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HomeMy WebLinkAboutRes 2017-07RESOLUTION 2017-07 A RESOLUTION OF THE MAYOR AND COUNCIL OF THE TOWN OF FOUNTAIN HILLS, ARIZONA, APPROVING A DEVELOPMENT AGREEMENT BETWEEN THE TOWN AND PALISADES RESORTS, LLC. BE IT RESOLVED BY THE MAYOR AND COUNCIL OF THE TOWN OF FOUNTAIN HILLS as follows: SECTION 1. The Development Agreement between the Town of Fountain Hills and Palisades Resorts, LLC is hereby approved in substantially the form and substance attached hereto as Exhibit A and incorporated herein by reference. SECTION 2. The Mayor, the Town Manager, the Town Clerk and the Town Attorney are hereby authorized and directed to execute all documents and take all steps necessary to carry out the purpose and intent of this Resolution. PASSED AND ADOPTED by the Mayor and Council of the Town of Fountain Hills, Arizona, March 16, 2017. FOR THE TOWN OF FOUNTAIN HILLS: ATTESTED TO: Lmda M. Kavan gh, Mayor REVIEWED BY: ()34e�� C.. Grady E.le),Own Manager 2908587.1 Bevelyn J. 1 � - ►. APP ED AS TO FORM: Andrew J. McGuire, Town Attorney EXHIBIT A TO RESOLUTION 2017-07 [Development Agreement] See following pages. 2908587.1 WHEN RECORDED RETURN TO: Town of Fountain Hills ATTENTION: TOWN CLERK 16705 East Avenue of the Fountains Fountain Hills, AZ 85268 DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION TOWN OF FOUNTAIN HILLS, ARIZONA, An Arizona municipal corporation AND PALISADES RESORTS, LLC A Delaware limited liability company Copperwynd Resort Expansion Development Agreement — Fountain Hills - 2017 2896602.13 DEVELOPMENT AGREEMENT BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC (COPPERWYND RESORT EXPANSION) This Development Agreement (the "Agreement") is entered into as of March 16, 2017 (the "Effective Date"), by PALISADES RESORTS, LLC, a Delaware limited liability company ("Palisades"), and the TOWN OF FOUNTAIN HILLS, an Arizona municipal corporation ("Town"), which are referred to collectively herein as the "Parties" or individually as a "Party." RECITALS A. Arizona Revised Statutes § 9-500.05 authorizes Town to enter into a development agreement with a landowner or other person having an interest in real property located in the Town. B. Palisades owns that certain resort property located at 13225 N. Eagle Ridge Drive, Fountain Hills, Arizona, upon which it operates a resort with 32 guest rooms, a restaurant, tennis facilities and a fitness club (the "Existing Resort"). The Existing Resort consists of approximately 16.5 acres and is more particularly described in attached Exhibit A (the "Property"). C. Palisades acquired the Property in February 2015, and currently operates the Existing Resort on the Property. D. Palisades intends to further develop and expand the Existing Resort on the Property to include up to a total of approximately 300 additional rooms to be operated as a branded hotel of a quality consistent with hotels bearing the Mobil Four -Star rating (the "New Hotel"), a pool pavilion, a casual dining restaurant, revisions to tennis courts, a spa expansion, and additional meeting and event space (collectively, the "Project"). The architectural design of the buildings and the quality of the construction will be consistent with the Town's standards and the Conceptual Site Plan, as described below. E. The Town desires that the Existing Resort be expanded on the Property, and has determined that encouraging the expansion of the Existing Resort pursuant to this Agreement will result in significant planning, economic and other public purpose benefits to the Town and its residents by, among other things (i) the expansion of the Existing Resort in a manner consistent with the Town's General Plan, (ii) an increase in sales tax revenues to the Town arising from or relating to the expansion of the Existing Resort, and (iii) the creation of new jobs and otherwise enhancing the economic welfare of the residents of the Town. F. In the furtherance of the contemplated expansion of the Existing Resort, the Parties desire for the Town to approve a rezoning of the Property from its current R-5 PUD zoning to Planned Area Development (the "PAD Rezoning"), pursuant to Chapter 23 of the Zoning Ordinance of the Town of Fountain Hills (the "Zoning Ordinance"). G. The Parties understand and acknowledge that the ultimate development of the Project on the Property is an undertaking of such magnitude that Palisades requires assurances from the Town that Palisades will have the ability to complete the development of the Project as contemplated by this Agreement. The Parties further understand and acknowledge that the Coppernrynd Resort Expansion 1 Development Agreement — Fountain Hills - 2017 2896602.13 Town seeks assurances from Palisades that Palisades will complete the Project with the New Hotel on the Property in accordance with this Agreement, including the conceptual site plan attached hereto as Exhibit B-1 and incorporated herein by reference (the "Conceptual Site Plan"), in compliance with the PAD Rezoning for the Property, and in accordance with the Town's ordinances and codes. H. The Parties understand and acknowledge that Palisades contemplates that the Project will be constructed in three phases pursuant to the Phasing Plan attached hereto as Exhibit B-2 and incorporated herein by reference (the "Phasing Plan"). Phase 1 detail, Phase 2 detail and Phase 3 detail are set forth in Exhibit B-3, Exhibit B-4 and Exhibit B-5, respectively, each of which is incorporated herein by reference. Additionally, conceptual elevation details for Phase 1, Phase 2 and Phase 3 are set forth in Exhibit B-6, Exhibit B-7 and Exhibit B-8, respectively, each of which is incorporated herein by reference. I. The Parties understand and acknowledge that this Agreement is a "Development Agreement" within the meaning of and entered into pursuant to the terms of ARZ REV. STAT. § 9-500.05, in order to facilitate the property development of the Property by providing for, among other things (i) conditions, terms, restrictions and requirements for the Property by the Town and (ii) other matters related to the Project. The terms of this Agreement will constitute covenants running with the Property as more fully described herein. AGREEMENT NOW THEREFORE, in consideration of the foregoing introduction and recitals, the promises contained in this Agreement, and for other good and valuable consideration, the receipt and sufficiency of which the Parties hereby acknowledge, the Parties hereto agree as follows: 1. Effective Date and Term. This Agreement shall be effective only upon the execution by both Parties and upon approval of the PAD Rezoning by the Town Council of the Town of Fountain Hills (the "Town Council"). Notwithstanding the date upon which this Agreement is executed and the date the Town Council approves the PAD Rezoning, for the purposes of calculating the Term (as defined below) of this Agreement, the Effective Date set forth above shall be deemed the first day of this Agreement. Palisades, its successors and assigns, shall have the right to implement development on the Property in accordance with this Agreement for a period of 10 years from the Effective Date. However, unless terminated by the Town pursuant to Section 9 hereof prior to the expiration of such initial 10 -year period, this Agreement may be extended for an additional period of 10 years in the Town Council's sole direction, at the end of which time (which shall, in the aggregate, be 20 years), this Agreement shall automatically terminate as to the Property without the necessity of any notice, agreement or recording by or between the Parties (the "Term"); provided, however, that provisions of this Agreement that specifically survive the termination of this Agreement shall remain in full force and effect, subject only to the termination provisions herein specifically related thereto; provided further, however, that if Palisades fails to materially fulfill any portion of its obligations as set forth in Section 8 below by the deadline for performance associated with each such obligation, this Agreement shall immediately terminate upon expiration of the applicable cure period without further act by the Town Council. Copperwynd Resort Expansion 2 Development Agreement — Fountain Hills - 2017 2896602.13 2. PAD Rezonin • Conceptual Site Plan. 2.1 PAD Rezoning. Pursuant to the PAD Rezoning, dated March 16, 2017, and for the duration of this Agreement, the Town shall be restricted from changing, restricting or limiting the rights of Palisades or its successors in interest and assigns to develop the Property in accordance with this Agreement and the PAD Rezoning. The Parties acknowledge and agree that approval of the PAD Rezoning by the Town Council shall be a condition precedent to the effectiveness of this Agreement and to the Parties' respective rights and obligations hereunder. Nothing in this Section 2.1 or in this Agreement shall affect the Town Council's absolute discretion to approve or deny the proposed PAD Rezoning or any future amendments thereto. 2.2 Conceptual Site Plan. The Town hereby approves the Conceptual Site Plan attached hereto as Exhibit B-1. Palisades acknowledges and agrees that such Conceptual Site Plan is intended to convey the overall land -use plan for the Project for the purposes of this Agreement. The Conceptual Site Plan includes, at a minimum: the layout, height, and percentage mix of uses for all buildings on the Project site; the locations and number of spaces, loading areas and basic site circulation of all Project parking areas; and architectural renderings showing general color pallets and conceptual building design. 2.3 Phasing Plan. Palisades intends to construct the Project in three phases, as shown on Exhibit B-2. Specifically, Palisades intends that Phase 1 shall include design and construction of approximately the first 128 additional rooms and approximately 9,800 square feet of convention space, as shown on Exhibit B-3; Phase 2 shall include design and construction of up to 60 additional rooms, as shown on Exhibit B-4; and Phase 3 shall include design and construction of up to 112 additional rooms, as shown on Exhibit B-5. Uses for the additional supporting areas to be added include a pool pavilion, a casual dining restaurant, possible tennis courts, a possible spa expansion, and additional meeting and event space. The Parties agree that such additional supporting areas shall be included in Phase 1, Phase 2 or Phase 3 substantially as depicted on Exhibit B-3, Exhibit B-4 and Exhibit B-5, respectively. Palisades shall seek approval of the Town Council for any "substantial alteration" of the phasing as appropriate to support the build -out of the additional guest rooms and as set forth in Exhibit BB_3, Exhibit B-4 and Exhibit B-5, which approval of such substantial alterations may be withheld for any reason. For purposes of this Section 2.3, a "substantial alteration" means (A) a deviation of more than 20% of the number of guest rooms for any phase or (B) a change in phase or a change in size of more than 20% of total square feet for the convention space. The Parties agree that Palisades shall not be required to submit for approval of the Town Council any alteration to the phasing depicted herein that is not a substantial alteration, but such changes shall be reflected on revised exhibits to this Agreement. Any modifications to the phasing plan shall be attached hereto as substitute exhibits. The Town hereby approves: (A) the Phasing Plan attached hereto as Exhibit B-2, and (B) the phasing detail for Phase 1, Phase 2 and Phase 3, as set forth in Exhibit B-3, Exhibit B-4 and Exhibit B-5, respectively. 2.4 Consistency with Exhibits. The Town hereby approves the Conceptual Elevation Detail for Phase 1, Phase 2 and Phase 3, attached hereto as Exhibit B-6, Exhibit B-7 and Exhibit B-8 respectively. Palisades' development of the Project must be consistent with the conceptual elevations in Exhibit B-6, Exhibit B-7 and Exhibit B-8. Any substantial change to the elevation details in Exhibit B-6, Exhibit B-7 and Exhibit B-8 must have prior Town Council approval. Copperwynd Resort Expansion Development Agreement — Fountain Hills - 2017 2896602.13 2.5 New Hotel Requirements. The New Hotel shall be of a quality equivalent to a rating of not less than four stars by the Mobil Travel Guide with a quality of materials and finishes consistent with the renderings included in Exhibit B-6, Exhibit B-7 and Exhibit B-8, including conference facilities, on-site food service, 24-hour room service, high-speed Internet services and other amenities typically offered by hotels bearing the Mobil Four -Star rating (the "Hotel Quality Requirements"). Palisades has specifically committed to the Town that the New Hotel shall meet the Hotel Quality Requirements. If, at any time during the Term, the New Hotel ceases operation entirely or ceases operating under its then -current brand (such date is referred to herein as a "Cessation Date"), Palisades, its successors and assigns, shall (i) immediately notify the Town of such discontinued operation, (ii) immediately commence securing a replacement hotel meeting the Hotel Quality Requirements (the "Replacement Hotel"), and (iii) shall secure such Replacement Hotel and such Replacement Hotel operator shall open the Replacement Hotel (under the name of such hotel chain as shall be acceptable to the Town) for business within 90 days from the Cessation Date. 3. Height Requirements. The PAD Rezoning is intended to modify the requirements of Section 16.11 of the Zoning Ordinance to allow for a portion of the buildings in the Project, as depicted in greater detail in the Phase 1 Conceptual Elevation Detail in Exhibit BB_6, the Phase 2 Conceptual Elevation Detail in Exhibit B-7, and the Phase 3 Conceptual Elevation Detail in Exhibit B-8, to exceed the height limitation set forth in Section 16,11, but in no event shall any portion of any of the buildings in the Project exceed 50' in height as measured from existing grade. Except as specifically modified in the PAD Rezoning, all height requirements of Section 16.11 of the Zoning Ordinance shall apply. 4. Shared Parking. Parking shall be provided on the basis of that certain Copperwynd Resort Expansion Parking Study date stamped March 5, 2017, by Kelly S. Fletcher of CivTech, Inc., as commissioned by Palisades (the "Parking demand Study") and attached hereto as Exhibit C. The Parties acknowledge and agree that parking will be provided according to Section 18.11(6) of the Town's Zoning Ordinance on a Project -wide basis; provided that such requirements shall take into account shared parking throughout the Resort, as identified in the Parking Demand Study. Because trends in vehicle trips are changing rapidly and will likely continue to do so, the Parties further acknowledge and agree that Palisades shall have the right to commission, and submit for approval of the Town Council, revised parking studies for future phases of the Project; the Town Council may approve or deny such revised parking studies in its sole discretion. Palisades shall provide not less than 199 parking spaces for Phase 1 of the Project, 251 parking spaces for Phase 2 of the Project, and 347 parking spaces for Phase 3 of the Project (all figures cumulative), pursuant to the Parking Demand Study attached hereto as Exhibit C. The Town's approval of the modified parking requirements is conditioned upon Palisades implementing the interim parking improvements shown with each phase. 5. Traffic. Palisades engaged CivTech, Inc. to undertake a traffic impact analysis to assess (i) the Project's anticipated impacts on traffic circulation in the area surrounding the Project, and particularly Eagle Ridge Drive, and (ii) Palisades' proposed mitigation of those impacts (the "Traffic Study"), which Traffic Study shall be approved by the Town Engineer prior to any building permit for the Project and attached hereto as Exhibit D. Because trends in vehicle trips are changing rapidly and will likely continue to do so, the Parties further acknowledge and agree that Palisades shall have the right to commission, and submit for approval of the Town, revised traffic studies for future phases of the Project; the Town Council may approve or deny such revised traffic studies in its sole discretion. The Parties acknowledge and agree that the mitigation proposed in the Traffic Study for each phase of the Project is necessary and shall be completed according to the Traffic Study. Palisades agrees that its Copperwynd Resort Expansion 4 Development Agreement — Fountain Hills - 2017 2896602.13 mitigation shall include, prior to issuance of a certificate of occupancy for any Phase 2 improvements, (i) construction of turn pockets and traffic signal conduit as deemed necessary by the Town Engineer for the intersection of Palisades Boulevard and Eagle Ridge Drive, and (ii) contribution to the Town of Palisades' pro -rata share of the cost of the traffic signal for the intersection of Palisades Boulevard and Eagle Ridge Drive. 6. Public Art Requirement. Palisades shall provide the required contribution to the public art required for the Project as set forth in Subsection 19.05(1) of the Zoning Ordinance (the "Public Art Requirement"). If Palisades intends to provide publicly -accessible art on the Project site that conforms to the Public Art Requirement, such public art proposal must be submitted to the Town for confirmation of value by the Town. 7. Conditions to Town's Obligations. The Town shall be required to take actions contemplated by this Agreement only during such time as Palisades is fully performing its obligations as set forth in Sections 8.1 — 8.9 below. 8. Palisades Responsibilities. Palisades shall perform all of its duties as set forth in this Section 8 and according to the "Schedule of Performance" attached hereto as Exhibit E and incorporated herein by reference. 8.1 Zoning. Palisades agrees to develop the Project in accordance with the PAD Rezoning, dated March 16, 2017, and applicable to the Property. 8.2 Construction Documents. Palisades shall prepare and submit to the Town for review and approval the construction documents for the Project, in substantial conformity to (A) the approved PAD Rezoning, (B) the Conceptual Site Plan set forth in Exhibit BB=1, (C) the Phasing Plan and Phasing Detail set forth in Exhibit B-2, Exhibit B-3, Exhibit B-4 and Exhibit B-5, (D) the Conceptual Elevation Detail for each phase set forth in Exhibit B-6, Exhibit B-7 and Exhibit B-8, (E) the Parking Demand Study set forth in Exhibit C, and (F) the Town ordinances and codes. 8.3 Building Permits. Palisades shall secure all grading, building and construction permits that may be required by the Town and any other governmental agency prior to starting any site grading or construction activities on the Property. The Town acknowledges and agrees that if Palisades' submittals for building permits meet the substantial conformity requirement set forth in Section 8.2 hereof and all Town codes, then the Development Services Director shall grant administrative zoning approval of the submittal, and the permits for the construction of the Project pursuant to the submittal will be issued in accordance with the Town's codes. 8.4 Construction on Property. Developer shall submit complete Construction Documents for the phases of the Project, receive building permits for vertical construction of the phases of the Project according to such construction documents and commence construction on the Project in accordance with the Schedule of Performance. For the purposes of this subsection, "commencement of construction" shall mean the mobilization of sufficient construction resources to the Property to complete the phases of the Project according to the Schedule of Performance and the Town's codes and ordinances. 8.5 Third Party Inspection. Palisades acknowledges and agrees and understands that the Town's resources may prevent plan review and inspection services to occur within the review time period desired by Palisades in connection with the Project, in which Copperwynd Resort Expansion 5 Development Agreement — Fountain Hills - 2017 2896602.13 case the Town shall retain an outside consultant to perform such tasks on the Town's behalf. In such event, Palisades agrees to pay the direct costs incurred by the Town resulting from its contract for the services of an outside firm to provide plan review and inspection in connection with the Project; provided that the Town shall perform all plan review and inspections related to fire safety and planning and zoning; the Fountain Hills Sanitary District will perform all plan review and inspections related to sanitary sewer; and EPCOR will perform all plan review and inspections related to the Project's potable water supply. If a third -party plan review and inspection firm is retained, Palisades shall only be responsible to pay the Town 10% of the Town's then -current building permit fee to cover the cost of the Town's planning and zoning/landscape plan review and inspection; the balance of the building permit fee is deemed paid when Palisades fulfills its obligations to pay the third -party plan review and inspection fees. Palisades shall pay the Town 100% of the cost of the plan review and inspection fees related to fire safety. 8.6 _Phased Development. The Town acknowledges that Palisades plans to develop the Property in three phases generally set forth in Exhibit B-3, Exhibit B-4 and Exhibit BB=5. The Town will review and approve the additional public infrastructure needs of each phase, beyond what currently exists on the Property (the "Public Infrastructure Improvements") as part of its approval of the site plan and construction documents of each phase, and as recommended based on applicable infrastructure studies commissioned in connection therewith (such studies, which shall include without limitation the Traffic Study, are referred to herein as the "Infrastructure Studies"). Palisades shall construct or cause to be constructed and installed any and all portions of the Public Infrastructure Improvements. The Town may require that Palisades construct portions of the Public Infrastructure Improvements not directly related to the phase being constructed by Palisades only if the Town Engineer reasonably concludes such Public Infrastructure Improvements are required to protect public health, safety or welfare. 8.7 Infrastructure Assurance. Palisades shall provide the Town with an irrevocable letter of credit in such form and amount as required by the Town Attorney to ensure that the installation of the Public Infrastructure Improvements necessary for development of the Property or other Public Infrastructure Improvements directly related to any building permit or permits will be completed (the "Public Infrastructure Assurances"). The Public Infrastructure Assurances will be required for a phase of the Project at the time permits are requested for any construction on that phase of the Project. 8.8 Dedication and Acceptance. Upon completion by Palisades of any Public Infrastructure Improvements, Palisades shall promptly (A) notify the Town in writing of the presumptive completion of such Public Infrastructure Improvement, and (B) dedicate to the Town, at no cost to the Town, such Infrastructure Improvements free and clear of all liens and encumbrances and in accordance with Town standards applicable to such dedication and acceptance. So long as such Public Infrastructure Improvements are constructed in accordance with Town standards, as verified by the inspection of the completed Public Infrastructure Improvements by the Town, all punch list items have been completed and the Public Infrastructure Improvements are free of any liens and encumbrances, the Town shall accept the Public Infrastructure Improvements. The Town shall notify Palisades, in writing, of the Town's acceptance of the Public Infrastructure Improvements. Acceptance of any Public Infrastructure Improvement is expressly conditioned upon Palisades providing a warranty for such Public Infrastructure Improvement consistent with the Town standards and as provided in Section 8.9 below. Subject to the limitation set forth in Section 8.9 below, after acceptance of any Public Infrastructure Improvements, the Town thereafter shall maintain, repair and operate such Public Infrastructure Improvements at its own cost, which obligation shall survive any termination of Copperwynd Resort Expansion b Development Agreement — Fountain Hills - 2017 2896602.13 this Agreement. Palisades, at no cost to the Town, shall dedicate, convey or obtain, as applicable, all rights-of-way, rights of entry, easements and/or other use rights, wherever located, as useful or necessary for the operation and maintenance of the Public Infrastructure Improvements as required by the Town. 8.9 Warranty. Palisades or its assignee shall give to the Town a one-year warranty for all Public Infrastructure Improvements or other such warranty as required by the Town Engineer, such warranty shall begin on the date that the Town accepts the Public Infrastructure Improvements as provided in this Section 8.9. Any material deficiencies in material or workmanship identified by Town staff during the one-year warranty period shall be brought to the attention of Palisades or its assignee that provided the warranty, which shall promptly remedy or cause to be remedied such deficiencies to the reasonable satisfaction of the Town. Continuing material deficiencies in a particular portion of the Public Infrastructure Improvements shall be sufficient grounds for the Town to require (A) an extension of the warranty for an additional one-year period, and (B) the proper repair of or the removal and reinstallation of, that portion of the Public Infrastructure Improvements that is subject to such continuing deficiencies. Regardless of whether the applicable warranty period has expired, Palisades agrees to repair any damage to the Public Infrastructure Improvements caused by Palisades' construction activities on the Property in respect of the Project. Nothing contained herein shall prevent the Town or Palisades from seeking recourse against any other third party for damage to the Public Infrastructure Improvements caused by such third party. 9. Default. If either Party fails to perform any obligation, and such Party falls to cure its nonperformance within 60 days after notice of nonperformance is given by the non - defaulting Party (the "Cure Period"), such Party will be in default. In the event of such default, the non -defaulting Party may terminate this Agreement and will have all remedies that are available to it at law or in equity including, without limitation, the remedy of specific performance. If the nature of the defaulting Party's nonperformance is such that it cannot reasonably be cured within 60 days, then the defaulting Party will have such additional periods of time as part of the Cure Period as may be reasonably necessary under the circumstances, provided the defaulting Party immediately commences to cure its nonperformance and thereafter diligently continues to completion the cure of its nonperformance. In no event shall any such Cure Period exceed 120 days. 10. General. 