGATE BACKFILL PER TABLE 220-1, STD. SPEC. 220.2.3.2, COMPACTED TO 85% OF AASHTO T-180. 37.5 mm MINUS ABC COMPACTED TO 92% OF AASHTO T-180. MODULAR CONCRETE BLOCK WALL TUCK FILTER FABRIC INTO BLOCK AND PIN Err GRAVEL FOUNDATION. J 1.0 m GEOGRID 1.5 m 1) GEOGRID LABELS ON SECTIONS BELOW ARE AS FOLLOWS: • LETTER DESIGNATES GEOGRADE TYPE PER SPECIAL PROVISIONS; AND • NUMBER DESIGNATES LENGTH IN METERS PERPENDICULAR TO WALL. 2) MODULAR BLOCK RETAINING PINS SHALL FASTEN GEOGRID. COMPACTED RIPRAP - D=0.25m Dt.-0.5m r_PROPOSEDGRADE TYPICAL EXISTING GROUND PROFILE TYPICAL EXIST. ADJACENT STREAM BOTTOM 0.5-0.8m m GRANULAR 0.5 m BEDDING FILTER FABRIC 1.1m - 1.4m TYPICAL TIERED WALL DETAIL NTS 0 0.5 1 (METRIC) - HANDRAIL CONTINUES TO (2 1229 1228 EXIST. PIPER AIL FENCE XIST. CONCRETE 1227 RETAINNG WALL 1226 1225 1229 1228 1227 STA 1+136.441N EL 1228.489 EXIST. PIPERAI-L FENCE NORTH WALL EXIST CONCRETE RETAINING -WALL ' - 1226 1225 1230 EXIST PIPER AlL FENCE 1229 228 1227 1226 1225 NORTH WALL 11.8 m PA C-4,2 m CONCRETE BLOCK AND HANDRAIL SHOWN ENDS AT C-2.3 m� A-2.4- m" - A -2.5 m STA T+T59.510N EL 1226.749 :HANDRAIL 37.5 mm MINUS ABC SHOULDER --d AH- HANDRAIL STA 1+159.666 EL 1226.685 229 _1229 _. . 1228 1228 SOUTH WALL m PATH/ BEGINS AT 1227 1227_ SECTION 0 `FILTER FABRIC (CFL CFCTIC]N..0) C(4.0 SECTION -MIDDLE WALL STA 1+136.451 EL 1226 081 \\ 37.5 mm MINUS ABC SHOULDER TOPSOIL - FILTER TUCK. FILTER FABRIC- FABRIC INTO BLOCK & PIN SECTION 1 HANDRAIL I [-NORTH WALL -�1. -m PATH C-2.7 m A-2.5 m N A -2.5m A -2.5m A-2.5 m EX ST. CONCRETE RETAINING WALL TUCK FILTER FABRIC INTO BLOCK & PIN STA 1+127.0989N EL 1229:267 -._MIDDLE WALL._ C GRAVEL Ti `FAUN©PTtON 1226 225 1225 229 1229 1228 1226 1-227 1227 1226 1226- 1225 375 mm MINUS`S STA 1+126.244 ABC SHOULDER -7 7____ _ / EL 1225.684 -TOPOIL _-3m PATH 3.5m PATH STA 1+196:018 EL 1227.156 C -4.D m SECTION 3.5 m PATH '/-- AT R1, THE VERTICAL WALL TRANSITIONS TO A BATTERED WALL 1230 1230 EXIST. PIPERAIL, FENCE 1229 1229 1227 1227 1226 1226 1224 1224 r GRAVEL?,Ti '`FOUNDATION J 1225 1226 1229 1230 C-1.5 1228 122 _ B-1.3 m 1227 1228 B-1. 226 1227 STA 1+184.839 EL 1227.023 B-2.5 m 2291230 228 1229 - - 1227 1228 C-1.3 m STA 1+236.456 EL 1228.000\. I -3.5 m PATH C-4,0 m SECTION -�...e.: w.. -1.5 STA 1+222.340 , EL 1227.650 \ 1 , 1226 1227 _ r GRAVELi 1225 1226 STA 1+184.839 : EL 1227 023 - 1230 1225 1229 1229 ----- C-1.5 m _ 1228 1228 FENCE BEGINS B-1.3 m AT SECTION R - B-1 B-2.5 m 3.5 m PATH \I SECTION STA 1+208.223 EL 1227.300 \ f 3.5 m PATH II CURB CONTINUES- TO Y2 1230 1230 1.5 m 1229 1229 1228 1228 1227 1227_ F I GRAVEL 11226 1226- 1230 1231_ 1229 1230 B-1.3 m --HANDRAIL BEGINS AT SECTION RI C-1.5 12281229 4227 1228 -. _ 1226 1227 F GRAVEL FOUNDATION J 1225 1226 F GRAVEL _j 1225 1225 t224 1224 C-4:0 m -2.5 1229 1225 1228 .1229 . C-1.5 B-1. 1 WALL ENDS , AT YF I3 -3.5 mPATH SECTION STA 1+270.855 EL 1228.947 -- - - -j-FENCE ENDS B-2.571 STA 1+264.689 EL 1228.700 A I -3.5 m PATH\ C-4.0 B-2,5. m ---SECTION- -� - --_ 227_1228 - _ 1226 1227 GRAVEL. I0UNDATIO`•1 J 1225 1226 1224 1225 B STA 1+250.573 EL 1228.350 SECTION -AT-SECTION Y WALL ENDS / AT SECTION P\ 2.8 -11 F GRAVEL ' FOUNDATION J 2.8 -11 F, GRAVEL FOUNDATION J 1230 1229 1228 JETTY, SEE DTL. SHT 2d 1227 1226 1231 1230_ 1229 1228 EDGE OF JETTY, 1227 E SE DTI.__ SHT 2d C GRAVEL Ti F UUNUA I IUN T 1226 1225 1229 1228 1227 1226 1725 U W Op) a) R. H Cf) fa, W I Wm D1 aW Qi Q) 0 s, 00 d c I N c72, O c.>r) ;3' ool fx o0coln o zO N L70 z U W� z E- 0 Cf)`-� L1' Q, Qi� a� O co 01 0:) 0 CJ N N 0) <1,141 z z z 000 SHEET 2h OF 233 FILENAME MB60-02E.DWG 1224 E9:17 60 'L6/OE/LO ►A EXIST. CONCRETE WALL PLAN VIEW 0 0.5 1 2 3 (METRIC) *THE ELEVATION MAY VARY FROM ANCHOR TO ANCHOR ALONG THE WALL LENGTH, BUT THEY SHALL BE PLACED AS HIGH ON THE WALL AS POSSIBLE AND STILL ANCHOR INTO THE EXIST. FORMED CON- CRETE WALL RATHER ELE THAN INTO GROUTED CMU WHICH, IN SOME LOCATIONS, CAPS THE CONCRETE WALL. SECTION A —A 0 0.5 1 2 3 (METRIC) SECURING NORTH WALL TO EXISTING WALL(11655) (SEE SHEET 6 FOR LOCATION) NTS NORTH WALL EVERY 10TH CONCRETE MODULAR BLOCK ALONG THE LENGTH OF THE WALL, INCLUDING BOTH END BLOCKS. SHALL BE ANCHORED TO THE EXISTING WALL. ANCHORS NEED NOT ALL BE ON THE SAME COURSE. NORTH WAII CONCRETE MODULAR BLOCK WHEN STACED VERTI- CALLY (NO BATTER), THE INTERLOCKING PINS MUST MATCH UP BACK HOLE TO BACK HOLE RATHER THAN FRONT HOLE (NOT SHOWN) TO SLOT. FIBERGLASS PINS MUST BE 308mm SHORTER IN ORDER TO FIT. NOTE: THE DETAIL SHOWN ABOVE IS FOR VERSA-LOK. IF ANOTHER MODULAR BLOCK IS USED, THE CONTRACTOR SHALL SUBMIT TO ENGINEER FOR APPROVAL A SIMILAR ANCHORING DETAIL. 1229 122B EXIST. 0.45 7 .CUP. 1RRIG. SUPPLY LI 1227 NV EL 1226.79± 1226 1225 -CONSTRUCTION JOINT IN - PATH SHALL BE DIRECTI Y OVER PIPE LINTEL REQ'D. --(SEE Dr_ AT RIGHT) SEE SECTION ......... ......._. -3 THIS SHT: 'FOR. . . . S=+{O.SOY.- CONTINUATION EL -1226.543- --- _. 0.203m B DIP ° °.5 1 2 3 SECTION (METRIC) 1229 1228 122E N 12213\ `Fl _26_467 'EXIST _457m CAF IRRIC_ 1225 SUPPLY LINE ° °5 2 3 - SECTION ww� -SEE- SECTION 4 - THIS SHEET FOR -CONTINUATION 1229 1 1228 L, DIVERSION DAM WEIR CREST ELEV 1226.8811 N INV-EL. 1226.82 - I' L' APPROXIMATE STREAM-- --- 6ED ELEVATION DOWNSTREAM OF DIVERSION DAM 1227 1226. 1225 CE 7 —CONSTRUCTION JOINT IN I - / PATH-SHALL-8€-01RECTLY OVER PIPE 0.15m . IN EL 1226 79± L.\ ww (METRIC) 8.9m INV EL 1226.543 203m O DIP (CL 5 DRAIN, S=-0.507 LINTEL REVD. r-: (SEE DTL AT RIGHT) L L_ 1229 1228 INV, EL 1226.50± MATCH FINISH. , CREEK GRADE / 1.727 1225 CONCRETE PATH SOUTH WALL 0 0.5 1 3 (SEE SHEET 6 FOR LOCATION) (METRIC) / DOUBLE CA CH / BASIN INLE (SEE- DTL. SHT. E) VERTICAL WALL 1229 72a`4' __` _ — -AIL— — AI- 1225 J TOP OF BA'T'TERED WALL 1226.344 2Z7.734-�` FACE OF BATTERED WALE' WALL AT PATH ELEV�h-- EXIST. WOF' 1 WALL SHALL BE REMOVED - (SEE NOTE( 202.26) ON SHT. 4) 1227 125 -1226_Sis;� INLET AND WALL INTERFACE DETAIL 1227_ 1226 1225 GRATE IL 1228.562 TOP OF CURB 1228.714 TOP OF WALL 1228.634 _.LINTEL. REQ"D. (SEE DTL AT RIGHT)\. CONSTRUCTION JOINT IN \ BATH SHALL BE DIRECTLY'\ INV. EL 1226.26± OVER -PIPE \MATCH FINISH CREEK 'GRADE tM1V--Et 1226.567 ° °_ 2 3 SECTION w (METRIC) L_ 1229 1228 1227 1226 1225 GRATE 6. 1229 1228.58 1228 1227 1226 1225 0 0.5 EXIST CHAIN LINK FENCE LINTEL -REVD. SEE .DTL AT RIGHT :INV EL 1225.885 2 3 (METRIC) r -CONSTRUCTION JOINT IN PATH SHALL BE DIRECT OVER PIPE INV. EL 1225.80± MATCH FINISH CREEK GRADE 229 228 Y 1227 1226 1225 PIPE PENETRATION DETAILS -0.152m x 0.3m LINTEL WITH (2) #6 REBARS (TYP.) FILL IN WITH GROUT OR GROUT & CUT MODULAR UNITS BOND BREAK EXTEND PIPE PAST WALL PER PLANS WRAP PIPE COMPLETELY WITH FILTER FABRIC UNITS BELOW PIPE WHERE REQUIRED BY PLANS. TYPICAL SECTION OF PIPE PENETRATION(1165.6) NTS / LINTEL G PLACE STYROFOAM SPACE UNDER PIPE AS REQUIRED. I � RIPRAP MIN. 0.3m BEARING ON CONCRETE MODU- LAR BLOCK (TYP.) - PROVIDE 25mm MINIMUM CLEARANCE. PLACE BACKER ROD AND CAULK LINTEL TYPICAL VIEW OF PIPE PENETRATION(1165.6) NTS BOND BREAK 75mm (TYP.) GROUT OR FLOWABLE FILL FROM PIPE SPRINGLINE TO LINTEL TYPICAL VIEW OF PIPE BELOW WALL(1165.6) NTS GENERAL NOTES: 1. LINTEL BEAMS SHALL BE PRECAST WITH MIN. 7 DAYS CURE. HEIGHT OF BEAM SHALL CORRESPOND TO HEIGHT OF BLOCK USED. 2. PLACE LINTELS ON THE APPROPRIATE COURSE FOR PLACING DRAINAGE PIPES. INSTALL DRAINAGE PIPE PRIOR TO COMPLETING UPPER SECTION OF THE WALL. 3. PIPE SHALL EXTEND BEYOND WALL AS SHOWN ON PLANS. 4. GEOTEXTILE FABRIC SHALL BE INSTALLED AROUND PIPE OPENING. 5. LENGTH OF LINTELS SHALL EQUAL PIPE WIDTH PLUS ADDITIONAL BEARING LENGTH EITHER SIDE OF GROUTED OPENING AS SHOWN. 6. PIPE ALIGNMENT WILL AFFECT BEAM SIZE AND CONFIGURATION. 7. LINTELS AND GROUT SHALL BE DYED TAN TO MATCH BLOCK. 858-1014 PHONE 0 DESCRIPTION z z z 0 0 0 N N ix Cr IX SHEET 2G OF 2 FILENAME MB6D-02c.DWG 01- LE 60 'L6/0E/L0 -1227-734 0 0.5 1 RFACE EL 1227.35± (MATCH EXIST. GRADE) -- PIPE & WOVEN WIRE FENCE 2 RIPRAP SURFAC _ EL 1227.72± '�--(MATCH EXIST. GRADE) 3 (METRIC) z RIPRAP SURFACE EL 1227.85± (MATCH EXIST. GRADE) JETTY PLAN(11501) (SEE SHEET 7 FOR LOCATION) RIPRAP EL 1227.90± (MATCH EXIST. GRA EXIST. GABION WALL 234 1230 1229 RIPRAP REQUIRED, 0.55-0.65m DIAMETER, GROUTED TO WITHIN 0;2m OF THE SURFACE. --FINISH STREAM BED GRADE 1228 %- 0.2m (TYP.-) 1227- 1226 0 0.5 T.2m THICK FOR 0.6m WIDTH ALONG CREEK EDGE 2 3. (METRIC) - 10.6m 80 mm x 80 mm x 10 mm THICK CAP PLATE (TYP) 1230 1229 1228 1227 1226 E 0 E 0 0.2m 0.2m 0.2 /°5mm V <TYP. SmmV (TYP. mmV <TYP. SLOPE VARIES TUBE STEEL POST 76.2 mm x 76.2 mm x 7.94 mm THICK x 1.120 m LONG (TYP.). BEVEL BASE OF POST TO SET FLAT AGAINST BASE PLATE WITH POST IN VERTICAL POSITION TUBE STEEL RAIL 5T U0 4.76 mm THICK (TYP) 150 mm x 150 mm x 10 mm THICK STEEL BASE PLATE (TYP) -CONCRETE CURBING, PATH, OR WALK -10 mm x 100 mm S.S. EXPANSION LAG BOLT, 4 EACH PER BASE PLATE HANDRAIL DETAIL NOTE: HANDRAIL SHALL BE 0 0.2 0.4 0.8 1.2 (1140.1) FIELD CONSTRUCTED (SEE DETAIL SHEETS AND TO FIT GRADES. SHEETS 5, 6 , 7 & 14 FOR USAGE) (METRIC) 1. SET POSTS 2. EXCAVATE A 0.1 m x 0.1 m TRENCH UPSLOPE ALONG THE LINE OF UPRIGHTS. 3. ATTACH FILTER FABRIC MATERIAL TO POSTS OR INSERT SEWN POCKETS OVER POSTS AND EXTEND IT INTO THE TRENCH. 4 FINISHED SECTION: APPROX. 0.1 m x 0.1 TRENCH FILTER FABRIC ATTACHED TO WOODEN OR STEEL FENCE POSTS RUNOFF mI III Ill Emm.Iii" T iif In-lr' lil ` -IIEII II IILlII TfIETIETR7 = 11III l l ll l l l lI -7111 HIF111. 1i rrcr, I I I II I I I II IIIE llE '1 III=III II I I � �j �l11f_l IEIII�III 111=11 1I L11F LIIL111-I6 'llEllE11P11E1 11 11 111:= 111,_Ir!TiT ITT SILT FENCE FENCE DETAIL(24016) (SEE SHEETS 5, 8, 9, 10 , 13, 14 & 22 FOR USAGE) NTS 0.3 m 1.0m I 0.5m 2 0.5 m 0.2 m < -0.05 m - 0.12 m WASHED ROCK - - WIRE MESH TEMPORARY STREAM SEDIMENT FILTER(240.23) (SEE SHEET 5 FOR USAGE) NTS E -CONCRETE PATH 3 m Smm�TYP. mm <TYP. mmV TYP. SLOPE VARIES 80 mm x 80 mm x 10 mm CAP PLATE (TYP) TUBE STEEL POST 76.2 mm x 76.2 mm x 7.94 mm THICK x 1.470 m LONG (TYP.). BEVEL BASE OF POST TO SET FLAT AGAINST BASE PLATE AND STAND VERTICAL TUBE STEEL RAIL 5-508 mm x 50.8 mm x 4.76 mm THICK (TYP) 150 mm x 150 mm 10 mm THICK STEEL BASE PLATE (TYP) 0 0.2 0.4 0.8 1.2 (METRIC) FENCE DETAIL(610.2) (SEE DETAIL SHEETS AND SHEET 5 , 6 & 7 FOR USAGE) 10 mm x 100 mm S.S. EXPANSION LAG BOLT, 4 EACH PER BASE PLATE NOTE: FENCE SHALL BE FIELD CONSTRUCTED TO FIT GRADES. 0 0 0 • N E • -d Q N E. (1,WM Ti cn 4V 0 F" N w < V ti C1) co O a) C\2 Z0-5 R' O w W zo o Z U W _ 0) CO C.2 C=. O O CO «3 CO O N 0) O N O F- 0 DESCRIPTION SHEET 2d OF , FILENAME MB6D-02d. DWG 9-Z:LZ:Z'L6/1•E/LO C & G (BY OTHERS) 0.75m SWALE PLANTER AREA SW WIDENING EXISTING SIDEWALK WIDTH VARIES 0.15m THICK COMPACTED 19 mm MINUS ABC TOPSOIL 1.5m 2% SIDEWALK WIDENING DETAIL (SEE SHEET 20) 1.5m 2% EXISTING CURB AND GUTTER SHALL BE REMOVED. NOTE: FOR GEOGRID TYPES A, C, & D SEE SPECIAL PROVISION 1420.2 GEOGRID TYPE D, 3.0m LONG (TYP) LOCATIONS OF TOP OF EMBANKMENT PER PLANS 50mm-100mm AGGREGATE (TYP.) GEOGRID TYPE / & LENGTH (TYP) 25mm BASE / COARSE / 0.3m MAXIMUM SPACING BETWEEN GEOGRID LAYERS 0 0 / M .33 O r C -2.5m A -2.5m H A -2.5m w A -2.5m A -2.5m M A -2.5m A -2.5m A -2.5m A -2.5m A -2.5m A -2.5m 0.4m 0.15m (TYP) .33 1 EMBANKMENT RECONSTRUCTIONC21 1 /221 .9) (SEE SHEET 22) 0 0.5 1.0 UNDISTURBED NATIVE MATERIAL 1244 1243 1242 1241 Ex 10" PVC, IRRIC EXIST. 12" DIP W/L (110-120 PSI RESIDUAL) 0.3m HIGH X 0.4m WIDE FOOTING — 400 EAST STREET GRADE 3.312m 0.15m THIC.K / CONCRETE SECTION 1 12,13,14 0 0.5 1.0 12" DI 45' BEND WITH EBAA IRON 1112 MEGALUG ON DIP & 2012 MEGALUG ON C-900 (TYP) 1244 1243 1242 1241 CD op co 4_, CD C�2 10 zco O 4.1 04 CD zo N 0o rn ZU �. -w Fz 0 a O I CO LCD CD CO ,, o CO N (2) CD 858-1007 DESCRIPTION zzz O O 0 W W SHEET 2g OF 23 FILENAME MB6D-02G.DWG L ) O/L� SOIL BORINGS TH-1 & TH-6 ARE JUST WEST OF HERE 110 .1 EX 0, INVERT DEL 1224 290 MATCH WITH INVERT 810.3 24'. 3 CW O (1m x 0.4 EXIST WALK C2 C 01.4 11 601 4 .4 0.6m SHOULDER TYP.) 0C, (TO 1 m FROM SW) (DROP DRAIN TO BELOW GRADE.) EX_ INV. 1227.186 m W x EX WALL 202.52 901.1 CURB 1. 4 EX. 0.152m SDR 35 PVC INV 1224.839 3m 9. .03 0 - - - N _moo NOTE: PATH 901.03 SHALLOW BURY, ----DAYLIGHT • - ____ =� ---ARE L�ILL EX15T. 0. PVC 7' AIN 5 1.1 LUMP OE R.O.s ICKNESS ON THIS SHEET ( 11 C20 1140 506.12 (SEE DETA 2f) X = 1224.686 g0 EXIST WALK LANDSCAPING 1141.1 1228 954 601.42 \ 1•„ 12283 1227- 0 -1227.125 ELM _1226'.515 M1 • N TO K ) IS C/ -200m ON SHEET 6 (EAST OF 201.3 C201.4 22 601.18 64 .4 7\ NOTE: BRIDGE DECK NOT \ C) SHOWN FOR CLARITY. \ �(��\ BRIDGE PROFILE IS SHOWN ON SHEET 2a. BRIDGE"BUTMENT WALL C 01.22 TH ST. GRADE 0.12m NOTE: ALL DIMENSIONS ARE GIVEN IN M METER 3. BRIDGE ABUTMENT WALL AND 'ORDINATES S. ONE FEET. EXIST- RETAINING WALL, MATC' EXIST. EXIST 0,610m C 3H' 1V N -4 it 0 1227 1226 12250 1224 1223 1222 1221 UTILITY 0 APPROXIMATE EXIST. GHANNEL PROFILE - S=+D.5D7 CREEK IMPROVEMENTS 10.000m 40 10.624m 41.412m 1.5m S=+0.507. 