10.1 Notices and Recluests. Any notice or other communication required or permitted to be given under this Agreement shall be in writing and shall be deemed to have been duly given if: (A) delivered to the Party at the addresses set forth below; (B) deposited in the U.S. Mail, registered or certified, return receipt requested, to the address set forth below; or (C) given to a recognized and reputable overnight delivery service, to the address set forth below: If to Town: Town of Fountain Hills 16705 East Avenue of the Fountains. Fountain Hills, Arizona 85268 Attn: Town Manager Copperwynd Resort Expansion 7 Development Agreement — Fountain Hills - 2017 2896602.13 With a copy to: GUST ROSENFELD, P.L.C. One East Washington, Suite 1600 Phoenix, Arizona 85004-2553 Attn: Andrew J. McGuire If to Palisades: Palisades Resorts, LLC 13225 N. Eagle Ridge Drive Fountain Hills, Arizona 85268 Attn: William D. Hinz II With a copy to: ROSE LAW GROUP PC 7144 E. Stetson Drive, Suite 300 Scottsdale, Arizona 85251 Attn: Jordan R. Rose or at such other address, and to the attention of such other person or officer, as any Party may designate in writing by notice duly given pursuant to this Section. Notices shall be deemed received: (A) when delivered to the Party; (B) three business days after being placed in the U.S. Mail, properly addressed, with sufficient postage; or (C) the following business day after being given to a recognized overnight delivery service, with the person giving the notice paying all required charges and instructing the delivery service to deliver on the following business day. If a copy of a notice is also given to a Party's counsel or other recipient, the provisions above governing the date on which a notice is deemed to have been received by a Party shall mean and refer to the date on which the Party, and not its counsel or other recipient to which a copy of the notice may be sent, is deemed to have received the notice. 10.2 Amendment. No amendment or waiver of any provision in this Agreement will be binding (A) on the Town unless and until it has been approved by the Town Council and has become effective or (B) on Palisades unless and until it has been executed by an authorized representative. 10.3 Headings: References. The headings herein are inserted only as a matter of convenience and for reference and in no way define, limit or describe the meaning of any provision or the scope or intent of this Agreement nor in any way affect the terms and provisions hereof. 10.4 Time of the Essence. Time is of the essence with regard to performance under the terms and provisions of this Agreement, and any amendment, modification or revision thereof, with respect to the actions and obligations of each person bound by the terms hereof. 10.5 Attorney's Fees. If either Party commences an action against the other to interpret or enforce any of the terms of this Agreement or because of the breach by the other Party of any of the terms hereof, the losing Party shall pay to the prevailing Party reasonable attorney's fees, costs and expenses, including expert witness fees, incurred in connection with the prosecution or defense of such action. For the purpose of this Agreement, the terms "attorney's fees, costs and expenses" shall mean the fees and expenses of counsel to the Parties hereto, which may include printing, duplicating and other expenses, air freight charges, and fees billed for law clerks, paralegals, librarians and others not admitted to the bar but performing services under the supervision of an attorney. The term "attorneys' fees, costs and expenses" shall also include, without limitation, all such fees and expenses incurred with respect to appeals, arbitrations and bankruptcy proceedings, and whether or not any action or Copperwynd Resort Expansion 8 Development Agreement — Fountain Hills - 2017 2896602.13 proceeding is brought with respect to the matter for which said fees and expenses were incurred. 10.6 Recordation. This Agreement shall be recorded in its entirety in the Maricopa County Recorder's Office not later than 10 days after it is fully executed by Palisades and the Town. 10.7 Choice of Law, Venue and Attorneys' Fees. The laws of the State of Arizona shall govern any dispute, controversy, claim or cause of action arising out of or related to this Agreement. The venue for any such dispute shall be Maricopa County, Arizona, and each Party waives the right to object to venue in Maricopa County for any reason. Neither Party shall be entitled to recover any of its attorneys' fees or other costs from the other Party incurred in any such dispute, controversy, claim, or cause of action, but each Party shall bear its own attorneys' fees and costs, whether the same is resolved through arbitration, litigation in a court, or otherwise. 10.8 Good Standing; Authority. Each Party represents and warrants that it is duly formed and validly existing under the laws of the State of Arizona with respect to Palisades, or a municipal corporation within Arizona with respect to the Town and that the individuals executing this Agreement on behalf of their respective Party are authorized and empowered to bind the Party on whose behalf each such individual is signing. 10.9 Assignment. The provisions of this Agreement are binding upon and shall inure to the benefit of the Parties, and all of their successors in interest and assigns. The rights and obligations of Palisades under this Agreement may be transferred or assigned, in whole or in part, by written instrument, to any subsequent owner of all or any portion of the Property, without consent from the Town. Notice of any transfer or assignment in accordance with this paragraph shall be provided to the Town within 10 days of such transfer or assignment. If any such transfer occurs within 90 days after the Effective Date, and following such transfer Palisades' successor or assign requests substantial modifications to this Agreement, Palisades agrees its successor or assign shall be responsible to pay the Town's legal fees related to the requested changes to this Agreement. 10.10 Third Parties. No term or provision of this Agreement is intended to, or shall be for the benefit of any person or entity not a Party hereto, and no such other person or entity shall have any right or cause of action hereunder. 10.11 No Partnership. None of the terms or provisions of this Agreement shall be deemed to create a partnership between or among the Parties hereto in their respective businesses or otherwise, nor shall it cause them to be considered joint ventures or members of any joint enterprise. Each Party hereto shall be considered a separate owner, and no Party hereto shall have the right to act as an agent for another Party hereto, unless expressly authorized to do so herein or by separate written instrument signed by the Party to be charged. 10.12 Waiver. No delay in exercising any right or remedy shall constitute a waiver thereof, and no waiver of any breach shall be construed as a waiver of any preceding or succeeding breach of the same or any other covenant, or condition of this Agreement. No waiver shall be effective unless it is in writing and is signed by the Party asserted to have granted such waiver. Copperwynd Resort Expansion 9 Development Agreement — Fountain Hills - 2017 2896602.13 10.13 Further Documentation. The Parties agree in good faith to execute such further or additional instruments and documents and to take such further acts as may be necessary or appropriate to fully carry out the intent and purpose of this Agreement. 10.14 Fair Interpretation. The Parties have been represented by counsel in the negotiation and drafting of this Agreement and this Agreement shall be construed according to the fair meaning of its language. The rule of construction that ambiguities shall be resolved against the Party who drafted a provision shall not be employed in interpreting this Agreement. 10.15 Counterparts. This Agreement may be executed in counterparts, each of which shall be an original but all of which shall constitute one and the same instrument. 10.16 Computation of Time. In computing any period of time under this Agreement, the date of the act or event from which the designated period of time begins to run shall not be included. The last date of the period so completed shall be included unless it is a Saturday, Sunday or legal holiday, in which event the period shall run until the end of the next day which is not a Saturday, Sunday or legal holiday. The time for performance of any obligation or taking any action under this Agreement shall be deemed to expire at 5:00 p.m. (local time, Phoenix, Arizona) on the last day of the applicable time period provided herein. 10.17 Conflict of Interest. Pursuant to ARIz. REV. STAT. §§ 38-503 and 38-511, no member, official or employee of the Town shall have any personal interest, direct or indirect, in this Agreement, nor shall any such member, official or employee participate in any decision relating to this Agreement which affects his or her personal interest or the interest of any corporation, partnership or association in which he or she is, directly or indirectly, interested. This Agreement is subject to cancellation pursuant to the terms of ARIz. REV. STAT. § 38-511. 10.18 Severability. Every provision of this Agreement is and will be construed to be a separate and independent covenant. If any provision in this Agreement or the application of the same is, to any extent, found to be invalid or unenforceable, the remainder of this Agreement or the application of that provision to circumstances other than those to which it is invalid or unenforceable will not be affected by that invalidity or unenforceability. Each provision in this Agreement will be valid and will be enforced to the extent permitted by law and the Parties will negotiate in good faith for such amendments of this Agreement as may be necessary to achieve its intent, notwithstanding such invalidity or unenforceability. 10.19 Covenant of Good Faith. In exercising their rights and in performing their obligations pursuant to this Agreement, the Parties will cooperate with one another in good faith to ensure the intent of this Agreement can be attained. 10.20 Estoppel Certificate. Upon Palisades' written request, the Town will execute, acknowledge and deliver to Palisades and all parties identified by Palisades, including without limitation assignees, transferees, tenants, purchasers, investors, lenders, and mortgagees, a written statement certifying (A) that this Agreement is unmodified and in full force and effect (or, if there have been modifications , that this Agreement is in full force and effect, as modified, and stating modifications) and (B) whether there are any existing breaches or defaults by Palisades then known to the Town under this Agreement, and if so, specifying the same. The Town will deliver the statement to Palisades or such requesting party within 15 days after request. The Town acknowledges that any such assignee, transferee, tenant, purchaser, investor, lender, or mortgagee may rely upon such statement as true and correct. Copperwynd Resort Expansion 10 Development Agreement -- Fountain Hills - 2017 2896602.13 10.21 Runs with the Land. The covenants, conditions and restrictions in this Agreement create equitable servitudes upon every portion of the Property in favor of the Town. These covenants, conditions and restrictions run with the land and shall be prior, superior and non -subordinated to any and all encumbrances placed against the Property after this Agreement is recorded. 10.22 Exhibits. All exhibits attached hereto are incorporated herein by this reference as though fully set forth herein. IN WITNESS WHEREOF, the Parties have executed this Agreement as of the date first written above. TOWN: THE TOWN OF FOUNTAIN HILLS, an Arizona municipal corporation ryw_'�Rf a_-4-0� kVda M. Kava agh, Mayor ATTEST: Bevelyn J. Bendelr. Town Clerk ACKNOWLEDGEMENT STATE OF ARIZONA } ) ss. County of Maricopa ) On C�_, 2017, before me personally appeared Linda M. Kavanagh, the Mayor of the TOWN OF FOUNTAIN HILLS, an Arizona municipal corporation, whose identity was proven to me on the basis of satisfactory evidence to be the person who she claims to be, and acknowledged that she signed the above document on behalf of the Town of Fountain Hills. -SYS lr' JENNdFER LYONS r „M Nolary public Slate ul Arizona Ma+lcopa County Camrtarsclort Expires Apro 09, 2019 es Nojaiy Pub' (Affix notary seal here) [SIGNATURES CONTINUE ON FOLLOWING PAGE] Copperwynd Resort Expansion 11 Development Agreement — Fountain Hills - 2017 2&96602.13 Palisades: PALISADES RESORTS, LLC, a Delaware limited liability company By: Crown Rock Ventures LLC, an Arizona limited liability company By: illiam D. Hinz ll, Manager ACKNOWLEDGEMENT STATE OF ARIZONA ) ) ss. County of Maricopa ) On MLU -01 2-6) �, 2017, before me personally appeared William D. Hinz II, the Manager of Crown Rock Ventures, LLC, an Arizona limited liability company, as Manager of PALISADES RESORTS, LLC, a Delaware limited liability company, whose identity was proven to me on the basis of satisfactory evidence to be the person who he claims to be, and acknowledged that he signed the above document on behalf of Palisades Resorts, LLC_ Notary Public (Affix notary seal here) SHAWN HUETTNER Public - Slate ad nrimna MAR@COPA COUNTY My Commission Expires February 15, 2020 Copperwynd Resort Expansion 12 Development Agreement — Fountain Hills - 7017 2896642.13 EXHIBIT A TO DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC [Legal Description of the Property] See following pages. Copperwynd Resort Expansion Development Agreement — Fountain Hills - 2017 2896642,13 DESCRIPTION PARCEL NO. 1 LOT 1 AND TRACT "A" COPPERWYND - FOUNTAIN HILLS, ACCORDING TO BOOK 460 OF MAPS, PACE 8, RECORDS OF MARICOPA COUNTY, ARIZONA. EXCEPT ALL OIL, VASES AND OTHER HYDROCARBON SUBSTANCES, COAL, STONE, METALS, FOSSILS AND FERTILIZERS OF EVERY NAME AND DESCRIP770N; TOGETHER WITH ALL URANIUM, THORIUM, OR ANY OTHER MATERIAL WHICH IS OR MAY BE DETERMINED TO BE PECULIARL Y ESSENTIAL TO THE PRODUCTION OF FISSIONABLE" MA TERIALS, WHETHER OR NO T OF COMMERCIAL VA UE AS RESERVED B Y DEED RECORDED IN DOCUMENT NO. 85-347787, PARCEL NO. TRACTS J, K AND P, CORDILLERA AT COPPERWYND, ACCORDING TO BOOK 483 OF MAPS, PAGE 8, RECORDS OF MARICOPA COUNTY, ARIZONA, AND THEREAFTER AFFIDAVITS OF CORRECTION RECORDED IN DOCUMENT NO. 98-1112195, DOCUMENT NO. 2001-0906959 AND DOCUMENT NO, 2002-0695742. EXCEPT ALL OIL, GASES AND OTHER HYDROCARBON SUBSTANCES, COAL, STONE, METALS, FOSSILS AND FER TIL IZERS OF EVERY NAME AND DESCRIPTION, TOGETHER WITH ALL URANIUM, THORIUM, OR ANY OTHER MATERIAL WHICH IS OR MAY BE DETERMINED TO BE PECULIARLY ESSENTIAL TO THE PRODUCTION OF FISSIONABLE MATERIALS, WHETHER OR NOT OF COMMERCIAL VALUE AS RESERVED BY DEED RECORDED IN DOCUMENT NO. 85-347787. PARCEL NO. 3 TRACT 1, CORDILLERA AT COPPERWYND, ACCORDING TO BOOK 483 OF MAPS, PAGE 8, RECORDS OF MARICOPA COUNTY, ARIZONA, AND THEREAFTER AFFIDA W TS OF CORRECTION RECORDED IN DOCUMENT NO. 98-1112195, DOCUMENT NO. 2001-0906959 AND DOCUMENT NO. 2002-0695742. EXCEPT ALL OIL, GASES AND OTHER HYDROCARBON SUBSTANCES, COAL, STONE, METALS, FOSSILS AND FERTILIZERS OF EVERY NAME AND DESCRIPTION; TOGETHER WITH ALL URANIUM, THORIUM, OR ANY OTHER MATERIAL WHICH IS OR MAY BE DETERMINED TO BE PECULIARLY ESSENTIAL TO THE PRODUCTION OF ,FISSIONABLE MA TERIAL S, WHETHER OR NOT OF COMMERCIAL VALUE AS RESERVED BY DEED RECORDED IN DOCUMENT NO. 85-347787. ` 1 L 1� t 91 t t � a _ Ca uwrtx ^ 123222'2' au RsP00.a0 B' irYu� dim ��'+ttiG4� w'...._, y �-iy 32 1x2�-4`�'-gym+,- i {. Q yLi � f � P�/ftCEO a w�':2Zf G7 u C}I x1 '�' 1, S • a,SiObY 76' k 1 \� WTI ° Q\ r 1 ` A- r cT Vk _ L ¢.3w R R-M Lj w 15 , 1� Y ssixara `21'12 J> �, nl (�inu�iavr ue oiifM'1 e �'i�' 3d" /' � R 8+TW C I-.. All —11-16 o-uTdsl• t(.i 1 L e R-13092' e t-nsaY Lti, _C6pPER17 .ro. � ! Copper ynd Resod Existing Corditions pm'rEa�oi� CO P P E R'W Y N D Conceptual Planning Package nuen■IEPar' erg RESORT & CLUB o x' a' ria im• EXHIBIT B-1 TO DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC [Conceptual Site Plan for the Property] See following pages. Copperwynd Resort Expansion Development Agreement — Fountain Hills - 2617 2895602.13 '*' D� l \ { x I 'W�.yy � - .� '•1 ^;NTS ` • � � � • y o �4( _ � N Roo Win9'North e' • > ` t`. V Arra. o M'I G` k � ' ► - A" ... 1 x. a\1 G { ` t 01Bike utf�itter / Existing, Y � n � • Iubhouse 1� A �•` To Remal ` ,Arrival Q, • _ t - q5 �-'°;;,,�� A''� .moi ( , r , r yo li .Member' + Lanptl a 'Y f a +. `" .{!`: Parking w, `T •.,� _ ��"•x - � ' c _ Entry � .e a t/-1110 keys be rship Ercp<en`Si9n ♦- t� � �. I Fer.�hLea � .� 6,1 'I �� � .�.•i. � raN Area of ♦,�- � f r .044 tr � i '� '►" ..� 'R �'f't `.:, . s`� Rbom Wing #p n[ng,, rte, L Tennis[ r`^"+rsu 5�''� `t _Meeting !Banquet Space + sf�+/- of 6ehi "�.tet �� � -..• i1 ti Irne6ting Spaa -' . - >'ark, .g'k, - .- +�-�,;'.,, x _ 'Structure E. Parking Data "ICe r� Arr l e trance 41%;Ys, 9n Srte Parltiazg: 211 spaces 't ,r tea" Lo.aled tYmugM10 tlhe site r - Garage,. 321 spaces (i 40 ,4o[7 Lam— B11D4 spaces x v t p1 a TR4Crd L li &5 spapes.6valet x ` �'•f)PPEp Level2104 spaces G vsfet v� _moi:..,• C _ — . -2 Top (Plaza L)-,): YB spaces @. 4 �.••- "TpAff' ._. I: large event tens s p.v rIg = 40 additi—I I yT ��li�.. q - T -• tl` i��- Lam! -- Overall Site Total :347 spaces (+40 vale[on terms avaitabial t ._ - /WP Coppelwynd Resort •Mx h. —� Overall Site Plan I Phases 1, 2 & 3 lr CQ P P E R WY N D Conceptual Punning Package iylR�Partper5 RESOR1 a CLUB 0, � '0' EXHIBIT B-2 TO DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC [Phasing Plan for the Property] See following pages. Copperwynd Resort Expansion Development Agreement — Fountain Hills - 2017 2896602.13 • aB_5 7 _ a .� Fiase 1 m oimk in�g1 2 kys F �, and sit amenitie 'cisting HousMain e Y + h8s`@ 2 +/'FO keys Mem`bership�Expan ion °• Faciliti m. • msone� la f ��;1 Parking G' age & Po` [ t • q,•.x A. Phase 7 �� t Convention Space •' `J r'r Za fe t j Tn iA 6`, \+D I P .N frb-IS-al5 ~, DPPE - 7f7A(.7P /r-� ♦ ' �ti J � . }.�_ Ltd rvs.n .AF l��s+ ♦t h % 5 _� � `tom _ L�3 - - jr— Copper ynd Resort Phasing Plan Conceptual Planning Package Allen ILIU..r[ners Co P P E R W Y N D RESORT & CLUB EXHIBIT B-3 TO DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC [Phase 1 Detail for the Property] See following pages. Copperwynd Resort Expansion development Agreement — Fountain Hills - 2017 2896602,13 , P:. � til ,4Ta � � � ry {. •~ { y_' ` v t •- '-.L n `'^ .. {: � �. m W1 It i• '� ` 4 I in eo ins ^ Lk ' 'i •� 1 �',._ „y' , ,•. SFT, `I'.` !�� t#� . [, •'tom `\�.�. '�rrri, ,y„ { �s 1 fir � E tnr7 Parkit�gr aafksr;,.� t�+n f Banquet= 07 - o, beMin • r _ 1 €ng space ,s l r • d 1 ' • j I_�.� _ __. __ ` _...� ..� ., •�. -�v.< w `. � the `� "•�;ti Park .q Y41d: +89 hPBCbB m GI bde -AQ valet ca,i�Gb spRY.iOI rrcr-nrukirP Total P&Ming Pto Nded: Capperwynd ReW Iwo V.qi �� W n Phase One Site Plan „ [ O P P E R W Y N D" ConceptuaP Punning PaCkage RESORT a Clue 4' x' O- To 169. EXHIBIT B-4 TO DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC [Phase 2 Detail for the Property] See following pages. Copperwynd Resort Expansion Development Agreement — Fountain Hills - 2017 2896602.13 ro P •H - - `P{hase M R • o.m ing 128keys. sit esrm enit`ii S. ' ' f Nit , - �, Bike Outfitter /,. _ `� p��»� � �� • k i rl tet` EZXistlll.g IiabflousEl j r C Member*. a � nhry Phase 2 .f� esti s ` +J keys Mem bershipEzpan 'i.q,ro tr lities \ t Ae:mnis 1 W. Parking` Gs.es `?tel r Parking oe �► R._ ! C ZiY \ i Phase 1 Workkorce \ Parki'ng`I nvehtion Spacer of behim;ti door etingtispace Perking Yield: 711 spaces an Grade s4&-1.1. pHCe5 special even: parking TOt&1 Parking P—ldeidi 25 spaces Coppelwynd Resort pans a.roax.uww. Phase Two Site Plan CO P P R W Y N D Conceptual Planning Package Ailenoli RESORT & CLUB��- EXHIBIT B-5 TO DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC [Phase 3 Detail for the Property] See following pages. Copperwynd Resort Expansion Development Agreement — Fountain Hills - 2017 2856602.13 lr i P*hase 1 , s "°' ` .13 • otim. Wing 12 I e"ys ` and, sit. amen ties Q 1 EXlistlflg �> � CNulph-66se Tolemain zr= < <f g Phase +br60 keys fed Mem,l5ershjp.Ezpan lion j + bl1 eFa'ciliti s - •,�` �j, �-- -s�• C1 1l r ,�17. Phase 3a okeys Parking Garage &Pol` rea IS\ • ' �r'l \ Lsr '~ �Y Phase 1 I . Convention Space i t A> �! - PGS€is�r�'�[t"� .. �ta Zic�rw• moll COpPEFqW�'�D 1p�fJlY�� J� 'Z°'- . — 1 pr _ -Lfi QMO G' �TRDh'- ® J ® Iv 7tiy Lf5 -- ll firae� .w._ : i� 1 Y 1 f V� rFJLGGl� "999••-- Copperwynd Resort n.ewk.eue. u. Phasing Plan 0°J�dl�l CO P P E R'W Y N D Conceptual Planning Package Aller partners RESORT & CLUB !X,' �� EXHIBIT B-6 TO DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC [Phase 1 Conceptual Elevation Detail] See following pages. Copperwynd Resort Expansion Development Agreement — Fountain Hills - 2017 2896602.13 R�llllllll! AMC Existing Hotel Wing & Clubhouse _ h Proposed Phase 1 Hotel Wing & Clubhouse r' Hotel Arrival y- Phase 1 Massing Imagery CO P P E R W Y N D Conceptual Planning Package RESORT A CLUB Coppe ynd Resort not i Di1 I 61-] iJWn P.,t—,s Guest Wing Looking South MU� ral r Arrival Looking North Convention Space Arrival --IC - Phase 1 Massing Imagery C©P P E R W Y N D Conceptual Planning Package RESOR7 3 CLUB Copperorynd Rr orf a141A East Elevation 'q'oer'LImm- West Elevation East Facing Rooms Phase 1 Massing Imagery CO P P E R W Y N D Conceptual Planning Package RESORT & CLUB Copperwynd Resod P'J 1613]1] Allen � Panners EXHIBIT B-7 TO DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC [Phase 2 Conceptual Elevation Detail] Copperwynd Resort Expansion Development Agreement — Fountain Hills - 2017 2896692.13 East Elevation r �r F -<r nr r-ar East Side from Lawn CoPPerwynd Resort Phase 2 Massing Imagery CO P P E R W Y N D Conceptual Planning Package RESORT & CLUB EXHIBIT B-8 TO DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC [Phase 3 Conceptual Elevation Detail] Copperwynd Resort Expansion Development Agreement — Fountain Hills - 2017 2896602.13 Southwest Site Corner y IFFIN ,_.__ 0 Room Wing Above Canfe-, Ccpper ynd Resort Phase 3 Massing Imagery CO P P E R W Y N D Conceptual Planning Package Allen EMR.,T E RESORT & CLUB EXHIBIT C TO DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC [Parking Study] See following pages. Copperwynd Resort Expansion Development Agreement _ f=ountain Hills - 2017 2896602.13 COPPERWYND RESORT EXPANSION PARKING STUDY 2nd Submittal 13225 N. Eagle Ridge Drive Fountain Hills, Arizona Prepared By: CivTech CIVTech, Inc. 10605 North Hayden Road Suite 140 Scottsdale, Arizona 85260 (480) 659-4250 Prepared for: Palisades Resorts, LLC 13225 N. Eagle Ridge Dr Fountain Hills, AZ 85288 For Submittal to: Town of Fountain Hills March 2017 CivTech Project No. 17-0210 Expires 12-31 —2018 CopperWynd Resort— Fountain Hills, Arizona Parking Study TABLE OF CONTENTS EXECUTIVESUMMARY................................................................................................1 INTRODUCTION............................................................................................................. 3 EXISTING CONDITIONS................................................................................................ 3 EXISTING LAND USE..........................................................•.................................3 EXISTING PARKING...................................................................................... ...... 3 PROPOSED HOTEL PROGRAMMING..........................................................................7 PROPOSED SITE PLAN AND LAND USE............................................................. 7 PROPOSED PARKING PROVIDED.......................................................................7 PROPOSED PARKING MODEL.................................................................................... 8 TOWN OF FOUNTAIN HILLS REQUIREMENTS PER ZONING ORDINANCE ...... 8 PARKING REDUCTIONS....................................................................................... 8 SHARED PARKING ANALYSIS............................................................................11 COMPARISON TO OTHER RESORTS........................................................................13 HOTEL PARKING PER ITE PARKING GENERATION...............................................14 CONCLUSIONS AND RECOMMENDATIONS............................................................. 15 LISTOF REFERENCES...............................................................................................17 TECHNICAL APPENDICES.........................................................................................18 C i v T e c h March 2017 CopperWynd Resort— Fountain Hills, Arizona Parking Study LIST OF TABLES Table 1: Club Member Attendance.............................................................................. 3 Table 2: Existing Parking Counts............................................................................... 5 Table 3: Existing Parking Counts............................................................................... 5 Table 4: Existing Hourly Parking Demand — Thursday February 2, 2017 ................ 6 Table 5: Existing Hourly Parking Demand — Saturday February 4, 2017 ................. 6 Table 6: Proposed Hotel Programming...................................................................... 7 Table 7: Proposed Parking Provided.......................................................................... 7 Table 8: Town of Fountain Hills Ease Requirements per Ordinance- Phase 3 ....... 8 Table 9: Reduction in Peak Parking Demand — Phase 1 (128 Rooms) ..................... 9 Table 10: Reduction in Peak Parking Demand — Phase 2 (188 Rooms).................10 Table 11: Reduction in Peak Parking Demand — Phase 3 (300 Rooms).................11 Table 12: Shared Parking Analysis Results.............................................................12 Table 13: ITE Weekday Peak Period Parking Generation -Hotel .............................14 LIST OF FIGURES Figure1: Vicinity Map...................................................................................................4 CivTech ii March 2017 5 CopperWynd Resort — Fountain Hills, Arizona Parking Study EXECUTIVE SUMMARY GivTech has been retained to prepare a Parking Study for the CopperWynd Resort expansion in Fountain Hills, Arizona. A parking study has been prepared to analyze the needs of the CopperWynd Resort with the proposed redevelopment. Redevelopment is proposed in phases and will consist of a total of 300 rooms and 9,850 square feet of banquet/meeting space at full build -out (Phase 3). A restaurant and fitness/tennis club are currently on-site and will remain with the redevelopment. The following conclusions and recommendations have been documented in this study: ➢ Renovations to the CopperWynd Resort is planned in phases. Phase one will include adding resort rooms to the northern part of the property resulting in a total of 128 rooms. As part of Phase 1, 9,850 square feet of ballroom and meeting space will be constructed. The restaurant space will remain the same at 2,563 square feet. Phase 2 will add 60 rooms for a total of 188 rooms. Full build- out/Phase 3 will result in a total of 300 resort rooms. The parking demand for the existing restaurant and fitness/tennis club is included in the existing parking counts, which are utilized in the shared parking model. Off-site patronage of the restaurant and club is not expected to increase with the hotel expansion. ➢ Per the existing parking counts that were collected, the existing ratio of spaces per room for hotel guest parking was 0.62 spaces per room (18 parking spaces/29 rooms=0.62). Therefore, the parking demand for the guest rooms can be estimated to be less than the Town of Fountain Hills requirement of 1 space per room when calculating parking spaces for guests only. The employee and banquet/meeting space is calculated separately in this analysis per the Town's ratios. Off-site patronage of the restaurant and club is not expected to increase with the hotel expansion. As a result, the existing hourly parking counts for the members/restaurant collected on a weekday and Saturday are utilized in the parking model. Phase 1 ➢ Per the shared parking analysis, the peak parking demand for Phase 1 is 200 spaces on a weekday and 228 spaces on a Saturday. This parking demand is based on 100% occupancy and a full event. 199 parking spaces are provided during Phase 1 (including 40 on the tennis courts). The provided parking spaces will be sufficient for typical hotel operations. Per an extensive study that GivTech completed for a valley resort, parking can be increased by 15% when providing full valet service. Therefore, when full occupancy and a large event occur, full valet service must be implemented 24 -hours in advance to handle the extra parking. During full valet service, designated parking spaces for club members should be separated from the valet operations. CIVTech 1 March 2017 CopperWynd Resort— Fountain Hills, Arizona Parking Study Phase 2 ➢ Per the shared parking analysis, the peak parking demand for Phase 2 is 233 spaces on a weekday and 261 spaces on a Saturday. This parking demand is based on 100% occupancy and a full event. 251 parking spaces are provided during Phase 2 (including 40 on the tennis courts). The provided parking spaces will be sufficient for typical hotel operations and is only short 10 spaces on a weekend with full occupancy and a large event. When full occupancy and an event occur, partial valet service must be implemented 24 -hours in advance to handle the extra parking. During valet service, designated parking spaces for club members should be separated from the valet operations. Phase 3 ➢ Per the shared parking analysis, the peak parking demand for Phase 3 is 311 spaces on a weekday and 326 spaces on a Saturday. This parking demand is based on 100% occupancy and a full event. 347 parking spaces are provided for Phase 3 at full build -out. In addition, there is an option of 40 spaces on the tennis courts. The provided parking spaces at Phase 3 are sufficient to handle full operation of the resort. Comparison Table Y A comparison table of parking provided at similar resorts is included in Appendix F. Per the table, of the eight comparison resorts in Arizona, the average parking supply ratio is 1.30 parking spaces per key. The proposed CopperWynd Resort will have a parking supply ratio of 1.55 spaces per key in Phase 1, 1.34 spaces per key in Phase 2, and 1.16 spaces per key (not including tennis courts) in Phase 3. 9 It is important to note that the average meeting/banquet space of the comparison resorts is 34,400 square feet, whereas the CopperWynd Resort is proposed with only 9,850 square feet of meeting/banquet space. It can be concluded that the lower meeting/banquet space would result in a lower parking demand per room count. The resorts with reported parking problems have significantly more meeting/banquet space and a low ratio of parking per KSF of meeting space (14.1 and 5.7). The CopperWynd Resort will consist of parking per KSF of meeting/banquet space ratios of 20.2, 25.5, 35.2 in Phase 1, Phase 2, and Phase 3 respectively. Per the Fountain Hills Conference Resort & Spa Parking Study, 25 parking spaces per KSF of meeting/banquet space is recommended. The CopperWynd Resort provides this ratio in Phase 2 and Phase 3. Full valet can be implemented if necessary during Phase 1 to accommodate large events. C i NTech 2 March 2017 ti/ CopperWynd Resort — Fountain Hills, Arizona Parking Study INTRODUCTION CivTech has been retained to prepare a Parking Study for the CopperWynd Resort expansion in Fountain Hills, Arizona. A location map is provided in Figure 1. A parking study has been prepared to analyze the needs of the CopperWynd Resort with the proposed redevelopment. Redevelopment is proposed in phases and will consist of a total of 300 rooms and 9,850 square feet of banquet/meeting space at full build -out. A fitness and tennis club is currently on-site and will remain with the redevelopment. EXISTING CONDITIONS EXISTING LAND USE The CopperWynd Resort is located at 13225 N. Eagle Ridge Road situated in the McDowell Mountains in Fountain Hills, Arizona. The existing resort and club comprises 32 resort rooms, a restaurant and a spa/fitness/tennis club. The club currently has approximately 300 members. Some of the members walk from the surrounding neighborhood. A site plan of the existing resort is included in Appendix B. EXISTING PARKING The existing site provides 193 parking spaces. An existing parking count was conducted by CivTech on Thursday February 2 and Saturday February 4. The parking count was separated into three areas (A, B & C). The upper lot, A, is mostly hotel parking. The middle lot, B, is where most of the club members and restaurant patrons park and the lower lot, C, is for employees. A member meeting was conducted at 9:00 AM on Thursday February 2, thus increasing the typical member parking demand during the morning. Member attendance on Thursday February 2 was provided by the resort and is summarized in Table 1. Table 1: Club Member Attendance Thursday 2!2117 Drivers Walkers Total Morning (special members meeting) 33 11 44 Midday 11 6 17 Evening 6 0 6 CivTech 3 March 2017 0 5ource: CivTech 2017 S ITE C©p�erwYn�' fir. X Shed Blvd, Figure is Vicinity Map CivTech CopperWynd Resort — Fountain Hills, Arizona Parking Study Table 2 summarizes the occupancy rates that was obtained from the hotel on the day of the parking counts Table 2: Existing Parking Counts Date Rooms Guests Occupancy 211117 29 51 83% 212/17 29 54 83% 2/3/17 20 38 57% 2/4/17 17 29 49% Per the data, the average room occupancy is 1.8 persons per room. The parking counts are included in Appendix C and summarized in Table 3. Table 3: Existing Parking Counts Scenario Thursday Februa 2, 2(}17 Saturday Februa 4, 2017 Upper Parking Lot A(Mostly Hotel 18 spaces at 2:00 PM 28 spaces at 7:00 PM Middle Parking Lot B Club/Restaurant 31 spaces 43 spaces at 2:00 PM at 7:00 PM Lower Parking Lot C (Employee) 27 spaces 11 spaces at 2:00 PM at 7:00 PM Total Resort & Club Peak Parking Demand 76 spaces at 2:00 PM 82 spaces at 7:00 PM As indicated in Table 3, the maximum parking demand for the combination of resort, restaurant, and club on a weekday was 76 spaces at 2:00 PM. On Saturday, the maximum parking demand for the combination of resort, restaurant, and club was 82 spaces at 7:00 PM. Based on parking in the middle lot, B, the approximate peak parking demand for restaurant/club members on a weekday was 44 spaces and occurred at 9:00 AM during a member meeting. On Saturday, the approximate peak parking demand for restaurant/club members was 52 spaces at 10:00 AM per the count in the middle lot, B. Per the hotel, most members and restaurant patrons park in Lot B. Lot A had a larger parking demand on a Saturday evening most likely due to restaurant patrons. In order to account for this existing restaurant parking, the total of Lot A & Lot B was utilized minus the estimated hotel parking. The hotel parking on Saturday was estimated to be 14 parking spaces per the 6:00 AM count in Lot A. The resulting Club/Restaurant hourly parking demand utilized in the study are summarized in Table 4 for a weekday and in Table 5 on a Saturday. CIVTTech 5 March 2017 CopperWynd Resort— Fountain Hills, Arizona Parking Study Table 4: Existing Hourly Parking Demand — Thursday February 2, 2017 Beginning Hour Hotel Guest Member/Restaurant Employee Total 6:00 AM 18 8 1 27 7:00 AM 16 20 2 38 8:00 AM 15 33 10 58 9:00 AM 13 44 15 72 10:00 AM 9 36 23 68 11:00 AM 11 35 26 72 12:00 PM 11 35 26 72 1:00 PM 11 24 23 58 2:00 PM 18 31 27 76 3:00 PM 14 25 28 67 4:00 PM 10 27 24 61 5:00 PM 9 25 21 55 6:00 PM 10 34 16 60 7:00 PM 15 36 10 61 8:00 PM 18 17 8 43 9:00 PM 14 14 6 34 Table 5: Existing Hourly Parking Demand — Saturday February 4, 2017 Beginning Hour Hotel Guest Mem berlRestaurant Employee Total 6:00 AM 14 2 1 17 7:00 AM 14 8 4 26 8:00 AM 10 17 6 33 9:00 AM 8 49 11 68 10:00 AM 10 52 13 75 11:00 AM 8 40 18 66 12:00 PM 11 20 17 48 1:00 PM 9 25 18 52 2:00 PM 11 28 21 60 3:00 PM 6 28 23 57 4:00 PM 7 26 16 49 5:00 PM 10 19 18 47 6:00 PM 14 49 15 78 7:00 PM 14 57 11 82 8:00 PM 14 43 12 69 9:00 PM 14 41 6 61 CiVTech 6 March 2017 CopperWynd Resort— Fountain Hills, Arizona Parking Study PROPOSED HOTEL PROGRAMMING PROPOSED SITE PLAN AND LAND USE Renovations to the CopperWynd Resort is planned in phases. Phase one will include adding resort rooms to the northern part of the property resulting in a total of 128 rooms. As part of Phase 1, 9,850 square feet of ballroom and meeting space will be constructed. The restaurant space will remain the same at 2,563 square feet. Phase 2 will add 60 rooms for a total of 188 rooms. Full build-out/Phase 3 will result in a total of 300 resort rooms. The parking demand for the existing restaurant and club is included in the existing parking counts, which will be utilized in the shared parking model. Off-site patronage of the restaurant and club is not expected to increase with the hotel expansion. Table 6 summarizes the proposed hotel programming. Table 6: Proposed Hotel Programming PROPOSED PARKING PROVIDED The current plan is to complete the expansion in three phases. A parking garage is proposed with Full Build -out. Table 7 summarizes the proposed parking per each phase. Table 7: Proposed Parking Provided Scenario Spaces Phase 3 Land Use Phase 1 Phase 2 Full Build -out Total Resort Rooms 128 rooms 188 rooms 300 rooms Meeting/Banquet Space 9,850 SF 9,850 SF 9,850 SF Restaurant 159 40 0 (accounted for in existing parking counts) 2,563 SF 2,563 SF 2,563 SF 40 Remains as Remains as Remains as Spa, Fitness & Tennis Club existing with --300 existing with -300 existing with --300 300 members members members members PROPOSED PARKING PROVIDED The current plan is to complete the expansion in three phases. A parking garage is proposed with Full Build -out. Table 7 summarizes the proposed parking per each phase. Table 7: Proposed Parking Provided CIVTech 7 March 2017 Number of Provided Parkin Spaces Optional Valet on Scenario Surface Tennis Courts Garage Total 159 plus 40 on tennis Phase 1 159 40 0 courts for large event 211 plus 40 on tennis Phase 2 211 40 0 courts for large event 347 plus 40 on tennis Phase 3 26 40 321 courts for large event CIVTech 7 March 2017 CopperWynd Resort-- Fountain Hills, Arizona Parkinq Stud PROPOSED PARKING MODEL TOWN OF FOUNTAIN HILLS REQUIREMENTS PER ZONING ORDINANCE Base parking requirements were calculated per the Town of Fountain Hill's Zoning Ordinance (Chapter 7) for the proposed hotel programming and is summarized in Table 5. Per the base requirements, the proposed expansion at full build -out requires 548 parking spaces. The requirements are included in Appendix D. Table 8; Town of Fountain Hills Base Requirements per Ordinance- Phase 3 Land Use Size Required Ratio Required Spaces Guest Rooms 300 rooms 1 space per 1 room 300.00 Employees 99 em t>> 1 space per 2 emp 49.5 Private golf clubs, swimming, and tennis clubs 300 members 1 space per 5 members 60.00 Restaurant 2,653 SF 1 space per 50 SF 51-26 Conference/Meeting 9,850 SF 1 space per 4 ersons 98.50 Total 560.00 1. 0.33 emp/room was assumed as recommended in ULI Shared Parking, 2nd Edition. 2. Per ULI Shared Parking, 2nd Edition, a 90th percentile event has a density of 40 persons per 1,000 SF. The 'Shared Parking' in Chapter 18 of the Town of Fountain Hills Zoning Ordinance is designed for the Town Center Commercial Zoning district, and not relevant for the different uses of a hotel/resort. For instance, percentages for member club & meeting rooms/ballrooms are not included in the Town's shared parking model. For this analysis, the ULI Shared Parking, 2nd Edition and ITE Parking Generation were utilized for hourly percentages in a Shared Parking Model for the resort, which is discussed in a later section. PARKING REDUCTIONS Per the existing parking counts that were collected, the existing ratio of spaces per room for hotel guest parking was 0.62 spaces per room (18 parking spaces/29 rooms=0.62). Therefore, the parking demand for the guest rooms can be estimated to be less than the Town of Fountain Hills requirement of 1 space per room when calculating parking spaces for guests only. The employee and banquet/meeting space is calculated separately in this analysis per the Town's ratios. As discussed earlier, off-site patronage of the restaurant and club is not expected to increase with the hotel expansion. As a result, the existing hourly parking counts for the club members/restaurant collected on a weekday and Saturday are utilized in the parking model. CivTech 8 March 2017 %/ CopperWynd Resort — Fountain Hills, Arizona Parking Study The mode split is the percentage of persons arriving at a destination in different modes of transportation. A portion of hotel and event guests and employees will arrive by taxi, shuttle, or ride share companies and need to be accounted for in the parking model. With the resort expansion, a hotel airport shuttle and a shuttle to surrounding attractions will be advertised and provided to the hotel guests. The reductions are summarized in Table 9, Table 10, and Table 11 for Phase 1, Phase 2, and Phase 3 respectively. Table 9: Reduction in Peak Parking Demand — Phase 1 (128 Rooms) 1. Per existing data, the hotel currently has 1.8 persons per room. 2. 0.33 emp/room was assumed as recommended in ULi Shared Parking, 2nd Edition. 3. Per ULi Shared Parking, 2nd Edition, a 90th percentile event has a density of 40 persons per 1,000 SF. 4. Utilization accounts for hotel occupancy, which is assumed as 100% for this parking model. 5. % Using personal vehicles accounts for Modal Split (The percentage is those guests arriving by personal/rental vehicles. The other guests arrive via other transportation such as taxi, ride sharing companies, or shuttle.) 6. Vehicle occupancy rate accounts for carpooling (including guests in separate rooms sharing a personal/rented vehicle) The resulting ratio for guest parking is 0.625 (80.03 spaces/128 rooms=0.625), which corresponds to the existing data for the hotel. The other hotel uses, including employees, are calculated separately. CiwTech 9 March 2017 % Using Personal/Rental Vehicle Base % Utilization/ Vehicles Occupancy Peak Parking Use Demand Occu anc (4) Modal S lit (5) Rate(6) Demand 128 Guest 230.4 Roomsguests(') 100% 1 66% 1 1.9 1 80.03 Town of f=ountain Hills Ratios Employees 42.24 em (2) 1 space per 2 employees 21.12 Ballrooms & Meeting 394.00 Space attandees(3) 1 space per 4 persons 98.5 Existing Parking Counts Restaurant Weekday: 44 & Club Existing Data Weekend: 57 Weekday: 244 TOTAL Weekend:257 1. Per existing data, the hotel currently has 1.8 persons per room. 2. 0.33 emp/room was assumed as recommended in ULi Shared Parking, 2nd Edition. 3. Per ULi Shared Parking, 2nd Edition, a 90th percentile event has a density of 40 persons per 1,000 SF. 4. Utilization accounts for hotel occupancy, which is assumed as 100% for this parking model. 5. % Using personal vehicles accounts for Modal Split (The percentage is those guests arriving by personal/rental vehicles. The other guests arrive via other transportation such as taxi, ride sharing companies, or shuttle.) 6. Vehicle occupancy rate accounts for carpooling (including guests in separate rooms sharing a personal/rented vehicle) The resulting ratio for guest parking is 0.625 (80.03 spaces/128 rooms=0.625), which corresponds to the existing data for the hotel. The other hotel uses, including employees, are calculated separately. CiwTech 9 March 2017 CopperWynd Resort — Fountain Hills, Arizona Parking Study Table 10: Reduction in Peak Parking Demand — Phase 2 (188 Rooms) 1. Per existing data, the hotel currently has 1.8 persons per room. 2. 0.33 emp/room was assumed as recommended in ULI Shared Parking, 2nd Edition. 3. Per ULI Shared Parking, 2nd Edition, a 90th percentile event has a density of 40 persons per 1,000 SF. 4. Utilization accounts for hotel occupancy, which is assumed as 100% for this parking model. 5. % Using personal vehicles accounts for Modal Split (The percentage is those guests arriving by personal/rental vehicles. The other guests arrive via other transportation such as taxi, ride sharing companies, or shuttle.) 6. Vehicle occupancy rate accounts for carpooling (including guests in separate rooms sharing a personal/rented vehicle) The resulting ratio for guest parking is 0.625 (117.55 spaces/188 rooms=0.625), which corresponds to the existing data for the hotel. The other hotel uses, including employees, are calculated separately. civTec 1 10 March 2017 %I/ % Using Personal/Rental Vehicle Base % Utilization/ Vehicles Occupancy Peak Parking Use Demand Occu anc (4) Modal S lit (5) RateM Demand 188 Guest 338.4 Roomsguests(') 1 100% 1 66% 1.9 117.55 Town of Fountain Hills Ratios Employees 62.4 empm 1 space per 2 employees 31.02 Ballrooms & Meeting 394.00 Space attandees(3) 1 space per 4 persons 98.5 Existing Parking Counts Restaurant Weekday: 44 & Club Existin2 Data Weekend: 57 Weekday: 292 TOTAL Weekend: 305 1. Per existing data, the hotel currently has 1.8 persons per room. 2. 0.33 emp/room was assumed as recommended in ULI Shared Parking, 2nd Edition. 3. Per ULI Shared Parking, 2nd Edition, a 90th percentile event has a density of 40 persons per 1,000 SF. 4. Utilization accounts for hotel occupancy, which is assumed as 100% for this parking model. 5. % Using personal vehicles accounts for Modal Split (The percentage is those guests arriving by personal/rental vehicles. The other guests arrive via other transportation such as taxi, ride sharing companies, or shuttle.) 6. Vehicle occupancy rate accounts for carpooling (including guests in separate rooms sharing a personal/rented vehicle) The resulting ratio for guest parking is 0.625 (117.55 spaces/188 rooms=0.625), which corresponds to the existing data for the hotel. The other hotel uses, including employees, are calculated separately. civTec 1 10 March 2017 %I/ CopperWynd Resort — Fountain Hills, Arizona Parking Study Table 11: Reduction in Peak Parking Demand — Phase 3 (300 Rooms) 1. Per existing data, the hotel currently has 1.8 persons per room. 2. 0.33 emplroom was assumed as recommended in ULI Shared Parking, 2nd Edition. 3. Per ULI Shared Parking, 2nd Edition, a 90th percentile event has a density of 40 persons per 1,000 SF 4. Utilization accounts for hotel occupancy, which is assumed as 100% for this parking model. 5. % Using personal vehicles accounts for Modal Split (The percentage is those guests arriving by personal/rental vehicles. The other guests arrive via other transportation such as taxi, ride sharing companies, or shuttle.) 6. Vehicle occupancy rate accounts for carpooling (including guests in separate rooms sharing a personal/rented vehicle) The resulting ratio for guest parking is 0.625 (187.58 spaces/300 rooms=0.625), which corresponds to the existing data for the hotel. The other hotel uses, including employees, are calculated separately. SHARED PARKING ANALYSIS Shared parking is defined as a parking space that can be used for two or more individual land uses without conflict. For instance, the individual land uses will have peaks at different times of the day and therefore can share parking spaces. To determine the total number of shared parking spaces required between different land uses, a shared parking model may be developed. Hourly percentages for each individual land use are utilized to estimate the overall peak parking demand accumulated for each hour of the day. The existing club member and restaurant hourly parking demand is also included in the shared parking analysis. The 'Shared Parking' in Chapter 18 of the Town of Fountain Hills Zoning Ordinance is designed for the Town Center Commercial Zoning district, and not relevant for the different uses of a hotel/resort. For instance, percentages for member club & meeting rooms/ballrooms are not included in the Town's shared parking model. C1VTech 11 March 2017 01. Using Personal/Rental Vehicle Base % Utilization/ Vehicles Occupancy Peak Parking Use Demand Occu anc (4) Modal Split (5) Rate(6) Demand 300 Guest 540 Rooms uests0) 100% 66% 1.9 187.58 Town of Fountain Hills Ratios Employees 99 em (2) 1 s ace per 2 employees 49.5 Ballrooms & Meeting 394.00 Space attandees(3) 1 space per 4 persons 98.5 Existing Parking Counts Restaurant Weekday: 44 & Club Existin2 Data Weekend: 57 Weekday: 380 TOTAL Weekend: 393 1. Per existing data, the hotel currently has 1.8 persons per room. 2. 0.33 emplroom was assumed as recommended in ULI Shared Parking, 2nd Edition. 3. Per ULI Shared Parking, 2nd Edition, a 90th percentile event has a density of 40 persons per 1,000 SF 4. Utilization accounts for hotel occupancy, which is assumed as 100% for this parking model. 5. % Using personal vehicles accounts for Modal Split (The percentage is those guests arriving by personal/rental vehicles. The other guests arrive via other transportation such as taxi, ride sharing companies, or shuttle.) 6. Vehicle occupancy rate accounts for carpooling (including guests in separate rooms sharing a personal/rented vehicle) The resulting ratio for guest parking is 0.625 (187.58 spaces/300 rooms=0.625), which corresponds to the existing data for the hotel. The other hotel uses, including employees, are calculated separately. SHARED PARKING ANALYSIS Shared parking is defined as a parking space that can be used for two or more individual land uses without conflict. For instance, the individual land uses will have peaks at different times of the day and therefore can share parking spaces. To determine the total number of shared parking spaces required between different land uses, a shared parking model may be developed. Hourly percentages for each individual land use are utilized to estimate the overall peak parking demand accumulated for each hour of the day. The existing club member and restaurant hourly parking demand is also included in the shared parking analysis. The 'Shared Parking' in Chapter 18 of the Town of Fountain Hills Zoning Ordinance is designed for the Town Center Commercial Zoning district, and not relevant for the different uses of a hotel/resort. For instance, percentages for member club & meeting rooms/ballrooms are not included in the Town's shared parking model. C1VTech 11 March 2017 CopperWynd Resort — Fountain Hills, Arizona Parking Study For this analysis, the ULl Shared Parking, 2nd Edition and ITE Parking Generation was utilized for hourly percentages. ULI Shared Parking, 2nd Edition has specific methodology for Hotels, and specific hourly percentages for separate hotel uses are provided in Table 2-5 & 2-6. The shared parking model worksheets are included in Appendix, E. Table 12 summarizes the results of the shared parking analysis for each phase. Table 12: Shared Parking Analysis Results Scenario Peak Parking Demand per Shared Parking Analysis Weekday Weekend Without Full Valet Without Full Valet Phase 1 Hotel & Meeting/Banquet 966 at 6 PM 971 at 7 PM Existing Restaurant & Club 34 at 6 PM 57 at 7 PM Phase 1 Total 200 at 6 PM 228 at 7 PM Phase 2 Hotel & Meeting/Banquet 189 at 9 AM 204 at 7 PM Existing Restaurant & Club 44 at 9 AMS�1 57 at 7 PM Phase 2 Total 233 at 9 AM 261 at 7 PM Phase 31Full Build -out Hotel & Meeting/Banquet 267 at 9 AM 285 at 9 PM Existing Restaurant & Club 44 at 9 AMP) 41 at 9 PM Phase 3 Total 311 at 9 AM 326 at 9 PM 7. A special member meeting occurred on the day of the count increasing the typical morning demand of the member parking. Phase 1 Per the shared parking analysis, the peak parking demand for Phase 1 is 200 spaces on a weekday and 228 spaces on a Saturday. This parking demand is based on 100% occupancy and a full event. 199 parking spaces are provided during Phase 1 (including 40 on the tennis courts). The provided parking spaces will be sufficient for typical hotel operations. Per an extensive study that CivTech completed for a valley resort, parking can be increased by 15% when providing full valet service. Therefore, when full occupancy CivTech 12 March 2017 11�% CopperWynd Resort — Fountain Hills, Arizona Parking Study and a large event occur, full valet service must be implemented 24 -hours in advance to handle the extra parking. During full valet service, designated parking spaces for club members should be separated from the valet operations. Phase 2 Per the shared parking analysis, the peak parking demand for Phase 2 is 233 spaces on a weekday and 261 spaces on a Saturday. This parking demand is based on 100% occupancy and a full event. 251 parking spaces are provided during Phase 2 (including 40 on the tennis courts). The provided parking spaces will be sufficient for typical hotel operations and is only short 10 spaces on a weekend with full occupancy and a large event. When full occupancy and an event occur, partial valet service must be implemented 24 -hours in advance to handle the extra parking. During valet service, designated parking spaces for club members should be separated from the valet operations. Phase 3 Per the shared parking analysis, the peak parking demand for Phase 3 is 311 spaces on a weekday and 326 spaces on a Saturday. This parking demand is based on 100% occupancy and a full event. 