5=+0.507. --I�---0.3m (TYP.) OWNER TOM ADDRESS PHONE N0. LOCATES (800) 662-4111 WATER CITY OF MOAB, LARRY 115 W. 200 S., MOAB UT 84532 (801) 259-7485 SEWER CITY OF MOAB, LARRY 115 W. 200 S., MOAB UT 84532 (801) 259-7485 ELECTRIC UTAH POWER 320 N. 100 W., MOAB UT 84532 (801) 259-7137 GAS UTAH GAS SERVICE 296 S. 500 W., MOAB UT 84532 (801) 259-7137 TELEPHONE CITIZENS TELECOM 15 N. 100 E., MOAB UT 84532 (801) 259-5157 BILL HULL - ENGINEER (801) 257-8124 CABLE T.V. TCI CABLEVISION, BRUCE 89 N. MAIN, MOAB UT 84532 (801) 259-8136 IRRIGATION MOAB IRR. CO., SHELDON 4171 E. HEATHER LANE, MOAB UT (801) 259-8490 BEGINNING POINT O 0 END POINT 0 0 0 0 0 0 RADIUS POINT NORTHING N N N N N 35716.957 35722.160 35719.410 35733.847 35708.550 N 35648.748 EASTING E 17406.814 E 17426.083 E 17418.461 E 17440.314 E 17490.474 E 17485.604 POINT OF INTERSECTION NORTHING N 35717.811 N 35709.913 N 35679.124 N 35678.298 EASTING E 17414.663 E 17421.150 E 17482.198 E 17493.272 RADIUS 6.874 11.586 1.982 30 30 30 TANGENT 3.309 3.887 4.014 6.334 5.861 5.659 CURVE LENGTH 6.168 7.500 4.409 12.485 11.576 11.187 POINT 0 0 0 0 0 0 0 0 0 0 0 0 0 M1 M2 M3 0 CO OK# 1N11ATES (11 DESCRIPTION PC AT EDGE OF PATH E AT START OF NEW PATH PC AT EDGE OF PATH PT AT EDGE OF PATH PT AT EDGE OF PATH It. PATH, PCC IE PATH, PT E PATH, PC E PATH, PRC E PATH, PT E PATH, PC IE AT START OF PATH WEST END OF CHANNEL IMP. TRANSITION IN CHANNEL IMP. WEST END OF CONC. CHANNEL CONCRETE CHANNEL IMP. EAST END OF CONC. CHANNEL STATION 0+998.763 1+000.000 1+000.948 1+002.590 1+003.547 1+007.500 1+019.985 1+076.162 1+087.738 1+098.511 1+126.244 1+091.885 1+004.912 1+077.822 1+085.880 1+099.063 1+140.041 METERS) NORTHING N 35723.262 N 35721.695 N 35721.299 N 35718.749 N 35718.737 N 35714.808 N 35707.061 N 35681.764 N 35676.649 N 35675.886 N 35664.064 N 35679.492 N 35713.097 N 35675.241 N 35671.254 N 35667.328 N 35649.676 EAST1NG E 17409.553 E 17414.507 E 17419.060 E 17413.450 E 17416.597 E 17417.130 E 17426.805 E 17476.965 E 17488.039 E 17498.392 E 17523.479 E 17492.462 E 17407.979 E 17475.927 E 17485.098 E 17494.970 E 17532.431 ELEVATION MATCH EXIST. MATCH EXIST. MATCH EXIST. AT GRADE ± AT GRADE ± 1225.216 1224.831 1225.038 MATCH EXIST. 1223.859 1223.909 1223.962 1224.169 ( PROPOSED CHANNEL PROFILE 1227 ZD 1226 1225 1224 0.200m GENERALNOTES (Applicable to alt plan and profile :sheets) C--) Unless noted otherwise, Standard Details and Specifications and Special Provisions apply. (002) Notes numbered between 20 and 99 pertain to Work governed by the City of Moab Standard Specifications For Construction of Water Lines, Sanitary Sewers, Storm Drains, Underdrains, and irri- gation Systems, as may be modified. (003) Notes numbered between 100 and 999 pertain to Work governed by corresponding sections of the UDOT 1994 Metric Standard Specifica- tions For Road and Bridge Construction, as may be modified. (004) 2m 1223 1222 1221 Notes numbered above 1000 pertain to miscellaneous Work not governed by standard specifications. (005) Note numbers preceded with a "C" and italicized are informa- tional or general in nature and, asincidental to the Work, are no - pay items. (006) Property Lines shown are approximate only. (3) co Co 0) Zoo W) Z0 o �o Z� W _ (f) H -1C) O 124 C7) 55) C .-I 858-1014 PHONE O N 00 RUCTIO 1' C201.1) Protect and save tree. (201.3) Clear, grub, remove, and dispose of all trees, vegetation. and/or debris within 2.5m of the path centerline, except os required for grading, or as specifically noted otherwise. (C20f.4) Only trees Larger than 0.15m, in diameter in the vicinity of work are shown. (202.52) Remove storm sewer. (211/221.2) Excavate and/or backfill as required and as shown for pro- posed improvements. (240.23) Stream sediment filter required. (0201.22) The 0.6m shoulder along the bridge abutment shall be 0.20m thick concrete. Additional square yards shall be paid for under item 601.22. (506.21 (501.18) Construct concrete retaining wall below concrete flatwork per detail. Construct 2m wide concrete sidewalk. Match existing concrete grades. (601.24) Construct 0.20m thick concrete path per detail with shoulder. Slope sholl be more or less at existing grodes unless noted otherwise on the plans. However, slope shall not exceed 8.3311. (601.59) Construct steps (0.15m vertical, 0.30m horizontal), 0.15m minimum thickness concrete. (603.1) Construct concrete floor of channel per details. (642.4) Remove tree branches extending over the pathway to provide a clear height of 3m above the paved surface. (810.1) Install o Type 2 reflective sheeting MUTCD traffic sign and post as shown. (810.3) (901.03) (901.13) (901.24) (920.1) (1105.1) (1140.1) Install a Type 2 reflective sheeting traffic sign and post as shown. Extend storm sewer, match existing pipe material and size. Connect proposed drain pipe to existing storm drain. Install fittings as required. Construct loose riprop per details and/or Special Provisions. Install steel pipe path bollard per detail, centered on path. Construct handrail per detail. z a <14141 000 NN fn s � ¢ SHEET .5 OF 23 HORIZ. 0 2 4 6 1 0 2 4 6 VERT. 0 0.5 1 1.5 (601.42) Stomp and stoin concrete red for 1m length along path (see Special Provisions). FILENAME 61136D-05.DWG EXIST WING WALL 1229.2 EXIST. BRIDGE ABUTILA WALL 1231 1230 1229- 1228. 1165.1 (305mm W X 457mm H) EXIST WING WALL MODULAR CONCRETE BLOCK -WALL P1 0 APPROX EXIST. GROUND PROFILE AT NOR IH EDGE OF PATH 1227 _ _ - - - - PROFILE OF NORTH WALL AND (. OF PATH DATA • [VIEW -LOOKING NORTH) ' 1165.5 NORTH WALL MIDDLE WALL 'NALL 1140.1 602.13 STA 1+145.216N (8.9m) DIP (CL 50 L 1228.586 0 0.20m CAN. _ (300/400.5) /EXIST. STA 1+186.467 GRATE E •.562 SEE DETAIL SHEET 2C S0t7TH WALL 1226.515 020.1 ® 11s�L22 4/ / '1227125 ATCH EXIST. % /'i2Z"I 75° OF RADE AT F ONT EDGE . ' ' _� - IPRAP , / i % / 12L- g5 i NOT : HE THIC. E E ONCRET�;1 - J �HEET 6 STA 1+142.098N EL 1228.017 14.468 m ® WALL FACE 2.5m P1 1231 1230 MODULAR CONCRETE 1229 BLOCK APPROX EXIST. 1228 GROUND PROFILE AT MEDDLE WALL 1227 PROFILE OF NORTH EDGE OF PROPOSED 3m PATH 1226 -- 1225 __--\ - APPROx. EXIST CREEK BOTTOM 15.710 m 0 WALL FACE' 32.93T m HANDRAIL REQUIRED 15m 0 PATH PROFILE- OF SOUTH- EDGE OF PROPOSED n PATH NOTE: ALL DIMENSIONS AND COORDINATES ARE GIVEN IN METERS. 0' ' METER -STA 1+144.598N EL 1227.992 - -14.912- m EXIST PT 1 2.5m 14.912 m ®CL PATH SAME PIP • 0.203m PIPE 0 WALL 0.203m PIPE 0 OUTLET INV EL 1225.848 INV EL 1225.801 _ __ -- - ADJACENT PROFILE OF MIDDLE WALL [VIEW LOOKING NORTH) ALL HAS A FENCE- ON TOP, WHICH P19 IP10t SURFACE-PROFIL EDGE OF PROPO 12 PATH- 1231 1230 1229 1228 1227 .2808 FEET. 25.310 rrr 0 WALL FACE 202.26 (Only East of 'HON' NOTES' (34.1C) Construct single combination inlet, grate type as specified. (C20f.f) Protect and save tree. Clear, grub, remove, and dispose of all trees, vegetation, d r debris as specifically within it i 2.5m rn ofthe noted path otherwise. except as required for 9 (020.4) Only trees larger thmn 0.I5en in diameter in the vicinity of work are shown. (202.26) Remove concrete retaining wall as required for construction. (202.36) Remove concrete pavement to joints or dimensions where shown; otherwise remove as required for construction. Sawcut where necessary. () Remove asphalt pavement as required for construction. (.202.73) Remove all landscaping within demolition limits including trees shrubs, sod, decorative rock and/or bark, borders, and sprinkler systems (cap supply line), unless specifically noted otherwise. 202.7 Remove fence. (211/221.2) Excavate and/or backfill as required and as shown for proposed improvements. (300/400.5) Construct ABC and HMA pavement patch. Match existing thickness unless noted otherwise. (300/400.6) Construct ABC and FCC pavement patch. Match existing thickness unless noted otherwise. SCALE HORIZ. 0 2 4 6 POINT 0 O 0 QO Ob 0 O DESCRIPTION C PATH, PC C PATH, PT C AT START OF 1.8m PATH C 1.8m PATH 0 END OF MIDDLE WALL E 3.0m PATH C PATH, PC, BEGIN 3.5m WDTH E PATH, PRC 6.1 Construct concrete retaining wall below concrete flatwork per detail. (601.12,) Construct concrete sidewalk. 601. Construct 0.12m thick concrete path per detail with shoulder. Slope shall be more or less at existing grades unless noted otherwise on the plans. However, slope shall not exceed 8.33%. 602.1 Construct concrete curb and gutter. CODD Construct fence per details and Special Provisions. (642.4) Remove tree branches extending over the pathway to provide a clear height of 3m above the paved surface. (810.3) Install a Type 2 reflective sheeting traffic sign and post as shown. (901.01) Construct storm sewer. (921.8) Construct compacted riprop liner per details. (1140.1) Construct handrail per detail. (1165.1) Construct modular concrete block retaining wall per Special Provisions. (1165.5) Secure concrete modular block facia wall to existing wall per detail. (1165.6) Construct pipe penetration and lintels in concrete modular block wall as required. COORi I ATES (IN;;METERS) STATION (m) NORTHING EASTING 1+126.244 1+136.451 1+127.098N 1+159.510N 1+159.666 1+184.839 1+196.018 N 35664.064 N 35659.927 N 35668.181 N 35653.652 N 35651.007 N 35641.614 N 35638.963 E 17523.479 E 17532.809 E 17526.338 E 17555.312 E 17554.242 E 17577.597 E 17588.390 ELEVATION 1225.684 1226.081 1229.267 (MATCH EXIST.) 1226.749 1226.685 1227.023 1227.156 PROFILE'" ` - BEGINNING O 2 4 6 POINT VERT. .25.329- m ® CL PATH IS NOI SHOWN FOR CLARITY _ SURFACE_PROFILE QE OF NORTH EDGE OF -TOP OF EXIST. WALL PROPOSED PATH FOT 0 PATH EDGE,_ S -+1 .08R P lt. OF, NORTH.PATH NOTE: DEPTH OF EXIST. WALL IS UKNOWN 1226 -r MODULAR - CONCRETE 1225 BLOCK WALL PROFILE OF SOUTH WALL ' [VIEW LOOKING NORTH] 25.104 m O 0.5 1 1.5 R1IS'10.344m HANDRAIL REQ'S oINOT SHOWN FOR CLARITY) R -10-.46fr m 0 WALL FACE 11.179 m CL PATH T/C EL=1228.714 PROFILE F PROF R2 T/C & TOP OF BLOCK EL=1228.787 1229 BE STRAI • WEEN TOP 0 0 PATH .EDGE 11.944 m 5!+�.-.% OF.W11-1 PATH1226.3261 _ y �� - _ APPROX. EXIST. ADJACENT 1226 .---- -------- - 7 O� RIpRAP CREEK BOTTOM APPROX. EXIST. GROUND PROFII Af 1� # M,. 7H EDGE OF -- .. - - 1225 PROPOSED .PATH --- - - - - -- --- "' `- GRANULAR BEDDING I (TYP) 1R11 - GRAVEL FOOTING 1228 T/C SHALL GRADED BET - WALL PEAKS 1227 1231 1230 1229 1228 1227 1224 0 O END POINT O O CURVE `DATA' (IN METERS) RADIUS POINT NORTHING EASTING 35864.976 35668.918 17618.151 17590.025 PT. OF INTERSECTION NORTHING EASTING 35661.889 35639.271 17528.097 17582.744 RAD US 222.1 30 1231 .- . O AM :rk, 1.N. -M DATA SHOWN IS FOR BLOCK 152.4 mm HIGH x 406.4 mm WIDE x 304.8 mm DEEP, WITH A 19.05 mm BATTER PER COURSE ON ALL WALLS EXCEPT THE NORTH WALL WEST OF E1, WHICH SHALL BE VERTICAL OTHER BLOCK SIZES AND BATTERS MAY BE 1230 USED, BUT THE CONTRACTOR/SUPPLIER MUST PROVIDE FULL DIMENSIONING AND DATA FOR REVIEW AND APPROVAL BY ENGINEER PRIOR TO CONSTRUCTION. ELEVATION O BOTTOM ELEVATION OF THE 0 TOP BOTTOM OF THE BLOCK WALL CAP NORTH WALL MIDDLE WALL SOUTH WALL i POINT P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 01 R1 R2 S1 P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13 P14 P15 P16 P17 P18 P19 P20 P21 01 02 03 R1 R2 STATION 1+127.629N 1+130.067N 1+133.725N 1+134.945N 1+136.977N 1+140.635N 1+142.667N 1+146.736N 1+149.988N 1+152.833N 1+154.052N 1+157.710N 1+173.162N 1+185.027 1+193.660 1+198.912 1+126.388 1+126.794 1+128.827 1+130.452 1+132.484 1+134.110 1+134.923 1+136.142 1+137.768 1+139.800 1+141.832 1+145.483 1+147.516 1+149.141 1+151.173 1+152.799 1+154.831 1+156.457 1+156.863 1+158.489 1+159.505 1+159.740 1+171.120 1+182.500 1+184.998 1+194.507 OFFSET DISTANCE FROM PATH IE TO THE FACE OF THE BOTTOM BLOCK LOWER 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.359 1.750' 1.712 1.662 1.567 1.452 UPPER 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.359 1.731" 1.750 1.529 1.395 TOTAL WALL HEIGHT APPROX. NO. OF BLOCKS BETWEEN POINTS 1228.848 1229.244 0.396 6 1228.543 1229.244 0.701 9 1228.238 1229.244 1.006 3 1228.238 1228.939 0.701 5 1227.933 9 1227.628 12 28.939 1.311 5 12 27.6 28 1228.787 1.159 10 1227.324 1228.787 1.463 8 1227.019 1228.939 1.920 7 1227.019 1229.397 2.378 3 1226.714 1229.397 2.683 9 1226.409 1229.397 2.988 38 1226.714 1229.397 2.683 29 1226.714 1228.634 1.920 20 1226.714 1228.787 2.073 13 1.281 1.224 1.938 2.226 1.243 2.188 1228.939 1.006 1225.524 1229.425 3.901 1225.524 1229.273 3.749 5 1225.524 1229.121 3.597 4 1225.524 1228.968 3.444 5 1225.524 1228.816 3.292 4 1225.524 1228.663 3.139 2 1225.830 1228.663 2.833 3 1225.830 1228.511 2.681 4 1225.830 1228.359 2.529 5 5 1225.830 1228.206 2.376 1225.830 1226.136 1227.901 1.765 5 1226.136 1227.749 1.613 4 1226.136 1227.597 1.461 5 1226.136 1227.444 1.308 4 1226.136 1227.292 1.156 5 1226.136 1227.139 1.003 4 1226.136 1226.987 0.851 1 1226.441 1226.987 0.546 4 1226.441 1226.835 0.394 2.5 1228.054 2.224 9 12 25.49 7 1226.808 1.311 28 1.463 28 1225.497 1225.497 1227.113 1.616 1225.802 1227.113 1.311 25 1226.960 6 TANGENT 5.104 5.655 CURVE LENGTH 10.207 11.179 "ON VERTICAL WALL **ON BATTERED WALL In 0) E 0 a�a O/� W c a Q(n z1070 fa, 4j o (1) r CO CO 4_, CD I 0,2 o lf0 + Z_ ZO CD z�N U wQ O P. Q �t 1-]016 0 O I CD cz CU .-H n 0 a 0 0 a. a Q® 000 0 u N cC CC Cc SHEET OF 2z FILENAME HOED-06.DWG 1224 1224 9'V:8D: 'L6/6£/L0 (64.2) NO' Si Construct shallow 1.219m dia. MH. (0201.1) Protect and save tree. (201.3) Cleor, grub, remove, and dispose of all trees, vegetation, and/or debris within 2.5m of the path centerline, except as required for grading, or os specifically noted otherwise. (C201.4) Only trees larger than 0.15m in diameter in the vicinity of work are shown. (202.16) Remove concrete abutment. (202.55) Remove irrigation line. Do not disturb telephone pull boxes. (202.78) Remove fence. (211/221.2) Excavate and/or bockfill as required and as shown for proposed improvements. (0202.62) 228.344 1231 1230 1229 1228 1227 (601.22) Construct 0.12m thick concrete path per detoil with shoulder. Slope shall be more or less at existing grades unless noted otherwise on the plans. However, slope shall not exceed 8.33%. (602.13) Construct curb and gutter. (610.9) Reconstruct fence as shown. (810.3) Install o Type 2 reflective sheeting traffic sign and post as shown. (901 .06) Construct irrigation line. (921.8) Construct compacted riprap liner per details. (1140.1) Construct handrail per detail. (1150.1) Construct jetty per detail. (1165.1) Construct modular concrete block retaining wall per details and Special Provisions. EXIST. 0.457 CMP IRRIG. INTAKE (gym)' (3 each) ; 0.203 DIP (CL 50 EXIST. AEON DIVERSION WEIR __ 225 344 60 SOIL BORING TH-2 ( "E B1) O (1165.6) Construct pipe penetration and lintels in concrete modular block wall os required. 