347 parking spaces are provided for Phase 3 at full build- out. In addition, there is also the option of 40 spaces on the tennis courts. The provided parking spaces at Phase 3 are sufficient to handle full operation of the resort. COMPARISON TO OTHER RESORTS A comparison table of parking provided at similar resorts is included in Appendix F. The table is comprised of information that CivTech previously obtained along with comparable resorts from the Fountain Hills Conference Resort & Spa Parking Study prepared for Fountain Hills by the CK Group, Inc. Per the table, of the eight comparison resorts in Arizona, the average parking supply ratio is 1.30 parking spaces per key. The proposed CopperWynd Resort will have a parking supply ratio of 1.55 spaces per key in Phase 1, 1.34 spaces per key in Phase 2, and 1.16 spaces per key (not including tennis courts) in Phase 3. It is important to note that the average meeting/banquet space of the comparison resorts is 34,400 square feet, whereas the CopperWynd Resort is proposed with only 9,850 square feet of meeting/banquet space. It can be concluded that the lower meeting/banquet space would result in a lower parking demand per room count. The resorts with reported parking problems have significantly more meeting/banquet space and a low ratio of parking per KSF of meeting space (14.1 and 5.7). The CopperWynd Resort will consist of parking per KSF of meeting/banquet space ratios of 20.2, 25.5, 35.2 in Phase 1, Phase 2, and Phase 3 respectively. Per the Fountain Hills Conference Resort & Spa Parking Study, 25 parking spaces per KSF of meeting/banquet space is recommended. The CopperWynd Resort provides this ratio in Phase 2 and Phase 3. Full valet can be Implemented if necessary during Phase 1 to accommodate large events. CiVTeCh 13 March 2017 CopperWynd Resort— Fountain Hills, Arizona Parking Study HOTEL PARKING PER ITE PARKING GENERATION The parking demand for the hotel was also estimated utilizing ITE Parking Generation, 4th Edition. Parking Generation contains data collected by various transportation professionals for a wide range of different land uses. The data summarized in the report include average rates and equations that have been established correlating the relationship between an independent variable that describes the development size and parking demand for each categorized land use. According to ITE Parking Generation, the description for Land Use Code 310, Hotel, is "hotels are places of lodging that provide sleeping accommodations and supporting facilities such as restaurants; cocktail lounges; meeting and banquet rooms or convention facilities; limited recreational facilities (pool, fitness center); and/or other retail and service shops." ITE Parking Generation also contains a land use category for a resort, however, the number of data points is small. Table 13 summarizes the ITE rate for a Hotel (land use code 310). The trip generation worksheet is included in Appendix G. Table 13: ITE Weekday Peak Period Parking Generation -Hotel Utilizing ITE Parking Generation, the 851h percentile weekday peak parking demand for Phase 1, Phase 2 and Phase 3 is 139 spaces, 204 spaces, and 324 spaces respectively. The proposed CopperWynd Resort is providing more spaces than estimated by the 'Hotel' land use in ITE Parking Generation. This is expected since member parking must also be considered. CivTech 14 March 2017 Weekday Peak Period Parking Demand 85th Percentile (1.08 vehicles per Land Use Size occupied room) Provided Parkin Hotel Phase 1 Land Use Code 310 128 Occupied Rooms 139 parking spaces 199 parking spaces Hotel Phase 2 Land Use Code 310 188 Occupied Rooms 204 parking s aces 251 parkings aces Hotel Phase 3 Land Use Code 310 300 Occupied Rooms 324 parking spaces 347 narkinq s aces Utilizing ITE Parking Generation, the 851h percentile weekday peak parking demand for Phase 1, Phase 2 and Phase 3 is 139 spaces, 204 spaces, and 324 spaces respectively. The proposed CopperWynd Resort is providing more spaces than estimated by the 'Hotel' land use in ITE Parking Generation. This is expected since member parking must also be considered. CivTech 14 March 2017 CopperWynd Resort— Fountain Hills, Arizona Parking Study CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations have been documented in this study: ➢ Renovations to the CopperWynd Resort is planned in phases. Phase one will include adding resort rooms to the northern part of the property resulting in a total of 128 rooms. As part of Phase 1, 9,850 square feet of ballroom and meeting space will be constructed. The restaurant space will remain the same at 2,563 square feet. Phase 2 will add 60 rooms for a total of 188 rooms. Pull build- out/Phase 3 will result in a total of 300 resort rooms. The parking demand for the existing restaurant and fitness/tennis club is included in the existing parking counts, which are utilized in the shared parking model. Off-site patronage of the restaurant and club is not expected to increase with the hotel expansion. ➢ Per the existing parking counts that were collected, the existing ratio of spaces per room for hotel guest parking was 0.62 spaces per room (18 parking spaces/29 rooms=0.62). Therefore, the parking demand for the guest rooms can be estimated to be less than the Town of Fountain Hills requirement of 1 space per room when calculating parking spaces for guests only. The employee and banquet/meeting space is calculated separately in this analysis per the Town's ratios. Off-site patronage of the restaurant and club is not expected to increase with the hotel expansion. As a result, the existing hourly parking counts for the members/restaurant collected on a weekday and Saturday are utilized in the parking model. Phase 1 ➢ Per the shared parking analysis, the peak parking demand for Phase 1 is 200 spaces on a weekday and 228 spaces on a Saturday. This parking demand is based on 100% occupancy and a full event. 199 parking spaces are provided during Phase 1 (including 40 on the tennis courts). The provided parking spaces will be sufficient for typical hotel operations. Per an extensive study that CivTech completed for a valley resort, parking can be increased by 15% when providing full valet service. Therefore, when full occupancy and a large event occur, full valet service must be implemented 24 -hours in advance to handle the extra parking. During full valet service, designated parking spaces for club members should be separated from the valet operations. 61.,—CivTech 15 March 2017 CopperWynd Resort — Fountain Hills, Arizona Parking Study Phase 2 Per the shared parking analysis, the peak parking demand for Phase 2 is 233 spaces on a weekday and 261 spaces on a Saturday. This parking demand is based on 100% occupancy and a full event. 251 parking spaces are provided during Phase 2 (including 40 on the tennis courts). The provided parking spaces will be sufficient for typical hotel operations and is only short 10 spaces on a weekend with full occupancy and a large event. When full occupancy and an event occur, partial valet service must be implemented 24 -hours in advance to handle the extra parking. During valet service, designated parking spaces for club members should be separated from the valet operations. Phase 3 Per the shared parking analysis, the peak spaces on a weekday and 326 spaces on based on 100% occupancy and a full event Phase 3 at full build -out. In addition, the tennis courts. The provided parking space full operation of the resort. parking demand for Phase 3 is 311 a Saturday. This parking demand is 347 parking spaces are provided for re is an option of 40 spaces on the at Phase 3 are sufficient to handle Comparison Table ➢ A comparison table of parking provided at similar resorts is included in Appendix F. Per the table, of the eight comparison resorts in Arizona, the average parking supply ratio is 1.30 parking spaces per key. The proposed CopperWynd Resort will have a parking supply ratio of 1.55 spaces per key in Phase 1, 1.34 spaces per key in Phase 2, and 1.16 spaces per key (not including tennis courts) in Phase 3. Y It is important to note that the average meeting/banquet space of the comparison resorts is 34,400 square feet, whereas the CopperWynd Resort is proposed with only 9,850 square feet of meeting/banquet space. It can be concluded that the lower meeting/banquet space would result in a lower parking demand per room count. The resorts with reported parking problems have significantly more meeting/banquet space and a low ratio of parking per KSF of meeting space (14.1 and 5.7). The CopperWynd Resort will consist of parking per KSF of meeting/banquet space ratios of 20.2, 25.5, 35.2 in Phase 1, Phase 2, and Phase 3 respectively. Per the Fountain Hills Conference Resort & Spa Parking Study, 25 parking spaces per KSF of meeting/banquet space is recommended. The CopperWynd Resort provides this ratio in Phase 2 and Phase 3. Full valet can be implemented if necessary during Phase 1 to accommodate large events. CivTeCh 16 March 2017 CopperWynd Resort— Fountain Hills, Arizona Parking Study LIST OF REFERENCES Parking Generation, 4rd Edition, Institute of Transportation Engineers, Washington, D.C., 2010. Smith, Mary S. Shared Parking, Second Edition, Washington, D.C.: ULI-the Urban Land Institute and the International Council of Shopping Centers, 2005. Town of Fountain Hills Zoning Ordinance Chapter 7 CivTech 17 March 2017 CopperWynd Resort— Fountain Hills, Arizona Parking Study APPENDIX A: APPENDIX B: APPENDIX C: APPENDIX D: APPENDIX E: APPENDIX F: APPENDIX G: TECHNICAL APPENDICES REVIEW COMMENTS (RESERVED) SITE PLAN EXISTING PARKING COUNTS TOWN OF FOUNTAIN HILLS ZONING ORDINANCE CHAPTER 7 SHARED PARKING MODEL COMPARISON TABLE OF SIMILAR RESORTS HOTEL PARKING PER ITE PARKING GENERATION CivTech 18 March 2017 "'Maj, Fauffillpf "WO -1 REVDEW COMi MEN7S (RESERVED) 6�4 CivTech ,/ CopperWynd Resort - Parking Study CivTech, Inc. Review Comments & Responses 1st Submittal Disposition Codes: (1) WIII Comply (2) Will Evaluate (3) Delete Comment (4) Defer to Consultant/Owner Reviewer Name, Agency: Town of Fountain Hills -February 22, 2017 Item Review Comment (Cotte) & Response ' €Please clarify why there are 193 existing parking spaces (per paragraph: Per the recent weekday parking count conducted on February 2, the :4, page 2) yet only 199 spaces are being proposed for Phase 1 (Table 4: peak parking demand was 76, and the occupany rate was 83%. :Proposed Parking Provided), which is increasing the rooms and:Therefore, the resort is currently overparked. While parking demand -conference area, thus increasing demand considerably. ':will be increased, there is an existing surplus of parking spaces. 2. 3. :The 'Shared Parking' in Chapter 18 of the Town Zoning Ordinance is :designed for the Town Center Commerical Zoning district, and not €relevant for the different uses of a hotel/resort. For instance, Please include Chapter 18 of the Town Zoning Ordinance in Appendix D„Percentages for member club &meeting rooms/ballrooms, are not since this is where shared parking is addressed. :included in the Town's shared parking model. Moreover, it does not :account for internal capture among the hotel uses. The ULi Shared :Parking, 2nd Edition has specific methodology for Hotels, and specific :hourly percentages for separate hotel uses are provided in Table 2-5 & :2-6. ITE Parking Generation also has hourly percentages. Please amend Table 5: Town of Fountain Hills Base Requirements using; shared parking requirements in Section 18.11.0 of the Zoning; Refer to response for Item 2 above. Ordinance. 4. €100% valet service is not realistic, given the limited space and how long :it would take to move veryone's cars around to get a particular car out. :Additionally, not every patron may want to use valet. Please provide :supporting references for the valet parking reduction of 15% that is being ;requested. CivTech Appendix A Due to the increased parking provided, 100% valet service is no longer required during Phase 3. A 100% occupancy and 100% event utilization scenario on the weekend can be accomodated during Phase 3. During Phase 1, full valet may be required on the weekends for a 100% Occupancy and 100% Event utilization scenario and Phase 2 would require a partial valet. Valet is not required for typical operations. CivTech previously conducted a study at a valley resort that resulted in the conclusion that full valet can increase parking by 15%. There are hotels in the valley that have full valet operations. Downtown hotels often operate with full valet only. Page 1 of 6 CopperWynd Resort - Parking Study CivTech, Inc. Review Comments & Responses 1st Submittal Disposition Codes: (1) Will Comply (2) Will Evaluate (3) Delete Comment (4) Defer to Consultant/Owner Reviewer Name, Agency: Town of Fountain Hills -February 22, 2017 Item Review Comment (Code) & Response Yd like to see more details of the "Shared Parking" ULI methodology they ;used -the information is sparse. Perhaps the ITE Parking Generation 4th Edition could be of assistance, too - in particular 330 -Resort Hotel. C i v T e c h Appendix A 'The complete Shared Parking Analysis table is included in the ;Appendix. There is a section on Hotels (page 82) in the Urban Land :Institute Shared Parking that specifies the methodology for hotels. ;Table 2-5 & 2-6 of the Urban Land Insitute Shared Parking and ITE :Parking Generation contain recommended tune -of -day factors that are ;specific to hotels that were utilized for the shared parking model. The :data for ITE Parking Generation Land Use Code 330 is only based on :5 studies and is therefore not reliable. It should only be used in the :absence of other information. The ITE Parking Generation Hotel land :use rates provide general parking demand rates that are all :encompassing meaning that hotel guests, employees, meeting rooms, !spa and restaurant space are all considered under one rate. Parking idemand can vary greatly depending on restaurant/bar characteristics, :meeting space, etc. (According to ITE Parking Generation, the ;Average Rate for Land Use 310 (Hotel), which includes hotels with :conference space, yields a weekday parking demand of 267 spaces ;based on a 300 room hotel. This is less than the 303 weekday spaces :estimated by our parking model.) When the different uses of a :hotel/resort are known, it is best practice to calculate them separately. . Page 2 of 6 CopperWynd Resort - Parking Study CivTech, Inc. Review Comments & Responses 1st Submittal Disposition Codes: (1 ) Will Comply (2) Will Evaluate (3) Delete Comment (4) Defer to Consultant/Owner Reviewer Name, Agency: Town of Fountain Hills-FebruaDL 22 2017 6. ":Please provide a survery of several local, similar resorts for parking .ratios/calculations and any "problem" these sites may have (providing :this information was mentioned a few times by the applicant in our .meetings). C1vTech Appendix A A table summarizing a comparison of resort data that CivTech had already compiled along with data from a previous study (Fountain Hills Conference Resort & Spa for Fountain Hills by the CK Group, Inc) has been added to the parking study. It should be noted that the resorts with reported parking problems generally have a low parking ratio of parking per KSF of meeting space. Per the parking study prepared for the Fountain Hills Conference Resort & Spa , parking recommended for meeting/ballroom space is 25 spaces/KSF. Per ULI Shared Parking, 2nd Edition, 30 spaces/KSF is recommended, which is provided in Phase 3 of CopperWynd (35.2 spaces per KSF). The two resorts with reported parking problems have low parking per KSF of meeting space, 14.1 and 5.7. Moreover, CopperWynd will have a minimal amount amount of meeting/ballroom space (9,850 SF) compared to other resorts in the comparison table. Page 3 of 6 CopperWynd Resort - Parking Study CivTech, Inc. Review Comments & Responses 1st Submittal Disposition Codes: (1) Will Comply (2) Will Evaluate (3) Delete Comment (4) Defer to Consultant/Owner Reviewer Name, Agency: Town of Fountain Hills -February 22 2017 Review Comment 7. [Please provide supporting references for the reduction in parking needs ;by utilizing ride -share services (Uber, Lyft; taxis, shuttles), since this is ;part of the request for the reductions (see paragraph 2, page 6). The drive-in rate assumed in the analysis was 60%, meaning that 600% of hotel guests were assumed arrive by personal/rented car, and the other 40% would be taxi, hotel shuttle or ride share companies. Due to the Town's concern, it's been increased to 66% in the parking model, which coorelates to recommendations in the Urban Land Institute, 2nd Edition. It was initially lower due to the Hotel providing an airport and local shuttle. The parking model currently utilizes 1.8 guests per room (data obtained from hotel), 66% drive-in (assumed), and a 1.9 persons per vehicle carpool rate (guests between rooms sharing rental car). This results in 0.625 spaces per room for guest parking. Our existing count revealed that on Thursday Feb 2, 2017, 18 spaces were occupied at 6:00 AM in Lot A (hotel guests) and the peak of day was also 18 in Lot A. Per the hotel, 29 rooms were occupied on Feb 1 and Feb 2. This results in a rate of 0.62 spaces per room for guest parking only, which correlates to the assumptions for guest parking. Other hotel uses and employees are considered separately. Therefore, the assumptions are reasonable. - - -- ---- ------------------- Table 8 has reference "3" for "% using personal vehicles", but no note is ?Footnotes have been added. provided. CivTech Appendix A Page 4 of 6 CopperWynd Resort - Parking Study ClivTech, Inc. Review Comments & Responses 1st Submittal Disposition Codes: (1) Will Comply (2) Will Evaluate (3) Delete Comment (4) Defer to Consultant/Owner Reviewer Name, Agency: Town of Fountain Hills -February 22 2017 Item Review Comment (Code )& Res onse ............. .................................................................................. ................. ................................................................:.,,.............................,...,.....,.........,..........-..........,...................................................................... ............. 9. €While the restaurant and spa are existing, it should be safe to assume :The existing member and restaurant parking counts are included in a :the patronage of these amenties would increase and not maintain current -'column in the shared parking model and are listed per hour as :rates. Thus, parking spaces for these uses neeed to be accounted for in :collected in the field. Per the hotel, improvements are being made for ;the calculations. (see page 5, paragraph 1) :the future hotel guests. They do not expect to increase patronage :from off-site to the restaurant and spa. The member number is also :not planned to increase. The existing peak demand of the ::restaurant/members was estimated to be 57 parking spaces at 7:00 JPM on Saturday. This was assumed by adding Lot A & Lot B together :and subtracting the assumed hotel spaces derived from the 6:00 AM :count. The assumed hotel guest parking was 14 on Thursday and 18 'on Saturday, resulting in 36 leftover for restaurant/members on ;weekday and 57 on weekend. Lot C is employee parking. 10. ';Page 2, paragraph 4 it states twice that parking in the "middle lot" is used: Fixed. :for restaurant patrons. Please fix the redundancy. -...................................................................................................*............. 11. ;Please provide parking for each phase not for Phase 1 and Build -out :Phase 2 was initially provided in a separate addendum, since the :only, i.e., please show how Phase II parking will be addressed. :provided parking was finalized at a later date. The new submittal :includes all three phases in one document. Previously, full -build out ;represented Phase 3. 1'p"a'..rki..............t.................is....n......t...............r.........................r our ................ .,. 2.:Please show the confr eence center at 0,8 5 0 SF chefr or ange reecin nes :Nt sureowhere in the pang sudy thoe refes toAfte ithe parking study - 1,000 SF difference is about 11% increase which is a :review, all our references and calculations use 9,850 SF. ;considerable amount. .............................................................................................................................................................................................................._......,,..........,.......,,.........................,........,......,.................................................... 13.:The presentation of the phasing in the renderings is confusing. Please :We've included the most recent renderings from the architect within .provided clearer images. :the Appendix of the Parking Study. Notes from Parkina Studv Mark Change Road to Drive 15.:100% valet service is not practiced. +C1vTeCh Appendix A Correction made. Refer to response for Item 4 above. Page 5 of 6 CopperWynd Resort - Parking Study CivTech, Inc. Review Comments & Responses 1st Submittal Disposition Codes: (1) Will Comply (2) Will Evaluate (3) Delete Comment (4) Defer to Consultant/Owner Reviewer Name, Agency: Town of Fountain Hills -February 22, 2877 Item Review Comment {Code) & Response 16. ::Expand tables in report to show Phases 2 & 3 also. 17. % Using Personal Vehicles: There is no public transporation located .nearby. These seem high. CivTech Appendix A Phase 2 was initially provided in a separate addendum, since the provided parking was finalized at a later date. The new submittal includes all three phases in one document. Previously, full -build out represented Phase 3. Refer to response for Item 7 above. Page 6 of 6 APPENDIX H S�TF- PLAN CivTech a ,�\ 2W~29DYIb°wa mxz :- Q t '> l \ �iw� , 1 1 '1 u dRlJ x �`tiR epi SCALE : 1'- 40' Ny 1 I ��r333LLL�777!!� k ` \/ 1l,` rSld !P°YD'L 11.5/ (2fia!'jy' L A < affirm T-1 L-za. LJ �' UP— ,1 ie .A DplV �'RYT,"`�.. vdT�i�isC�.i it .V iE fXMDW. I 1 C© eew nd Resort PP Y Existing Conditions CO P P E R W Y N D Concept Planning Package I Full Phase Plans nnen an"er5 RESORT 6 CLUB ».se' -1. in9`128 keys arTlefl ltles � e - • w E ' �wx m 1 � c u !et Eixisting ! ubh0.uA \' a.. mitis i iy `._. l,, `:sit- ��,, � ` � •/ :. ",: „� ,�' •Member s: Entr ! } `! s� ;+ti �� Phas,( = ' _���'��r�I`� �► ,. Meimbersb�ip.l s4 -A i Parkin �Y V. Y` �r � 1 U �• �g� 1,- 2 Q P rk!mg EkpznSiAn. & Phase 1 Workforce luentian Spac,',e Parking' •. f +! of behir. • oor I t�ng'spacAte Phase Two Site Plan CO P P E R W Y N D Conceptual Planning Package RESORT S CLUa w W Copperwynd Resort AUanl PaHws Parking V'reld: "spec=r•r:�r':. r -40 valet spaces special event parking Tatal Parking Provided: 251 spa—. Phase Two Site Plan CO P P E R W Y N D Conceptual Planning Package RESORT S CLUa w W Copperwynd Resort AUanl PaHws Al Roo I North `R�x���a. 4 Fxr sting v�o-ue � fir. to µ -S +Unction 0 _ Lawn w fi y " 1.1 n 4 s . (i1 1 E 19 xisting I K Valet Clutrhouse h L=•� Set r. Tn'Remk�� � ti .«.T � 1 '.{ ' _ I Arrival rMl // - 1 r- �� Member 11 .La ParkiA ng '1' eSiT�iC. �' A`��'e �. '.��-"•z� s� ,' j M�y7 'tr - ' � �` 'ems .. •�'- ` u i Entr' yr , yf s �l M hl ExeaPr Ion v .F'6os la 6 - ad' C �•- _` MPb }�; �b •�a A,.lsJpv�• 4 tieaa �yti.. r'' oa Gr - 12' e 1 * +11 s1(i Tennis'` P .ase 1 n e tion Space of hehin . . • spac S•i i,g parking tructure Parking Datantr��ca On Site Parking: 26 spaces` e - Y!I Locotmt trvoughcul the sne - i f ar -a` r Garage, 321 spaces - La ei ei ioa Cine=es '3y ,' t� v WY) I •.r,T%LaGTJ tL. 2 104 :6 d.t r�, COPPER TopIRaze oecxl: 16 W ­s (Mage eVern tenrVs paAdig=4O e+kxtionsl _,..ff �orr,uur - `-aaT_.rx rts_rs-yzr overall Site Tonal :347 spaces �e J � �'��' - Lo 1+4p raWl on lercc� avoytyL�lni Gopperwynd Resort Overall Site Plan I Phases 1, 2 & 3 PL II Ii CO P P E R W Y N D Conceptual Planning Package AAeniiiiiiiiiiillillPa ., l RESORT &CLUB APPENDIX C EXISTING PARKING COUNTS CivTech Parking Lot Counts A IB I C Normal I ADA I Total I Normal I ADA I Total I Norma! I ADA I Total Project # 17-210 CopperWynd Resort February 2, 2017 Time 1 30 4 34 123 2 125 33 1 34 GRAND TOTAL 6:00 AM 17 1 18 8 8 1 1 27 630 AM 16 1 17 13 13 1 1 31 7:00 AM 14 2 16 20 20 2 2 38 7:30 AM 14 1 15 15 15 3 3 33 8:00 AM 14 1 15 33 33 10 10 58 8:30 AM 11 3 14 41 41 12 12 67 9:00 AM 10 1 3 13 44 44 15 15 72 9:30 AM 12 3 15 38 1 39 20 20 74 10:00 AM 6 3 9 35 1 36 23 23 68 10:30 AM 7 2 9 31 2 33 24 24 66 11:00 AM 9 1 2 11 35 35 26 26 72 11:30 AM 7 2 9 37 37 26 26 72 12:00 PM 9 2 11 35 35 26 1 26 72 12:30 PM 8 1 9 29 29 26 26 64 1:00 PM 10 1 11 24 2 24 27 23 26 23 58 67 1:30 PM 13 1 14 25 26 2:00 PM 17 1 18 29 2 31 27 27 7e 2:30 PM 13 2 15 28 2 30 29 29 74 3:00 PM 12 2 14 24 1 25 28 28 67 3:30 PM 10 1 10 23 1 24 21 21 55 4:00 PM 10 10 27 27 24 24 61 4:30 PM 10 10 31 31 23 23 64 5:00 PM 9 9 24 1 25 21 21 55 5:30 PM 9 9 30 30 21 21 60 6:00 PM 9 1 10 34 34 16 16 60 6:30 PM 13 1 14 38 38 10 10 62 7:00 PM 14 1 15 36 36 10 10 61 7:30 PM 14 1 15 28 28 9 9 52 8:00 PM 17 1 18 17 17 8 8 43 8:30 PM 17 17 1 15 15 7 7 39 9:00 PM I I 1 11 14 14 1 14 1 6 1 6 1 34 Parking Lot Counts A I B C Normal I ADA I Total I Normal I ADA I Total I Normal I ADA Total Project # 17-210 CopperWynd Resort February 4, 2017 Time 30 4 34 123 2 125 33 1 34 GRAND TOTAL 6:00 AM 14 14 2 3 2 1 1 17 630 AM 14 14 3 1 1 18 7:00 AM 13 1 14 8 8 4 4 26 7:30 AM 13 1 14 12 12 6 6 32 8:00 AM 10 1 10 17 17 6 6 33 8:30 AM 9 9 41 41 7 7 57 9:00 AM 8 8 48 1 49 11 11 68 9:30 AM 10 10 50 1 51 12 12 73 10:00 AM 10 10 50 2 52 13 13 75 10:30 AM 11 11 44 1 45 16 16 72 11:00 AM 8 8 40 40 18 18 66 11:30 AM 6 6 35 1 36 16 16 58 12:00 PM 11 11 19 1 20 17 17 48 12:30 PM 8 1 9 24 1 25 17 17 51 1:00 PM 8 1 9 23 2 25 1 18 18 52 1:30 PM 8 2 10 30 2 32 19 19 61 2:00 PM 9 1 2 11 26 2 28 21 21 60 2:30 PM 10 10 28 1 29 22 22 61 3:00 PM 6 6 28 28 123 23 57 3:30 PM 6 6 17 17 21 1 21 44 4:00 PM 7 7 26 26 16 16 49 4:30 PM 9 9 21 21 18 18 48 5:00 PM 10 10 19 19 18 18 47 5:30 PM 9 9 19 19 1 17 17 45 6:00 PM 17 4 21 1 42 42 15 15 78 6:30 PM 1 21 4 25 35 1 36 11 11 72 7:00 PM 24 4 28 42 1 43 11 11 82 7:30 PM 25 4 29 36 1 37 12 12 78 8:00 PM 23 4 27 29 1 30 12 12 69 8:30 PM 22 4 26 1 32 1 1 33 8 8 67 9:00 PM 1 20 1 4 24 1 30 1 1 31 6 6 61 APPENDIX D TOWN OF FOUNTAIN HILLS ZONING ORDINANCE CHAPTER 7 CivTeeh Town of Fountain Hills Zoning Ordinance Chapter 7 PARKING AND LOADING REQUIREMENTS Sections: 7.01 Purpose. 7.02 General Regulations. 7.03 Design and Location of Parking Spaces. 7.04 Schedule of Required Off -Street Spaces. Page i of 21 July 2006 Town of Fountain Hills Zoning Ordinance Chapter 7 11. One parking space for persons with disabilities shall be required for any development having 25 or more parking spaces. Thereafter, not less than two percent (2%) of the parking spaces within a development shall be built and maintained as parking spaces for persons with disabilities. C. The Use of Tandem Parking Spaces: To meet the off-street parking requirements of this Chapter is not permitted in any zoning district. Section 7.04 Schedule of Required Off -Street Spaces A. Off -Street Parking Spaces: Shall be provided for each specified use in accordance with the schedule below. B. Definitions: In calculating the total number of required parking spaces, "usable area" as used herein shall mean the area capable of being devoted to the specified use (does not include such spaces as kitchens, rostrums, hallways, etc), and the term "seat" shall also include each thirty (30) inches of bench seating when individual seats are not provided. C. Mixed Use Developments: In the event of mixed-use developments, the total requirement for off-street parking spaces is the sum of the requirements of the various uses computed separately. D. Fractional Amount: In calculating the total number of required off-street parking spaces, fractional amounts shall be rounded upward to the next whole parking space. E. Unlisted Uses: Minimum parking requirements for a specific use not listed in this Section shall be determined by the Community Development Director with appeal to the Planning and Zoning Commission. F. Parking in Areas Zoned "Commercial Common": Uses located on lots less than 20,000 square feet in areas with a zoning designation of "Commercial Common" are not required to meet the minimum parking schedule herein listed. The off-street parking provided in the common parking areas shall be deemed sufficient to meet the off-street parking demands for the uses on the lots under 20,000 square feet. Uses on lots 20,000 square feet or more in size, that are located in an area zoned "Commercial Common", shall meet at least the minimum off-street parking demand on the lot where the use is located, in accordance with the schedule herein provided in this ordinance. Page 14 of 21 July 2006 Town of Fountain Hills Zoning Ordinance Chapter 7 G. Schedule. 1. Residential Use: a. One -or two-family residence: ................. 2 per dwelling unit b. Multiple dwellings: Efficiency units .......................................... 1'/2 per dwelling unit One -bedroom units .................................. 11/2 per dwelling unit Two or more bedroom units ................... 2 per dwelling unit Multiple dwellings shall also provide guest parking at a rate of .25 parking spaces per dwelling unit. C. Rooming houses, fraternities, bed, sororities, resident clubs, lodges d. Mobile home parks and per subdivision e. Model Homes f. Truck Rental Spaces 2. Commercial sales and service: a. Restaurants, bars, cocktail floor area b. Drive-in food or drink places floor area, with on-site consumption C. Mortuaries, funeral homes 1 per sleeping room or 1 per whichever is greater 2 per mobile home site, plus 1 2 employees; 1 per 400 square feet of recreation hail or club house area 1 for each person stationed on site, plus two spaces 1 per truck with a minimum of 4 spaces 1 per 50 sq. feet of useable lounges 1 per 50 sq. feet of useable plus 1 per 2 -employees 1 space for each 75 sq. feet of G.F.A. of public assembly area Page 15 of 21 ]uly 2006 Town of Fountain Hills Zoning Ordinance Chapter 7 d. Self-service laundries and 1 per 2 machines dry cleaners e. Open air businesses 1 per 500 sq. ft. of sales area for the first 2,000 plus 1 per additional 2,000 sq ft f. Auto sales lots g. Gas service stations h. Car wash: L Motor vehicle and machinery area. j. Planned shopping centers under unified control k. Barbershops, beauty shops 1. Furniture and appliance stores, household equipment M. Supermarkets, drugstores n. Hotels, motels 1 per each 300 sq. feet of office area and covered parking area, 2 for the first 10,000 sq. feet or portion thereof, and 1 for each additional 101000 ft. or portion thereof; plus 1 per employee 1 per each 375 sq. feet of building 1 per employee, plus reserve spaces equal to 5 times the wash capacity 1 per 200 sq. feet of floor Requirements for all uses elsewhere specified herein, plus 1 per 250 sq ft of gross leasable space 2 per service chair 1 per 800 sq. feet floor area 1 per 250 sq. feet of gross leasable space 1 per guest room or suite, plus 1 per 2 employees Page 16 of 21 July 2006 3. 4. Town of Fountain Hills Zoning Ordinance Chapter 7 o. Bus depots 1 per 150 sq. feet of waiting room space P. Skating rinks, dance halls, 1 per 3 persons of maximum dance studios capacity permitted by fire regulations q. Bowling alleys 4 per bowling lane, plus 1 per seat in gallery, plus 1 per 2 employees r. Billiard parlors 1 per 2 billiard tables, plus 1 per 2 employees S. Gymnasiums, health studios 1 per 400 sq. feet. of usable floor area, plus i per 2 employees t. Private golf clubs, swimming, 1 per every 5 member and tennis clubs families or individuals U. Theaters, auditoriums, 1 per 4 -person occupancy gymnasiums and similar capacity places of public assembly Offices and Clinic uses: a. Offices, banks, savings and 1 per 250 sq. feet of floor gross or loan agencies area b. Medical and dental offices 1 per 100 sq. feet of waiting and clinics examination room or dental chair plus 1 per 2 employees G. Nursing homes, convalescent 1 per 4 beds homes, and homes for the aged Schools and Institutions: a. Elementary and 1 per employee intermediate schools Page 17 of 21 Jury 2006 Town of Fountain Hills Zoning Ordinance Chapter 7 b. High schools 1 per 8 students, plus 1 per employee C. Junior colleges, colleges, 1 per 3 enrolled full-time day students universities plus 1 per 2 employees d. Trade schools, business 1 per 150 sq. feet of gross college floor area e. Hospitals 1 per 2 beds, plus 1 per employee f. Churches, community 1 space per each 75 sq. feet of centers, assembly halls, G.F.A. for the public clubs, and libraries S. Manufacturing and industrial uses: a. Manufacturing 2 per every 3 employees b. Telemarketing, Data 1 per 50 square feet Processing Centers C. Other industrial uses 1 per 300 square feet d. Warehousing or wholesaling 1 per 800 square feet e. Mini -Storage 1 per 35 spaces; plus 1 for the manager f. Truck Rental Spaces 1 per truck with a minimum of 4 spaces H. Off -Street Loading and Unloading Spaces: 1. Unless otherwise specified in this Ordinance, off-street loading and unloading spaces shall have a minimum width of twelve (12) feet, a minimum length of forty-five (45) feet and a minimum height of fourteen (14) feet, exclusive of access aisles and maneuvering space. Page 18 of 21 July 2006 Town of Fountain Hills Zoning Ordinance Chapter 7 2. Off-street loading and unloading spaces with a minimum width of ten (10) feet and a minimum length of thirty (30) feet may be provided for all or part of the required number of off-street loading and unloading spaces if approved by the Planning & Zoning Commission through the conceptual site plan approval process. 3. Off-street loading and unloading spaces shall not be permitted in any required front yard, or in any required side yard, except in nonresidential districts. Off-street loading and unloading spaces may occupy all or any part of a required rear yard, except as otherwise provided herein, and may be partially or entirely enclosed within a building. All off-street loading and unloading loading spaces abutting residential zoning districts shall be screened from the residential zoning districts by a masonry wall not less than eight (8) feet in height. 4. Where a building or use in a nonresidential district abuts an alley, such alley may be used as maneuvering space for off-street loading and unloading spaces. No alley abutting any residential district may be so used. S. Off-street loading and unloading spaces, aisles, and access drives shall be paved so as to provide a durable dust -proof surface and shall be so graded and drained so as to dispose of surface water without damage to private or public properties, street, or alleys. S. Schedule of off-street loading and unloading space requirements: Unless otherwise provided in the Ordinance, every office, hotel, restaurant, department store, hospital, industrial plant, manufacturing establishment, retail establishment, storage warehouse or wholesale establishments, and all other structures devoted to similar mercantile or industrial pursuits, which has a aggregate gross floor area of five thousand (5,000) square feet or more shall provide off-street loading and unloading spaces in accordance with the following table: Page 19 of 21 July 2006 APPENDIX E SHARED PARKING MODEL ClvTech Project: CopperWynd Resort (17-0210) Location: 13225 N. Eagle Ridge Drive - Fountain Hills, Arizona Date: March 5, 2017 Scenario: Phase 1 (128 rooms north side and conference space) SHARED PARKING MODEL -WEEKDAY Land Use Guest Rooms(') Employees (2) Meeting/Banquet Rooms (3) Existing Restaurant & Members (4) Total Req'd Parking Size _ - Keys 42 Emp 9,850 SF Parking Demand 80.03 21.12 98.50 44.00 243.65 Beginning Hour Percent No. of of Peak Parking Demand Spaces percent No. of of Peak Parking Demand Spaces Percent of No. of Peak Parking Demand Spaces Percent of No. of Peak Parking Demand Spaces Total Shared Parking Demand 6:00 AM 100% 80 1 57, 1 0% 0 8 1 89 7:00 AM 8:04 M 96% 77 30% 6 0% 0 20 103 90% 72 90% 19 30% 30 33 154 9:00 AM 87% 70 90% 19 60% 59 1 44 192 10:00 AM 82% 66 100% 21 60% 59 36 182 11:00 AM 77% 62 100% 21 60% 59 35 177 12:00 PM 77%n 62 100% 21 65% 64 35 182 1:00 PM 75% 60 100% 21 65% 64 24 169 2:00 PM 73% 58 100% 21 65% 64 31 174 3:00 PM 70% 56 100% 21 65% 64 25 166 4:00 PM 71% 57 90% j 19 65% 64 27 167 5:00 PM 70% 56 70% 15 100% 99 25 195 6:00 PM 74% 59 40% 8 100% 99 34 200 7:00 PM 75% 60 20% 4 100% 99 36 199 8:00 PM 79% 63 20% 4 100% 99 17 183 9:00 PM 85% 68 20% 4 100% 99 14 185 10:00 PM 87% 70 4 50% 49 123 11:00 PM 97%u 78 2 ffi5% 0% 0 80 12:00 AM 100% 80 1 0% 0 81 200 1. Hourly percentages are from ITE Parking Generation, 4th Edition for ITE Code 310 (Hotel). 2. Hourly percentages from Urban Land Institute's Shared Parking, 2nd Edition for Hotel Employees were utilized. 3. Hourly percentages from Urban Land Institute's Shared Parking, 2nd Edition for Hotel Conference/Banquet were utilized. Obtained from Existing Parking Counts Project: CopperWynd Resort (17-0210) Location: 13225 N. Eagle Ridge Drive - Fountain Hills, Arizona Date: March 5, 2017 Scenario: Phase 1 (128 rooms north side and conference space) SHARED PARKING MODEL -WEEKEND Land Use Guest Rooms(i) Employees (2) Meeting/Banquet Rooms (3) Existing Restaurant & Members (4) Total Req'd Parking Size 12R Keys 42 Emp 9,850 SP Parking Demand 80.03 21.12 98.50 5700 256.65 Beginning Hour Percent of Peak Demand No. of Parking Spaces Percent of Peak Demand No. of Parking Spaces Percent of Peak Demand No. of Parking Spaces No. of Percent of Peak Parking Demand Spaces Total Shared Parking Demand 6:00 AM 100% 80 5% 1 0% 0 2 83 7:00 AM 96% 77 30°/a 6 0% 0 8 91 8:00 AM 90% 72 90% 19 30% 30 17 138 9:00 AM 87% 70 90% 19 60% 59 49 197 10:00 AM 82% 66 100% 21 60% 59 52 198 11:00 AM 77% 62 100% 21 60% 59 40 182 12:00 PM 77% 62 100% 21 65% 64 20 167 1:00 PM 75% 60 100% 21 65% 64 25 170 2:00 PM 73% 58 100% 21 65% 64 28 171 3:00 PM 70%° 56 100% 21 65% 64 28 169 4:00 PM 71% 57 90%° 19 65% 64 26 166 5:00 PM 70% 56 75% 16 100% 99 19 190 6:00 PM 74% 59 60%° 13 100% 99 49 220 7:00 PM 75% 60 55% 12 100% 99 57 228 8:00 PM 79% 63 55% 12 100% 99 43 217 9:00 PM 85% 68 55%0 12 100% 99 41 220 10:00 PM 87% 70 45% 10 50% 49 129 11:00 PM 97%° 78 45% 10 0% 0 88 12:00 AM 100% 80 30% 6 0% 0 86 22$ I. Hourly percentages are from ITE Parking Generation, 4th Edition for ITE Code 310 (Hotel). 2. Hourly percentages from Urban Land Institute's Shared Parking, 2nd Edition for Hotel Employees were utilized. 3. Hourly percentages from Urban Land Institute's Shared Parking, 2nd Edition for Hotel ConferancelBanquet were utilized. 4. Obtained from Existing Parking Counts Project: CopperWynd Resort (17-0210) Location. 13225 N. Eagle Ridge Drive - Fountain Hills, Arizona Date: March 5, 2017 Scenario: Phase 2 SHARED PARKING MODEL -WEEKDAY Land Use Guest Rooms(i) Employees (2) Meeting Rooms (3) Existing Restaurant & Members (4) Total Req'd Parking Size ' Keys Emp SF Parking Demand 11755 31.02 9850 44.00 291.07 Beginning Hour Percent No. of of Peak Parking Demand Spaces Percent No. of of Peak Parking Demand Spaces percent of No. of Peak Parking Demand Spaces Percent No. of of Peak Parking Demand Spaces Total Shared Parking Demand 6:00 AM 100% 118 5% 2 0% 0 8 128 7:00 AM 96% 113 30% 9 0% 0 20 142 8:00 AM 90% 106 90% 28 30% 30 33 197 9:00 AM 87% 102 90% 28 60% 59 44 233 10:00 AM 82% 96 100% 31 60% 59 36 222 11:00 AM 77% 91 100% 31 60% 59 35 216 12:00 PM 77% 91 100% 31 65% 64 35 221 1:00 PM 75% 88 100% 31 65%° 64 24 207 2:00 PM 3:00 PM 73% 86 100% 31 65% 64 31 212 202 70% 82 100% 31 65% 64 25 4:00 PM 71% 83 90% 28 65% 64 27 202 5:00 PM 70% 82 70% 22 100% 99 25 228 6:00 PM 74% 87 40% 12 100% 99 34 232 7:00 PM 75%° 88 20% 6 100% 99 36 229 8:00 PM 79% 93 20% 6 100% 99 17 215 9:00 PM 85% 100 200/6 6 100% 99 14 219 10:00 PM $7% 102 20% 6 50%49 157 11:00 PM 97% 114 10% 3 0% Q 117 12:00 AM 100% 118 5% 2 0% 0 120 233 Hourly percentages are from ITE Parking Generation, 4th Edition for ITE Code 310 (Hotel). Hourly percentages from Urban Land Institute's Shared Parking, 2nd Edition for Hotel Employees were utilized. Hourly percentages from Urban Land Institute's Shared Parking, 2nd Edition for Hotel Conference/Banquet were utilized. 4. Obtained from Existing Parking Counts Project: CopperWynd Resort (17-0210) Location: 13225 N. Eagle Ridge Drive - Fountain Hills, Arizona Date: March 5, 2017 Scenario: Phase 2 SHARED PARKING MODEL -WEEKEND Land Use Guest Rooms(l) Employees (2) Meeting Rooms (3) Existing Restaurant & Members ,'i Total Req'd Parking Size Keys Ernp -. ' SF Parking Demand 11755 31 02 9650 5700 304.07 Beginning Hour Percent No. of of Peak Parking Demand Spaces Percent No. of of Peak Parking Demand Spaces Percent of No. of Peak Parking Demand Spaces Percent of No. of Peak Parking Demand Spaces Total Shared Parking Demand 6:00 AM 100% 118 5% 2 0% 0 0°!o 0 2 8 122 7:00 AM 96% 113 30%° 9 130 8:00 AM 90% 106 90% 28 30% 30 17 181 9:00 AM 87% 102 90% 28 60% 59 49 238 10:00 AM 82% 96 100% 31 60% 59 52 238 11:00 AM 77% 91 100% 31 60% 59 40 221 12:00 PM 77% 91 100% 31 65% 64 20 206 1:00 PM 75%° 88 100% 31 65% 64 25 208 2:00 PM 73%° 86 100% 31 65% 64 28 209 3:00 PM 70% 82 100% 31 65% 64 28 205 4:00 PM 71% 83 90% 28 65% 64 26 201 5:00 PM 70% 82 75% 23 100% 99 19 223 6:00 PM 74% 87 60% 19 100% 99 49 254 7:00 PM 75% 88 55% 17 100% 99 57 261 8:00 PM 79% 93 55% 17 100% 99 43 252 9:00 PM 85% 100 55% 17 100% 99 41 257 10:00 PM 87% 102 45% 14 50% 49 165 11:00 PM 97% 114 45% 14 0% 0 128 12:00 AM 100% 118 30% 9 0% 0 127 261 1. Hourly percentages are from ITE Parking Generation, 4th Edition for ITE Code 310 (Hotel). 2. Hourly percentages from Urban Land Institute's Shared Parking, 2nd Edition for Hotel Employees were utilized. 3. Hourly percentages from Urban Land Institute's Shared Parking, 2nd Edition for Hotel Conference/Banquet were utilized. 4. Obtained from Existing Parking Counts Project: CopperWynd Resort (17-0210) Location: 13225 N. Eagle Ridge Drive - Fountain Hills, Arizona Date: March 5, 2017 Scenario: Full Build SHARED LARKING MODEL -WEEKDAY Land Use Guest Roomsf1l Employees (2) Meeting/Banquet Rooms (3) Existing Restaurant & Members (4) Total Req'd Parking Size 300 Keys 919 Emp 9,85[: SF Parking Demand 187,58 49.50 98.50 44.00 379.58 Beginning Hour Percent of Peak Demand No. of Parking Spaces Percent No. of of Peak Parking Demand Spaces Percent of No, of Peak Parking Demand Spaces Percent of No. of peak Parking Demand Spacesi Total Shared Parking Demand 6:00 AM 100% 188 5% 2 0% 0 8 198 7:00 AM 96% 180 30% 15 0% 0 20 215 8:00 AM 90% 169 90% 45 30% 30 33 277 9:00 AM 87% 163 90% 45 60% 59 44 311 10:00 AM 82% 154 100% 50 60% 59 36 299 11:00 AM 77% 144 100% 50 60% 59 35 288 12:00 PM 77% 144 100% 50 65% 64 35 293 1:00 PM 75% 141 100% 50 65% 64 24 279 2:00 PM — 73% 137 100% 50 65% 64 31 282 3:00 PM 70% 131 100% 50 65% 64 25 270 4:00 PM 71% 133 90% 45 65% 64 27 269 5:00 PM 70% 131 70% 35 100% 99 25 290 6:00 PM 74% 139 40% 20 100% 99 34 292 7:00 PM 75% 141 20% 10 100% 99 36 286 8:00 PM 79% 148 20% 10 100% 99 17 274 9:00 PM 85% 159 20% 10 100% 99 14 282 10:00 PM 87% 163 20% 10 50% 49 222 11:00 PM 97% 182 10% 5 0% 0 187 12:00 AM 1 100% 188 5%° 2 0% 0 190 311 1. Hourly percentages are from ITE Parking Generation, 4th Edition for FTE Code 310 (Hotel). 2. Hourly percentages from Urban Land Institute's Shared Parking, 2nd Edition for Hotel Employees were utilized. 3 Hourly percentages from Urban Land Institute's Shared Parking, 2nd Edition for Hotel Conference/Banquet were utilized. 4. Obtained from Existing Parking Counts Project: CopperWynd Resort (17-0210) Location: 13225 N. Eagle Ridge Drive -f=ountain Hills, Arizona Date: March 5, 2017 Scenario: Full Build SHARED PARKING MODEL -WEEKEND Land Use Guest Rooms(l) Employees {2) Meeting/Banquet Rooms (3) Existing Restaurant & Members (4) Total Req'd Parking Size 3001 Keys 99 Emp 9,850 SF Parking Demand 187.58 49.50 9850 57.00 392.58 Beginning Hour Percent No. of of Peak Parking Demand Spaces Percent No. of of Peak Parking Demand Spaces percent of No. of Peak 'Parking Demand Spaces percent of No. of Peak Parking Demand Spacesi Total Shared Parking Demand 6:00 AM 100% 188 5% 2 0% 0 2 192 7:00 AM 96% 180 30% 15 0% 0 8 203 8:00 AM 90% 169 90% 45 30% 30 17 261 9:00 AM 87% 163 90% 45 60% 59 49 316 10:00 AM 82°% 154 100% 50 60% 59 52 315 11:00 AM 77% 144 100% 50 60% 59 40 293 12:00 PM 77% 1 144 100% 50 65% 64 20 278 1:00 PM 75% 141 100% 50 65% 64 25 280 2:00 PM 73% 137 100% 50 65% 64 28 279 3:00 PM 70% 131 100% 50 65% 64 28 273 4:00 PM 71% 133 90% 45 65% 64 26 268 5:00 PM 70% 131 75% 37 100% 99 19 286 6:00 PM 74% 139 60% 30 100% 99 49 317 7:00 PM 75% 141 55% 27 100% 99 57 324 8:00 PM 79% 148 55% 27 100% 99 43 317 9:00 PM 85% 159 55% 27 100% 99 41 326 10:00 PM 87% 163 45% 22 50% 49 234 11:00 PM 97% 182 45% 22 0% 0 204 12:00 AM 1000% 188 30% 15 0% 0 203 32G 1. Hourly percentages are from ITE Parking Generation, 4th Edition for ITE Code 310 (Hotel). 2. Hourly percentages from Urban Land Institute's Shared Parking, 2nd Edition for Hotel Employees were utilized. 3. Hourly percentages from Urban Land Institute's Shared Parking, 2nd Edition for Hotel Conference/Banquet were utilized. 4. Obtained from Existing Parking Counts APPENDIX F COMPARISON TABLE TO SIMILAR RESORTS CivTech Comparison of Parking Provided of Similar Resorts Resort Guest Units Meeting Space (KSF) Meeting Space per Room (SF/Room) Rooms per KSF of Meeting Space Parking Provided Parking per KSF of Meeting Space Spaces per Key Scottsdale Plaza 404 40 99.0 10.1 403 10.1 1.00 Scottsdale Mondrian -Scottsdale(') 200 5 25.0 40.0 200 40.0 1.00 Carefree Resort & Villas -Carefree 465 34 73.1 13.7 240 7.1 0.52 Doubletree Paradise Valley - Scottsdale (2) 378 30 79.4 12.6 559 18.6 1.48 Hilton Scottsdale Resort & Spa - Scottsdale (2)(3) 187 23 123.0 8.1 325 14.1 1.74 Hyatt Regency Resort & Spa - Scottsdale 490 35 71.4 14.0 900 25.7 1.84 Westward Look Resort - Tucson (21 244 20 82.0 12.2 470 23.5 1.93 JW Mariott Starr Pass Resort & Spa - Tucson (2)(3) 575 8$ 1 153.0 6.5 500 5.7 0.87 Averagel 367.9 1 34.4 88.2 14.7 449.6 18.1 1.30 CopperWynd Phase 1 128 9.85 77.0 13.0 199 20.2 1.55 CopperWynd Phase 2 188 9.85 52.4 19.1 251 25.5 1.34 CopperWynd Phase 3 300 9,85 32.8 30.5 347 35.2 1.16 1. Existing counts revealed a demand of 0.49 spaces per room. 2. Overflow Parking is available. 3. Parking Problem has been reported, however meeting/ballroom space is greater than 20 KSF and is large compared to number of rooms. The parking per KSF of meeting space is signficantly less than the 30 spaces per KSF of meeting space recommended per ULl Shared Parking, 2nd Edition. APPENDIX G ITE PARKING GENERATION Civ►Tech Project: CopperWynd Resort (17-0210) Location: 13225 N. Eagle Ridge Drive - Fountain Hills, Arizona Date: 3/5/2017 ITE Parking Generation, 4th Edition Average Peak Period Parking Demand vs. Occupied Rooms On a: Weekday Location: Suburban Statistic Peak Period Number of Study Sites Average Size of Study Sites Average Peak Period Parking Demand Standard Deviation Coefficient of Variation 95% Confidence Interval Range 85th Percentile 33rd Percentile Peak Period Demand 12:00-1:00 PM; 7:00-10.00 PM; 11:00 - 5:00 AM 20 315 Occupied Rooms 0.89 vehicles per occupied room 0.31 35% 0.75-1.02 vehicles per occupied room 0.61-1.94 vehicles per occupied room 1.08 vehicles per occupied room 0.72 vehicles per occupied room Average parking supply ratio: 1.3 spaces per room for suburban sites (12 study sites) and 1.0 space per room for urban sites (two study sites) Size (occupied rooms): 128 Average Peak Period Parking Demand: 114.00 85th Percentile Parking Demand: 139.00 Size (occupied rooms): 188 Average Peak Period Parking Demand: 168.00 85th Percentile Parking Demand: 204.00 Size (occupied rooms): 300 Average Peak Period Parking Demand: 267.00 85th Percentile Parking Demand: 324.00 EXHIBIT D TO DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC [Traffic Study] See following pages. Copperwynd Resort Expansion Development Agreement — Fountain Hills - 2017 2896602.13 CoPPerWynd Resort and Club Renovation Traffic Impact Analysis 13225 N. Eagle Ridge Drive Fountain Hills, Arizona March 2017 Project No. 17-0212 Prepared For: Palisades Resorts, LLC 13225 N. Eagle Ridge Dr. Fountain Hills, AZ 85288 For Submittal to: Town of Fountain Hills Prepared By: CivTech 10605 North Hayden Road Suite 140 Scottsdale, Arizona 85260 480-659-4250 COPPERWYND RESORT & CLUB EXPANSION TRAFFIC IMPACT ANALYSIS 13225 N. Eagle Ridge Drive Fountain Hills, Arizona Prepared By: CivTech CivTech, Inc. 10605 North Hayden Roadp Suite 140 Scottsdale, Arizona 85280 (480) 659--4250 Prepared for: Palisades Resorts, LLC 13225 N. Eagle Ridge Dr Fountain Hills, AZ 85288 For Submittal to: Town of Fountain Hills March 2017 CivTech Project No. 17-0212 is conal Q4� ,J ICA tr y 40213 KELLY S. `- �FLLTCHER /p 'P9n��vT ' Expires 12-31 —2018 CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis TABLE OF CONTENTS LISTOF TABLES..............................................................................................................II LISTOF FIGURES............................................................................................................III EXECUTIVESUMMARY...................................................................................................1 INTRODUCTION................................................................................................................4 PURPOSE OF REPORT AND STUDY OBJECTIVES.................................................4 STUDY AREA AND ANALYSIS YEARS......................................................................4 EXISTINGCONDITIONS...................................................................................................6 EXISTING AND SURROUNDING LAND USE.............................................................6 ROADWAYNETWORK...............................................................................................6 INTERSECTION CONFIGURATIONS AND TRAFFIC CONTROLS ...........................6 TRAFFICVOLUMES................................................................................................... 7 EXISTING CAPACITY ANALYSIS.............................................................................10 PROPOSED DEVELOPMENT.........................................................................................11 LAND USE AND INTENSITY.....................................................................................11 SITE ACCESS AND CIRCULATION.........................................................................11 PHASING...................................................................................................................13 FUTURE TRAFFIC VOLUMES........................................................................................13 TRIP GENERATION FOR PROPOSED EXPANSION..............................................13 DISTRIBUTION AND TRIP ASSIGNMENT...............................................................14 FUTURE BACKGROUND TRAFFIC..........................................................................16 FUTURE TOTAL TRAFFIC........................................................................................16 TRAFFIC AND IMPROVEMENT ANALYSIS..................................................................26 PEAK HOUR CAPACITY ANALYSIS ....................................... ............26 ..................... CONCLUSIONS AND RECOMMENDATIONS................................................................31 LISTOF REFERENCES..................................................................................................33 TECHNICAL APPENDIX.................................................................................................34 r CiVTech March 2017 CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis LIST OF TABLES Table 1: Existing Intersection Traffic Control............................................................. 7 Table 2: Level of Service Criteria............................................................................... 10 Table 3: Existing Peak flour Levels-of-Service........................................................11 Table 4: Trip Generation Summary............................................................................ 14 Table 5: Trip Distribution by Percentage..................................................................16 Table 6: 2018 Projected Peak Hour Levels of Service .............................................. 26 Table 7: 2023 Projected Peak Hour Levels of Service .............................................. 27 Table 8: 2028 Projected Peak Hour Levels of Service .............................................. 27 Table 9: Projected Peak Hour Levels of Service with a Traffic Signal .................... 29 �CivTech ii March 2017 CopperWynd Resort and Club — Fountain Hills} Arizona Traffic Impact Analysis LIST OF FIGURES Figure1. Vicinity Map................................................................................................... 5 Figure 2: Existing Lane Configurations and Traffic Controls ................................... 8 Figure 3: Existing Traffic Volumes.............................................................................. 9 Figure4: Site Plan....................................................................................................... 12 Figure5: Trip Distribution..........................................................................................15 Figure 6: Site Phase 1 Traffic Volumes.....................................................................17 Figure 7: Site Phase 2 Traffic Volumes..................................................................... 18 Figure 8: Site Phase 3 Traffic Volumes.....................................................................19 Figure 9: 2018 Background Traffic Volumes............................................................ 20 Figure 10: 2023 Background Traffic Volumes.......................................................... 21 Figure 11. 2028 Background Traffic Volumes.......................................................... 22 Figure 12: 2018 Total Traffic Volumes....................................................................... 23 Figure 13: 2023 Total Traffic Volumes....................................................................... 24 Figure 14: 2028 Total Traffic Volumes....................................................................... 25 Figure 15: Future Lane Configurations and Traffic Controls .................................. 