202.78) RIPE &ENCE WOVEN\ N NOTE: ALL D 1'Et STON7-AA(D 00RDI ARE GIVEN IN METERS. 0 F--- See METER ti 3.2808 FEET. -___Sheet zD 80.379 m HANDRAIL REQUIRED z etail SOIL BORING TH-3 _122 12.917 m O WALL FACE 12.205 m DI PATH MODULAR CONCRETE BLOCK WALL. 11 PATH EDGE • S=+1.18% O EE PA S1 14.222 m ® WALL FACE 14.116 m DI PATH PROFILE.OF PROP,.. TOP OF CURB (From R2 east set top of curb at the top ..of wolt points as shown 14.222 (NOT SHOWN /-\ FOR CLARITY) m ® WALL FACE 14.116 m ®g PATH 14.222 m 0 WALL FACE 14.116 m D PATH 1123_l_ S-+ 14.222 m ® WALL FACE 14.116 m DI PATH V2 uz[ 1 PROFILE OF NORTH WALL AND (1, OF PATH DATA [MEW LOOKING NORTH] 11414-44111 X1 I X2I 5_4-13.81% 0 1'X111 E' LExIST. ROCK GABION Y2 Y3 - - APPROX. EXIST: GROUND PROFILE 06.460 AT NORTH EDGE OF PATH WALL m ® 0 - 8.087 mFACE - MATCH EXIST. WALL FACE 0 - - - - - - _ PATH GRADE 8. PA 8.165m ® 4 _1 m-Q"TL'- UT SLOPE _ STAIR -STEP BLOCK PATH EDGE ALONG CUT SLQQPFt370% 5=+3.88 ®..:PATH 1, O _pbTH -I. Y11 PATH EDGE O PATH 6.099 m 0 PATH _EDGE 11980.m. OPATH EDGE 12.304 m ®EL PATH PROFILE OF NORTH EDGE OF PROPOSED PATH 1231 1230 EXIST. PATH 1229 1228 1227 BEGINNING POINT DESCRIPTION PRC PCC 1/4 LC 1/2 LC 3/4 LC PCC PRC PRC ENDPT END POINT 0 AA EA' STATION 1+196.018 1+208.223 1+222.340 1+236.456 1+250.573 1+264.689 1+270.855 1+285.625 1+297.929 NORTHNG'. N 3563&963 N 35635.871 N 35629.215 N 35621.830 N 35613.743 N 35604.982 N 35600.633 N 35586.500 N 35583.667 EASTNNG E 17588.390 E 17600.111 E 17612.557 E 17624.585 E 17636.153 E 17647.220 E 17651.580 E 17673.730 E 17672.560 ELEVATOR 1227.156 1227.300 1227.650 1228.000 1228.350 1228.700 1228.947 1229.522 1230.01 CUR RADIUS NORTHING VE DATA 35609.007 35423.448 35577.166 35629.236 35545.673 POINT EASIING 17586.756 17494.509 17623.821 17685.414 17635.821 35638.626 35623.243 35602.993 35594.940 35587.982 MEl S) PT. OF INTERSECTION NORTHING EASING 17594.569 17625.512 17649.585 17656.392 17668.117 RADIOS 30 237.225 36.349 44.304 52.866 TANGENT 6.188 28.367 3.090 7.454 6.180 CURVE LENGTH 12.205 56.466 6.165 14.770 12.304 tl Tt DATA SHOWN IS FOR BLOCK 152.4 mm HIGH x 406.4 mm WIDE x.-304.8 mm DEEP, WITH A 19.05 mm BATTER PER COURSE ON ALL WALLS EXCEPT THE NORTH WALL WEST OF El WHICH SHALL BE VERTICAL OTHER BLOCK SIZES AND BATTERS MAY BE USED. BUT THE CONTRACTOR/SUPPLIER MUST PROVIDE FULL DIMENSIONING AND DATA FOR REVIEW AND APPROVAL BY ENGINEER PRIOR TOCONSTRUCTION, II POINT STATION OFFSET.. DISTANCE FROM PATH ¢ TO THE FACE OF THE BOTTOM. BLOCK LOWER UPPER 1.712 1.750 ELEVATION 0 BOTTOM OF THE BOTTOM BLOCK ELEVATION O TOP OF THE WALL CAP TOTAL WALL HEIGHT APPROX. NO. OF BLOCKS BETWEEN POINTS 1231 1230 1229 1228 U 1.1.369 m 0 WALLFACE EXIST. DAM ABUTMENT 13/6.881 1227 - 1226 1225 1224 EXIST. DIVERSION DAM WEIR 13.994 m ® WALL FACE 13.994 m 0 WALL FACE PROFILE OF SOUTH WALL [VIEW LOOKING 'NORTH] 61.919 m FENCE REQUIRED (NOT SHOWSLFOR _CLARITY)_. ___ 13.994 m 0 WALL FACE //////''''''''''''APPROX. TbP OF RIPRAP 13.994. m ® WALL FACE SURFACE PROFILE OF PROPOSED PATH 5.817 m O WALL FACE GRANULAR BEDDING (TYP.) GRAVEL FOOTING APPROX EXIST_ GROUND PROFILE AT EDGE -OF PATH 15.354 ® PATH EDGE. PROFILE OF SOUTH EDGE OF PROPOSED PATH MATCH EXIST PATH GRADE 13.101 m ® PATH EDGE 5=+392% O...NJH EDGE. MODULAR CONCRETE BLOCK WALL APPROX. EXIST. ADJACENT. CREEK. BOTTOM 1231 1230 EXIST. PATH 1229 - 1228 1227 1226 1225 1224 NORTH WALL R2 S1 T1 T2 T3 U1 U2 U3 V1 V2 V3 W1 W2 X1 X2 Y1 Y2 Y3 R2 S1 T1 T2 T3 U1 U2 U3 V1 V2 W1 W2 W3 W4 X1 Y1 1+193.660 1+198.912 1+210.948 1+216.193 1+220.228 1+224.263 1+228.297 1+228.701 1+237.173 1+240.804 1+245.646 1+252.908 1+255.329 1+264.999 1+269.653 1+272.505 1+274.621 1+279.275 1+194.507 1+207.810 1+208.655 1+213.984 1+220.133 1+226.283 1+231.202 1+232.432 1+238.581 1+244.730 1+250.880 1+252.520 1+257.029 1+263.178 1+267.409 1+270.853 1.712 1.712 1226.714 1227.019 1227.019 1227.324 1227.324 1227.324 1227.628 1227.628 1227.628 1227.933 1227.933 1228.238 1229.701 1.463 1228.238 1228.543 1228.543 1228.848 1228.848 1228.787 1228.787 1228.939 1228.939 1229.091 1229.244 1229.244 1229.396 1229.549 1229.549 1229.701 2.074 1.768 1.920 1.615 1.768 1.920 1.615 1.768 1.920 1.615 1.768 13 31 13 10 10 10 1.712 1.750 1.712 1.750 21 9 12 18 6 24 12 7 5 1.712 1.750 1.712 1.750 O CO LC) CO 0 N l73 W z O 7t O .-I CO If) E 0] 0 C") N C\2 as 1.712 1.750 1229.853 1230.006 1230.158 1230.158 1230.311 1.615 1.463 1.615 1.311 1.463 1.712 1.750 1.693 2.188 SOUTH WALL 2.072 1225.802 1225.802 1226.107 1226.107 1226.107 1226.107 1226.411 1226.411 1226.411 1226.411 1226.411 1226.716 1226.716 1226.716 1226.716 1227.265 1227.418 1227.418 1227.570 1227.722 1227.875 1227.875 1228.027 1228.180 1228.332 1228.484 1228.484 1228.637 1228.789 1228.942 1.463 1.616 1.311 1.463 1.616 1.768 1.463 1.616 1.768 1.921 2.073 1.768 1.921 2.073 2.225 31 2 13 15 15 12 3 15 15 15 4 2.226 2.188 2.245 2.207 2.283 2.245 15 10 8 2.302 ,'SCA::E 0 2 4 6 PROFILE O 2 4 6 VERT. O 0.5 1 1.5 DESCRIPTION cr cc SHEET 7 OF FILENAME CONSTRUCTION NOTES 1237.392 (C201.1) (201.3) SCALE HORIZ VERT. 0 1328.954__ -1229.563----- 23p jg2� '73-1229.563- -__00 PR PDS 020524008 CI FY PLANTED TREE NOTE: ALL DIMENSIONS AND COORDINATES ARE GIVEN IN METERS. ONE METER 3.2808 FEET. PLAN 2 4 6 PROFILE O 2 4 6 O 0.5 PROPOSED GRADE 12, CULVERT ARMORED -L� CREEK' \ 30T TOM 1230 INV EL. 1230.173 1229 EL 1231.108 1.5 0 SECTIONS 0.5 1 1.5 0 0.5 1 1.5 1230 782 1231.392 32.003 -T- _TY PLANTED TREE \ O 0201.1 PATH EDGE/ F.L 1232 339 7.7m - 0.457m A CULVERT EXIST. GROUTED / RIPRAP CHANNEL APPROX. EXIST. - _ GRADE.'C4. _._ PROPOSED CULVERT. 1230.240 3.7m 1N0. EL EDGE Or WATER \ EL 1229.404 JULY 1995 601.42 TY C201.4 CREEK 0.30m 0.15m R.0 (625/630.1) PLANT PATH EDGE EL 1232 289 -7 f- PROPOSED GRADE CULVERT AND -CHANNEL - SECTION A -A 1230.782- EDGE OF WATER EDGE OF WATER �� 1230 1y3 EL 1229.614 EL JULY 1995 JULY 1229.91 5 199 EDGE. OF WATER EXIST. DRAINAGE EDGE OF WATER EL 1229.925 EDGE OF WATER SWALES EL 1229-832 JULY: ULY 1995 EL 1230LY 1.324\995 - - - JULY 1995 JU 0.20m O. Om - _ �.7r;-3 ADES) 0201 /7.0.`46m R. 02131.392 0.6m SHOULDER (TYP.) C201.1 D TREE TY PLANTED TRFE 46m WILLOW 232.002- 232.6 4�n-i3"� _ - _ (2H:1V SLOPE THREE SIDES, 3H:1V ON PATH EMBANKMENT) (D= 0.15m) CITY PLANTED TREE -EXIST. GROUTE-Q. 8I94AP CHANNEL' (305mm W-x� 7rnL H) �\ eX,s 7 901.01 MOAB CITY EDGE OF WATER EL 1230.452 J GE OF WATER JULY '995 EL 1230.245'\ JULY 1995 , 0.15m R 0 0201.1 C202. 1 0.20m 0.152m PIPE Protect and save tree. Cleor, grub, remove, and dispose of all trees, vegetation, and/or debris within 2.5m of the path centerline, except as required for grading, or as specifically noted otherwise. (0201.4) Only trees larger than 0.15m in diameter in the vicinity of work are shown. (C202.91) 1233 1232 1231 1230 1229 1228 INV EL. 1230.03 APPROX. EXIST. GRADE PIPE 69.506m - 0.152m o PIPE PROFILE OF_PIPE (PROJECTED VERTICALLY FROM PLAN ABOVE) 1232 1231 1230. 1229 1228 POINT DESCRIPTION Oq INT. OF PATH EDGES Q_ PATH, PC 0. PATH, PRC fC. PATH, PRC T. PATH, PCC (810.3) .4 partially buried gabion wall exists in this area. The path may be moved laterally up to 0.5m, if necessary, to avoid conflict with the wall. C211/221.2) Excavate and/or bockfill as required and as hewn for proposed improvements. (240.16) (601.22) Silt Fence required. Construct 0.12m thick concrete path per detail with shoulder. Slope shall be more or less at existing grades unless noted otherwise on the plans. However, slope shall not exceed 8.33E. (601.42) Stamp and stain concrete red for 1m length along path (see Special Provisions). (625/630.1) Surface areas disturbed by construction that will not be hard surfaced or graveled shall be seeded and mulched per Speciol Provisions. (642.0 Remove tree branches extending over the pathway to provide a clear height of 3m above the paved surface. Install a Type 2 reflective sheeting traffic sign and post as shown. Construct storm sewer. Construct drain culvert. Install long sweep bend. (901.01) (901.04) C901.23) _(905.1) Install flared end section on culvert. (1925.1) Construct grouted riprop. COORDINATES (IN METERS) STATIONING NORTHING EASTING 0-005.278 0+000.000 0+017.676 0+049.342 0+057.028 N 35505.933 N 35501.104 N 35492.404 N 35471.673 N 35467.656 Cn co (C u I N. E, o o z00co z<4 C4 o oCO zo W _ W z 0 I aQ o CO(24 c0 co COt N C) CD ELEVATION E 17672.896 MATCH EXIST. GRADE ± E 17675.102 MATCH EXIST. GRADE ± E 17690.196 MATCH EXIST. GRADE ± E 17712.179 MATCH EXIST. GRADE ± E 17713.365 MATCH EXIST. GRADE ± BEGINNING POINT O O END POINT O O O RADIUS POINT NORTHING N 35521.626 N 35463.182 N 35482.113 N 35673.733 EASTING E 17696.986 E 17683.406 E 17747.555 E 18102.216 PATH CURVE DATA (IN METERS) POINT OF INTERSECTION NORTHING EASTING N 35495.679 N 35488.446 N 35467 974 N 35451.803 E 17676.099 E 17707.230 E 17713.271 E 17722.008 RADIUS 30 30 36.884 440 TANGENT 14.472 17.488 3.857 14.523 CURVE LENGTH 17.676 31.666 7.686 29.035 4®® z z z 000 L7) V) W W W ¢o: o' SHEET OF FILENAME u060-ve.DWG 1228 1232.002 1231.392 1230.782 1236_ 1235 1234_ 1233. 1232 EDGE OF WATER EL 1230.685 / JUL�/ • (Easternmost birch 0.15m R O. EXIST. BRIDGE �4PRON (W12-2, 0.457m x 0.457m) 232 002- -1232.611�'� - - SOIL EXPOSED C r2 91 earn ^GUIDER -/ GAB10N (TYP.) 810.4 (0.914m x 0.305m) LOW CLEARANCE (BLACK ON LOW) EDGE OF WATER El._ 1230.997 JULY 1995 NOTE: ALL DIMENSIONS AND COORDINATEZS ARE GIVEN IN METERS. ONE METER 3.2808 FEET. / 0.12m XHkC PATH „TH'IS , APPROX. EXIST. GRADE lAT PROPOSED PATH- E PATH MATCHES EXIST. GRADE ± - - BOTTOM OF WALL 1231 _ _ _ - £L.: 12-30.500- 69.506m - 0.152w a DRAIN PIPE • S=+0.50R. DESCRIPTION' PATH, PT T. PATH, PC C PATH, PRC G. PATH, GRADE BREAK ft PATH, PT PATH, PC G. PATH, PRC PATH EDGES INTERSECTION PATH, PT APPROX EXIST. _ C&ADE- a.I - -� . PROPOSED FACE OF WALL (1996) 0+086.063 0+101.814 0+116.673 0+127.108 0+133.106 0+1650435 0+185.612 0+192.389 0+203.497 0.20 C. 7EAST B'ID , ABU MLN /j BRIDGE CELLS\ AXIS BRIDGE / CE FLOOR E 230 869 WFST PIER OF BRIDGE 0+45 .000 _ _ EXIST•. CON RETE BRIDGE -� `WINED (0.3m THICK) GE [E C FL0CR EXIST BR1DG \� CELL FLOOR WEST BRIDGE ABUTMENT EL 1230 875 TA 0+127.108 TRENCH DRAIN (SEE DTL SHT 2f) CITY PLANTED TREE (0.3m THICK EXIST. BRIDGE CELL FLOOR 1231.483 1232.611 (W12_2T-'4S7m_ x 0.457m) EDGE OF WATER ▪ -- EL 1232.039 EDGE OF WATER JULY 1995 \EL 1232.312 NULY 1995 0.61m C.W, (0.914m x 0.305m) 0.76m C.� LOW CLEARANCE ALL CONCRETE JOINTS ON THE WALLS ABOVE THE PATH SHALL BE WATER TIGHT_. "== E EL NATION N 35439.509 N 35426.176 N 35416.024 N 35409.431 N 35404.517 N 35376.286 N 35356.781 N 35349.952 N 35339.308 E 17729.739 E 17738.123 E 17748.766 N 17756.786 E 17760.211 E 17775.959 E 17779.358 E 17777.761 E 17781.675 PATH "CU iE=r.'.DATA POINT INTERSECTION RADIUS POINT m N 35442.145 N 35389.903 N 35361.672 N 35351.849 E 17763.519 E 17734.012 E 17749.760 E 17809.203 N 35419.754 N 35411.879 N 35367.127 N 35347.692 E 17742.161 E 17756.105 E 17781.068 E 17777.856 MATCH EXIST. GRADE 1231.500 1231.119 1230.812 1230.872± MATCH EXIST. 1231.536± MATCH EXIST. 1234.045 1234.720 1235.213 RADIUS 30 30 30 30.25 7.585 8.429 10.487 9.212 - EL 1231.800 BRIDGE FLOOR 14.859 16.435 20.178 17.885 =APPROX EXIST GRADE I AT PROPOSED FACE OF ---- j UJALL JULY 1997- 1 _-- EL 1232.536 EL 1230.536 PROFILE OF WALL AND m OF FA"PH DAT. EL 1234.345 EDGE OF WATER EL 1232.409 JULY 1995 0.15m R.O. 1233.221 0.91rn C.W. EL 1234.958 (0.3.5m x EL 1232.000 APPROX. EXIST. GRADE AT PROPOSED FACE OF 'WALL EL 1230.402 .45 in) (BLACK ON YELLOW) 1234.440 1235 EL 1234.513 Construct trench drain per detail. 34.1C Construct single combination inlet, grate type as specified. 34. C Construct double combination inlet, grate type os specified. Protect and save tree. 01. Clear, grub, remove, and dispose of all trees, vegetation, and/or debris within 2.5m of the path centerline, except os required for grading, or as specifically noted otherwise. Only trees larger than 0.15m in diameter in the vicinity of work are shown. 2• .1.1 Sowcut or core drill exist. abutment for storm drain penetration. 0.45m diameter or square. 02.2 Remove catch basin inlet. 2• .35 Remove concrete curb and gutter to joints or dimensions as shown. Remove asphalt pavement as required for construction. Plug and abandon storm sewer. X2.91 Remove riprap revetment as required for con- A partially buried gabion woO exists in this area. The path may be moved laterally up to 0.5m. if necessary, to avoid conflict with the maO. 211. Remove sedimentation above bridge cell floor. 11 2 1. Excavate and/or backfill as required and os shown for proposed improvements. struction 1230_ Compacted backfill required. Silt Fence required. Replace aggregate base course and asphalt pavement. Match existing thickness. CE=2) Construct concrete retaining wall below concrete flatwork per detail. Construct concrete retaining wall above concrete flatwork per detail. Construct concrete retaining wall above existing concrete flatwork per detail. Construct concrete debris rack as shown and per detail. Construct 0.12m thick concrete path per detail with shoulder. Slope shall be more or less at existing grades unless noted otherwise on the plans. However, slope shall not exceed 8.337.. Construct 0.20m thick concrete path per detail with shoulder. Slope shall be more or less at existing grades unless noted otherwise on the plans. However, slope shall not exceed 8.33%. C==) Reconstruct curb and gutter as applicable to match existing grades at tie-in, with gutters reconstructed with uniform slope. C=a) Surface areas disturbed by construction that will not be hard surfaced or graveled shall be seeded and mulched per Special Provisions. (!� Remove tree branches extending over the pathway to provide a clear height of 3m above the paved surface. CB -Z) Install a Type 2 reflective sheeting MUCTD traffic sign as shown. Mount to existing structure rather than to a post, using 4 expansion log bolts. () Install a Type 2 reflective sheeting traffic sign and post as shown. �[•E! Install a Type 2 reflective sheeting traffic sign as shown. Mount to existing structure rather than to a post, using 4 expansion lag bolts. = Construct storm sewer. • •�•.) Grout around end of pipe matching exist. abutment thickness. 9 1.1 Construct compacted riprap liner per details and or Special Provisions. C`FIr� Provide minor bend in storm drain by deflecting joints (1• per joint maw.). 113•.2 Construct trench drain per detail. 6IIii! Coordinate relocation of gas facilities as shown. SHEET 9 OF 23 FILENAME Ie60-09.DWG N 35390. S E 17•;..680 E r 1233.190 APPROX EXIST. GRADE © PROPOSED �\ CULVERT TRAPEZOIDAL DRAIN DITCH, SLOPE 0 0.57. TO "DAYLIGHT, 3H:1C SIDE SLOPES, 0.3m BOTTOM. 1236 POINT BEGINNING POINT DESCRIPTION I. PATH AT ROW, PC PATH, PRC It PATH, PT IE PATH, PC IE PATH, PT it PATH. PC PATH, PRC G PATH, PT END POINT O O O GAS REGULAT STATION PROPOSED GRADE OVER CULVERT INV. EL 1236.884 COORDINATES:. N: METERS) STATIONING NORTHING EASTING 0+000.000 0+018.982 0+026.432 0+086.589 0+102.511 0+220.274 0+272.157 0+331.096 RADIUS POINT NORTHING EASTING N 35375.143 N 35336.310 N 35308.512 N 35187.617 N 35150.079 E 17795.991 E 17743.866 E 17827.956 E 17886.929 E 17951.859 N 35374.916 N 35357.220 N 35350.819 N 35296.075 N 35283.967 N 35216.252 N 35170.100 N 35117.559 202.39 602., 60 601.19 CITY PL.. (202.91 DETAIL A E 17765.992 E 17771.934 E 17775.717 E 17800.655 E 17810.706 E 17907.054 E 17917.229 E 17928.569 POINT OF INTERSECTION` NORTHING :'EASTING,= N 35365.096 N 35354.221 N 35288.655 N 35197.833 N 35127.914 E 17766.066 E 17774.167 E 17804.035 E 17933.263 E 17892.841 EXIST BRIDGE CLUSTEROE C.W.'S - 1.22m, 0.61m, 0.76m, 0.91m, 0.61m EL 1237.779 SECTION A -A ELEVATION MATCH EXIST. GRADE ± MATCH EXIST. GRADE ± 1234.828 MATCH EXIST. GRADE ± MATCH EXIST. GRADE ± MATCH EXIST. GRADE ± 1239.364 MATCH EXIST. GRADE ± RADIUS 30 35 30 35 40 TANGENT 9.821 3.739 8.153 32.034 48.728 CURVE LENGTH 18.982 7.45 15.922 51.883 70.676 (55.1) (0201.1) (201.3) 0201.1 0.457rn x 0.430 1.22m C.W 3m PATH 0201.4 -0.457m HOPE CORR AUTH SMOOTH LINING 1.07m MUL�---�- Construct concrete collar around joint. Protect and save tree. Clear, grub, remove, and dispose of all trees, vegetation, and/r debris within 2.5m of the path centerline, except as required for grading, or os specifically noted otherwise. (C201.4) Only trees larger than 0.15m in diameter in the vicinity of work are shown (202.39) (202.77) (202.91) (211/221.2) Remove as brequred to, gutter, nconsd t construct drivewayto . Remove gate. Remove riprop revetment as required for construction. Excavate and/or bockfill as required and os shown for proposed improvements. (211/221.6) Excavate and/or backfill to construct ditch or channel per detail or as indicated. (0221.1) Maintain path grade at or flatter than 12FL,1V. Side slopes shall not be steeper than 3$.1V. (240.16) Silt Fence required. MOTE: ALL DIMENSIONS AND COORDIN)gTES ARE GIVEN IN METERS. ONE \ \ /� METER 3.2808 FEET. U` Q -1233.830 1237.294 (601.19) 1105.1 1236 0.9m 5HOQEUER (TYP.) 42.6 (ENTIRE No• BRA (625/630.1) ,OCTIONt:NOTESAMMiggi Replace removed concrete sidewalk to joints as applicable, matching grades at tie-in. 601.2 Construct 0.12m thick concrete path per detail with shoulder. Slope shall be more or less at existing grades unless noted otherwise on the plans. However, slope shall not exceed 8.337.. 01. 4 Construct 0.20m thick concrete path per detail with shoulder. Slope shall be more or less at existing grades unless noted otherwise on the plans. However, slope shall not exceed 8.337.. (601.42) Stomp and stain concrete red for 1m length along path (see Special Provisions). (602.5) Construct 3m wide flared driveway per STD DWG 715-1A, with Detectable/Warning per Note 4 on STD DWG 715-2A. (602.7) Replace removed curb and gutter to joints as applicable, matching existing grades at tie-in. Gutters shall be reconstructed with uniform slope. (625/630.1) Surface areas disturbed hat will not be hard surfaced or groveled shall be rseeuction t seeded and mulched per Special Provisions. EL 1235 479 ^ 25m TPE.c 64.6 Remove tree branches extending over the pathway to provide a clear height of 3m above the paved surface. (81).1) Install a Type 2 reflective sheeting MUTCD traffic sign and post as shown. (901.04) (901.05) 905.1 (920.1) (1105.1) V 0 9,1m GO 0\20m 0.55m EL Construct drain culvert. Extend culvert. Match existing pipe material, type, and inverts. Install flared end section on culvert. Construct loose riprop liner per details and/or Special Provisions. Install steel pipe path bollard per detail. 240.16 1\ 0.30m C. W. 901.04 0 25m TREES 901.04 65/630.1) CA ,X CO [z CZ I C,) O �L;(2, o CO wQ CO WX 0 Z O N CO CA z� ) w z O Ex a _- Q r-1 1--tCD I .-4 O C7 V -- CD) CO <1411 z z z 0 0 0 1 N VI cc Et ix HORIZ. VERT. �2 0 0.4 0.5 1 0 1 SHEET 1Q OF , FILENAME 0Z:90:£6 'L6/6E/L0 0 SOIL SAMPLE POINT BEGINNING POINT, 0 O 1244 1243 1243 DESCRIPTION E PATH, PRC E PATH. PT E PATH PC E PATH, PRC E PATH, PT E PATH, PC C PATH, PT E PATH. PC E PATH AT INTERSECTION 1241 1240 EASTING E 17926.081 E 18060.527 E 18093.376 E 18115.601 POINT OF INTERSECTION MORNING N 35110.109 N 35024.689 N 35040.214 N 35035.810 END POINT 8,q OORCNNA STATIONING 0+342.833 0+355.774 0+467.660 0+507.552 0+528.236 0+550.065 0+570.601 0+594.283 0+625.012 RADIUS POINT NORTHING, N 35074.346 N 35066.124 N 35004.311 N 35007.057 (625/630.1) N METERS), NORTHING N 35112.213 N 35106.151 N 35038.296 N 35035.218 N 35039.128 N 35036.901 N 35028.242 N 35019.426 N 35019.507 EASTING E 17938.970 E 17950.339 E 18039.301 E 18076.951 E 18096.947 E 18118.662 E 18136.843 E 18158.164 E 18188.934 --NOTE: ALL ARE METE SOIL` SAMPLE (0 - S IMENS O AND COORDINATES IVEN I METERS. ONE R 3.2:x8 FEET. 0 20m MUL a o-� ELEVATION MATCH EXIST. ELEVATION± MATCH EXIST. ELEVATION± MATCH EXIST. ELEVATION± MATCH EXIST. ELEVATION± MATCH EXIST. ELEVATION± MATCH EXIST. ELEVATION± MATCH EXIST. ELEVATION± MATCH EXIST. ELEVATION± 1241.746 APPROX. EXIST GRADE 0 PROPOSED CULVERT 1241.7__ EASING E 17945.149 E 18057.139 E 18086.354 E 18129.295 EL .1242, 971_ RADIUS 40 35 35 30 Q TANGENT 6.528 22.436 10.648 10.689 'SECTION A -A CURVE LENGTH 12.941 39.903 20.674 20.536 45m 0 30m MULB ELM R 0.51 0 46m „ml3L5. MULB.i .91415 FENCE -PROPOSED GRADE - ® CULVERT AND CHANNEL 1244 7. 1143 1242 1241 I (0201.1) (201.3) SOIL SPMPLE (I) SO 1: PLE (J) -1 42,9,Z1 STATION EQUATION r 0+085.789 NORTH SHEET 14) \ 0+068.526 NORTH SH 12 & 53) 0+625.012 EAST ( (THISIS ) 124 3m� 2mO 0 Protect and save tree. Clear, grub, remove, and dispose of all trees, vegetation, and/or debris within 2.5m of the path centerline, except as required for grading, or as specifically noted otherwise. (0201.4) Only trees larger than 0.15m in diameter in the vicinity of work are shown. (211/221.7) Excavate and/or backfill as required and as shown for proposed improvements. (0221.1) Maintain path grade at or flatter than 12H.,1V. Side slopes shall not be steeper than 3H:1V. (601.22) Construct 0.12m thick concrete path per detail with shoulder. Slope shall be more or less at existing grades unless noted otherwise on the plans. However, slope shall not exceed 8.33%. (625/630.1) Surface areas disturbed will not be hard surfaced or grveled shall construction besee that seeded and mulched per Special Provisions. (642.4) Remove tree branches extending over the pathway to provide o clear height of 3m above the paved surface. (810.3) Install a Type 2 reflective sheeting traffic sign and post as shown. (901.04) (905.1) (1105.1) Construct drain culvert. Install flared end section on culvert. Install steel pipe bollard per detail. (W2-1, 0.457m) �J.-5m irJ. SOIL SAMPLE co l 1-(2) 0 25m LOCUST TREES 244 BnO_,.> CONSTRUCTION NOTES. C20524004 SOIL SAMPLE CREEK FLOOD ONTROL AND PARKWAY PROJECT PHASE III - EXISTING EXIST P \\\\75-7-S a CZX CO CD C. I N ^. O O '" I � co 120 2 wa O �O N zo W� w O U;� LZ - I a 0) co - O CJ W <4141 z z z 000 In 1240 ._= N HORIZ 0 8 2 VERT. 0 0.5 1 SHEET 11 OF 2.3 FILENAME 0^ 05 1 u660-11_owc NORTH SCHOOL ENTRANCE IRRI-- GRAND COUNTY SCHOOL DISTRICT 264 S. 400 EAST (R1-1, 0.457m) NO MOTOR VEHICLES (R5-3, 0.457m) [2 signs bock to bock] z �_ - - w --IRRI- --_ : 4d�--�� ✓:a d d .v Via.... ; a! � (TO 0+080) NOTE: Provide 5% super -elevated cross -slope at point O transitioni to at points 8c 0+000 10 5L �. . - 5R 1 OR . 10 0+020 STA = 10+040 1244 5R 1OR 0+040 VPI STA = 0+002 VPI EL = 1245.466 CURVE LEN = 0.00... 0+060 0 ,RRI STA = 0+060 I C 1244 1244 1242 1242 ( 810.1\ (W3-1, 0.457m) \SECTfON CORNER - BRASS CAP \lN ASPHALT DUE L: GRADE AT W PATH -/- 0+080 IRR11242... 1240 STA = 0+0801240 5 10 10 5 5R 10R.. .. 10L 5L 10 5R 10R 10L 5L STATION EQUATION 0+085.789 NORTH SHEET 14) 0+068.526 NORTH (TH S SHEET) 0+625.012 EAST (SHEET 11) 1244 - NOTE FROM 0+000 TO 0+080 THIS SHEET, PATH SHALL BE 020m THICK - PROP. GRADE AT C PATH *2110 Alak k L1_° 0 4m CA' VPI STA = 0+068.478 VPI EL = 1241.746 VPI STA = 0+072.931 -Sg59 CURVE LEN = 0.00 VPI EL = 1241.835 CURVE LEN = 0.00 TOP: OF RETAINING WALL EL 1243.000 VPI STA = 0+064.024 VPI EL = 1241.835 CURVE LEN = 0.00 0+120 5R 1 OR. . . 10L - (SEE SHT 2h) CONCRETE (C, G. SW, SLABS CONCRETE (DWYs, RAMPS) LANDSC. ROCK ON PLASTIC GRASS SOD BUILDING SCT.CNR START S-ELEV TURNOUT WING W 0+079.598 0+031.974 0+000.000 0+003.844 0+010.454 0+017.065 0+033.504 0+044.000 0+064.024 0+068.526 0+072.931 8.679RT 23.276R7 NORTHING 35030.807 34976.850 34960.094 34960 127 34962 758 34968 851 34984.931 34995.093 35015 007 35019 507 18197.315 18206.650 18193 273 18189 429 18183.568 18181.532 18184.785 18187.391 18189 054 18188 934 18188.817 REMOVE & REPLACE 1245.070 1245 310 1245.390 1245.358 1244 971 1244.583 1243 621 1243.006 1241 834 1241 746 34.1G Construct single grate only inlet, grate type as specified. 34.6 Construct catch basin filter per detail. 64.2 Construct shallow 1.219m dia. MH. 211/221.2 Excavate and/or backfill as required for proposed improvements. 506.14 Construct concrete retaining wall above concrete Network per detail. 601.11 Construct concrete sidewalk. 601.24 Construct 0.20m thick concrete path per detail with shoulder. Slope shall be more or less at existing grade unless noted otherwise on the plans. However, slope shall not exceed 8.337. 8810.1 Install a Type 2 reflective sheeting MUTCD traffic sign d post as shown. 901.01 Construct storm sewer. 1105.1 Install steel pipe path bollard per detail. 1210.22 Relocate irrigation facilities as shown. 1210.64 Remove and reset fence as required for construction. HORIZ. SHEET 12 0 2.5 5 7.5 0 2.5 5 75 ® r•� OF 2z Zi/v6•E6 L6/4E/L0 STATION EQUATION 0+085.789 NORTH (SHEET 14) 0+068.526 NORTH (THIS SHEET) .« I 0+625.012 EAST (SHEET 11) - MATCH I . .` IEET 11 4?RI _ 1244 1244 1243 3m R. _0724 VPI STA = 0+068.478 VPI EL = 1241.746 • CURVE LEN = 0.00 1242 1241 240 1239 VPI STA = 0+064.024 WI EL = 1241.835 CURVE LEN = 0.00 INV E=1241 213 6.568m, 0.305m 0 PVI 5=-1.11% INV NE=1241.070 INV W=1241.140 0+060 (601.11)- X 3m`,, (goLAt. CONCRETE \ (,30566) TURNOUT PROP. GRADE PATH 1243- r-(810.1) /61 (W2-1 0.457m) fir -(202.17) / (IT IS ON TOP rys"> OF THE GROUND) ^ry 2.438m X 3 240.16 SHOULDERS 2971 AMERICAN SADDLER DRIVE PARK CITY, UT 84060 IRRI X -- - oHT t d:',•:'-;•:',••:',...;‘••:'••:'•• :'.• .....°::' - r d v r P8-4 r • r •r.r r•r r /r r r r r r r• •1•1 . 4. • •1•r•r r r r + r.°r r r;r ° .°r r. r arm EAST!.. SQ6.14)r•r..r • a. • r•r • r r•r r r r r r,r•r yr r.1 • 4,•r. ... :',.. .'•• :... :' :'...°04:',..7...".•°••:'..•:'.•°e°,...,7_,_ ,,,,,.. tr♦v'r .• °r STREET •r r✓ r • r• r _ r r ,s r ,r r ;• r r• r •r• r 10.4 r, r°r d-vd r vr- r r.° r r.vd -°r r.°Y . r..°r r • r• .• • r r.-r -4.-v:"..0,•1•1•1•1•1•1•r r•r r•r•r 4"/ • -' • ; R:-.-.L.A.-Re, ,ti _� a �' RI. � �� 9<< .•ti ,1. tti Vt t.°•..'`k. . •.r•r yr r r 1 r Y r 4.. v;...r • • _ 121Q. EXIST. CHANNEL BOTTOM - -� f CN IC 18 2966 _ - ExIS1 BRIDGE ABUTMENT OPENING 27.43m VPI STA = 0+072.931 VPI EL = 1241.835 CURVE LEN =. 0-00 VPI STA = 0+097.889 VPI EL = 1243.086 CURVE LEN = 0.00 TOP OF RETAINING WALL i EL 1243.000 INV E=1240.844 INV SW=1240.914 INV 2H:1V PILE r , 32.362m, 0.30566 0 PVC, S=-1.06% 7.819m, 0.305m 0 PVC, S=-27. 0+080 EL=1240.502 1 / 1 -EXIST. 400 E. BRIDGE ®: BRIDGE C (C201.93) 1105.1 0 6m 1.0m : 601.11) 602.2) EXISTING PVMT.- NOTE: FROM 0+080 TO 0+180.065 THIS SHEET, PATH SHALL BE 0.12m THICK. _ _ _ - - - INC E FACILITY OR SURF. TREATMENT EXISTING PROPOSED.. REMOVE & REPLACE ASPHALT PAVEMENT CONCRETE (C, G, SW. SLABS CONCRETE (DWYs, RAMPS) CONCRETE (DECORATIVE) 0N.L40LkI_4. s�000�� sI4.I®L4.I, AGGREGATE GRAVEL LANDSC. ROCK ON PLASTIC GRASS SOD BUILDING IRDIt PT DESC STATION OFFSET NORTHING.. EASTING ELEV. PK-2 PK-3 PK-4 WING W. TURNOUT PI PC PRC END 0+079.600 0+114.570 0+132.774 0+072.931 0+084.811 0+097.883 0+131.411 0+138.006 0+180.069 8.677RT 0.669RT 1 1.857RT 0.000 0.000 0.000 0.000 0.000 0.000 35030.807 35065.513 35085.161 35023.911 35035.787 35045.801 35082.177 35088.664 35128.638 18197.315 18186.978 18196.026 18188.817 18188.503 18188.270 18184.451 18183.292 18191.149 1245.070 1240.710 1244.890 1241.834 1242.430 1243.086 1243.086 1243.152 1244.102 9 10 11 12 13 14 01.' s.: 1.00% VPI STA = 0+153.610 VPI STA = 0+131.411 VPI EL = 12437308 VPI EL = 1243.086 CURVE LEN = 0.00 CURVE LEN = 0.00 PILE LOW CHORD RANGES FROM 1242 964 TO 1243OH 0+100- 0+120 0+140 0 160 3.00% EXIST GRADT aT O p4TIH 0+180 1244 1243 1242 1241 1240 1239 0-LUU 10 5 1244 10 /._ / 10 5 1244 1244 1242... I ..1242 STA = 0+090 1246 - 1246 1244 1244 1242 1240 1238 STA = IRR11242 0+080 1240 10 10 STA = C+131.411 1240 1240 1244 10 0.1 U, 1242 ` 1242 1244 1242 10 10 5 5 10 10 10 X124 .1244. l/. G p. STA = 44 1240 1240 STA = 0+097883 1238 1238 1238 1242 0+150 1242 STA = 1238 1238 1238 1240.... 