30 C' VTech iii March 2017 iO/ CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis EXECUTIVE SUMMARY This report documents a traffic impact and mitigation analysis performed for the proposed improvements to the CopperWynd Resort and Club located on the northwest corner of Eagle Ridge Drive and Copperwynd Drive in Fountain Hills, Arizona. The following conclusions and recommendations have been documented in this study. Site Plan and Access Renovations are proposed for the CopperWynd Resort and Club in Fountain Hills, Arizona. Redevelopment is proposed in phases and will consist of a total of 300 rooms and an addition of 9,850 square feet of meeting/banquet space at full build- out. A restaurant and fitness/tennis club is currently on-site and will remain with the redevelopment. A conceptual site plan is included in Figure 4. �- The site plan depicts maintaining the two (2) existing driveways as public entrances. The driveway on Eagle Ridge Drive is the main entrance and is expected to facilitate most of guest enter/exit trips. The secondary driveway to Copperwynd Drive is expected to be used for event days as well as potentially staff though a small amount of guests could be expected. The site plan also depicts an auxiliary driveway on Copperwynd Drive for deliveries. Trip Generation ➢ The rates provided for the ITE Trip Generation "Hotel" land use category are inclusive of all the uses on-site in addition to guest rooms. Therefore, separate trip generation was not conducted for the added meeting/banquet space. The peak period for the meeting/banquet space would most likely occur on a Saturday and not during the weekday peak hours. ➢ The club membership will remain the same with the renovations, and the restaurant patrons from off-site are not expected to increase. The existing traffic count includes the trips from the club members and restaurant. Moreover, hotel restaurants and cocktail lounges are included in the "Hotel" rate. r The trips associated with 32 of the analyzed 300 guest rooms are already accounted for in the existing traffic counts. This analysis calculates the expected increase in trips due to the 268 additional rooms. The proposed plan at full build -out is expected to generate an additional 180 trips (104 enter/76 exit) during the AM peak hour and an additional 198 trips (97 enter/101 exit) during the PM peak hour. CivTech 1 March 2017 CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis Level of Service Analysis All existing intersections are evaluated to operate at LOS D or better during the peak hours. The study intersections are projected to operate at LOS C or better during the peak hours of all horizon years with the exception of Palisades Boulevard and Shea Boulevard and Palisades Boulevard and Eagle Ridge Drive✓Palomino Boulevard. These two intersections are expected to operate at LOS E or F during one or more peak hour in 2023 and/or 2028. Palisades Boulevard and Shea Boulevard The intersection of Palisades Boulevard and Shea Boulevard is anticipated to operate at LOS E during the 2028 PM peak hour. This is due to the relatively high eastbound left turn movement where dual turn lanes facilitate a projected PM peak hour volume of 1,035 vehicles. Further analysis reveals that if the maximum green interval for the movement was increased to similar to the maximum green interval of the eastbound through movement, the intersection could operate at LOS C during the 2028 PM peak hour. Actual growth may be less than projected as a 2.9 percent growth rate over a decade may be less likely given the limited area remaining for development in Fountain Hills. It is still recommended to ensure that the maximum green time is increased as future traffic volumes increase to ensure adequate operation. Palisades Boulevard and Eaqle Ridge Drive✓Palomino Boulevard The intersection of Palisades Boulevard and Eagle Ridge Drive✓Palomino Boulevard is anticipated to operate at LOS E or F in the 2023 and 2028 background and total conditions. This is mostly due to the relatively large through volume on Palisades Boulevard in relation to the increasing volume entering/exiting Eagle Ridge Drive. Signalization would mitigate the proposed delay associated with an all - way stop condition. The Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment (CivTech April 16, 2094) indicated that a the four-hour signal warrant is expected to be satisfied with the neighboring Adero Canyon development and trailhead at 17 percent of occupancy of planned townhomes and satisfying the eight-hour signal warrant at 29 percent occupancy. ➢ Depending on the timing of the build out of surrounding developments and growth of background traffic volumes, a traffic signal may be warranted at full build -out of Phase 2 or Phase 3. Per the Town of Fountain Hills, a northbound left -turn lane on Palisades Boulevard shall be installed along with traffic signal conduit and pull boxes to prepare for a future traffic signal. These improvements are recommended to be constructed prior to Phase 3 of the development. Per the Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment (CivTech April 16, 2094), "CivTech is concerned that there may not be sufficient sight distance for drivers intending to turn right on red from the side streets to see approaching vehicles on Palisades Boulevard or for drivers intending to turn left from CivTech 2 March 2017 CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis Palisades Boulevard to see opposing vehicles. Therefore, if and when a traffic signal is installed, we recommend prohibiting right turns on red for the east- and westbound approaches and we recommend protected -only left turn phasing for the left turns in both directions from Palisades Boulevard." �= Due to the sight distance restrictions, it is recommended to prohibit right turns on red for the eastbound and westbound approaches and provide protected -only left turn phasing for the left turns in both directions from Palisades Boulevard. A formal assessment should be conducted during the traffic signal design process. C i v T e c h 3 March 2017 CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis INTRODUCTION Renovations are proposed for the CopperWynd Resort and Club in Fountain Hills, Arizona. Redevelopment is proposed in phases and will consist of a total of 300 rooms and an addition of 0,850 square feet of meeting/banquet space at full build -out. A restaurant and fitness/tennis club is currently on-site and will remain with the redevelopment. A location map is illustrated in Figure 1. CivTech Inc. has been retained by Palisades Resorts, LLC to prepare a Traffic Impact Analysis (TIA) for the proposed CopperWynd Resort expansion. PURPOSE OF REPORT AND STUDY OBJECTIVES The purpose of this study is to analyze the impacts of the proposed expansion on the existing surrounding street system. The specific objectives of the study are: To determine whether the planned street system in the vicinity of the site is adequate to accommodate the increased traffic that results from the proposed expansion; ♦ To recommend additional street improvements or traffic control devices, where necessary, to mitigate the site -generated traffic; and, ♦ To evaluate the site access driveways. STUDY AREA AND ANALYSIS YEARS A preliminary trip generation indicated that the proposed expansion is anticipated to generate fewer than 500 trips during the weekday peak hour. The development is split into 3 phases. The analysis assumes 2018 as the opening year for Phase 1. Phase 2 and Phase 3 will be market driven and dependent on available funding. For analysis purposes, Phase 2 is considered in 2023 and Phase 3 in 2028. This TIA analyzes the AM peak hour and PM peak hour on a weekday at the following intersections: ➢ Eagle Ridge Drive & Copperwynd Drive ➢ Eagle Ridge Drive & Cloud Crest Trail/Summit Drive North ➢ Summit Drive South & Eagle Ridge Drive ➢ Palisades Blvd. & Eagle Ridge Drive/Palomino Blvd. ➢ Palisades Blvd. & Shea Blvd. C i v T e c h 4 March 2017 Source: CivTech 2017 Copperwynd ©r. SITE Shea Blvd. Figure 1: Vicinity Map CivTech O c7 Shea Blvd. Figure 1: Vicinity Map CivTech CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis EXISTING CONDITIONS EXISTING AND SURROUNDING LAND USE The CopperWynd Resort is located at 13225 N. Eagle Ridge Road situated in the McDowell Mountains in Fountain Hills, Arizona. The existing resort and club comprises 32 resort rooms, a restaurant and a spa/fitness/tennis club. The club currently has approximately 300 members. A portion of the members walk from the surrounding neighborhood. The membership will remain the same with the renovations and the restaurant patrons from off-site are not expected to increase. The surrounding area is primarily residential. A residential condominium community, The Villas at Copperwynd, is located adjacent and northeast of the hotel, and the SunRidge Canyon Golf Club is northeast of the existing hotel. Construction is underway for the Adero Canyon development located to the northeast of the resort on Eagle Ridge Road. ROADWAY NETWORK The existing roadway network within the study area includes Eagle Ridge Drive, Copperwynd Drive, and Palisades Boulevard. Eagle Ridge Drive is a collector street beginning at Palisades Boulevard to the east and currently ends west of CopperWynd Resort. Eagle Ridge Drive in the vicinity of the site is under the jurisdiction of the City of Scottsdale and is a two-lane roadway divided by a raised median. Each direction consists of 16 feet of pavement including a travel lane and bike lane. `No parking' signs are posted, and the posted speed limit is 35 mph. Eagle Ridge Drive is being extended with the construction of the Adero Canyon development. Copperwynd Drive is a private local street providing access from Eagle Ridge Drive to an existing employee lot for the resort, and it also provides private gated access to the existing `The Villas at Copperwynd' condominium community. Adjacent to the site, Copperwynd Drive is owned by Palisades Resorts, LLC. Palisades Boulevard is an arterial that loops around from Fountain Hills Boulevard to the east and heads south to Shea Boulevard. Palisades Boulevard is a four -lane roadway with two travel lanes and a bike lane in each direction divided by a raised median. The posted speed limit is 45 mph. INTERSECTION CONFIGURATIONS AND TRAFFIC CONTROLS The intersection of Eagle Ridge Drive and Copperwynd Drive is a T -intersection controlled by a stop sign with Copperwynd Drive stopping for Eagle Ridge Drive. The northbound approach consists a shared through/right-turn lane. The southbound approach has a dedicated left -turn lane (--110 feet of storage) and a through lane. The westbound approach consists of one shared lane. The intersection of Eagle Ridge Drive and Cloud Crest Trail/Summit Drive North is a four -legged unsignalized intersection with stop control for the neighborhood streets. The CIVTeCh 6 March 2017 CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis approaches on Eagle Ridge Drive consist of a dedicated left -turn lane (--115 feet of storage SB and --125 feet of storage NB) and a shared through/right-turn lane. The neighborhood approaches consist of one shared lane. The intersection of Eagle Ridge Drive and Summit Drive South is a four -legged unsignalized intersection with stop control for Summit Drive South. The south leg is a vacant cul-de-sac. The westbound approach on Eagle Ridge Drive consists of a shared through/right-turn lane, and the eastbound approach consists of a dedicated left -tum lane (--100 feet of storage) and through lane. The intersection of Eagle Ridge Drive and Palisades Boulevard is a four -legged intersection controlled by an all -way stop. The northbound approach consists of a shared left-turn/through lane, a through lane, and a right -turn lane. The southbound approach consists of a left -turn lane, a through lane, and a shared through/right-turn lane. The eastbound and westbound approaches consist of a left -turn lane and a shared throughlright-turn lane. The intersection of Palisades Boulevard and Shea Boulevard is a four -legged signalized intersection. The northbound approach consists of a left -turn lane and a shared through/right-turn lane. The southbound approach consists of a left -turn lane, a through lane, and dual right -turn lanes (right -turn on arrow only). The eastbound approach consists of dual left -turn lanes, three through lanes, and a dedicated right -turn lane. The westbound approach consists of a left -turn lane, three through lanes, and a dedicated right -turn lane. The existing lane configuration and traffic control is illustrated in Figure 2, and the existing stop control at each of the study intersections is summarized in Table 1. Table 1: Existing Intersection Traffic Control Study IC Intersection Traffic Control 1 Eagle Ridge Drive & Copperwynd Drive One-way Stop (WB) 2 Eagle Ridge Drive & Cloud Crest Trail/Summit Drive North Two-way Stop (EB/WB) 3 Summit Drive South & Eagle Ridge Drive Two-way Stop (NB/SB) 4 Palisades Blvd. & Eagle Rid e Drive/Palomino Blvd. All -way Stop 5 Palisades Blvd. & Shea Blvd. Traffic Signal TRAFFIC VOLUMES CivTech engaged Field Data Services of Arizona, Inc. to record traffic volumes at the study intersections within the project vicinity. Peak hour volume turning movement counts were performed from 7:00-10:00 AM and 4:00-6:00 PM on Thursday, February 2, 2016. The peak 60 minute traffic volumes during the observed times is considered typical peak hour traffic volumes for purposes of this study. The existing turning movement volumes are depicted in Figure 3 for the weekday morning and evening peak hours. The traffic volume data obtained for this study have been included in Appendix B. CivTech 7 March 2017 Eagle Ridge Dr & Copperwynd Dr 0 Palisades Blvd & Eagle Ridge Dr L2] Eagle Rtdge Dr & Summit Dr N Palisades SW & Shea Blvd N Eagle Ridge Dr & AccessA Copperwynd Dr & Access S Source: CivTech 2017 Eagle Ridge Dr & Summit Dr S LEGEND SITE rN CoPPefWYT%d Dr. QOSPEEo a L�M�t 35 a SJF` ♦ # 'E3 LD o % m d p v a/6P' ' yw� V �� �/hp�/�tl r'3 W45 © Thru or Turning Movement Traffic Signal Two -Way Left Turn -Lane � Stop Sign NORTH 4P Speed Limit 1 f Direction of Eagle Ridge Drive a' m � avy I r'O Shea 81vd. LSi Figure 2; Existing Lane Configurations and Traffic Controls 1 CivTech 1 Eagle Ridge Dr & Copperwynd Dr v m "T 171301 221161 1[61. 3141 ' 291311 35[201 � p M N Palisades Blvd & Eagle Ridge Dr AL Q 0 231401 F. ,ti w Eagle Ridge Dr & Access A Source: CivTech 2017 AL 0 I rv- o fJ K �- 5131 4[31 0101 1101 3[31 110] . F _ 4 Eagle Ridge Dr & Summit Dr N I 258[6761 53[751 433[12581 959[6031 71151 1141 Palisades Blvd & Shea Blvd 7171 0#01 411[31 1a1 Copperwpnd Dr & Access B 0 _Z7 o � 44 50[641 12[471 0111- 1101 J Eagle Ridge Dr & Summit Dr S LEGEND XX(XX)-AM(PM) Peak Hour Traffic Volumes 01 Direction of Eagle Ridge Drive SITE CoPPeS*""YndDr.� M o`� o ° r o pal,, L �F owl NORTH Shea 61vd. Figure 3: Existing Traffic Volumes ti . CivTech J CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis EXISTING CAPACITY ANALYSIS Peak hour capacity analyses have been conducted for the study intersections based on existing intersection configurations and traffic volumes. All intersections have been analyzed using the methodologies presented in the Highway Capacity Manual (HCM), Special Report 209, and Updated 2010 and using Synchro software, version 9.0 under the HCM 2010 methodology. The concept of level of service (LOS) uses qualitative measures that characterize operational conditions within the traffic stream. The individual levels of service are described by factors that include speed, travel time, freedom to maneuver, traffic interruptions, and comfort and convenience. Six levels of service are defined for each type of facility for which analysis procedures are available. They are given letter designations A through F, with LOS A representing the best operating conditions and LOS F the worst. Each level of service represents a range of operating conditions. Levels of service for intersections are defined in terms of delay ranges. Table 2 lists the level of service criteria for signalized and unsignalized intersections, respectively. Table 2: Level of Service Criteria Source: Exhibit 18-4 and Exhibit 19-1_ t-iinhwav (anarity Manual grain Results of the existing level of service analyses are shown in Table 3 for the AM and PM peak hours. The existing conditions analysis worksheets have been included in Appendix C. CiVTech 10 March 2017 `� CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis Table 3: Existing Peak Hour Levels -of -Service All existing intersections are evaluated to operate at LOS D or better during the peak hours. PROPOSED DEVELOPMENT LAND USE AND INTENSITY The renovation of the CopperWynd Resort and Club will include a total of 300 rooms and 9,850 square feet of meeting/banquet space at full build -out. The resort already includes 32 guestrooms (captured in existing traffic counts). Therefore, the remodel will create a net increase of approximately 268 guestrooms. The existing resort has a restaurant and a spa/fitness/tennis club. The club currently has approximately 300 members. A portion of the members walk from the surrounding neighborhood. The membership will remain the same with the renovations, and the restaurant patrons from off-site are not expected to increase. The existing traffic count includes the trips from the club members and restaurant. A conceptual site plan is included in Figure 4. SITE ACCESS AND CIRCULATION The site plan depicts maintaining the two (2) existing driveways as public entrances. The driveway on Eagle Ridge Drive is the main entrance and is expected to facilitate most of guest enter/exit trips. The secondary driveway to Copperwynd Drive is expected to be used for event days as well as potentially staff though a small amount of guests could be expected, The site plan also depicts an auxiliary driveway on Copperwynd Drive for deliveries. CivTech 11 March 2017 Traffic I AM PM LOS ID Intersection Control Movement/AppEoach Existin 1 Eagle Ridge Dr. & Copperwynd Dr. 1 -Way WB Shared A (A) Stop EB SB Left A A 2 -Way NB Left A (A) 2 Eagle Ridge Dr. & Cloud Crest Stop SB Left A (A) TR./Summit Drive North (EBMB) EB Shared A (A) WB Shared A A Summit Drive South & Eagle Ridge 2 -Way NB Shared A (A) 3 Dr. Stop SB Shared A (A) NB/SB EB Left A A NB Approach B (D) 4 Palisades Blvd. &Eagle Ridge All -Way SB Approach EB Approach D (B) B (B) Dr./Palomino Blvd. Stop WBApproach B B Overall D (C) NB Approach D (D) SB Approach B (B) 5 Palisades Blvd. & Shea Blvd. Signal EB Approach C (C) WBApproach C C Overall C C A Eagle Ridge Dr. & Driveway A 1 -Way SB Left -- {--) Stop (EB) WB Shared A (A) B Eagle Ridge Dr. & Driveway B 1 -Way SB Shared A (A) Stop (SB) EB Shared A (A) All existing intersections are evaluated to operate at LOS D or better during the peak hours. PROPOSED DEVELOPMENT LAND USE AND INTENSITY The renovation of the CopperWynd Resort and Club will include a total of 300 rooms and 9,850 square feet of meeting/banquet space at full build -out. The resort already includes 32 guestrooms (captured in existing traffic counts). Therefore, the remodel will create a net increase of approximately 268 guestrooms. The existing resort has a restaurant and a spa/fitness/tennis club. The club currently has approximately 300 members. A portion of the members walk from the surrounding neighborhood. The membership will remain the same with the renovations, and the restaurant patrons from off-site are not expected to increase. The existing traffic count includes the trips from the club members and restaurant. A conceptual site plan is included in Figure 4. SITE ACCESS AND CIRCULATION The site plan depicts maintaining the two (2) existing driveways as public entrances. The driveway on Eagle Ridge Drive is the main entrance and is expected to facilitate most of guest enter/exit trips. The secondary driveway to Copperwynd Drive is expected to be used for event days as well as potentially staff though a small amount of guests could be expected, The site plan also depicts an auxiliary driveway on Copperwynd Drive for deliveries. CivTech 11 March 2017 Source: CivTech 2017 4k� % Existing% in T n—alh Figure 4: Site Plan and Access CivTech CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis PHASING The development is split into 3 phases. Phase 1 is assumed to open in 2018 with 128 total guestrooms. Sixty rooms will be added in Phase 2 and Phase 2 and Phase 3 will be market driven and dependent on available funding. For analysis purposes, Phase 2 is considered in 2023 and Phase 3 in 2028. FUTURE TRAFFIC VOLUMES TRIP GENERATION FOR PROPOSED EXPANSION The potential trip generation for the proposed school was estimated utilizing the Institute of Transportation Engineers (ITE) Trip Generation Manual, 901 Edition and Trip Generation Handbook, 3rd Edition. The ITE Trip Generation Manual contains data collected by various transportation professionals for a wide range of different land uses. The data are summarized in the report and average rates and equations have been established that correlate the relationship between an independent variable that describes the development size and generated trips for each categorized land use. The report provides information for daily and peak hour trips. The rates for LUC 310 (Hotel) are higher than those for LUC 330 (Resort Hotel) and therefore was utilized for a conservative analysis. ITE Land Use Category (LUC) 310 for a hotel has the following description: "Hotels are places of lodging that provide sleeping accommodations and supporting facilities such as restaurants, cocktail lounges, meeting and banquet rooms or convention facilities, limited recreational facilities (pool, fitness room), and/or other retail and service shops." Most of the hotels surveyed were primarily location in suburban areas outside of central business districts. The rates provided for the Hotel land use category are inclusive of all the uses on-site in addition to guest rooms. Therefore, separate trip generation was not conducted for the added meeting/banquet space. The peak period for the meeting/banquet space would most likely occur on a Saturday and not during the weekday peak hours. The club membership will remain the same with the renovations, and the restaurant patrons from off-site are not expected to increase. The existing traffic count includes the trips from the club members and restaurant. Moreover, hotel restaurants and cocktail lounges are included in the Hotel rate. The trips associated with 32 of the analyzed 300 guest rooms are already accounted for in the existing traffic counts. This analysis calculates the expected increase in trips due to the 268 additional rooms. Table 4 summarizes the trip generation potential of the school. Detailed trip generation calculations are included in Appendix D. ClvTech 13 March 2017 Z7 CopperWynd Resort and Club — Fountain Hills, Arizona Table 4: Trip Generation Summary Traffic Impact Analysis Land Use ITE LUC Occupied Rooms Wee day Generated Trips AM Peak Hour PM Peak Hour Enter Exit Total Enter Exit Total Resort Hotel - Phase 1 310 960) 37 27 64 35 36 71 Resort Hotel - Phase 2 310 16601 64 47 111 60 63 123 Resort Hotel - Phase 3 1 310 2680) 1 104 76 180 97 101 198 (1) Net increase in keyed guest rooms. The proposed plan at full build -out is expected to generate an additional 180 trips (104 enter/76 exit) during the AM peak hour and an additional 198 trips (97 enter/101 exit) during the PM peak hour. DISTRIBUTION AND TRIP ASSIGNMENT A single trip distribution pattern was assumed for this study. It is expected that the proposed development would generate trips during the peak hours based predominantly on where guests are initially arriving from, such as an airport or residential areas further away from Fountain Hills. Most trips are expected to use Shea Boulevard, west towards Scottsdale or SR -87, southwest towards Loop 202 and the remaining on Palisades Boulevard to commercial areas in Fountain Hills. The trip distribution is shown in Table 5 and depicted in Figure 5. CivTech 14 March 2017 COPperwYn` 50% Source: CivTech 2017 rhea Blvd- 10% Am*lP O 40% Figure 5: Trip Distribution CivTech CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis Table 5: Trip Distribution by Percentage Roadway To/From Distribution Shea Boulevard West 50% Shea Boulevard to/from SR -87 Fast 40% Palisades Boulevard C=ast 10% TOTAL TOTAL 100% The percentages were applied to the site generated trips based on likely routes to project site traffic at the intersections within the study area. The projected Phase 1, Phase 2 and Phase 3 peak hour site traffic volumes are depicted in Figure 6, Figure 7, and Figure 8, respectively. FUTURE BACKGROUND TRAFFIC Additional traffic growth is expected to overall growth in the area. Future traffic volumes are commonly projected by applying a growth rate to existing traffic volumes. Historical ADT volumes on Shea Boulevard, retrievable on the City of Scottsdale's website indicated a decline in daily traffic volumes from 2012 to 2014. As such, this study refers to the methodology in the intersection needs assessment referenced above. The 2014 assessment considered a 2.9 percent annual growth rate, which is used in this study to be consistent. Actual growth may be less than projected as a 2.9 percent growth rate over a decade may be less likely given the limited area remaining for development in Fountain Hills. This rate equates to growth factors of 1.029, 1.187 and 1,370 for the 2018, 2023 and 2028 horizon years, respectively. Adero Canyon is a development project adjacent to the northwest of the site on Eagle Ridge Drive. The development is currently under construction and is expected to add trips to the study area. The study Palisades Boulevard and Eagle Ridge Drive Intersecting !Needs Assessment, sealed April 2014, projected traffic from the other/background development through the intersection of Eagle Ridge Drive and Palisades Boulevard. The assessment estimated a completion year of 2022. Those volumes were used and extrapolated to the remaining study intersections to add to existing traffic volumes in this the current study for the 2023 and 2028 horizon years. Selected excerpts from the assessment is included in Appendix E. Future background traffic volumes at the study intersections are projected by applying the appropriate growth factor to the existing traffic volumes and, if applicable, adding the generated traffic volumes of the adjacent development. The 2018, 2023 and 2028 background traffic volumes are depicted in Figure 9, Figure 10, and Figure 11, respectively. FUTURE TOTAL TRAFFIC Anticipated total traffic volumes were computed by adding the site generated traffic to the projected background traffic volumes. The 2018, 2023 and 2028 total traffic volumes are depicted in Figure 12, Figure 13, and Figure 14, respectively. CiVTech 16 March 2017 0 Eagle Ridge Dr Copperwynd Or 314, *1 OR 01[01 zqw,FLi 0M1 � Palisades Blvd & Eagle Ridge Dr Alk Eagle Ridge Dr & Access A Source: CivTech 2017 A FE, fl Eagle Ridge Or & Summit Dr N Palisades Blvd & Shea Blvd Copperwynd Or & Access B 271361. 37P5I Eagle Ridge Or & Summit Or S LEGEND XX(XX) -AM(PM) Peak Hour Traffic Volumes 10, Direction of Eagle Ridge Drive SITE O CopperWy d. I)T.00 NORTH ill� J- any hR 0 Shea Blvd. Figure 6: Site Phase I Traffic Volumes CivTech A � G &[111 m rn Eagle Ridge Dr & Copperwynd Or � Q m _ _ °I°l, °I°I °[Dl•= D[°l 64[571 01°3 DM Eagle Ridge Dr & Summit Or N Eagle Ridge I Summit Or S 4[Fi1 Bi°I 31[2%: .241231 40M DR I Palisades Blvd & Eagle Ridge Or Palisades Blvd & Shea Blvd - y- - 0010Y 0101 1 T Eagle Ridge Or & Access A Copperwyrnd Or & Access B Source: CivTech 2017 N. SITE CopPerwYr'd Dr.�Q � , Q�. 