1240 h STA = - 1244 0+1701242 0'1 01244 1242 0+160 1240 1238 1244 1242 STA 1240 1244 1242 = 0+180.069 1240 G19 Coordinate with utility company to install odditionol pole and raise sagging telephone line. 35.1 Install flap gate per Speciol Provisions. G201.91 Protect and save tree. G201.93 Trees are not shown unless they are in the vicinity of the work and have a trunk diameter larger than 0.15m. 202.17 Remove concrete abutment. 202.71 Remove tree. 211/221.2 Excavate and/or backfill as required for proposed improvements. 240.16 Silt Fence required. 502.1 Drive piles per details and Speciol Provisions. 502.2 Construct bridge bearing system and set bridge per details and Special Provisions. 506.14 Construct concrete retaining wall above concrete flatwork per detail. 601.11 Construct concrete sidewalk. 601.22 Construct 0.12m thick concrete path per detail with shoulder. Slope shall be more or less at existing grades unless noted otherwise on the plans. However, slope shall no exceed 8.33%. 602.2 Construct concrete disabled pedestrian ramp. 810.1 Install a Type 2 reflective sheeting MUTCD traffic sign and post as shown. 901.01 Construct storm sewer. 921.1 Construct compacted riprap liner per details and/or Special Provisions. 1105.1 Install steel pipe path bollard per detail. 1210.22 Relocate irrigation facilities as shown. 1210.64 Remove and reset fence as required for construction. O O O O Ur WQ+ O CD 124 O CD + <CO O CD �rr ' rHrn Vl c c.0 N CF2 O C._5 O z_OD clf.:Q [O Ix O C7 CD zo� W � O N CV CO 858-1014 PHONE 0 e®® z z z 000 V1 INCIL 1:C cc cc HORIZ. 0 2.5 5 7.5 P 0 2.5 5 7.5 0 2.5 5 7.5 SHEET 13 OF 10 10L 5L 5 5 10 fOR 10L 5L 0 10 5 k'. 5 10 10 5 rE 5 10 10 5 5R 109 10L 5L 0 5R 109 10L 5L 5 5R 109 10L 5L 10 10 5 rL 5 10 5R 10R 10L 5L 0 5R 109 VERT. 0 5 5 0 1 2 3 FILENAME RCP02003.DWG 1-31 35019.426 18158.164 MATCH EXISTING CONCRETE GRADE 1240 10 BALLARD 709 S. 400 EAST 1240 5014R 1 MPLE (rtm _ - -----_ 1244 - STATION EQUATION 0+085.789 NORTH T 0+068.526 iNORTH S 211 /221.2 ) 0+625.012 EAST (SHE SECTK)N„CORNER 601.27 (SOUTH -OF 0+050)' ;ASS CAP _ NOTE' 400 . 1 IN ASPHALT. IS 'CU .0..12._ ''SHOW m •• POPLAR (610. (W1-11, 0.457m) SHEET SETS 12 T STREET; AWAY TO PATHWAY:.., . -X 1140. G201.91 1140.1 (ON WIDENED PATH) (506.14 (1140.1)- SEE SHEET 14a PRIVATE EASEMENT FOR ENLARGEMENT VPI STA = 0+011.865 VPI STA = 0+014.592 WI STA = 0+018.992 VPI EL = 1245.038 VPI EL = 1245.074 VPI EL = 1245.016 CURVE LEN = 0.00 CURVE LEN = 0.00 CURVE LEN = 0.00 0 U, N N LLI a- m 0+000 10 1240 1244 STA = 1242 1240. 0+000 1242 1240 10 MULBERRY LANE 2H:1V BACKFILL (SEE CROSS SECTIONS) 1246. 1242 STA =- 1240 1246 0+020 10 10 1246. 1246 1244 r - PROP. GRADE CO C PATH PK 2 _-, r r r 1 rr r rr rr r r r r r r` r r rl 3 POTH ENDS) °r�°r v r v v r v r a � •r•b. r`r•r• ,r.r.r.r:r.r•r/ r•r•r•r•r•r•r r '4 (2'EACHENDj. or er yr v`er °i' r r.°r.°r °r.°r °r r✓ r . b (7025(rt W,X •r•r • r �` •r r r•r`r•r•{-•..r•-Or _.r rJ r: :r•r r• m'h1,X 18771Ti. ,r .r r•C r S �°-+¢r 9r r r°r r •f' .°r.°r.°r r r,°r .w • P • r r �r_0- r r `r • r •r ar ,r•yr r 4r yr •r • r • r • r • r 0.4m CW K 06m 0 4m CW 211/221.2) 601.2 • (NORTH OF 0+050) R (W1 -S (Wt -6R, .6m X .3m) EXIST. GRADE gi PATH 0+040 ROW 10 1246 1244 1244 1242.... I 1242 1242 0+020 1246 1240 1246 STA = 0+040 ROW 1240 1246 1244 1242.. ...1242 STA = 0+030 GW WING VPI STA = 0+064.340 VPI EL = 1241.710 CURVE LEN = 0+0600.0 10 5 1246 1244. f N NEWLY OBTAINED ROW NOTE: FROM 0+00 TO 0+050 THIS SE1EET, PATH SHALL BE 0.12m THICK; FROM 0+050 THROUGH THE UNDERPASS TO 0+92.046 SHALL BE 020 THICK EXIST. BRIDGE ABUT OPENING 27 43m -(210.75) -(300/4001) - ( 601 /602.7) - 0 .1 -(1140.0 (ON HEADWALL AND WING WALLS) •244 'LSPK-4 400 EAST STREET ▪ 3. RRI X - OHi- UNDERPASS --HANDRAIL - _ ---6N HEADWALL_ TOP OF WALL !� EL=1244.922 -1.055 ROW 1246 1242 1242 STA = 0+050 1246 ROW 1244 1246 1242 1242 STA = 0+045 1240. 1240 0+080 we WING WALL VPI STA = 0+081.105 WI EL = 1241.534 CURVE LEN = 0.00 10 5 5 SECREST 450 MILL CREEK DRIVE PROP. GRADE C PATH 4g4% 0+100 10 1240 . .1240 STA = 0 064.340 (START OF UNDERPASS) 1242. 1240. STA = 1244 1242 0+0601240 10 -Ex,ST. GRADE 0 0 PAY -1 /,% CO N 0 I V) 0 w 0+120 10 CONCRETE (DWYs. RAMPS) FACILITY OR SURF. TREATMEN ASPHALT PAVEMENT CONCRETE (C, G, SW, SLABS CONCRETE (DECORATIVE) AGGREGATE GRAVEL LANDSC. ROCK ON PLASTIC GRASS SOD BUILDING PT DESC ORD NORTHING FASTING. ELEV. STATION EXISTING OFFSET PROPOSED Rnnn REMOVE & REPLACE .4440. i71'ii 'ie.'. 1 2 5 6 7 8 9 10 11 12 15 16 17 18 19 20 21 RIF PK-3 PK-4 SECTION START PC PRC TURNOUT WING W. INT WING W. PC PT PC START PT PC PT PC PT PC 0+114 566 0+132.770 0+068.186 0+000.000 0+003.844 0+033.504 0+044.000 0+064.024 0+068.526 0+072.931 0+094.993 0+100.927 0+131.407 0+000.000 0+011.033 0+020.150 0+026.951 0+054.384 0+062.289 0+116.560 0 669R 35065.513 11 857R 35085.161 42.704LT 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 34976.850 34960.094 34960.127 34984.931 34995.093 35015.007 35019.507 35023.911 35045.965 35051.884 35082.177 34963.493 34971.850 34980.350 34987.099 35014.532 35019.569 18186.978 18196.026 18206.650 18193.273 18189.429 18184.785 18187.391 18189.054 18188.934 18188.817 18188.229 18187.821 18184.451 18228.361 18221.252 18217.955 18217.242 18217.447 18212.434 1240.710 1244.890 1245.310 1245 390 1245.358 1243.621 1243.006 1241.834 1241.746 1241.834 1242.821 1243.086 1243.086 1244.697 1245.015 1244.931 1244.435 1242.435 1241.859 1243.285 CD N E-' OD OD TWO W Q + OO(�O �o d <4 W O O O W + m 0 0 c) Nt d U) 1245 1244 1243 1242 1241 1240 STA = 0 (END OF U 1240 +081,105 NDERPASS) G201.91 Protect and save tree. 202.37 Remove concrete curb, gutter, sidewalks. driveways, pavement, and/or slabs to joints or dimensions where shown; otherwise, remove as required for construction. Sawcut as necessary. 202.41 202.71 202.78 202.82 210.75 Remove asphalt pavement as shown. Remove tree. Remove fence. Remove guardrail. Remove and reset catch basin inlet. 211/221.2 Excavate and/or backfill as required for proposed improvements. 240.16 Silt Fence required. 300/400.1 Construct pavement structure per Speciol Provisions. 506.12 Construct concrete retaining wall below concrete flatwork per detail. 506.14 Construct concrete retaining wall above concrete flatwork per detail. 506.3 Construct concrete headwoll per details and specifications. 506.4 Construct concrete wing wall per details and specifications. 601/602.2 Reconstruct monolithic vertical curb, gutter, and sidewalk as required. Match existing. 601.11 Construct concrete sidewalk. 601.22 Construct 0.12m thick concrete path per detail with shoulder. Slope shall be more or less of existing grade unless noted otherwise on the plans. However slope shall not exceed 8.335. 601.24 Construct 0.20m thick concrete path per detail with shoulder. Slope shall be more or less at existing grade unless noted otherwise on the plans. However slope shall not exceed 8.335. 802.1 Provide pavement marking per MUTCD. 810.1 Install a Type 2 reflective sheeting MUTCD traffic sign and post as shown. 810.4 Install a Type 2 reflective sheeting traffic sign as shown. Mount to structure rather than to post, expansion lag bolts. 902.31 Construct structural plate underpass per details and specifications. 1140.1 Construct handrail per detail. 1210.34 Coordinate relocation of gas facilities as shown. CO e3 O Gu 0) N O �CV 0 Z co 0 LO CO W 6 �. • N C7 0 - 03 Z U W - w O _0 O 1-1O CC) LO O) OD 0 N C1 0 a a®® 000 m CA (7) HQRIZ. 0 2.5 5 7.5 O 2.5 5 7.5 O 2.5 5 7.5 SHEET 14 OF 23 10 5 1OL 5L 5 10 10 5 SR lOR 10L 5L 5 10 10 5R -10R 10L 5L 5 5 5R 1OR 10L 5L 10 10 5 5 10 101238 5 5R 10R 10L 5L 5 12310 10 5 8 5R 10R 10L 5L 5 SR lOR 10 VERT. O 0.5 1 1.5 O 1 2 3 FILENAME RCP01002.DWG PE:£Z:V6 `L6/LE/L0 CONCRETE TABLE CONC. RAMP CONCRETE APPROACH EXIST. MULBERRY LANE ROADWAY Q'Z•I�i/ (STREET_ SIGN ONL SAME NOTE: NEW DWY. FLAIR LOCATION BY OTHERS AS PART OF THE 400 E. RECONSTRUCTION PROJECT. 1-1, 0.755 1245.00 1245.0 (W11-1. / 0.755m) 901 .04 (.305m) 5.297m _ 1245.00 -- -26 1244.82 _ 27 1244.83 m m Eta ELEMIEZEZIZEI ®_ FACILITY OR SURF. TREATME ASPHALT PAVEMENT CONCRETE (C, G, SW, SLABS CONCRETE (WALLS, RAMPS) CONCRETE (DECORATIVE) AGGREGATE GRAVEL LANDSC. ROCK ON PLASTIC EXISTING PROPOSED REMOVE & REPLACE GRASS SOD BUILDING 1wI_wlwl_w 4w:w0 ataMt DESC STATION OFFSET NORTHING EASTING ELEV MEENLII 0+068.186®•' 34976 850 18206.650 18216 992 18218 924 18220 951 18222.979 0+012.958 ELMO 1E013 1245.090 0+01 0+011 304 865 0.000 34972 626 1245.000 m m- 0+016.075 13EIREEDIKEEIBIN 5.895RT 0+010.077 0+008.718 EMMEN 34972 988 34975.168 34975.168 34975.168 34975.168 34975.168 34975.168 34980.350 34979 823 34979 270 18215 865 18217.865 18219 965 18222.065 18224.065 0+014.592 0+013.833 0+013.109 0+011 921 0+020.933 0+020.447 0+018.992 0+017.639 0+016.351 0.000 1.958RT EEMEECI EEZEIXI BEMIS ELME 1244.880 6.887RT '®EIMPE liEREEEE 1245.000 1245.060 18216 060 ECEIEEMEEIMMI 18220.689 18222.893 1244.980 0.000 34978.191 Ea CIMIEKEIEEEELEIBEEIZEEIBIEVEMIEECIECI MUM' EEE:Eill curtmEnimenclammo EEEMIEBI•' ELIREEI CIREGIN®• NDEEMIEEKIFIrl 0+019.064 0+005.415 34980.760 34969 710 18222.016 1243.609 U 41 hW f >- fl <4GZ-1H Q4 41 aZU) a 0 1246 1245 1244 XIST. 400 ROADWAY 1245.374 ± (MATCH EXIST. ASPHALT APPROACH EX. 0.457m CONC. RAMP 0 0 0.20m THICK CONCRETE (TYP.) PR 0.305m 1246 1245 1244 201.3 Clear, grub, remove, and dispose of all trees, vegetation, and/or debris within ? of the ? centerline, except os required for grading or os specifically noted otherwise. G201.4 Only trees larger than 0.15m in diameter in the vicinity of work are shown. 202.71 202.78 202.81 G201.91 Remove tree. Remove fence. Remove traffic sign. Protect and save tree. 211/221.2 Excavate and/or backfill as required for proposed improvements. 300/400.2 Construct .20m ABC and 75mm single lift HMA pavement. 300/400.4 Construct .20m ABC and .20m concrete pavement. 301.2 Backfill along the edge of proposed improvements with aggregate base course. 506.12 Construct concrete retaining wall below concrete flotwork per detail. 601.21 Construct concrete path per detail with shoulder. Slope shall be more or less at existing grade unless noted otherwise on the plans. However, slope shall not exceed 8.33 Z. 616.2 Relocate mailbox os shown. 616.5 Relocate traffic sign. 616.6 Relocate non -traffic sign. 642.4 Remove tree branches extending over the pathway to provide a clear height of 3m above the paved surface. 810.1 Install a Type 2 reflective sheeting MUTCD traffic sign and post as shown. 820.7 Provide white pavement markings as shown. 901.04 Construct drain culvert. 1105.1 Install steel pipe path bollard per detail, centered on path. 1140.1 Construct handrail per detail. 1210.42 Coordinate relocation of telephone pull box and buried cable as required. HORIZ 0 0.5 1 1.5 CO d CA Fit Ln z� (21- c)' W O z0 E zo W _ d Qi � 1- `=4 O rl O CO N CV Cr) 858-1007 858-1014 PHONE 0 DESCRIPTION SHEET 14a OF 23 1 4 PR 0.305m 1 4 VERT. FILENAME x60-1•A.Dwc DEL MORAL & LEE 2760 PINE RIDGE RD. CASTRO VALLEY, CA 94546 {211/221.2) EXIST. TOP OF EMBANKMENT. (1OP_0.2m) -- - - - ---- ---' -- ----- ---^---------- - --- -� TRANSITION CURB . - CROSS SLOPE r - -- - -" - KANE.,`& BIRCH KANE CREEK BOULEVARD NOTE: C&G SHOULD BE CONSTRUCTED BY OTHERS PRIOR TO CONSTRUCTION PER THIS CONTRACT. PACK CREEK 9) , -(240.16) HOROWITZ 163 N. 400 EAST 0.9m TO TOP OF EMBANKMENT 0 STRIPE 1.841 FACILR7 OR SURF. TREATME N' EXISTING PROPOSED.. REMOVE &. ASPHALT PAVEMENT CONCRETE (C. G. SW, SLABS; CONCRETE (DWYs, RAMPS) CONCRETE (DECORATIVE) AGGREGATE GRAVEL LANDSC. ROCK ON PLASTIC GRASS SOD BUILDING PT 15 16 17 18 1238 1237 1236 PROPOSED GRADE AT SOUTH EDGE OF PATH 2.20 1+950 EXISTING GRADE AT SOUTH EDGE OF PATH VPC EL = 1237.028 VPI STA = 1+979.999 VPI EL = 1237.233 CURVE LEN = 18.00 K = 18.95 E = 0.02 `� II EXISTING GRADE'. VI AT LEFT ROW/FENCE LINES g VPT EL _ 1237,35,3 VPI STA = 1+998.674 VPI •EL =-1237:481 CURVE LEN = 0.00 1.06% 1.33% VPI STA = 2+011.568 VPI EL = 1237.618 - -CURVE LEN = 0.00 EXISTING GRADE AT NORTH EDGE OF PATH 15 10 1238. 1236 1236 5 R W 1.3% 5 10 15 B C 2.0% STA = 1+980 12.36 1234 1232 R W 8 5% 2.0% STA = 1+960 STA = C 1+940 1238 1236 1236 15 10 1238.. R 1236 2.05 2+000 5 10 15 STA = 2+040 1239 1236 1236 1234 1232 1238 ...R/W 1236. STA = 1238 1236 1234 0 2 O 2+020 STA = 2+000 1238 / VPI STA = 2+035.998 VPI EL = 1238.068 CURVE LEN = 0.00 N i 1 51% 2+050 VPC STA _2+061.163 1238 1237 1236 15 10 5 10 15 1236 1238 1236 1234 1238 1236 1234 R W 5.3% 2.05 STA = 2+060 1238 1236 1234 DES PK-9 PC PRC PT POL CL MON STATION 1+965.715 1+980.724 1+989.251 1+998.674 2+006.878 2+006.878 OFFSET 2.935LT 0.000 0.000 0.000 0.000 5.979R1 NORTHING 34993.111 34979.245 34962.938 34963.375 34956.740 34953.223 EAST1NG 17442.113 17448.564 17452.479 17456.807 17461.631 17456.796 ELEV. 1236.540 1237.224 1237.356 1237.481 1237.568 1237.470 211/221.2 Excavate and/or backfill as required and as shown for proposed improvements. 211/221.9 Reconstruct embankment per detoil. 240.16 Silt Fence required. 601.22 Construct 0.12m thick concrete poth per detoil with shoulder. Slope sholl be more or less at existing grade unless noted otherwise on the plans. However, slope shall not exceed 8.33%. 616.5 Relocate traffic sign. 620.1 Bockfill with topsoil. CA X CO N 0 CV o � 0 zCO 0h A O ZIX CJ O C) Z w Ez C/1a ~-1 , O .0 1 co CA OD o c� N CQ MORIZ. 0 2®s 0 2s 0 zs 4414 000 VI N_ VI CC SHEET 22 OF 22 FILENAME RCP08006.DWG 15 10 5 10 15 15 10 10 15 15 10 5 5 10 15 7SVERT._; 0 0.2®5 012 "1 V -,A"/ JOINT PERMIT Ag (�19�9�Rtc�itl�`�ION FORM T U. S. ARMY CORPS OF ENGINEEIEV=TIltd SECTIONS 404 ANI UTAH STATE ENGINEER'S OFFICE - FOR NATURAL STREAM CHANNEL 05 -Area AUG 4 Application Number / 97-05-02 (Assigned by:) Corps State Engineer Applicant's Name (Last, First M.I.) C 1 ^1'`( O F make ) (1I Authorized Agents C fZkZ) lZ W1L,c.,►A-mS w iwt Aims ET1v R Telephone Number and Area Code en - $S$ -1o14 Voug" Cn o- ass —I 0)7 FAX Applicant's Address (Street, RFD, Box Number, City, State, Zip) 1 15- w 2.Cn S im o 3 T 2 t 2,3 i lc) 1,Z,dibcf) 74 i, co 51532 (F- PROJECT LOCATION Quarter Section(s) 3V/4- 5E 144- Section I Township 2'3 Range /21E Base & Meridian County C,4ZP \) p Watercourse to be altered m ILL CZ -E( Check one Within city limits Outside city limits List town or nearest town: Project location or address: �,[� R 400 SST s 1 EE Brief description of project: f PpT1-4 UTh'1 Av'--TtnroR K is PRu Pos c ►, rto, Foia. fit KeiQ D Pe-De-s`T(2t S , Pt-• PEDe-ST p 8. xi 13� is Pk° PosFb D vEi12 VN I L _ fiK: K A-7" b Kmi u7AJ D E�R..PASS o NJ alz_ 4x70 g 6 -T, Purpose (justification) of project: 11-1--e_ p AD (7 j 1) f "f l- s� F3 i t (��E, ) i) n' o'e2P>'eSs W 1 c-4- Al -1-o - 51-11 OE-"J1 flr.0 0-nerwi2 P 114' -re,•i+c'F-Ftc. TD •' ©) o 400 wivsT- -r-R-/i C_, Nay) a -)?•.1/_,- L --2. s E ---rat t i) Goyvv .J - J E, Is this a single and complete project or is it part of a larger project, continuing project, or other related activities? If so, please describe the larger project or other related activities. t •j- 15 A P% -RA-- 0.F it,_ , _, -1 &'.Q cT,-tee, ,& . p 9-03 r * tma vJWl C W- --rtr2 ifk. PS t kp -v a_ Pcz.-12 6 ,-e t3 a5A...) i s s e -t , -ritV-- i—A-RC - 9 P...w is t #v (,,Jo zit. o P Rivis -ni-9-00(-4 O UT ynt) To PR4T/1 U•E C.9 -AS r -S2 P.EA e-STig..i,#1/4-0Q S Pt: -S%- Prrvr) C.oyv v 1 r�JG6-1 If project includes the discharge of dredged or fill material: N 0 Cubic yards of material: Acreage or square footage of waters of the United States, including wetlands, affected by the project: Source and type of fill material: I I Chan tick/ IVellands e Alternatives (other ways to accomplish the project purpose): • H-Pciv 6. P E4 9T1Q.1 P) vJktK 00 -x t ST/ iv v 4d o 1 tS7 8 R.J Zl Prpi 0 • Ln t'T- s -o T G Rcy55) "- To Wt -v12, E___ 0 'v1 -12pvs. I- C.71.- co el_ C.,42.4. 5 I At.,S Names and addresses of adjacent property owners or other individuals who may be affected by this project: S€ SN %F,5 I22 13, t/ 14 cc. 7 PLA3.SS List other authorizations required by Federal, state or local governments (i.e.; National Flood Insurance Program), and the status of those authorizations. U����n �P,5 Do US f Flat c J & C c ` ) T c -k I i im «3 -t' ►vt PG!-0 wt; aif 3 1 CAPp r -r� '� }i t,,.) roc -t-+ is PA -P-4--- OF Prt9P1-‘ c Pet'Id7,--) -ro l E.w►A-. 13 kveyv c_ or PQ'v Pct a..0 /QC..(2._ahs6--S Moot) Corn gA-ric Pr Go 2.2.f N T C.t o YV" 2 Estimated starting date of project IVOV-3— j lei 97 Estimated completion date Pi-i-I I s-i t'34S (If project has already been partially or totally completed, indicate date of work. Indicate existing work on drawings). Application is hereby made for a permit or permits to authorize the activities described herein. I certify that I am familiar with the information contained in the application, and that to the best of my knowledge and belief such information is true, complete and accurate. I further certify that I possess the authority to undertake the proposed activities or am acting as the duly authorized agent of the applicant. Signature of applicant Date ii"ceto4 WA-r;y144. -712.2-1 q 7 I hereby certify that is acting as my agent for this project. Agent's address and telephone number 12-3 I ) 6/ a° Prn / f) tT 7 C.45 Cr7a 9&i014 INSTRUCTIONS Applications which do not include the following will not be processed. For a complete application, you MUST include the following on 8 1/2 by 11 paper (for large projects, multiple sheets with a key may be used). Clear, hand -drawn plans approximately to scale are acceptable. 1. An accurate location map (USGS quadrangle map preferred) 2. A plan view of the proposed activity (as seen from above) including dimensions of work. 3. A cross-section view of the proposed activity (may use typical cross-section for large projects) including dimensions. 4. For projects which include wetlands, an accurate wetland delineation must be prepared in accordance with the current method required by the Corps. 1 DESCRIPTION RilL•41 NO 37514 NORTHING 117232.17 117229.23 116109.71 116106.76 116688.03 ELEVATION 58014.05 58574.97 58007.36 56568.24 58571.65 OA PATH AY REPAIR P OJECT CITY OF MOAB MILL CREEK: 100 WEST TO 100 EAST PROJECT LOCATION (MOAB) '035.02 '041.91 4045.89 4054.00 '046.32 CONSTRUCTION' NOTES GO1 UNLESS NOTED OTHERWISE, STANDARD DETAILS AND SPECIFICATIONS AND SPECIAL PROVISIONS APPLY 003 NOTES NUMBERED BETWEEN 200 AND 999 PERTAIN TO WORK GOVERNED BY CORRESPONDING SECTIONS OF THE UDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, AS MAY BE MODIFIED BY OWNER STANDARD SPECIFICATIONS AND/OR PROJECT CONTRACT DOCUMENTS. G04 NOTES NUMBERED ABOVE 1000 PERTAIN TO MISCELLANEOUS WORK NOT GOVERNED BY STANDARD SPECIFICATIONS. GO6 PROPERTY LINES SHOWN ARE APPROXIMATE ONLY. G07 THE LOCATION OF UNDERGROUND FACILITIES SHOWN ON THESE PLANS ARE ATILAPPRO IMIATTHONLY. THESE CONOTRACAOR TOR SHALL BE PERFORMING FOR LOCATING ALL MAY AFFECT THEM ANY WORK WHICH 200 :OUTH ST. WILLIAMS ENGINEERING APPROVALS CITY OF MOAB DATE GERALD R. WILLIAMS, PE - OWNER DATE SHEET INDEX 1. COVER SHEET 2. QUANTITIES SUMMARY SHEET 3. OMITTED 4. DETAIL SHEETS 5. MAIN STREET WEST IMPROVEMENTS 6, 7. MAIN STREET EAST IMPROVEMENTS NOTE: BASE MAPPING USED FOR THIS PROJECT IS BASED UPON THE DRAWINGS USED IN CONSTRUCTING THE PATHWAY, WHICH DRAWINGS ARE IN METRIC. THE SCALES, CONTOUR LABELS, AND CONTROL LINE HAVE BEEN CHANGED TO FEET, AND EFFORT HAS BEEN MADE TO CHANGE OTHER INCIDENTAL ITEMS AS WELL, ALTHOUGH SOME MAY HAVE BEEN MISSED AND REMAIN IN METRIC. ALSO, PLANS SHOW ORIGINAL INSTEAD OF POST PATH CONSTRUCTION CONTOURS, AND DESIGN LAYOUT OF FACILITIES INSTEAD OF AS -BUILT. MOREOVER, PLANS SHOW AS EXISTING WHAT WAS SXISTING PRIOR TO THE ORIGINAL CONSTRUCTION, AND ALSO FACILITIES PROPOSED AS PART OF THE ORIGINAL PROJECT AS EXISTING, WITH PROPOSED REPAIR/UPGRADE FACILITIES ONLY SCHEMATICALLY LOCATED AND IDENTIFIED, WITH DETAILS REFERENCED. HOWEVER, WORK PROPOSED Fop THIS PROJECT SHOULD BE CLEAR, AS CONSTRUCTION NOTES RELATE ONLY TO PROPOSED WORK. Prepared By: Williams Engineering 1231 19 Road Fruity ran _ WALL„_ "506:•77 TUBE STEEL POST 3" x 3" x 5/16" THICK x 3-8" LONG (TYP.). BEVEL BASE OF POST TO SET FLAT AGAINST BASE PLATE WITH POST IN VERTICAL POSITION 9.83' (TO MATCH EXISTING) -, 3/16/ <TYP. -3-1/8" x 3-1/8" / x 3/8" THICK CAP / PLATE (TYP) 3/16V \TYP. fTUBE STEEL RAIL 2" x 2" x 3/16" THICK (TYP) 3/16/ <TYP. SLOPE VARIES x 6" x 3/8" THICK STEEL BASE PLATE (TYP) 0 7.5 15 30 CONCRETE CURBING, PATH, WALK, or? WALL 3/8" x 4" S. S. EXPANSION LAG BOLT, 4 EACH PER BASE PLATE NOTE: HANDRAIL SHALL BE FIELD CONSTRUCTED AS REQ'D TO FIT GRADES. HANDRAIL DETAIL (1140.1) ELAN VIEW NTS SECTION A -A SECURING BLOCK WALL TO CONCRETE(1165.5) NTS REVISION REVISION k REVISION 41 DESCRIPTION DgyE, I SCALE IAN HORIZONTAL 0.5 1 'PROFILE 2' 2' (TYP. ) HILTI HIT HY150 ANCHOR 6" MIN: EMBEDMENT DEPTH, 15" MAX SPACING (3 EA. FOR BASE & 24' WALL, 4 EA. FOR BASE & HIGHER WALL) 1"0 WEEPHOLE 4' SPACING ALONG WALL (TYP.) EXISTING OR _ —PROPOSED WALL 1"9 WEEP HOLE 4'+/- ON CENTER (TYP.) -J_ 2' BACKFILL FINS WITH RIVER RUN OR COBBLE (NO SILT) TO TOP OF FINS. (TYP.) BACKFILL FINS WITH RIVER RUN OR COBBLE -- (NO SILT) TO TOP OF \ FINS. (TYP.) "-39" LONG #4 REBAR F3" COVER I 3" MIN TO 9" MAX COVER* 3' 39" LONG #4 REBAR, 15" MAX SPACING (3 EA. FOR BASE & 24" WALL. 4 EA. FOR BASE & HIGHER WALL) #4 REBAR, 39" LONG SECTION B -B SECTIONS VERTICAL #4 REBAR, 3" CLEAR, -1'x 15" SPACING (3 EA) i 3" CLEAR 3" CLEAR 6' MAX., BUT SPACE TO MINIMIZE VEGETATION REMOVAL AND AVOID DRAIN PIPES 2" CLEAR PLAN (NOTE: ONLY PINNING REBAR IS SHOWN) BASE NEED NOT BE FORMED. EXCAVATION IN STREAMBED CAN BE NATURAL FORM IF DIMENSIONS CONFORM AS FOLLOWS: - LENGTH AT BOTTOM: 3' < LENGTH < 3.5' - LENGTH AT TOP: 3' < LENGTH < 4.0' - WIDTH AT BOTTOM: 2.0' < WIDTH < 2.5' - WIDTH AT TOP: 2.0' < WIDTH < 3.0' - DEPTH BELOW DESIGN BOTTOM: 0"-3" 24" UNLESS NOTED OTHERWISE 2" SECTION A -A (NOTE: ONLY PINNING REBAR IS SHOWN) IF GROUNDWATER MAKES DRILLING FOR THIS REBAR DIFFICULT, PROVIDE REBAR IN BASE WITHOUT PINNING TO WALL, BUT ADD AOD'L PIN HIGHER UP ON FIN WALL AS APPROVED BY TFIE CITY OF MOAB INSPECTOR. FLOW /-R=3-3/4" / (TYP.) 3" CLEAR (TYP.) -- CONCRETE MAY BE POURED IN GROUNDWATER. IF DESIRED, IF SPECIAL PROVISIONS ARE FOLLOWED (J4 REBAR, 39" LONG HILTI HIT HY150 ANCHOR, 6" - MIN. EMBEDMENT DEPTH 111 3' MIN [H1ST. 8" x 1C_ V,JDE 'TONC. PATH 7.35' T 8.91' DO NOT FORM THIS SIPE. FILL CAVITY FORMED BY EXCAVATION WITH CONCRETE, MONOLITHIC WITH WALL POUR. VIBRATE CONCRETE TO ELIMINATE VOIDS. ELEV 4013.0 1' 2' ELEV 4009.0 0 0 PROPOSED HANDRAIL PER DTL SHT 4A WALL TIED TO EXIST PATH R=4-5/8" 2.5" CLEAR SUGGESTED SEQUENCE 1. EXCAVATE, SET REBAR, AND POUR BASE, FORMING ONLY THE OUTSIDE FACE. CONCRETE MAY BE POURED IN GROUNDWATER IF DESIREp, IF SPECIAL PROVISION IS FOLLOWED. 2. DRILL FOR PINNING WALL TO EXISTING PATH, SET REBAR. FORM OUTSIDE FACE OF WALL. POUR AND VIBRATE. 3. EXCAVATE. DRILL AND PIN IF POSSIBLE, SET REBAR, AND POUR BASE OF FIN WALL. 4. DRILL AND PIN. SET REBAR, FORM, AND POUR FIN WALL 5. BACKFILL TO TOP OF FIN WALL OR TO NATURAL STREAMBED ELEVATION. WHICHEVER IS HIGHER 6. CONSTRUCT HANDRAIL. MATCH EXIST PATH ELEV (4020.35± TO 4021.911) ORO 12"$ OR t(J6 O 16") OR 04 0 10"S /J6 0 18" — FORM THIS SIDE OF WALL 2.5" —t8 O 18"f OR �j6 O 12" REO'D SPLICE LENGTH: 15" IF VERTICAL IS #6 BAR 72" IF VERTICAL IS #4 BAR; F—"1"9 WEEPHOLE 4' SPACING ALONG 1'-2" 10" 2' R EXIST. CREEK BED IS AT ELEV 4013.0 TO 4013.4 -8.25" FORM THIS SIDE FIN WALL PER DET SHT 4A N6 EOq.)15" SPACING i3. (7 1' 9.5" � I 6' RETAINING WALL - TYPE A (506.1.) 3" 2.5" CLEAR WILLIAMS ENGINEERING 1231 19 ROAD, FRIJITA, COLORADO 81521-9689 (970) 8 101 58— 4 PHONE (970) 858-1007 FAX MOAB PATHWAYREPAIR PROJECT SPECIAL DETAILS Handrail, Block Pins, & Walls SHEET 4A FILENAME MBPTH-4A. DWG STAIRWAY CONCRETE i+tOSEtASUBWQRK . OF 506.1 , - TYPE : E) TOP OF WALL REPLACEMENT 14+ FEET 8' HILTI HIT HY150 ANCHOR, 6" MIN. EMBEDMENT DEPTH, OR APPROVED ELbUAL. EXIST. PATH-, #4 REBAR, 12" O.C., CENTERED IN PATH AND WALL. R=4-5/8" DO NOT FORM THIS SIDE. FILL CAVITY FORMED BY EXCAVATION WITH CONCRETE, MONOLITHIC WITH WALL POUR. VIBRATE CONCRETE TO ELIMINATE VOIDS. 6" TYP FIN WALL PER DET SHT 4A FORM THIS SIDE OF WALL #4 REBAR, 15" O.C. 3" ? 24"-36" HEIGHT TO MATCH TOP OF CONCRETE ELEV AS REO'D i"O..WEEP HOLE 'd. 4' SPACING ALONG WALL (TYP.) 12" 1-1/2" BASE COURSE MAY BE USED AS A LEVELING COURSE, AND IS REO'D OVER CLAY SOILS, IF ANY. CONCRETE MAY BE POURED IN GROUNDWATER, IF DESIRED, IF SPECIAL PROVISIONS ARE FOLLOWEp. RETAINING WALL - TYPE B (506.10) CLAY OR COBBLE DACKFIL(,. NAIVE SILT NOT ALLOWED WITH COBBLE BACKFILL, 1'0 WEEP HOLE REO'D AT 4' SPACING. NOT REVD WITH CLAY BACKFILL. HILTI HIT HY150 ANCHOR, 6" MIN. EMBEDMENT DEPTH. OR APPROVED EQUAL. #4 BAR, 18" LENGTH, 5' SPACING CENTERED ON WALL RETAINING WALL - TYPE D (506.10) CLAY OR COBBLE BACKFILL NATIVE SILT NOT ALLOWED -- EXIST. GROUND PROFILE (TYP.) WITH COBBLE BACKFILL,-' 1"o WEEP HOLE REO'D AT 4' SPACING. NOT REVD WITH CLAY BACKFILL. BACKFILL TO BOTTOM OF PATH WITH NATIVE MATERIAL (3/4" AND SMALLER PARTICLES) EXIST WATERLINE TO WATER ARCH. DEPTH VARIES CONSTRUCTION AND CONTRACTION JOINTS SHALL BE PROVIDED AT MATCHING LOCATIONS WITH THE EXISTING PATH. •WIDTH TRANSITION FROM 12" TO D' IN LAST 10' AT EAST END TO MATCH IN TO TYPE D WALL. HILTI HIT HY150 ANCHOR. 6" MIN. EMBEDMENT DEPTH, OR APPROVED EOUAL. #4 BAR, 18" LENGTH. 5' SPACING CENTERED ON PATH THICKNESS. RETAINING WALL - TYPE C (.506.10) CORE DRILL (NO CLOSER THAN 4' HORIZONTAL SPACING) & FILL CAVITY UNDER STAIRS WITH CONCRETE, VIBRATE TO FILL VOIDS. PLUG CORE DRILL EXIST HANDRAIL -EXIST STAIRS CONCRETE FORM CONCRETE SO AS NOT TO INTERFERE WITH PLACEMENT OF BLOCK EXIST BIKE RAMP tE' AFTER CAVITY IS FILLED WITH CONCRETE, REPLACE WASHED AWAY VERSA-LOK WALL AND PINS, EXCEPT FOR THE EAST 3.86 FOOT "NOSE" OF WALL. WHICH SHALL BE REPLACED WITH CONCRETE OF SAME WIDTH. USE REBAR PINS TO SECURE EVERY OTHER BLOCK ON ALL REPLACEMENT ROWS OR COURSES, EXCEPT THE CAP BLOCK PER NOTE (1165.5) (SEE DETAIL). EXIST. PATH —TOP OF BIKE , RAMP PROFILE REPLACEMENT WALL -TYPE E BOTTOM OF WALL REPLACEMENT 8+ FEET 3.86' NOSE —•"'A - EXIST CONCRETE PATH PROFILE 12" EXIST STIRS 12" 12" MIN. RETAINING WALL - TYPE E (506.10) EXIST BIKE RAMP TOP OF PATH HILTI HIT HY150 ANCHOR, 6" MIN EMBEDMENT DEPTH. 9" ON CENTER (4 EA.), FOR #4 REBAR, 15" LENGTH, CENTERED ON RAMP. EXIST. PATH SECTION A -A 2" MIN. DESCRIPTION REVISION th REVISION as REVISION Lt DATE SCALE,. RAN PROFILE SECTIONS HORIZONTAL 0.5 1 2 VERTICAL WILLIAMS NGINEEIING 1231 19 ROAD, FRUITA, COLORADO 81521-9689 (970) 858-1014 PHONE (970) 858-1007 FAX MOO PATHWAY REPAIR PROJECT SPECIAL DETAILS Retaining Walls SHEET AB FILENAME MBPTH-48.DWG 66/2.141, I. 'L0.90.4 NOTE: THE ANGLE IRON AND DROP —DOWN PLATE (IN DARK SHADE) IS ITEM 1165.91. THE LATERAL BRACE IN MEDIUM SHADE IS ITEM 1165.92. THE TUBE STEEL TIE —DOWN IN LIGHT SHADE IS ITEM 1165.93. 