5� 0 4 s 4 a"i d a u oy i1 Pay°"��ho �/ya F LEGEND NORTH XX(XX)-AM(PM) Peak Hour Traffic Volumes lllDirection of Eagle Ridge Drive tea• ymi> a Shea S4vd. Figure 7: Site Phase 2TrafficVolumes CivTech AL -0 -0 A D101 01010101 01% D[01 0101 44 7611011 104[971 SITE 141191 0101 ofol N Eagle Ridge I & Copperwynd Dr Eagle Ridge Or & Summit Dr N Eagle Ridge Or & Summit Or S 0101 52[491,- 42[391 0[01 4D 0101 U a. 01M, wi 4 Palisades Blvd & Eagle Ridge Or Palisades Blvd & Shea Blvd 000% LEGEND NORTH AXX(XX) - AM(PM) Peak Hour Traffic Volumes Ilk Direction of Eagle Mdge Drive rn Xr o[o] 20[181 016] 0M 9101 aQ 52192] Shea Blvd. Eagle Ridge Or & Access A Copper"rid Or & Access B Figure 8: Site Phase 3 Traffic Volumes Source: CivTech 2017 COPPERWYND Resort and Club k'A IF -L911 o 4171 7[121 Eagle Ridge Dr & Coppe"d Dr r7(31� 23[1x1 1[61 . ,3�41 31)[321 36[21] r mer N Palisades Blvd & Eagle Ridge Dr 24f41j N Go Eagle Ridge Dr & Access A Source: CivTech 2017 Eagle Ridge Dr & Summit Dr N 0 M 255[6'��: ,55177[ 446[12941 '987[620] 7[15} 1[41 M � I Palisades Blvd & Shea Blvd "td[8j I Copperxynd Dr & Access B kulrt" Eagle Ridge Dr & Summit Dr S LEGEND XX(XX1-AM(Plvl} Peak Hour Traffic Volumes Direction of Eagle Ridge Drive 1%�SlE a I". r CopPerwYnd 13r- - tt` °1 dd Y u` i U2 r Q� Pa7�ryriryo%d NORTH Shea Blvd. 151 Figure 9: 2018 Background Traffic Volumes COPPERWYND Resort and Club` Eagle Ridge Dr & C—opperwynd Dr /� 0 m 44 T00011 z6[19j 21[32t- 19(30] 1141921 ; 42]24) o � M Palisades Blvd & Eagle Ridge Dr rn ail 27[47] = Eagle Ridge Dr & Access A Source: CivTech 2017 Ak p N a 614 %d1 air,_= 1[af r� N M 90 [O Eagle Ridge Dr & Summit Dr N 329(883] 7!�1261 514[14931 - 1138]716] Palisades Blvd & Shea Blvd Copperwynd Dr & Access B 4 ® 209[2211 -170[236] 0111' ,, 4 1M b Q Eagle Ridge Dr & Summit Dr S SITE O CoppeYVjynd 01.OD LEGEND NORTH XX(XX) - AM(PM) Peak Hour Traffic Volumes Direction of Eagle Ridge Drive Shea Blvd. Figure 10: 2023 Background Traffic Volumes COPPERWYND Resort ' Club CivTech Eagle Ridge Dr & CoppeTwynd Dr V 0 73[106] 301221 21[331 19[301 120197] 48[27[ co ti Palisades Blvd & Eagle Ridge Dr a � a A01 31[56, Eagle Ridge Dr &Access A Source: CivTeeh 2017 Eagle Ridge Dr & Summit Dr N zo 0 376[10071 85]142] 593[1723] 1313[826] 10[21] 1[5] Palisades Blvd & Shea Blvd Copperwynd Dr & Access B - - 0 ' 21812331 184[2441 �E1) 1E�9 moo: Eagle Ridge Dr & Summit Dr S LEGEND XX(XX) - AM(PM) Peak Hour Traffic Volumes Direction of Eagle Ridge Drive SITE Q O � CoPGerw`!Rd Dr•© y� E# -cy v' Q4' ohfgo 8/yam H� p" NORTH Shea Blvd. Figure 11; 2428 Background Traffic Volumes COPPERWYND Resort and Club - r,A 4[7I 121191 Eagle Ridge Or & Copperwynd Dr r. m N 2351 : 23[18] 1161-314] ' 36[211 CV I I I Palisades Blvd & Eagle Ridge Dr 461701 •'- ra >Rti' rn m Eagle Ridge Dr & Access A Source: CivTech 2017 A ---- 4[31 --4[31 p[p1 tI01 pEal _ • t [o] v � � I Eagle Ridge Dr & Summit Dr N 284[714]-:- 70[91] 446(12941 987[6201 7[151 1141 FF F I Palisades Blvd & Shea Blvd �O w � t 14[141. 0Ei11 4[101. 10[81 \ /I Copperwynd Dr & Access B I _ m 1[11 T M 14 7811021 111[83] M1 110] L'+ O Eagle Ridge Dr & Summit Dr S LEGEND XX(XX) - AM(PM) Peak Hour Trak Volumes Direction of Eagle Ridge Drive SITE ID CoPP evwynCI P� Vx p U NORTH d Shea B4vd. Figure 12: 2418 Total Traffic Volumes CivTech Eagle Ridge Dr & Copperwynd Dr 7�yr I ] ^ 26(39] �19(301 21[321 154[1451 42[24] 4 1 � r Palisades Blvd & Eagle Ridge Dr - -- i � r I 4101 631%] b _ Eagle Ridge Dr & Access A Source;CivTech 2017 - 1 Q N 6[411 opj- 1101 0101 1[0] � N N Eagle Ridge Dr & Summit Dr N —r Fz FZ a: ,... 51 364[9121. 591951] 514114931 1138[7161 61161- . 1151 a Palisades Blvd & Shea Blvd 0 I 20[191` 0141 — 5[121- 12191 Copperwynd Dr & Access B Eagle Ridge Dr & Summit Dr S LEGEND XX(XX)-AM(PM) Peak Hour Traffic Volumes 7 Direction of Eagle Ridge Drive SITE 4 CoPperwYnd Qt'0O \ .� 41 Oma! _% NORTH m �a a 4 Shea B4vd. Figure 13: 2423 Total Traffic Volumes + Civ►Tech 5[1411 24[351 M M N Eagle Ridge Or & Copperwyrd Or N P t` tO 81[1161 301221 21[331 19(301 18811891 481271 FT RT a � v W m Palisades Blvd & Eagle Ridge Or A - 1 UT a file] 9313 371 - � o r' cv Eagle Ridge Or & Access A Source: CivTech 2017 7(41 r 5141 616) 1[61 I �3 ` 1163 M n n N Eagle Ridge Or & Summit Or IN 428[10561. T 127[1811 593[17231" 1313[8261 101211 1151 � a II Palisades Blvd & Shea Blvd - -Q 0 301281 0101 5[141 141111 Copperwynd Dr & Access B d N o cd 6[1) q291 ' 29413341 288[3411 0[11 1[01 E5'a Eagle Ridge Dr & Summit Or 5 LEGEND XX(XX)-AM{PM) Peak Hour Traffic Volumes Direction of Eagre Ridge Drive SITE CopperwYnd 00 P� o y® 4 Pd/o lJ' Oma. hliryo&/td H NORTH Shea Blvd. Z Figure 14: 2028 Total Traffic Volumes J CivTech CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis TRAFFIC AND IMPROVEMENT ANALYSIS PEAK HOUR CAPACITY ANALYSIS Alf intersections have been analyzed using the methodologies presented in the Highway Capacity Manual (HCM), Special Report 209, and Updated 2010 and using Synchro software under the HCM 2010 methodology. Results of the intersection capacity analysis for the 2018, 2023 and 2028 study years are summarized in Table 6, Table 7 and Table 8, respectively. Analysis worksheets for the future scenarios are in Appendix F, Appendix G and Appendix H, for years 2018, 2023 and 2028 respectively. Table 6: 2018 Projected Peak Hour Levels of Service CiVTech 26 March 2017 �1 Traffic Movement/ AM PM LOS Background Total ID Intersection Control Approach 1 Eagle Ridge Dr. & Copperwynd Dr. 1 -Way Stop EB WB Shared SB Left A (A) A(A) A (A) A A 2 -Way NB Left A (A) A (A) 2 Eagle Ridge Dr. & Cloud Crest St© SB Left A (A) A (A) TR./Summit Drive North (EB/WB) EB Shared A (A) A (A) WB Shared A(A) A(A) 3 Summit Drive South & Eagle Ridge 2 -Way Stop NB Shared SB Shared A (A) A (A) A (A) A (B) Dr. NB/SB EB Left A(A) A(A) NB Approach B (D) B (D) 5B Approach E (C) E (C) 4 Palisades Blvd. &Eagle Ridge All -Way EB Approach B (B) B (B) Dr./Palomino Blvd. Stop WB Approach B(B) B B Overall D (C) D (C) NB Approach D (D) D (E) SB Approach B (B) B (B) 5 Palisades Blvd. & Shea Blvd. Signal EB Approach C (C) C (C) WB Approach C C C C Overall C C C C A Eagle Ridge Dr. & Driveway A 1 -Way Stop (EB) SB Left WB Shared -- (--) A (A) -- (--) A (A) B Eagle Ridge Dr. & Driveway B 1 -Way Stop (SB) SB Shared EB Shared A (A) A (A) A (A) A (A) CiVTech 26 March 2017 �1 CopperWynd Resort and Club Fountain Hills, Arizona Traffic Impact Analysis Table 7: 2023 Projected Peak Hour Levels of Service Table 8: 2028 Projected Peak Hour Levels of Service Traffic Movement/ AM PM LOS Background Total ID Intersection Control Approach 1 Eagle Ridge Dr. & Copperwynd Dr. 1 -Way WB Shared B (B) B (B) Stop EB SB Left A A A(A) 2 -Way NB Left A (A) A (A) 2 Eagle Ridge Dr. & Cloud Crest Stop SB Left A (A) A(A) TR./Summit Drive North (EBINB) EB Shared B (B) B (B) WB Shared B A B(A) Summit Drive South & Eagle Ridge 2 -Way NB Shared B (A) B (B) 3 Dr. Stop SB Shared B (B) B (B) (NB/SB) EB Left A(A) A(A) NB Approach C (F) D (F) SB Approach F (D) F (D) 4 Palisades Blvd. & Eagle Ridge All -Way EB Approach C (C) C (C) Dr./Palomino Blvd. Stop WB Approach B(B) B(C) Overall E (E) F (F) NB Approach D (D) D (D) SB Approach C (B) C (B) 5 Palisades Blvd. & Shea Blvd. Signal EB Approach C (E) C (E) WB Approach C C C C Overall C (E) D E Overall C D C D A Eagle Ridge Dr. & Driveway A 1 -Way SB Left -- (--) -- (--} Stop (EB) WB Shared B (B) B (B) B Eagle Ridge Dr. & Driveway B 1 -Way SB Shared A (A) A (A) Stop (SB) EB Shared A (A) A (A) Table 8: 2028 Projected Peak Hour Levels of Service C i v T e c h 27 March 2017 �� Traffic Movement/ AM PM LOS Background Total ID Intersection Control Approach 1 Eagle Ridge Dr. & Copperwynd Dr. 1 -Way WB Shared B (B) B (B) Stop EB SB Left A(A) A(A) 2 -Way NB Left A (A) A (A) 2 Eagle Ridge Dr. & Cloud Crest top SB Left A (A) A (A) TR./Summit Drive North (E EB Shared B (B) B (C) WB Shared B(A) B(B) Summit Drive South & Eagle Ridge 2 -Way NB Shared B (A) B (B) 3 Dr. Stop SB Shared B (B) C (C) (NB/SB) EB Left A(A) A(A) NB Approach C (F) E (F) SB Approach F (E) F (F) 4 Palisades Blvd. &Eagle Ridge All -Way EB Approach C (C) C (D) Dr./Palomino Blvd. Stop WB Approach B(C) C C Overall E (F) F (F) NB Approach D (E) D (E) SB Approach C (B) D (B) 5 Palisades Blvd. & Shea Blvd. Signal EB Approach C (F) C (F) WB Approach C C C C Overall C (E) D E A Eagle Ridge Dr. & Driveway A 1 -Way SB Left -- (--) -- (--) Stop (EB) WB Shared B (B) B(B) B Eagle Ridge Dr. & Driveway B 1 -Way SB Shared A (A) A (A) Stop (SB) EB Shared A (A) A (A) C i v T e c h 27 March 2017 �� CopperWynd Resort and Club — Fountain Hills, Arizona Traffic impact Analysis Most study intersections are projected to operate at LOS C or better during the peak hours of all horizon years. Two of the intersections are expected to operate at LOS E or F during one or more peak hour in 2023 and/or 2028. The intersection of Palisades Boulevard and Shea Boulevard is anticipated to operate at LOS E during the 2028 PM peak hour. This is due to the relatively high eastbound left turn movement where dual turn lanes facilitate a projected PM peak hour volume of 1,035 vehicles. Further analysis reveals that if the maximum green interval for the movement was increased to similar to the maximum green interval of the eastbound through movement, the intersection could operate at LOS C during the 2028 PM peak hour. Actual growth may be less than projected as a 2.9 percent growth rate over a decade may be less likely given the limited area remaining for development in Fountain Hills. It is still recommended to ensure that the maximum green time is increased as future traffic volumes increase to ensure adequate operation.. The intersection of Palisades Boulevard and Eagle Ridge Drive/Palomino Boulevard is anticipated to operate at LOS E or F in the 2023 and 2028 background and total conditions. This is mostly due to the relatively large through volume on Palisades Boulevard in relation to the increasing volume entering/exiting Eagle Ridge Drive. Signalization would mitigate the proposed delay associated with an all -way stop condition. The Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment (CivTech April 96, 2094) indicated that a the four-hour signal warrant is expected to be satisfied with the neighboring Adero Canyon development and trailhead at 17 percent of occupancy of planned townhomes and satisfying the eight-hour signal warrant at 29 percent occupancy. Depending on the timing of the build out of surrounding developments and growth of background traffic volumes, a traffic signal may be warranted at full build -out of Phase 2 or Phase 3. Per the Town of Fountain Hills, a northbound left -turn lane on Palisades Boulevard shall be installed along with box and conduit to prepare for a future traffic signal. These improvements are recommended to be constructed prior to Phase 3 of the development. Per the Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment (CivTech April 96, 2094), "CivTech is concerned that there may not be sufficient sight distance for drivers intending to turn right on red from the side streets to see approaching vehicles on Palisades Boulevard or for drivers intending to turn left from Palisades Boulevard to see opposing vehicles. Therefore, if and when a traffic signal is installed, we recommend prohibiting right turns on red for the east- and westbound approaches and we recommend protected -only left turn phasing for the left turns in both directions from Palisades Boulevard." Due to the sight distance restrictions, it is recommended to prohibit right turns on red for the eastbound and westbound approaches and provide protected -only left turn phasing for the left turns in both directions from Palisades Boulevard. A formal assessment should be conducted during the traffic signal design process. CivTech 28 March 2017 CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis Table 9 summarizes the level -of -service with a traffic signal at the Palisades Boulevard and Eagle Ridge Drive/Palomino Boulevard intersection. Table 9: Projected Peak Hour Levels of Service with a Traffic Signal The levee -of -service (LOS) was calculated with right turns on red prohibited for the eastbound and westbound approaches and protected -only left turn phasing in the northbound and southbound directions. For year 2023, a 60 -second cycle was utilized. For year 2028, a 65 -second cycle was utilized for the AM peak hou,r and a 60 -second cycle was utilized for the PM peak hour, With the installation of a traffic signal, the intersection of Palisades Boulevard and Eagle Ridge Drive will operate at a level -of -service "B" in year 2023 for both peak hours. For year 2028, the intersection is projected to operate an overall level -of -service "C° during the AM peak hour and "B" during the PM peak hour. Two scenarios were analyzed to determine the impact of installing an eastbound right - turn lane on Eagle Ridge Drive at Palisades Boulevard. The overall level -of -service would remain the same. However, there would be a few seconds less of overall delay. In year 2028, the eastbound through movement on Eagle Ridge Drive at Palisades Boulevard is projected to be only 21 vph in the AM peak hour and 33 vph in the PM peak hour. The eastbound right -turn volume is projected to be 188 vph in both the AM and PM peak hours. These volumes do not warrant a separate eastbound right -turn lane. Per the analysis, the overall delay would only improve by a few seconds. In addition, right turns on red are recommended to be prohibited in the eastbound and westbound directions due to sight distance. Therefore, a separate right -turn lane is not deemed necessary on Eagle Ridge Drive at Palisades Boulevard. The future lane configurations and traffic controls are depicted in Figure 15. CivT@Cil 29 March 2017 �1 Traffic Movement/ AM(PM LOSM ID Intersection Control') Approach 2023 2028 NB Approach B (B) C (B) Palisades Blvd. & Eagle Traffic Signal SB Approach C (B) C (B) 4 Ridge Dr./Palomino (NB left EB Approach C (C) C (B) Blvd. installed) WB Approach C B C B Overall 19.3s: B (14.7s: B) 28.3s: C (16.1x: B) 4 Palisades Blvd. & Eagle Ridge Dr.IPalomino Blvd. Traffic Signal (NB left and EB right installed) NB Approach SB Approach EB Approach WB A roach B (B) B (B) C (C) B B C (B) C (B) C (B) C B Overall 17.1s: B (14.0s: B) 1 23.8: C (14.4s: B) The levee -of -service (LOS) was calculated with right turns on red prohibited for the eastbound and westbound approaches and protected -only left turn phasing in the northbound and southbound directions. For year 2023, a 60 -second cycle was utilized. For year 2028, a 65 -second cycle was utilized for the AM peak hou,r and a 60 -second cycle was utilized for the PM peak hour, With the installation of a traffic signal, the intersection of Palisades Boulevard and Eagle Ridge Drive will operate at a level -of -service "B" in year 2023 for both peak hours. For year 2028, the intersection is projected to operate an overall level -of -service "C° during the AM peak hour and "B" during the PM peak hour. Two scenarios were analyzed to determine the impact of installing an eastbound right - turn lane on Eagle Ridge Drive at Palisades Boulevard. The overall level -of -service would remain the same. However, there would be a few seconds less of overall delay. In year 2028, the eastbound through movement on Eagle Ridge Drive at Palisades Boulevard is projected to be only 21 vph in the AM peak hour and 33 vph in the PM peak hour. The eastbound right -turn volume is projected to be 188 vph in both the AM and PM peak hours. These volumes do not warrant a separate eastbound right -turn lane. Per the analysis, the overall delay would only improve by a few seconds. In addition, right turns on red are recommended to be prohibited in the eastbound and westbound directions due to sight distance. Therefore, a separate right -turn lane is not deemed necessary on Eagle Ridge Drive at Palisades Boulevard. The future lane configurations and traffic controls are depicted in Figure 15. CivT@Cil 29 March 2017 �1 1 OILy Eagle Ridge Dr& Copperwynd Dr Palisades Blvd & Eagle Ridge Dr 0 E Eagle Ridge Dr & Summii Dr N Palisades Blvd & Shea Blvd Eagle Ridge Dr & Access A Copperwynd Dr & Access B Source: CivTech 2017 Eagle Ridge Dr & Summit Dr S LEGEND © Thru or Turning Movement Traffic Signa INTwo -Way Leh Tum -Lane Stop Sign Speed Lim10, it Direction of Eagle Ridge Drive SITE Q �+ a CoPPeT'"�nd Dr•00 ♦ 5`tMtS 35 \\\tat. F Q a � t V h`y °ry'/hO8/�d L' I � 45s sPeeo NORTH m � m" a 4 ♦ u w� Shea g4vd. Figure IS: Future Lane Configurations and Traffic Controls CivTech CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations have been documented in this study. Site Plan and Access ➢ Renovations are proposed for the CopperWynd Resort and Club in Fountain Hills, Arizona. Redevelopment is proposed in phases and will consist of a total of 300 rooms and an addition of 9,850 square feet of meeting/banquet space at full build- out. A restaurant and fitness/tennis club is currently on-site and will remain with the redevelopment. A conceptual site plan is included in Figure 4. ➢ The site plan depicts maintaining the two (2) existing driveways as public entrances. The driveway on Eagle Ridge Drive is the main entrance and is expected to facilitate most of guest enter/exit trips. The secondary driveway to Copperwynd Drive is expected to be used for event days as well as potentially staff though a small amount of guests could be expected. The site plan also depicts an auxiliary driveway on Copperwynd Drive for deliveries. Trip Generation ➢ The rates provided for the ITE Trip Generation "Hotel" land use category are inclusive of all the uses on-site in addition to guest rooms. Therefore, separate trip generation was not conducted for the added meeting/banquet space. The peak period for the meeting/banquet space would most likely occur on a Saturday and not during the weekday peak hours. ➢ The club membership will remain the same with the renovations, and the restaurant patrons from off-site are not expected to increase. The existing traffic count includes the trips from the club members and restaurant. Moreover, hotel restaurants and cocktail lounges are included in the "Hotel" rate. ➢ The trips associated with 32 of the analyzed 300 guest rooms are already accounted for in the existing traffic counts. This analysis calculates the expected increase in trips due to the 268 additional rooms. ➢ The proposed plan at full build -out is expected to generate an additional 180 trips (104 enter/76 exit) during the AM peak hour and an additional 198 trips (97 enter/101 exit) during the PM peak hour. Level of Service Analysis ➢ All existing intersections are evaluated to operate at LOS D or better during the peak hours. ➢ The study intersections are projected to operate at LOS C or better during the peak hours of all horizon years with the exception of Palisades Boulevard and Shea Boulevard and Palisades Boulevard and Eagle Ridge Drive/Palomino Boulevard. These two intersections are expected to operate at LOS E or F during one or more peak hour in 2023 and/or 2028. CivTecil 31 March 2017 L� CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis Palisades Boulevard and Shea Boulevard ➢ The intersection of Palisades Boulevard and Shea Boulevard is anticipated to operate at LOS E during the 2028 PM peak hour. This is due to the relatively high eastbound left turn movement where dual turn lanes facilitate a projected PM peak hour volume of 1,035 vehicles. Further analysis reveals that if the maximum green interval for the movement was increased to similar to the maximum green interval of the eastbound through movement, the intersection could operate at LOS C during the 2028 PM peak hour. Actual growth may be less than projected as a 2.9 percent growth rate over a decade may be less likely given the limited area remaining for development in Fountain Hills. It is still recommended to ensure that the maximum green time is increased as future traffic volumes increase to ensure adequate operation. Palisades Boulevard and Eagle Ridge DrivelPalomino Boulevard )'o- The intersection of Palisades Boulevard and Eagle Ridge Drive/Palomino Boulevard is anticipated to operate at LOS E or F in the 2023 and 2028 background and total conditions. This is mostly due to the relatively large through volume on Palisades Boulevard in relation to the increasing volume entering/exiting Eagle Ridge Drive. Signalization would mitigate the proposed delay associated with an all - way stop condition. The Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment (CivTech April 16, 2094) indicated that a the four-hour signal warrant is expected to be satisfied with the neighboring Adero Canyon development and trailhead at 17 percent of occupancy of planned townhomes and satisfying the eight-hour signal warrant at 29 percent occupancy. Depending on the timing of the build out of surrounding developments and growth of background traffic volumes, a traffic signal may be warranted at full build -out of Phase 2 or Phase 3. Per the Town of Fountain Hills, a northbound left -turn lane on Palisades Boulevard shall be installed along with box and conduit to prepare for a future traffic signal. These improvements are recommended to be constructed prior to Phase 3 of the development. ➢ Per the Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment (CivTech April 16, 2014), "CivTech is concerned that there may not be sufficient sight distance for drivers intending to turn right on red from the side streets to see approaching vehicles on Palisades Boulevard or for drivers intending to turn left from Palisades Boulevard to see opposing vehicles. Therefore, if and when a traffic signal is installed, we recommend prohibiting right turns on red for the east- and westbound approaches and we recommend protected -only left turn phasing for the left turns in both directions from Palisades Boulevard." ➢ Due to the sight distance restrictions, it is recommended to prohibit right turns on red for the eastbound and westbound approaches and provide protected -only left turn phasing for the left turns in both directions from Palisades Boulevard. A formal assessment should be conducted during the traffic signal design process. CivTech 32 March 2017 �4./ CopperWynd Resort and Club — Fountain Hills, Arizona Traffic Impact Analysis LIST OF REFERENCES A Policy on Geometric Design of Highways and Streets. American Association of State Highway and Transportation Officials, Washington, D.C., 2011. Highway Capacity Manual, Transportation Research Board, Washington, D.C., 2010. Manual on Uniform Traffic Control Devices. U.S. Department of Transportation, Federal Highways Administration, Washington, D.C., 2009. NPTS Urban Travel Patterns Report: December 1999. Trip Generation Manual, 91h Edition. Institute of Transportation Engineers, Washington, D.C, 2012. Trip Generation Handbook, 31d Edition, Institute of Transportation Engineers, Washington, D.C., 2014. ,f,; CivTeCh 33 March 2017 CopperWynd Resort and Club - Fountain Hills, Arizona Traffic Impact Analysis TECHNICAL APPENDIX APPENDIX A: REVIEW COMMENTS RESPONSES (RESERVED) APPENDIX B: EXISTING TRAFFIC COUNTS APPENDIX C: EXISTING PEAK HOUR CAPACITY ANALYSIS APPENDIX D: TRIP GENERATION APPENDIX E: SELECTED EXCERPTS FROM PALISADES BOULEVARD AND EAGLE RIDGE DRIVE INTERSECTING NEEDS ASSESSMENT APPENDIX F: 2018 PEAK HOUR ANALYSIS APPENDIX G: 2023 PEAK HOUR ANALYSIS APPENDIX H: 2028 PEAK HOUR ANALYSIS CIVTec h 34 March 2017 `0 APPENDIX A REVIEW COMMENTS AND RESPONSES (RESERVED) CivTech CopperWynd Resort - Parking Study CivTech, Inc. Review Comments & Responses 1st Submittal 1. 2. Disposition Codes: (1) Will Comply (2) Will Evaluate (3) Delete Comment (4) Defer to Consultant/Owner Reviewer Name, Agency: Town of Fountain Hills -February 22, 2017 Review Per the hotel, The club membership will remain the same with the ;renovations, and the restaurant patrons from off-site are not :expected to increase. The existing traffic count includes the trips from :the club members and restaurant. Due to Town concern, the trip generation is now calculated with rates for ITE LUC 310 (Hotel) , :which are higher than ITE LUC 330 (Resort Hotel). ITE Land Use :Category (LUC) 310 for a hotel has the following description: "Hotels Page 1 (&throughout the report) -Add to the trip generation, the traffic forare places of lodging that provide sleeping accommodations and the : Convention Center -8,854 SF, Community Members' increased; supporting facilities such as restaurants, cocktail lounges, meeting and usage of the increased/expanded facilities, function lawn events, and:banquet rooms or convention facilities, limited recreational facilities restaurant. :(pool, fitness room), and/or other retail and service shops." The rates 'provided for the "Hotel" land use category are inclusive of all the uses on-site in addition to guest rooms. Therefore, separate trip generation :was not conducted for the added meeting/banquet space. The peak ,period for the meeting/banquet space would most likely occur on a :Saturday and not during the weekday peak hours. The function lawn :events are expected to be ancilliary to the indoor meeting/banquet ;space and not separate. Page 1 - A portion of Eagle Ridge Drive (ERD) lies within the City ofDocuments have been submitted to the City of Scottsdale's planning Scottsdale. Also submit this report to Scottsdale & incorporate theirdepartment. review comments. CIVTech Appendix A Page 1 of 4 CopperWynd Resort - Parking Study CivTech, Inc. Review Comments +& Responses 1st Submittal i] Disposition Codes: (1) Will Comply (2) Will Evaluate (3) Delete Comment (4) Defer to Consultant/Owner Reviewer Name, Agency: Town of Fountain Hills -February 22 2017 2Page 2 - Delete the 2nd bullet point, and replace with verbiage to - `:"Construct/participate in intersection improvementslsignalization of the :Palisades Blvd//Eagle Ridge Drive intersection." -- 4.igure 2 (& throughout the report): Eagle Ridge Drive's direction switch in these diagrams. So, clarify/label street names in all diagrams/figures. 5. ;Page 12, .... ........ ............. I......................... "of the school..." ???? 6. :Table 4 - Add the traffic generators noted above. ................................................................................................................................................................. 7. :Page 14, "3rd Para-" growth factors of 1.01. 1.062 1.116..." -Since the ,text indicates that a growth factor of 2.9% per year was used, how do :these numbers relate? ........................................................................................................................................................ 8. (Figure 14: The site generates up to 41 % of the largest side street :movements (NB -WB LT and EB -SB RT movements) at the €Palisades/ERD intersection. So, participate in intersection :improvements/signafization improvements. CivTech Appendix A :This text has been added to report "Depending on the tinning of the build out of surrounding developments and growth of background ;traffic volumes, a traffic signal may be warranted at full build -out of (Phase 2 or Phase 3. Per the Town of Fountain Hills, a northbound I ;turn lane on Palisades Boulevard shall be installed along with traffic ;signal conduit and pull boxes to prepare for a future traffic signal. These improvements are recommended to be constructed prior to Phase 3 of the development." Labels added. Typo corrected. Refer to Item 1. ................................................................................................................................ Typo corrected. 