3" x 4" x 3/B" THICK STEEL MOUNTING PLATE, OR. WHERE POSSIBLE. WELD THE 3" WIDE BRACE PLATE TO HANDRAIL POSTS OR BASE PLATES INSTEAD OF USING THE MOUNTING PLATE ELEVATION MAY OR MAY NOT MATCH- TOP OF _BLOCK GRADE,. AND IN -THE _ LASE OF THE_L BIKE- RAMP,_IS OPED.' 3/8" x 4" S.S. EXPANSION LAG BOLT QR HILTI HIT. HY150 & S.S. HAS THREADED ROD. 2 EA. PER BASE PLATE. EXIST. CONCRETE CURB,. WALL, OR BIKE RAMP SECTION A -A F- 3" WIDE x 3/8" THICK STEEL PLATE, WITH / LENGTH. BENDS, ETC AS REVD TO TIE BETWEEN ANGLE IRON AND MOUNTING PLATE x 3" x 3/8" ANGLE IRON TYP / 2" x 2" x 3/B" THICK CAP PLATE "DROP DOWN PLATE -40-1A 3/16 <3 SIDES <BOTH SIDES FULL LENGTH, 3/16 TUBE STEEL TO ANGLE IRON A PAINTING ALL STEEL SHALL B PRIMED AND PAINTED WITH SHERWIN WILLIAMS SW2915 "SUNDRIED TOMATO" TO MATCH EXIST. HANDRAIL, AND APPLIED PER MANUFACTURER'S SPECIFICATIONS. COST SHALL BE INCLUDED IN 1165.9• ITEMS. 2" x 2" x 1/4" TUBE STEEL, LENGTH AS REVD 3 SIDES 4" x 4" x 3/B" THICK STEEL BASE PLATE - PATH `3/8" x 4" S.S. EXPANSION LAG BOLT OR HILTI HIT HY150 & S.S. HAS THREADED ROD, 3 EA. PER BASE PLATE. 3" WIDE x 3/8,.. THICK STEEL PLATE, CUT TO FIT SECTION B -B CONCRETE MODULAR BLOCK TIE DOWNS165.9,) NTS DESCRIPTION p'A;fE EXISTING HANDRAIL CORE DRILL (6' MINIMUM HORIZONTAL SPACING) IF NECESSARY TO FILL CAVITY AND ADEQUATELY VIBRATE TO FILL VOIDS. PLUG CORE DRILL DO NOT FORM THIS SIDE. FILL CAVITY FORMED BY EROSION WITH. CONCRETE, MONOLITHIC WITH WALL POUR. VIBRATE CONCRETE TO ELIMINATE VOIDS. 1_B LO1 DAOUT M � COMPACTED NATIVE BACKFILL PER (203.2) EXIST CONC R=4j5/8" AREA ABOVE --1 DAM EROSION OR EXCAVATION LINE 12" EDGE NEED NOT BE FORMED. POUR TO EXCAVATION pR EROSION LINE. 1 -8"+/- PATH WIDTH (11.48't) EROSION CR EXCAVATION LINE EDGE NEED NOT BE FORMED. POUR TO EROSION OR BACKFILL LINE. SCALE ^ PLAN. PROFILE SECTIONS 12" 1'-B"+/- 10" HILTI HR HY150 ANCHOR, 6" MIN. EMBEDMENT DEPTH, CENTERED ON PATH SLAB -1 5" -- FORM THIS SIDE OF WALL #6 0 18" RETAINING WALL - TYPE F NTS (506,0) NOTE: AT THE EXISTING IRRIGATION DIVERSION DAM, CONSTRUCT FOUNDATION AROUND AND OVER THE DAM WITHOUT DAM REMOVAL. PIN NEW CONCRETE TO THE DAM WITH A MINIMUM OF 3 HILTI HIT HY150 ANCHORS, 6" MIN EMBEDMENT INTO THE DAM & 12" INTO NEW CONCRETE. r STREAMBED GRADE 15" OVERLAP LENGTH -L 1'0 WEEPHOLE 4' SPACING ALONG 3" CLEAR - 3" CLEAR EXISTING FABRIC WRAPPED FOUNDATION-. PRESERVE IF POSSIBLE. IF DAMAGED, FILL VOID WITH 1-1/2" WASHED ROCK. 6' MIN 12" I 0I CONCRETE MAY BE POURED AGAINST SOIL RATHER THAN FORMING IF WITHIN SLOPE RESTRAINTS SHOWN. 3" CLEAR z m 2 z CONCRETE MAY BE POURED IN GROUNDWATER, IF DESIRED, IF SPECIAL PROVISIONS ARE FOLLOWED. 10" EXISTING HANDRAIL REMOVED & RESET, SALVAGING AS MUCH AS POSSIBLE. REPLACE RAILS AS REVD. 5" '--FORM THIS SIDE OF WALL #6 ® 18" 15" OVERLAP LENGTH 1"p WEEPHOLE } 4' SPACING ALONG ALL-. 3" CLEAR EXISTING FABRIC WRAPPED FOUNDATION. PRESERVE IF POSSIBLE. IF DAMAGED, FILL VOID WITH 1-1/2" WASHED ROCK. RETAINING WALL - TYPE G(506.10; NTS 5'+/- 12 STREAMBED GRADE 3" CLEAR 6' MIN 1 3" , CONCRETE MAY BE POURED AGAINST SOIL RATHER THAN FORMING IF WITHIN SLOPE RESTRAINTS SHOWN. CLEAR z CONCRETE MAY BE POURED IN GROUNDWATER, IF DESIRED. IF SPECIAL PROVISIONS ARE FOLLOWED. REVISION Zh REVISION REVISION HORIZONTAL VERTICAL WILLIAMS ENGINEERING 1231 19 ROAD, FRUITA, COLORADO 81521-9689 (970) 858-1014 PHONE (970) 858-1007 FAX NIOA1 PATHWAY REPAIR PROJECT SPECIAL DETAILS Handrail, Block Pins, & Walls SHEET 4C FILENAME MBPTH-4C.OWG EXIST. WALK SOIL BORINGS TH-1 & TH-6 ARE JUST WEST OF HERE CONC. PATH EX 1R" Lv . INVERT EL 4016. L., LOCATE 10' TO 20'EX W� DOWNSTREAM OF KMENT NOTE: PATH THICKNESS ON THIS SHEET IS 8" EX. 6" SOP 05 PVC TEMPORARY STREAM SEDIMENT FILTER NTS REVISION REVISION REVISION 211.22 EXCAVATE AND/OR BACKFILL AS REQUIRED FOR PROPOSED IMPROVEMENTS. 240.23 STREAM SEDIMENT FILTER REQUIRED. 506.10 CONSTRUCT CONCRETE RETAINING WALL PER DETAIL. 506.17 CONSTRUCT CONCRETE FIN WALL PER DETAIL. 1140.1 CONSTRUCT HANDRAIL PER DETAIL. WILLIAMS ENGINEERING 1231 19 ROAD, FRUITA, COLORADO 81521-9689 (970).858. -1014 PHONE (970) 858-1007 FAX ANGLE PT. MOAB PATHWAY REPAIR PROJECT PLAN AND PROFILES Main Street West Improvements SHEET 5 FILENAME MBPTH-5.DWG EXIST. WALK 4033.0 EXIST. WING WALL 4033.1 H HANDRA 202.192 REMOVE VERSA-LOK BLOCK AS REQUIRED FOR CONSTRUCTION. 4+00 (1165.5)- (1165.7)-- (1165.92)- 2 (1 165.5) - ACING TO MATCH (T165.91) - STS. NOT REQ'D (1165.92)- \ONCRETE NOSE (1165.93)- NSTRUCTlON: NOT 211.22 EXCAVATE AND/OR BACK FILL AS REQUIRED FpR PROPOSED IMPROVEMENTS. 5O.1Q CONSTRUCT CONCRETE RETAINING WALL PER DETAIL. 506.17 CONSTRUCT CONCRETE FIN WALL PER DETAIL. 1165.2 CONSTRUCT VERSA-LOK BLOCK RETAINING WALL PER UNDAMAGED WALL AND SPECIAL PROVISIONS. 1165.5 SECURE CONCRETE MODULAR BLOCK FACIA WALL TO EXISTING WALL PER DETAIL. DESCRIPTION DATE SCALE EXISTING MIDDLE WALL BRIDGE ABUTMFT 1165.7 GLUE PER MANUFACTURER'S SPECIFICATIONS ALL THREE TOP HORIZONTAL JOINTS BETWEEN BLOCK ( CAP AND TWO TOP FULL BLOCK COURSES EACH GLUED TO BLOCK IN LOWER COURSE). 1165.8 REMOVE AND REPLACE THREE COURSES OF BLOCK (CAP AND 2 FULL COURSES), GLUE PER NOTE 1165.7, AND PROVIDE PINS EVERY OTHER FULL BLOCK THAT CAN TIE TO THE EXISTING BIKE RAMP PER NOTE 1165.5. 1165.91 PROVIDE ANGLE IRON TIE -DOWN FOR CONCRETE MODULAR BLOCK PER DETAIL. 1165.92 PROVIDE LATERAL BRACE FOR CONCRETE MODULAR BLOCK PER DETAIL. 1165.93 PROVIDE TUBE STEEL TIE -DOWN FOR CONCRETE MODULAR BLOCK PER DETAIL. PROFILE.:. ORTH WALL EXISTING SCUPPER INLET EXIST 3.28' CONCR CUTOFF WALL 4024= EXIST 6.56' CONCRETE CUTOFF WALL `,\ EXIST SOUTH WALL • 202' 50 40.0- OT\E: \.CONC ETE PATH EAST OF DGE FL00R IS 5". • SECT O S WILLIAMS ENGINEERING 1231 19 ROAD, FRUITA, COLORADO 81021-9689 (970) 858-1014 PHONE (970) 858-1007 FAX MOAB PATHWAY REPAIR PROJECT PLAN AND PROFILES Main Street East Improvements REVISION REVISION REVISION HORIZONTAL 10 20 VERTICAL SHEET 6 FILENAME MBPTH-6.DWG (1 165.91) 1165.92 —4030 9.83'+i- SPACING (202.37) - TO MATCH HANDRAIL (211.22) POSTS. (601 .22)- -11.48'± �(P EXIST. IRRICA .I ' 4004 '` DA ONSTRUCTION 202.192 REMOVE VERSA-LOK BLOCK AS REQUIRED FOR CONSTRUCTION. 202.34 REMOVE CONCRETE CURB AND GUTTER TO JOINTS OR DIMENSIONS WHERE SHOWN; OTHERWISE. REMOVE AS REQUIRED FOR CONSTRUCTION. SAWCUT WHERE NECESSARY. 202.37 REMOVE CONCRETE PAVEMENT TO JOINTS OR DIMENSIONS WHERE SHOWN; OTHERWISE, REMOVE AS REQUIRED FOR CONSTRUCTION. SAWCUT WHERE NECESSAf2T. 211.22 EXCAVATE AND/OR BACKFILL AS REQUIRED FOR PROPOSED IMPROVEMENTS. 506.10 CONSTRUCT CONCRETE RETAINING WALL PER DETAIL. 601.22 CONSTRUCT 5- CONCRETE PATH PER DETAIL WITH SHOULDER, SLOPE SHALL BE MORE OR LESS AT EXISTING GRADE UNLESS NOTED OTHERWISE ON THE PLANS. HOWEVER. SLOPE SHALL NOT EXCEED 8.33%. 602.93 CONSTRUCT VERTICAL CURB AND GUTTER. 1140.1 CONSTRUCT HANDRAIL PER DETAIL. 1165.2 CONSTRUCT VERSA-LOK BLOCK RETAINING WALL PER UNDAMAGED WALL AND SPECIAL PROVISIONS. 1165.91 PROVIDE ANGLE IRON TIE -DOWN FOR CONCRETE MODULAR BLOCK PER DETAIL. 1165.92 PROVIDE LATERAL BRACE FOR CONCRETE MODULAR pLOCK PER DETAIL. 1165.93 PROVIDE TUBE STEEL TIE -DOWN FOR CONCRETE MODULAR BLOCK PER DETAIL. 102.3'± 506.10 -(202.222) (LENGTH SHOWN SS IS WITH TOP OF & REPLACEMENT BOTTOM WOULD BE ( ) EPLACEMENT ON 45 ANGLE) -(1165.2) (MATCH 202.34) GOOD WALL) 602.93; (MATCH EXIST, CONSTANT GRADE BETWEEN 46.3± © TOP 202.192 OF WALL TIE-IN ELEVATIONS) 41 XIST. ROCK GABION ro • 3 REVISION REVISION A REVISION DESCRIPTION DATE SCALE' PROFILE SECTU) Ss HORIZOt9TAL J 5 10 20 VERTICAL WILLIAMS ENGINEERING 1231 19 ROAD, FRUITA, COLORADO 81521-9689 (970) 858-1014 PHONE (970) 858-1007 FAX MOAB PATHWAY REPAIR PROJECT PLAN AND PROFILES Main Street. East Improvements SHEET 7 FILENAME MBPTH-7.DWG JOINT PERMIT APPLICATION FORM �r,int� GrS. ARMY CORPS OF ENGINEERS - FOR SECTIONS 404 AND iR Application Number (Assigned by): Corps UTAH STATE ENGINEER'S OFFICE - FOR NATURAL STREAM CHAN TEL SMAR 1 a 7371 TSAR RIGHTS LAKE 0 -05-0(S -State Engineer Applicant's Name (Last, First M.I.) Moab City Corporation Olsen, David - Community Dev. Dir. Authorized Agent David -Olsen Telephone Number and Area Code 435-259-5121 Applicant's Address (Street, RFD, Box Number, City, State, Zip) 115 West 200 South Moab, Utah 84532 PROJECT LOCATION Quarter Section(s) Section Township Range Base & Meridian NW11-4 of SE 1 /4 1 26S 21E SLDM County Grand Watercourse to be altered Mill Creek Check one: X Within City Limits List town or nearest town: Moab Outside City Limits Project location or address: 100 South Main Street Brief description of project: Repair of damaged concrete pathway and associated appurtenances. Repairs are located along a section of the Mill Creek extending from approximately 200 feet upstream, to 300 feet downstream, of the Main Street -bridge over the Mill -Creek. This existing concrete path, located within the area of the main channel, was damaged by a recent flood event. A repair project is planned to restore the pathway with an improved structural foundation. Purpose (justification) of project: Repair and maintenance of existing features. Is this a single and complete project or is it part of a larger project, continuingproject, or other related activities? If so, please describe the larger project or other related activities. Single and Compete project focused on repair of the damaged area. If project includes the discharge of dredged or fill material into a watercourse or wetland: Cubic yards of material: _None. Acreage or square footage of waters of the -United States, including wetlands, affected by the -project: No wetlands or waters of the U.S. will be affected by this project. Source and type of fill material: No fill within waters of the U.S. 1 1 1 The only alternative is a "no -build" alternative that would leave the pathway in a damaged condition. This is not practical due to the significant pedestrian use of this facility and the resultant risk to public safety. COMPLETE names and addresses of adjacent property owners (immediately upstream and downstream) or other individuals who may be affected by this project: No adjacent property owners will be affected. List other authorizations required by Federal, state or local governments (i.e. : National Flood Insurance Program), andthe status ofthoseauthorizations. N/A Estimated starting date of project: April 15, 2000 Estimated completion date: May 31, 2000 (If project has already been partially or totally completed, indicate date of work. Indicate existing work on drawings). Application is hereby made for a permit or permits to authorize the activities described herein. I certify that I am familiar with the information contained in the application, and that to the best of my knowledge and belief, _suds information is true, complete and accurate. I further certify that I possess the authority to undertake the proposed activities or am acting as the dul orized agpt'pfth, ap,'cant. Signature of Applicant lot --6- 0O Date I hereby certify that is acting as my agent for this project. Agent's address and telephone number: H5 k 1, ;;ZDo 5. int)A L7 igY532_ (135)_.251-5(g.9 INSTRUCTIONS Applications which do not include the following will not be processed. For a complete application, you MUST include the following on 11 X 17 or smaller paper (for large projects, multiple sheets with -a key =may be used). Clear, hand -drawn plans approximately to scale are acceptable. 1. An accurate location map (USGS quadrangle map preferred) 2. A plan view of the proposed activity -(as seen from above) including dimensions of -work. 3. A cross-section view of the proposed activity (may use typical cross-section for large projects) including dimensions. 4. For projects which include wetlands, -an accurate wetland delineation must be -prepared in accordance with the current method required by the Corps. EXHIBIT C Continental Bridge Information Date By CONTINENTAL BRIDGE ALEXANDRIA, MINNESOTA Sheet of Checked Job Job No. 70 x? C26 ps,r L. L. v) c0.4,,bev — CT ZX lb F4 r dec-k' 7 S,000lb V.L, S wns/44,1ohs ; s • ba b -'l1`i( k_ L � re s/./1 c}r ' ce Ae r: t Yla�il. f !lox ox e Sri dP s e/ CJ --r enf -I-he ,,hekciefem. S . L/Gi o &. Ica35-oo C F S 8 et, re /ooy r '�voJ iv) al be c%s.rea,� �e S�wver - 4. // ' 9� lia-r/'en y 6,15 eC4 w /14&.7e1 D r G P/kS� use -erlc%Sei ?o /- 25'7- `-//35- WG4/r ?LA e- olen/,a. 6rvuk €I 7 4$" k 1 Ben Miner From:Kitchen, Chad <CKitchen@conteches.com> Sent:Wednesday, April 11, 2018 9:18 AM To:Benjamin Miner Subject:Fwd: City of Moab - Continental Bridge Attachments:4094_001.pdf; ATT00001.htm; 4095_001.pdf; ATT00002.htm; 4093_001.pdf; ATT00003.htm Been, please see the email dialogue below. Chad 801-851-0420 Sent from my iPhone Begin forwarded message: From: "Niederberger, Daniel" <DNiederberger@conteches.com> To: "Kitchen, Chad" <CKitchen@conteches.com> Subject: FW: City of Moab - Continental Bridge Chad, See below. This is all we have. Thanks, Daniel Niederberger, P.E. (CA) Truss Consultant Contech Engineered Solutions LLC 5 Sierra Gate Plaza, Suite 390 | Roseville, CA 95678 Off: 916-945-3625 Mob: 916-990-7594 dniederberger@conteches.com www.ContechES.com From: Smith, Courtney Sent: Wednesday, April 11, 2018 5:22 AM To: Niederberger, Daniel <DNiederberger@conteches.com> Subject: RE: City of Moab - Continental Bridge Not much in the file but here it what I can assume: a) It was a direct bid to the City for just the bridges. b) They had a separate contract for the abutments and installation. c) We provided reactions and anchor bolt information and a local consultant (Gerald Williams) did the abutment design. Courtney D. Smith Truss Consultant 2 Senior Bridge Estimator Contech Engineered Solutions LLC 8301 State Hwy. 29 North Alexandria, MN 56308 320-345-9142 csmith@conteches.com www.conteches.com From: Niederberger, Daniel Sent: Tuesday, April 10, 2018 6:33 PM To: Smith, Courtney <CSmith@conteches.com> Subject: FW: City of Moab - Continental Bridge Courtney, I am curious as to how much information we have in the archives for a bridge fabricated in 1993, Bridge number 93180. Do we happen to have any of the original bid documents? The City of Moab is trying to find some information on the abutments. Thanks, Daniel Niederberger, P.E. (CA) Truss Consultant Contech Engineered Solutions LLC 5 Sierra Gate Plaza, Suite 390 | Roseville, CA 95678 Off: 916-945-3625 Mob: 916-990-7594 dniederberger@conteches.com www.ContechES.com From: Kitchen, Chad Sent: Tuesday, April 10, 2018 10:46 AM To: Niederberger, Daniel <DNiederberger@conteches.com> Subject: Fwd: City of Moab - Continental Bridge Daniel - can you find any details of this project in our archives? See below. Thanks. Chad 801-851-0420 Sent from my iPhone Begin forwarded message: From: "Ben Miner" <bminer@hansenallenluce.com> To: "Kitchen, Chad" <CKitchen@conteches.com> Subject: City of Moab - Continental Bridge Chad: We are working with the City of Moab on a stream evaluation of the Mill Creek Parkway. In the Parkway (100 East 150 South) there is a pedestrian bridge over 3 Mill Creek. It is a Continental Bridge (#93180). The bridge is functioning nicely but we are trying to figure out its foundation for possible future improvements. Do you have access to any records (or name of the design engineer) that would tell us about the foundation? Thanks, Ben Benjamin D. Miner, M.P.A., P.E. Principal HANSEN, ALLEN & LUCE, INC. 859 West South Jordan Parkway, Ste. 200 South Jordan, Utah 84095-3514 801-566-5599 www.hansenallenluce.com The linked image cannot be displayed. The file may have been mov ed, renamed, or deleted. Verify that the link points to the correct file and location. Confidentiality Notice. This email message (and any attachments) is confidential and may be privileged. If you believe it has been sent to you in error, please notify the sender and delete this email. EXHIBIT D Stepped Boulder Drop Information Urban Storm Drainage Criteria Manual: Volume 2 Structures, Storage, and Recreation Updated January 2016 Originally Published September 1969 Urban Drainage and Flood Control District 2480 West 26th Avenue, Suite 156B Denver, Colorado 80211 www.udfcd.org Chapter 9 Hydraulic Structures September 2017 Urban Drainage and Flood Control District 9-23 Urban Storm Drainage Criteria Manual Volume 2 Grouted Stepped Boulder Drop Structures 2.6.1 Description Grouted stepped boulder (GSB) drop structures have gained popularity in the UDFCD region due to close proximity to high-quality rock sources, design aesthetics, and successful applications. The quality of rock used and proper grouting procedure are very important to the structural integrity. To improve appearance, cover the grouted boulders above the low-flow section and on the overbanks with local topsoil and revegetated. This material has potential to wash out but when able to become vegetated, has a more attractive and natural appearance. 2.6.2 Structure Complexity An enlarged plan view of the structure will be necessary for all projects. The amount of detail shown on that plan view will vary depending on the structure complexity, which should be determined early in the design phase. Sample plans for GSB drop structures are provided in this chapter and are referred to as either “basic” or “complex”. A basic structure generally has more of a linear shape with little variation in the step widths and heights. A complex structure will be non-linear with more variation, which may result in a need for more details and cross sections. It is imperative that adequate detail be provided for a complex structure to be constructed as intended. Figures 9-11 through 9-13 illustrate the general configuration of a GSB drop structure. These figures include plan view, profile, and cross sections at key locations along the drop structure. Figure 9-14 provides an example configuration for a complex GSB drop structure, including a plan view and profile. These figures also serve as an example of the recommended level of detail for construction drawings. 2.6.3 Design Criteria Hydraulic analysis and design of GSB drop structures should be according to Section 2.2 (simplified design procedures) or Section 2.3 (detailed hydraulic analysis), as appropriate. In addition, the following guidance also applies to structures constructed of grouted boulders. Boulder Sizing Boulder sizing for GSB drop structures constructed using the simplified method can be determined using Figure 9-1. For drop structures that do not meet the criteria for the simplified design method, the following procedure should be used to determine boulder size. Photograph 9-5. Example of stepped downstream face for a grouted boulder drop structure. Note dissipation of energy at each step for low flows. EXHIBIT E Cost Estimates HANSEN, ALLEN & LUCE, INC. CLIENT:City of Moab PROJECT:Mill Creek Parkway - Stream Stability Analysis PROJ. NO.:380.13.100 DATE:August 14, 2018 Tavern Retaining Wall - Shotcrete ITEM QUANTITY UNIT UNIT COST TOTAL NOTES Mobilization 1 LS 25,000.00$ 25,000.00$ Assumed at 10% Cofferdam (install & remove)1 LS 5,000$ 5,000.00$ Creek Bypass Piping 400 LF 80.00$ 32,000.00$ Dewatering 20 Days 323$ 6,460.00$ Excavate and Backfill Wall Toe 400 CY 20.00$ 8,000.00$ Wall footing/pad 8.9 CY 450.00$ 4,000.00$ Shotcrete Temporary Facing (2")2040 SF 6.05$ 12,342.00$ Soil Nail Layout and Control 124 EA 21.50$ 2,666.00$ Grouted Soil Nailing (assumes 4x4 pattern)124 EA 540.00$ 66,960.00$ Shotcrete Wall (4")2040 SF 10.00$ 20,400.00$ Wall Coating 2040 SF 2.00$ 4,080.00$ Sub-Total 186,908.00$ Contingency @ 35%65,417.80$ TOTAL =252,325.80$ HANSEN, ALLEN & LUCE, INC. CLIENT:City of Moab PROJECT:Mill Creek Parkway - Stream Stability Analysis PROJ. NO.:380.13.100 DATE:August 14, 2018 Tavern Retaining Wall - Cantilevered ITEM QUANTITY UNIT UNIT COST TOTAL NOTES Mobilization 1 LS 30,000$ 30,000.00$ Assumed at 10% Cofferdam (install & remove)1 LS 5,000$ 5,000.00$ Creek Bypass Piping 400 LF 80.00$ 32,000.00$ Dewatering 20 Days 323$ 6,460.00$ Excavate and Backfill Wall Toe 400 CY 20$ 8,000.00$ Cantilevered Wall 1,200 SF 100$ 120,000.00$ Assume drilled soldier H piles with timbers Concrete Cutoff Wall 39 CY 550$ 21,389$ Wall attached to H piles Sub-Total 222,848.89$ Contingency @ 35%77,997.11$ TOTAL =300,846.00$ HANSEN, ALLEN & LUCE, INC. CLIENT:City of Moab PROJECT:Mill Creek Parkway - Stream Stability Analysis PROJ. NO.:380.13.100 DATE:August 14, 2018 PEDESTRIAN BRIDGE ABUTMENT PROTECTION ITEM QUANTITY UNIT UNIT COST TOTAL NOTES Mobilization 1 LS 14,000$ 14,000$ Assumed at 10% Excavate for Riprap & min. grading 410 CY 10$ 4,100$ Haul Off 451 CY 17$ 7,667$ $250 per 15 CY Load Riprap - 21" d50 410 CY 175$ 71,750$ Assume 1.5 x d50 thick Sub-Total 97,517.00$ Contingency @ 35%34,130.95$ TOTAL =131,647.95$ HANSEN, ALLEN & LUCE, INC. CLIENT:City of Moab PROJECT:Mill Creek Parkway - Stream Stability Analysis PROJ. NO.:380.13.100 DATE:August 14, 2018 STREAM REPAIRS (Not Including Tavern Retaining Wall) ITEM QUANTITY UNIT UNIT COST TOTAL NOTES Mobilization 1 LS 35,000$ 35,000.00$ Assumed at 10% Cofferdam (install & remove)1 LS 5,000$ 5,000.00$ Creek Bypass Piping 700 LF 80.00$ 56,000.00$ Dewatering 20 Days 323$ 6,460.00$ North Cut-off Wall (incl Excavation & Backfill)350 FT 355$ 124,250$ Construct concrete wall, attached to existing Excavate/Backfill Existing Irrigation Dam 47 CY 20$ 948$ Concrete Retaining Wall at Diversion Dam 35 FT 355$ 12,425$ Fill Scour Hole with Riprap (D50 = 18")22 CY 165$ 3,667$ Sub-Total 243,749.81$ Contingency @ 35%85,312.44$ TOTAL =329,062.25$ HANSEN, ALLEN & LUCE, INC. CLIENT:City of Moab PROJECT:Mill Creek Parkway - Stream Stability Analysis PROJ. NO.:380.13.100 DATE:August 14, 2018 Stream Protection (Including stream bed and southern bank) - Chute without Stepped Boulder Drops ITEM QUANTITY UNIT UNIT COST TOTAL NOTES Mobilization 1 LS 110,000.00$ 110,000.00$ Assumed at 5% Cofferdam (install & remove)1 LS 5,000$ 5,000.00$ Creek Bypass Piping 2000 LF 80.00$ 160,000.00$ Dewatering 30 Days 323$ 9,690.00$ Demolish Check Dams 18.5 CY 300.00$ 5,555.56$ Demolition Disposal 18.5 CY 15.75$ 291.67$ Excavation 1300 CY 10$ 13,000.00$ Haul Material Off-Site 1430 CY 17$ 24,310$ $250 per 15 CY Load Riprap - 18" d50 6111 CY 156$ 956,083.33$ Shotcrete Temporary Facing (2")5000 SF 6.05$ 30,250.00$ Soil Nail Layout and Control 347 EA 21.50$ 7,462.65$ Grouted Soil Nailing (assumes 4x4 pattern)347 EA 540.00$ 187,434.00$ Shotcrete Wall (4")5000 SF 10.00$ 50,000.00$ Sub-Total 1,559,077.21$ Contingency @ 35%545,677.02$ TOTAL =2,104,754.23$ HANSEN, ALLEN & LUCE, INC. CLIENT:City of Moab PROJECT:Mill Creek Parkway - Stream Stability Analysis PROJ. NO.:380.13.100 DATE:August 14, 2018 Stream Protection (Including stream bed and southern bank) - Chute with Stepped Boulder Drops ITEM QUANTITY UNIT UNIT COST TOTAL NOTES Mobilization 1 LS 100,000.00$ 100,000.00$ Assumed at 5% Cofferdam (install & remove)1 LS 5,000$ 5,000.00$ Creek Bypass Piping 2,000 LF 80.00$ 160,000.00$ Dewatering 30 Days 323$ 9,690.00$ Demolish Check Dams 19 CY 300.00$ 5,555.56$ Demolition Disposal 19 CY 15.75$ 291.67$ Excavation 1,300 CY 10$ 13,000.00$ Haul Material Off-Site 1,430 CY 17$ 24,310$ $250 per 15 CY Load Riprap - 15" d50 6,111 CY 105$ 641,666.67$ Shotcrete Temporary Facing (2")5,000 SF 6.05$ 30,250.00$ Soil Nail Layout and Control 347 EA 21.50$ 7,462.65$ Grouted Soil Nailing (assumes 4x4 pattern)347 EA 540.00$ 187,434.00$ Shotcrete Wall (4")5,000 SF 10.00$ 50,000.00$ Wall Coating 5,000 SF 2.00$ 10,000.00$ Stepped Boulder Drop 2 EA 90,000.00$ 180,000.00$ Sub-Total 1,424,660.54$ Contingency @ 35%498,631.19$ TOTAL =1,923,291.73$ HANSEN, ALLEN & LUCE, INC. CLIENT:City of Moab PROJECT:Mill Creek Parkway - Stream Stability Analysis PROJ. NO.:380.13.100 DATE:August 14, 2018 Stream Protection (Including stream bed and southern bank) - Riprap Approach ITEM QUANTITY UNIT UNIT COST TOTAL NOTES Mobilization 1 LS 95,000.00$ 95,000.00$ Assumed at 5% Cofferdam (install & remove)1 LS 5,000$ 5,000.00$ Creek Bypass Piping 2000 LF 80.00$ 160,000.00$ Dewatering 30 Days 323$ 9,690.00$ Demolish Check Dams 2 LS 2,000.00$ 4,000.00$ Excavation 1300 CY 10$ 13,000.00$ Haul Material Off-Site 1430 CY 17$ 24,310$ $250 per 15 CY Load Riprap - 15" d50 7333 CY 105$ 770,000.00$ Stepped Boulder Drop 2 EA 90,000.00$ 180,000.00$ Sub-Total 1,261,000.00$ Contingency @ 35%441,350.00$ TOTAL =1,702,350.00$ 1 CITY OF MOAB RESOLUTION NO. 43-2020 A RESOLUTION AUTHORIZING THE AGREEMENT BETWEEN THE CITY OF MOAB AND ALEX MOAB PROPERTIES, LLC. WHEREAS, Alex Moab Properties, LLC owns and operates the World Famous Woody’s Tavern located at 221 South Main Street, Moab, Utah 84532 in Grand County with a tax parcel number of 01- 0B07-0002 and with a legal description as stated in the Quit Claim Deed dated July 8, 2013 (“Property”); WHEREAS, The Property is located on the south side of Mill Creek. Mill Creek has been designated as a flood hazard area; WHEREAS, In 1992, the City received an “Engineering Reconnaissance Study of the Mill Creek Flood Control Project: Downtown Moab Segment” (“1992 Study”) which recommended improvements to the Mill Creek channel in the downtown area between 300 South and 100 West streets. “Reach B” of this 1992 Study encompassed Main Street to 200 East. Reach B is described as follows: “This is a short reach of approximately 200 feet between a tavern and a restaurant. A high vertical embankment exists on the south side of the creek near the tavern. The present embankment support consists of a light steel post and wire structure which is in poor condition. On the north side of the creek, a concrete retaining wall borders a parking lot.” The 1992 Study contained five suggested improvements, (i). – (v.), for this reach. Apparently, only item (v.) was constructed; WHEREAS, In 1998, the Utah Department of Transportation constructed a retaining wall and completed a bike and pedestrian path on the north side of Mill Creek. The 1998 plans did not contemplate work on the south side of Mill Creek; WHEREAS, After the 1998 improvements, there was flooding of Mill Creek. The City of Moab attempted to address damage to the south side of Mill Creek due to this flooding by constructing fencing and other measures on Alex Moab Properties, LLC’s property; WHEREAS, On November 26, 2018, the City received the “Mill Creek Parkway Stream Stability Evaluation – Final Report” (“2018 Report”) from Hansen, Allen & Luce, Inc. (Exhibit D.) The 2018 Report “performed an evaluation of stream stability along Mill Creek in the Mill Creek Parkway area.” The 2018 Report states: “. . . a key structure is the existing retaining wall adjacent to Mill Creek that provides support to soils near Woody's Tavern (Tavern). The City is concerned that the retaining wall may not be stable long term and may be susceptible to flood damage.” The 2018 Report also references the 1992 Study and states: “the study specifically references the Tavern (page 6) and notes that the southern Mill Creek embankment support ‘consists of a light steel post and wire structure which is in poor condition.’ This description is consistent with the structure that exists currently and may be an indication of how long the retaining wall has been in place;” WHEREAS, The 2018 Report contains three alternatives to enhance the stability of Mill Creek adjacent to Alex Moab Properties LLC’s Property (“Tavern Retaining Wall Solutions”); 2 WHEREAS, the City of Moab and Alex Moab Properties, LLC. desire to outline their respective expectations and responsibilities regarding stream bank stabilization options. NOW, THEREFORE, the City of Moab City Council authorizes Mayor Emily Niehaus to sign the agreement between the City of Moab and Alex Moab Properties, LLC. PASSED AND APPROVED by a majority of the City of Moab City Council. This Resolution shall take effect immediately upon passage. SIGNED: Emily S. Niehaus, Mayor Date ATTEST: Sommar Johnson, Recorder