2.9% per year was utilized in analysis. --------------- Refer to Item 3. Page 2of4 CopperWynd Resort - Parking Study CivTech, Inc. Review Comments & Responses 1st Submittal Disposition Codes: (1) Will Comply (2) Will Evaluate (3) Delete Comment (4) Defer to Consultant/Owner Reviewer Name, Agency: Town of Fountain Hills -February 22 2017 9. :Evaluate the line of sight for EB -SB RT on red at the future at Palisades/Eagle Ridge. c signal `A field check of sight distance at this intersection was not conducted :for this project. However, per the Palisades Boulevard and Eagle :Ridge Drive Intersection Needs Assessment (CivTech April 16, 2014), €"CivTech is concerned that there may not be sufficient sight distance :for drivers intending to turn right on red from the side streets to see :approaching vehicles on Palisades Boulevard or for drivers intending :to turn left from Palisades Boulevard to see opposing vehicles. .Therefore, if and when a traffic signal is installed, we recommend :prohibiting right turns on red for the east- and westbound approaches :and we recommend protected -only left turn phasing for the lett turns in ,both directions from Palisades Boulevard." Due to the sight distance :restrictions, it is recommended to prohibit right turns on red for the eastbound and westbound approaches and provide protected -only left :turn phasing for the left turns in both directions from Palisades 113oulevard. A formal assessment should be conducted during the ,Signal Design process. 10. ;Table 7: Palisades/ERD: NB approach -add a left turn packet, due to LOS: C (F). All -way Stop, Overall - A traffic signal will be needed, due LOS :'Refer to Item 3. A LOS analysis with a traffic signal has been added to E€. Provide an LOS analysis for a traffic signal. :the TIA. 11. Page 26, last para-"...signalization is expected to occur at signalization is :expected..."???? CivTech I ypo corrected. Appendix A Page 3 of 4 CopperWynd Resort - Parking Study CivTech, Inc. Review Comments & Responses 1st Submittal Disposition Codes: (1) Will Comply (2) Will Evaluate (3) Delete Comment (4) Defer to Consultant/Owner Reviewer Name, Agency: Town of Fountain Hills-Februa!y 22, 2017 Item Review Comment ...,.I........................................................................................................: p............,........,,........,...........,...,....... 12. -.In lieu of participation in a future intersection improvement and traffic .signalization project at Palisades/ERD, provide: Phase 1- Add a NB -WB LT pocket on Palisades at Eagle Ridge Dr. (eliminating the former WB - SB acceleration lane width-) Phase 1 -Add a EB -SB RT pocket on Eagle :Ridge Drive at Palisades (by narrowing the median and restriping the :approach traffic lanes, without a striped bike lane). Phase 2 (or :equivalent participation in the Town's future traffic signal project, :whichever occurs first) -Construct traffic signal conduit and pull boxes at :all approaches to the Palisades/ERD intersection. :"Refer to Item 3. Adding turn lanes with the all -way stop condition :would only minimally improve the LOS. The northbound and ;southbound through movments dictate the low level -of -service, which :is mitiagated with a traffic signal. Two scenarios were analyzed to :determine the impact of installing an eastbound right -turn lane with a 'Traffic Signal on Eagle Ridge Drive at Palisades Boulevard. The :overall level -of -service would remain the same. However, there would ::be a few seconds less of overall delay. In year 2028, the eastbound :through movement on Eagle Ridge Drive at Palisades Boulevard is :projected to be only 21 vph in the AM peak hour and 33 vph in the PM :peak hour. The eastbound right -turn volume is projected to be 188 :vph in both the AM and PM peak hours. These volumes do not warrant a separate eastbound right -turn lane. Per the analysis, the :overall delay would only improve by a few seconds. :In addition, right turns on red are recommended to be prohibited in the :eastbound and westbound directions due to sight distance. Therefore, .a separate right -turn lane is not deemed necessary on Eagle Ridge :Drive at Palisades Boulevard. 13. .................................."'r,i,...,..............r'a.*..............,..,............................. ................. .,,........ ....... .............. ...................... ............................. ':Figure 15 -Show the future Traffic Signal at Palisades/Eagle Ridge Drive €A Traffic Signal was shown with first submittal on the intersection :detail. The map on the side doesn't show intersection control, but :rather the intersection IDs. ....................................................................................................................... 14. ::Page 28, 2nd bullet point - Co e..................................ity,......,.......,..................,......ts, 9 p pp rwynd Drive is a private street :CopperWynd Drive is awned by the primary entity,. Palisades Resorts, ibelonging to (others?). Provide adequate evidence of your legal :LLC. -right to make this increase in traffic loading onto this street. 15. "A large portion of members walk..." large %'? 2'5'% in table. CivTech Appendix A The table isn't representative of all members, only those in attendance that day. The hotel commented that many walk. The word 'large' has been removed. Page 4of4 APPENDIX B EXISTING TRAFFIC COUNTS C i v T e c h Intersection Turning Movement Prepared by: tiFrI�ELD DATA SERVICES OF ARIZONA., INC. "�' 520.316.6745 Project #, 17-1035-001 TMC SUMMA RYOF Ea We Ridge Dr. & Co erw nd Dr. APPROACH LANES Ch � N ms <TM d !0 aCopperwynd Dr. Copperwynd Dr. AM MI) PM TOTAL Ln TOTAL AM MR PM z E0 0 0 0 CONTROL 4 7 11 V 0 0 1 -way stop 0 0 0 0 0 wa 7 12 19 a 0 A THURSDAY 02/02/17 Day Date APPROACH LANES COUNT PERIODS AM 700AM 100AM NOON PM 400PM 700PM AM PEAK HOUR 745 AM NOON PEAK HOUR PM PEAK HOUR 530 PM LOCATION #: 17-1035-001 0 TURNING MOVEMENT COUNT 4 0 co Eagle Ridge Dr. & Copperwynd Dr. a (Intersection Name) THURSDAY 02/02/17 Day Date APPROACH LANES COUNT PERIODS AM 700AM 100AM NOON PM 400PM 700PM AM PEAK HOUR 745 AM NOON PEAK HOUR PM PEAK HOUR 530 PM Intersection Turning Movement Prepared by: FIELD DATA SERVICES OF ARIZONA, INC. 520.316.6745 Project #: 17-1035-002 TMC SUMMARY OF Ea le Ridge Dr. & -Cloud Crest Tr Summit Dr N APPROACH LANES N C lY � CP A a N Ln O W G1 f Claud Crest Tr/Summit Dr M Cloud Crest Tr/Summit Dr N AM MD PM TOTAL TOTAL AM MD PM z 8 5 3 CORMOL 4 3 7 v0 0 0 2-Warstop 1 0 1 a X 0 0 0 EB&WB 1 0 L n x z rn to LOCATION #. 17-1035-002 0 TURNING MOVEMENT COUNT e Ridge Dr. & Cloud Crest Tr/Summit I ,o (Intersection Name) D m THURSDAY 02J02/17 GC Day Date d APPROACH LANES 01 COUNT PERIODS W AM 700AM - 100AM NOON PM 40OPM 70OPM AM PEAK HOUR 815 AM NOON PEAK HOUR PM PEAK HOUR 415 PM Intersection Turning Movement Prepared by: FIELD DATA SERVICES OF ARIZONA, INC. V 520-3M6745 Intersection Turning Movement Prepared by: 6FIELD DATA SERVICES OF ARIZONA, INC. V 526.316,6746 Intersection Turning Movement Prepared by: FIELD DATA SERVICES OF ARIZONA, INC. V 520.39 6.6 745 � o FiEL6 DATA SERVICES OF ARIZONA, INC. } r,reY..lei$ytraffiCgt'ttiLlgl. 1ZV.316.6745 N -S STREET: Eagle Rioo- �_.. RATE: 42/02/17 LOCATION: Fountain Hills E -W STREET: Coppe.Wnd Dr. DAY: THURSDAY PROJECT# 17-1035-001 PEAK HR. FACTOR: 0.770 0.806 0.000 0.550 0.813 CONTROL: NORTHBOUND SOUTHBOUND NR EASTBOUND WESTBOUND HOURS: I -I FROM: I TO: NL M NR SL ST SR EL ET ER WL Wr WR TOTAL LANES: C - u 1 0 0 0 0 0 1 0 6:00 AM 1:15 PM 6:15 AM 1:30 PM 6:30 AM 1:45 PM 6:45 AM 2:00 PM 7:00 AM 0 17 1 0 7 0 0 0 0 0 0 0 25 7:15 AM 0 9 0 0 7 0 0 0 0 0 0 0 16 7:34 AM 0 B 1 0 2 0 0 0 0 1 0 0 12 7:45 AM 0 A 4 1 8 0 0 4 0 1 0 2 30 8:00 AM 0 22 3 1 5 0 0 0 0 4 0 1 36 8:15 AM 0 18 1 0 6 0 0 0 0 1 4 1 27 8:30 AM 0 15 0 1 7 0 0 0 0 1 0 0 24 8:45 AM 0 16 4 0 6 0 0 0 0 2 0 0 28 9:00 AM 0 14 1 1 16 0 C 0 0 2 0 0 34 9:15 AM 0 13 1 1 6 0 0 0 0 I 0 0 22 9:30 AM 0 11 4 0 5 0 0 0 0 3 0 0 23 9:45 AM 0 11 1 1 12 0 0 0 0 0 0 0 25 10:00 AM 0 9 0 0 0 0 0 0 1 23 5:00 PM 0 10:15 AM 1 0 10 0 0 0 0 2 0 0 21 5:15 PM 10:30 AM 2 2 1 6 0 0 0 0 2 0 0 13 10:45 AM 0 5 4 1 9 0 0 0 0 7 0 2 11:00 AM 5:45 PM 0 10 3 2 13 0 0 0 0 2 0 11:15 AM 32 6:00 PAA 0 8 2 1 8 0 0 0 0 2 11:30 AM 2 23 6:15 PM 0 9 4 0 9 0 0 0 0 11:45 AM 0 1 24 6:30 PM 0 6 1 0 11 0 0 0 TOTAL I NL I NT I NR I SL I ST I SRI ELI Fr ER WL WT WR I TOTAL Volumes 0 168 216 0 87 0 0 0 0 16 0 4 301 Approach % 0.00 88.89 11.11 6.45 93.55 0.00 #### #### #### 80.00 0.00 20.00 30 App/Depart 189 1 172 93 f 10 1 0 4 27 120 264 ! 0 5.00 AM Peak Hr Begins at: 745 AM #### Al: PEAK PM Peak Hr Begins at: 530 PM Volumes 10 69 8 3 26 4 I O 0 0 7 0 4.361 117 1 Approach % 0.40 89.6I 10.39 10.34 89,66 0.00 #### ##a# #### I 63.64 0.00 36 f PEAK HR. FACTOR: 0.770 0.806 0.000 0.550 0.813 CONTROL: 1 -Way ft 1'Wal COMMENT 1: NR GPS: 33.603298,-111.762M HOURS: I -I FROM: I TO: ET AM 709 AM 100 AM WL NUOFI WR PM 1 4X JPM 1 700 JPM FIELD DATA SERVICES OF ARIZONA, INC. ��" veracitytrafficgroup 520.316.6745 N -S STREET: Eagle Ridge Dr. DATE: R2/02f 17 LOCATION: Fountain Hills 0 EW STREET: Cepperwynd Dr. DAY: THURSDAY PROJECT# 17-1035-00I NORTHBOUND SOUT148DUN0 EASTBOUND WESBOUNR P/Depart NL NT NR SL ST SR EL ET ER WL Wr WR TOTAL LANES: 0 1 :. 0 1 0 0 0 0 0 1 ri 1.00 PM 1:15 PM 1:30 PM 1:45 PM 2:00 PM 2:15 PM 2:30 PM 2:45 PM 3:00 PM 3:15 PM 3:30 PM 3:45 PM 4:00 PM 0 6 2 1 8 0 0 0 0 2 0 1 20 4:15 PM 0 6 3 0 9 0 0 0 0 7 0 0 25 4:30 PM 0 9 3 0 15 0 0 0 0 5 0 3 35 4:45 PM 0 10 3 0 9 0 0 0 0 0 0 1 23 5:00 PM 0 8 1 0 10 0 0 0 0 2 0 0 21 5:15 PM 0 2 2 1 6 0 0 0 0 2 0 0 13 5:30 PM 0 5 4 1 9 0 0 0 0 7 0 2 28 5:45 PM 0 10 3 2 13 0 0 0 0 2 0 2 32 6:00 PAA 0 8 2 1 8 0 0 0 0 2 0 2 23 6:15 PM 0 9 4 0 9 0 0 0 0 1 0 1 24 6:30 PM 0 6 1 0 11 0 0 0 0 3 0 1 22 6:45 PM 0 5 2 0 7 0 0 0 0 2 0 2 18 TOTAL NL NR $L 5i SR L ET ER WL WT WR TOTAL Volumes 84 30 6 114 0 4 0 0 35 4 15 264 Approach N. 4.00 73.68 26.32 5.00 45.00 0.00 #### Al: PM Peak Hr Begins at: 530 PM PEAK Volumes 10 32 13 14 39 0 0 0 0 12 0 7 1 107 P/Depart 1 -Way Stop (WB) COMMENT 1: 0 GPS: 0 HOURS; #### #### 70,00 0.04 30.04 AM 700 AM 100 AM 11 11A 6 S4 0 124 149 Approach % 0.00 71.11 28.89 9.30 90,70 0.00 #### #### ####I 63.16 0.00 36.84 PEAK HR. FACTOR: 0.865 0.717 0.000 0.528 I 0.836 CONTROL: 1 -Way Stop (WB) COMMENT 1: 0 GPS: 33.603298 -1.11.7628B4 HOURS; FROM: TO: AM 700 AM 100 AM 11 NOUN 0 9 0 0 AM 400 PM 700 PM '.- FIELD DATA SERVICES Oi ARIZONA, INC, VS +reracitytrafficgroup N -S STREET: DATE: 02102/17 LOCATION: Fountain Hills E -W STREET: - DAY: THURSDAY PRO3EC7T# 17-1035-002 FIELD DATA SERVICES OF ARIZONA, INC.. /veracstytrafficgreup 520.316.6745 WS STREET: Fagle Ridge Lk, DATE: 0Z/02/17 LOCATION: Fountain Hills 0 E -W STREET: Cloud Crest TT/Summit Or N DAY: THURSDAY PROJECT# 17.1035-002 NORTHBOUND SCUTRBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND SL URD WESTBOUND EL Er NL NT NR SL Sr SR EL ET ER WL Wr WR TOTAL LANES: 1 1 0 1 1 0 0 1 0 0 1 0 6:00 AM 1:15 PM 6:15 AM 6:30 AM 1:30 PM 6:45 AM 1:45 PM 7:00 AM 0 17 0 0 6 1 0 0 0 0 0 2 26 7:.15 AM 1 12 0 0 8 0 2 0 0 0 0 2 25 7:30 AM 0 10 0 0 3 0 1 0 0 0 0 1 15 7:45 AM 1 15 1 1 10 0 0 0 1 0 0 1 30 8:00 AM 0 25 0 0 7 0 1 0 0 0 0 0 33 8;15 AM 2 19 0 0 3 0 1 0 0 0 1 2 33 8:30 AM 1 14 0 0 6 0 3 0 0 1 0 0 25 9:45 AM 0 21 1 0 7 0 1 0 0 0 0 0 30 9:00 AM 1 16 0 1 19 0 0 0 0 0 0 2 39 9:15 AM fl 12 0 0 6 0 1 0 0 0 0 1 20 9:30 AM 0 15 0 0 8 1 1 0 0 0 0 1 26 9:45 AM 1 13 3 0 13 0 1 0 0 0 0 3 34 10:00 AM 0 29 4:30 PM I 11 0 0 20 0 1 0 10:15 AM 0 0 0 33 4:45 PM 0 13 0 0 5 0 10:30 AM 0 0 0 0 1 21 5:00 PM 0 12 1 0 10:45 AM 0 1 0 0 0 0 2 28 5:15 PM 2 4 11:00 AM 1 6 0 2 0 1 0 0 0 19 11:15 AM 0 8 1 1 21 0 0 0 0 0 0 11:30 AM 31 5:45 PM 0 17 1 0 12 0 0 0 1 IL45 AM 0 1 32 6:00 PM 0 9 1 1 9 0 1 TOTAL NL I NT I NR I SL I ST SR I EL I ET I ER I WL I Wr I WR I TOTAL Volumes 7 189 5 2 10i 2 12 0 1 1 1 15 336 Approach% 3.48 94.03 2.49 1.90 96,19 1.90 92.31 0.0 7.69 5.98 5.88 88.24 6:45 PM App/Depart 1 201 f 216 1 105 1 103 1 13 1 7 1 17 0 10 1 AM Peak Hr Begins at, 815 AM TOTAL I NL N NR SL ST I SR I EL E -r I PEAK NIL I WT WR I TOTAL Volumes 7 119 9 fi 139 2 Volumes 14 70 11 40 00011 5 0 0 j 1 1 4 127 Approach % 5.33 93.33 1.33 2.44 97-56 D. 00.00 0.00 0.00 16.67 16.67 66.67 I 135 PEAK HR. 147 1 14 9 15 1 5 1 9 FACTOR: 0.352 0.513 0.417 0,500 I 0.814 CONTROL: 2 -Way Stop (EB & WB) COMMENT 1: Volumes1 3 46 1.001 0 53 2 1 0 3 0 1 GPS; 33.599650 -111.761057 3 111 Approach "r, 6.00 92.00 2.00 0.00 96.36 3.64 HOURS:FROM: 0.00 TO:. 0.00 0.00 100.00 I AM 00 7AM 100 1AM NOON PM 400 JPM 1 700 PM FIELD DATA SERVICES OF ARIZONA, INC.. /veracstytrafficgreup 520.316.6745 WS STREET: Fagle Ridge Lk, DATE: 0Z/02/17 LOCATION: Fountain Hills 0 E -W STREET: Cloud Crest TT/Summit Or N DAY: THURSDAY PROJECT# 17.1035-002 NORTHBOUND SCUTRBOUND EASTBOUND WESTBOUND PEAK HR, FACTOR: 0.967 0.688 0.750 _ •7,c9i CONTROL: 2 -Way Stop (EB & WB) COMMENT 1:. 0 GPS: 33.5996501-111.761067 HOURS: I I FROM: TO: AM 700 AM 100 AM NOON 0 0 0 0 PM 400 PM 700 PM NL NT NR SL ST SR EL Er ER WE Wr WR TOTAL LANES: 1 1 0 1 1 0 0 1 0 0 1 0 1.00 PM 1:15 PM 1:30 PM 1:45 PM 2:00 PM 2:15 PM 2:30 PM 2:45 PM 3:00 PM 3:15 PM 3:30 PM 3:45 PM 4:00 PM 1 9 1 0 Il 0 0 0 0 0 0 0 22 4:15 PM 2 10 0 0 15 2 0 0 0 0 0 0 29 4:30 PM I 11 0 0 20 0 1 0 0 0 0 0 33 4:45 PM 0 13 0 0 5 0 1 0 0 0 0 1 21 5:00 PM 0 12 1 0 12 0 1 0 0 0 0 2 28 5:15 PM 2 4 3 1 6 0 2 0 1 0 0 0 19 5:30 PM 0 8 1 1 21 0 0 0 0 0 0 0 31 5:45 PM 0 17 1 0 12 0 0 0 1 0 0 1 32 6:00 PM 0 9 1 1 9 0 1 0 0 0 0 0 21 6:15 PM 1 12 0 0 9 0 0 0 0 0 0 0 22 6:30 PM 0 7 0 1 12 0 0 0 1 0 0 0 21 6:45 PM 0 7 1 2 6 0 0 0 0 0 0 1 17 TOTAL I NL N NR SL ST I SR I EL E -r I ER I NIL I WT WR I TOTAL Volumes 7 119 9 fi 139 2 6 0 3 0 0 5 296 Approach % 5.19 88.15 6.67 4.08 94.56 1.36 66.67 0.00 33.33 0.00 0.00 I00.00 App/pepart 135 130 147 1 14 9 15 1 5 1 9 PM Peak Hr Begins at: 415 PM PEAK Volumes1 3 46 1.001 0 53 2 1 0 3 0 1 0 0 3 111 Approach "r, 6.00 92.00 2.00 0.00 96.36 3.64 100.00 0.00 o.a0 0.00 0.00 100.00 I PEAK HR, FACTOR: 0.967 0.688 0.750 _ •7,c9i CONTROL: 2 -Way Stop (EB & WB) COMMENT 1:. 0 GPS: 33.5996501-111.761067 HOURS: I I FROM: TO: AM 700 AM 100 AM NOON 0 0 0 0 PM 400 PM 700 PM 0 , GELD DATA SERVICES OF ANITONA, INC. Vy�1-1itVtrnfficrgro"p ' 520.396.6745 N-5 STREET: Summit M DATE: 02/02/17 LOCATION: Fountain HWs E -W STREET: Eagle Rio i- : DAY: THURSDAY PROJECT# 17-1035-003 PEAK HR. FACTOR: 0.250 1 0.667 0.658 1 0.830 1 0.921 CONTROL: NORTHBOUND SOUTHBOUND NR SL EASTBOUND 33.596324,-111.758197 WESTBOUND FROM: TO: ER NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 1 0 0 1 0 1 1 0 1 1 0 6:OD AM 1:15 PM 6:15 AM 1:30 PM 6:30 AM 1:45 PM 6:45 AM 2:15 PM 7:00 AM 0 0 0 1 0 0 0 9 0 0 9 0 19 7:15 AM 0 0 1 4 0 0 0 10 0 0 11 2 28 7:30 AM 0 0 0 0 0 0 0 4 0 0 9 0 13 7:45 AM 0 0 0 0 0 0 0 12 0 0 24 0 32 8:00 AM 0 0 0 3 0 0 0 10 0 0 24 0 37 8:15 AM 0 0 0 3 0 0 0 9 0 0 21 0 33 8:30 AM 0 0 D 6 0 0 0 11 0 0 15 0 32 8:45 AM 0 0 0 5 0 0 0 11 0 0 22 0 38 9:00 AM 1 0 0 2 0 0 0 19 0 1 14 0 37 9:15 AM 0 0 1 0 0 0 0 8 0 0 14 0 23 9:30 AM D 0 0 3 0 0 0 10 0 0 14 0 27 9:45 AM 0 0 1 3 0 0 n 7 0 0 16 l 28 10:00 AM 0 0 0 3 0 0 0 11 0 0 13 6 33 5:45 PM 10:15 AM 0 0 0 0 0 0 6 0 0 10 0 16 6:00 PM 0 10:30 AM 1 2 0 0 0 7 0 2 14 1 27 6:15 PM 0 0 10:45 AM 0 0 1 5 0 0 10 4 21 6:30 PM 0 0 0 0 11:00 AM 0 0 6 0 0 5 2 13 6:45 PM 0 0 0 0 0 11:15 AM 0 3 0 1 4 10 70TAL I NL NT I NR I SL IST SR 11:30 AM I ET I ER I WL I WT I WR I TOTAL Volumes 0 0 2 25 0 1 1 2 11:45 AM 1 3 113 43 325 Approach % 0:00 0.00 100.00 96.15 0.00 3.85 1.44 97.84 0.72 TOTAL I NL I NT I NR SL I ST I SR I EL I ET I ER I WL I WT I WR I T07AL Volumes 1 0 3 30O 400 PM 0 0 120 0 1 189 3 347 Approach % 25.00 0.04 75.00 100.04 O.DII 0.00 0.00 100.00 0.00 0.52 97.93 1.55 App/Depart 4 1 3 -12---L-i I120 15 19 190 AM Peak Hr Begins at: 815 AM 0.00 5.881 152 96.97 1.521 0.00 69.12 30.881 1 PEAK FACTOR: Volumes1 1 D 0 1 16 0 0 1 0 50 0 1 72 0 140 Approach % 100.00 DAO 0.00 100.00 0.00 0.00 0.00 100.00 0.00 1.37 98.63 0.00 I PEAK HR. FACTOR: 0.250 1 0.667 0.658 1 0.830 1 0.921 CONTROL: 2 -Way Stop {NB & SB) - - - COMMENT 1: NR SL GPS: 33.596324,-111.758197 HOURS: FROM: TO: ER WL AM 700 AM il'.�I qM. WR TOTAL NOON 0 1 PM 1 400 IPM I 700 r'rl 1 FIELb DATA SENVICES OF ARIZONA, INC. 4eracitytraffiCgroup 520.3116.6745 N -S STREET: Summit0r, S DATE: 02/02/17 LOCATION: Fountain HiAs 0 F -W STREET: Eagle REoge 0r. DAY: THURSDAY PROJECT# 17-1035-003 0 NORTHBOUND SOUTHBOUND EASTROUND W UND CONTROL: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 1 G 0 1 0 1 1 0 1 1 1:60 PM 1:15 PM 1:30 PM 1:45 PM 2:00 PM 2:15 PM 2:30 PM 2:45 PM 3:00 PM 3115 PM 3:30 PM 3:45 PM 4:00 PM 0 0 1 6 0 0 0 19 1 0 11 3 41 4:15 PM 0 0 0 1 0 1 0 13 0 0 11 10 36 4:30 PM 0 0 0 5 0 0 1 22 0 0 12 6 46 4:45 PM 0 0 0 4 0 0 0 30 0 0 13 2 29 5:00 PM 0 0 0 3 0 0 0 10 0 0 4 3 20 5:15 PM 0 0 0 0 0 0 0 24 0 0 6 4 34 5:30 PM 0 0 0 3 0 0 0 11 0 0 13 6 33 5:45 PM 0 0 0 0 0 0 0 6 0 0 10 0 16 6:00 PM 0 0 1 2 0 0 0 7 0 2 14 1 27 6:15 PM 0 0 0 1 0 0 1 5 0 0 10 4 21 6:30 PM 0 0 0 0 0 0 0 6 0 0 5 2 13 6:45 PM 0 0 0 0 0 0 0 3 0 1 4 10 70TAL I NL NT I NR I SL IST SR EL I ET I ER I WL I WT I WR I TOTAL Volumes 0 0 2 25 0 1 1 2 136 1 3 113 43 325 Approach % 0:00 0.00 100.00 96.15 0.00 3.85 1.44 97.84 0.72 1.89 71.07 27.04 1 App/Depart 2 45 26 4 132-1163 15 119 PM Peak Hr Begins at: 400 PM PEAK 1 152 Approach % 0.00 0.00 100.001 94.12 0.00 5.881 152 96.97 1.521 0.00 69.12 30.881 1 PEAK HR. FACTOR: 0.250 0.708 0.717 CONTROL: 2 -Way Stop (NB &. SO) COMMENT 1: 0 GPS: 33.596324 -I11..758197 HOURS: I i FROM: TO: AM 1 700 AM 1 100 1AM NOON 1 p 10 1 00 PM 400 PM 700 PM FIELD DATA SERVICE."a OF ARIZONA, INC !{ +rr �. f4,,rtrRf/iCCR�e^aey, 526.316.674 Ni Pallsade< Blvd. DATE: 02; 02!17 LOCATION: Fcuruiin Hdl E -W STREET: Eagle Ridge Dr, DAY: THURSDAY PROJECT# 17-1035-004 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND FIELD DATA SERVICES OF ARIZONA, INC. �7 NL NT NR SL ST SR EL ET ER WL WT WR. TOTAL LANES: U 2 1 1 7 0 1 1 Q 1 1 0 6:00 AM 6:15 AM 6:30 AM 6:45 AM 7:00 AM 15 54 2 1 183 5 4 0 5 11 0 3 283 7:15 AM 8 54 0 3 226 3 6 0 9 12 1 11 333 7:30 AM 7 56 2 3 193 3 1 0 3 9 0 2 279 7:45 AM 17 89 1 1 172 5 3 0 10 10 0 5 313 8:00 AM 12 72 2 1 166 11 7 1 7 4 2 4 289 8:15 AM 12 78 2 4 150 9 8 0 5 12 1 5 286 8:30 AM 8 81 6 3 145 5 5 0 11 9 2 2 279 8:45 AM 16 68 3 2 116 5 7 1 8 10 0 7 244 9:00 AM 8 65 3 2 128 9 10 2 10 8 1 2 248 9:15 AM 12 71 5 3 117 2 4 2 3 1 1 3 224 9:30 AM 10 75 2 1 136 5 2 0 10 6 0 1 248 9:45 AM 10 95 4 0 122 5 10 0 12 6 1 7 272 10:00 AM 10:15 AM 10:30 AM 10:45 AM 11:00 AM 11:15 AM 11:30 AM 11:45 AM TOTAL NL NT NR SL ST 5R EL ET ER WE WT WR TOTAL Volumes 135 858 32 74 1855 68 68 6 93 9 3298 Approach °h 13.17 83.71 3.12 1.23 95.27 3.49, 40.72 3,59 55.69 51. 32.7 App/Depart 1025 AM Peak Hr Begins at: 715 AM PEAK 46.27 Volumes 44 271 5 1 8 757 22 17 1 29 35 3 22 1 1214 1 FIELD DATA SERVICES OF ARIZONA, INC. �7 98 64 5.66 SZ 0 978 1947 2445 167 52 15 212 Approach % 13,75 84.69 1..561 1.02 96.19 2.801 36.17 2.13 61.701 58.33 5.00 36.67 PEAK HR. FACTOR: 0.748 I 0.846 I 0.783 0.625 I 0.911 CONTROL: SIgrrallzed COMMENT I: GPS: 33595831 -111.756911 HOURS' FROM: TO: AM 704 AM 1n0 AM NOON PM 4, -Ji) IPM 7il0 PM Yeraeityt►afficgrcaup 520.316-8 7d S N-5 STREET: Palisades 81,d, DATE: 02102/17 LOCATION; Fountain Hills 0 E -W STREET: Eagle Ridge Dr'. DAY: THURSD.3 � PROJECT# 17-10 35-004 NORTHBOUND LITHBOUND EASTBOUND W ND NL NT NR SL ST SR EL ET Qi WE WT WR TOTAL LANES: 0 ? 1 1 2 0 1 1 0 1 1 0 1.00 PM 1:15 PM 1:30 PM 1:45 PM 2:00 PM 2:15 PM 2:30 PM 2:45 PM 3:60 PM 3:15 PM 3:30 PM 3:45 PM 4:00 PM 9 150 12 3 85 7 5 0 9 5 0 6 291 4:15 PM 6 162 12 3 88 11 3 3 8 4 2 3 305 4:30 PM 9 159 9 1 82 9 4 5 18 7 1 5 369 4:45 PM 1 169 9 2 82 5 6 3 9 a 0 5 295 5:00 PM 6 154 10 4 111 4 5 0 8 5 2 1 310 5:15 PM 4 169 it 4 82 5 8 2 6 $ 2 8 309 530 PM 7 178 6 2 99 4 11 1 8 3 0 2 322 5:45 PM Il 169 10 1 fib 5 5 Q 10 fi 1 1 285 6:00 PM 6 98 9 3 76 12 6 0 FO 6 3 3 232 6:15 PM 6 141 6 1 83 a F 1 7 6 2 3 261 5:30 PM 8 132 6 1 59 4 2 3 10 3 0 1 229 6:45 PM 8 122 4 2 50 D 1 2 9 4 p 204 TOTAL NL NT NR SL ST SR L ET ER WE WWR TOTAL Volumes 81 1803 104 27 963 70 57 20 112 61 13 40 3351 Approach % 4.07 9p.69 5.23 2.55 90.85 6.60 30.16 10.58 59.26 53.51 11.4p 35.09 App/Depart 1988 1 0 106Q 1136 189 151 114 164 PM Peak Hr Begins at: 445 PM PEAK Volumes I 18 670 36 I 12 374 18 I 30 6 31 I 20 4 16 1 1335 Approach V. 2.49 92.54 4.47 2.97 92.57 4.46 44.78 8.96 PEAK HR. FACTOR: � 0.948 1 0.849 1 0.838 1 0.555 1 46.27 50.00 10.00 4p.00 PM 794 PM 0962 CONTROL: Signalized COMMENT 1: 0 GPS: 33.595631,-111.756911 HOURS: FROM: T0: [AM 706 AM 144 AM NOON 0 0 0 0 PM 100 4l -FIELD DATA SERVICES OF ARIZONA, INC, veracitytrafficgroup `17''2O.S1 51.674!1 N-5 STREET: Palisades P.Ivo. DATE: OZC-' 1" LOCATION: Fountain Hills E -W STREET: Shea BIW. DAY: THURSDAY PROJECT# 17-1x35-005 NORTHBOUND SOUTHBOUND EASTBOUND WESTEIGUND illljFIELD DATA SERVICES OF ARIZONA, INC. 4era'citytr3ffiGgroup 520.316.6745 N-5 STREET: Palisades Blvd. DATE: 021102,17 LOCATION: Fountain Hills 0 E -W STREET: Shea Blvd. DAY: THURSDAY PROJECT# 11-1035-005 NORTHBOUND 50UTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 1 0 1 1 2 2 3 1 1 3 1 1:00 PM 1:15 PM 1:30 PM 1:45 PM 2:00 PM 2:15 PM 2:30 PM 2:45 PM 3:00 PM 3:15 PM 3:30 PM 3:45 PM 4:00 PM 2 0 1 12 2 lip 163 290 7 3 135 15 740 4:15 PM 2 I 5 13 0 91 162 278 5 3 132 15 708 4:30 PM 4 1 1 16 2 86 176 339 5 1 175 14 820 4:45 PM 0 1 1 10 3 91 151 282 8 1 143 12 703 5:00 PM 6 1 1 11 2 112 181 310 1 0 137 27 789 5:15 PM 10 D a 10 0 72 168 327 1 2 148 22 760 5:30 PM 4 1 3 15 2 95 181 249 3 3 133 23 712 545 PM 4 0 0 13 2 69 136 213 4 1 126 22 590 6:00 PM 3 0 2 11 1 99 143 165 2 4 99 6 535 6:15 PM 2 0 0 6 3 72 140 151 6 2 99 9 490 6:30 PM 2 2 2 11 1 49 114 135 4 0 95 13 428 6:45 PM 1 1 0 4 3 48 108 132 4 1 76 7 385 TOTAL I NL I NT I NR I SL ST I SR I EL I Eir I ER I W1 l, WT I WR TOTAL Volumes 40 8 16 132 21 994 1823 2871 50 21 1498 186 7660 Approach % 62.50 Ea 25.00 ILS l 1.83 86.66 38.43 60.52 1.05 1.23 87.86 10.91 AppJDP.Part b4 1 1017.1 1147 4744 3915j 1705 j 2532 PM Peak Hr Begins at: 430 PM PEAK Volumes 20 3 15, Approach % 1 76.92 11.54 11.541 11733 1.69 86.9 34.68 164.55 05771 0,59 88,42 115001 3072 1 PEAK HR, FACTOR: 1 0.650 1 0.030 1 0,937 1 1 1 CONTROL: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 1 0 1 1. 2 2 3 1 1 3 1 6:00 AM 6:15 AM 6:30 AM 6:45 AM 7:D0 AM 6 2 0 22 2 208 56 87 1 0 224 10 618 7:15 AM 1 6 6 15 2 234 48 103 3 0 271 10 699 7:30 AM 2 0 2 IS a 187 85 125 2 1 258 17 694 7A5 AM 3 2 4 24 0 164 fig 118 1 0 206 16 607 8:00 AM 7 2 4 14 0 162 69 100 2 0 191 14 573 8:15 AM 1 1 3 10 0 170 77 119 0 2 167 18 568 8:30 AM 6 0 0 15 1 147 69 126 2 1 162 13 542 8:45 AM 4 0 3 15 0 117 77 125 1 0 137 18 497 9:00 AM 2 2 3 13 1 138 59 115 3 1 131 14 482 9:15 AM 1 2 9 15 2 130 72 140 1 3 158 16 549 9:30 AM 3 2 3 16 3 130 87 137 2 5 145 14 547 9:45 AM 2 3 2 10 1 137 76 133 4 1 144 12 525 10:00 AM 10:15 AM 10:30 AM 10:45 AM 11:00 AM 11:15 AM 11:30 AM 11:45 AM TOTAL I NL I NT I NR I SL I ST I SRI EL ETI ER IwLfwrlwRlT7TAL Volumes 38 22 39 184 12 1924 644 1436 22 14 2194 172 6901 Approach % 38.38 22.22 39.39 8.68 0.57 90,751 36.66 62.38 0.96 0.59 92.18 7.23 App/Depart 99 10361 2UU 1 48 1 2302 1659. 2380 4156 AM Peak Hr Begins at: 700 AM PEAK volumes 12 to 12 1 2618 Approach %a 35.29 29.41 35.291 8.71 a.46 90.841 36.96 62.03 1.001 0.10 9067 5 231 1 PEAK HR. FACTOR: 1 0.654 1 0.870 1 0.823 1 0.901 1 0.936 1 CONTROL: Signalized - COMMENT 1: GPS: 33.580524 -111.756824 HOURS: i I FROM: 1 TO: AM 704 AM ttHl AM NDON PM 400 PM 70. PFI illljFIELD DATA SERVICES OF ARIZONA, INC. 4era'citytr3ffiGgroup 520.316.6745 N-5 STREET: Palisades Blvd. DATE: 021102,17 LOCATION: Fountain Hills 0 E -W STREET: Shea Blvd. DAY: THURSDAY PROJECT# 11-1035-005 NORTHBOUND 50UTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 1 0 1 1 2 2 3 1 1 3 1 1:00 PM 1:15 PM 1:30 PM 1:45 PM 2:00 PM 2:15 PM 2:30 PM 2:45 PM 3:00 PM 3:15 PM 3:30 PM 3:45 PM 4:00 PM 2 0 1 12 2 lip 163 290 7 3 135 15 740 4:15 PM 2 I 5 13 0 91 162 278 5 3 132 15 708 4:30 PM 4 1 1 16 2 86 176 339 5 1 175 14 820 4:45 PM 0 1 1 10 3 91 151 282 8 1 143 12 703 5:00 PM 6 1 1 11 2 112 181 310 1 0 137 27 789 5:15 PM 10 D a 10 0 72 168 327 1 2 148 22 760 5:30 PM 4 1 3 15 2 95 181 249 3 3 133 23 712 545 PM 4 0 0 13 2 69 136 213 4 1 126 22 590 6:00 PM 3 0 2 11 1 99 143 165 2 4 99 6 535 6:15 PM 2 0 0 6 3 72 140 151 6 2 99 9 490 6:30 PM 2 2 2 11 1 49 114 135 4 0 95 13 428 6:45 PM 1 1 0 4 3 48 108 132 4 1 76 7 385 TOTAL I NL I NT I NR I SL ST I SR I EL I Eir I ER I W1 l, WT I WR TOTAL Volumes 40 8 16 132 21 994 1823 2871 50 21 1498 186 7660 Approach % 62.50 Ea 25.00 ILS l 1.83 86.66 38.43 60.52 1.05 1.23 87.86 10.91 AppJDP.Part b4 1 1017.1 1147 4744 3915j 1705 j 2532 PM Peak Hr Begins at: 430 PM PEAK Volumes 20 3 15, Approach % 1 76.92 11.54 11.541 11733 1.69 86.9 34.68 164.55 05771 0,59 88,42 115001 3072 1 PEAK HR, FACTOR: 1 0.650 1 0.030 1 0,937 1 1 1 CONTROL: Signalized - COMMENT 1: 0 GPS: 33.580524-1IL756824 HOURS: I FROM: TO: AM 1 700 IAM 1 100 1AM NOON 0 0 0 D PM 1 400 Irm I 700 IPM 410. 4FFIIEL.D DATA SERVICES OF ARIZONA, INC. 520.316.6745 Vcveracitytraff icgroup Pedestrian & Bicycle Study N -S STREET: Eagle Ridge Dr. Date: 02/02117 City: Fountain Hi E -W STREET: Gopperwynd Dr. Day: THURSDAY Project #: 17-1035-00 N -LEG S -LEG E -LEG W -LEG N -LEG S -LEG E -LEG W -LI 7:00 AM 0 0 0 0 7:00 AM 0 0 0 0 7:15 AM 0 0 0 0 7:15 AM 0 0 0 0 7:30 AM 0 0 0 0 7:30 AM 0 0 0 Q 7:45 AM 0 0 0 0 7:45 AM 0 0 0 0 8:00 AM 0 0 0 0 8:00 AM 0 0 0 0 8:15 AM 1 0 0 0 8:15 AM 0 0 0 0 8:30 AM 0 0 0 0 8:30 AM 0 0 0 0 8:45 AM 0 0 0 0 8:45 AM 0 0 0 0 9:00 AM 0 0 0 0 9:00 AM 0 0 0 0 9:15 AM 0 0 1 0 9:15 AM 0 0 0 1 0 9:30 AM 0 0 0 0 9:30 AM 0 0 01 0 9:45 AM 0 0 0 1 0 1 9:45 AM 0 1 0 0 1 0 TOTAL 0 0 i 1 0 1 F--fOTAL 0 1 0 0 0 PEDESTRIANS BICYCLES N -LEG S -LE E -LEG W -LEG N -LEG -LEG E -LE W-0 4:00 PM 0 0 0 0 4:00 PM 0 0 0 0 4:15 PM 2 0 0 0 4:15 PM 0 0 0 0 4:30 PM 0 0 0 0 4:30 PM 0 0 0 0 4:45 PM 0 0 0 0 4:45 PM 0 0 0 0 5:00 PM 0 0 0 0 5:00 PM 1 0 0 0 5:15 PM 0 0 1 0 5:15 PM 0 0 0 0 5:30 PM 0 0 0 0 5:30 PM 0 0 0 0 5:45 PM 0 0 0 0 5:45 PM 0 0 0 0 6:00 PM 0 0 0 0 6:00 PM 0 0 0 0 6:15 PM0 0 0 0 6:15 PM 0 Q 1 0 0 6:30 PM 0 0 0 0 6:30 PM 0 Q 0 0 6:45 PM 0 0 0 0 6:45 PM 0 0 1 0 0 TOTAL 2 0 0 0 TOTAL 0 0 1 0 0 North Leg West Leg East Leg FIELD DATA SERVICES OF ARIZONA, INC. *i* 520.316 6745veracstytrafficgroup Pedestrian & Bicycle Study N -S STREET: Eagle Ridge Dr. Date: 02/02/17 City: Fountain Hi E -W STREET: Cloud Crest Tr/Summit Dr N Day: THURSDAY Project #: 17-1035-00 N-LL:U 5-Lh i E -LEG W -LEG N -LEG S -LEG E -LEG W -LI 7:00 AM 0 0 0 0 1 7:00 AM 0 0 0 0 7:15 AM 0 0 0 0 7:15 AM 0 0 0 0 7:30 AM 0 0 0 0 7:30 AM 0 0 0 0 7:45 AM 0 0 0 0 7:45 AM 0 0 0 0 8:00 AM 0 0 0 0 8:00 AM 0 0 0 0 8:15 AM 0 0 0 0 8:15 AM 0 0 0 0 8:30 AM 1 0 0 0 8:30 AM 0 0 0 0 8:45 AM 0 0 0 0 8:45 AM 0 0 0 0 9:00 AM 0 0 0 0 9:00 AM 0 0 0 0 9:15 AM 0 0 0 0 9:15 AM 0 1 0 1 0 1 0 9:30 AM 0 0 0 0 9:30 AM 0 0 0 0 9:45 AM 0 1 0 0 0 9:45 AM 0 0 0 0 TOTAL 0 0 0 0 OTAL 0 0 0 0 EDESTRIA BICYCLES N -LEG S -LE E -LEG W -LE N -LE S -LEG E -LEG W -LI 4:00 PM 0 0 0 0 4:00 PM 0 0 0 0 4:15 PM 0 0 0 0 4:15 PM 0 0 0 0 4:30 PM 0 0 0 0 4:30 PM 0 0 0 0 4:45 PM 0 0 0 D 1 4:45 PM 0 0 0 0 5:00 PM 0 0 0 0 5:00 PM 0 0 0 0 5:15 PM 0 0 1 0 5:15 PM 0 0 0 0 5:30 PM 0 0 0 0 5:30 PM 0 0 0 0 5:45 PM 0 0 0 0 5:45 PM 0 0 0 0 6:00 PM 0 0 0 1 0 6:00 PM 0 0 0 0 6:15 PM 0 0 0 0 6:15 PM 0 0 0 0 6:30 PM 0 0 0 0 6:30 PM 0 0 0 0 6:45 PM 0 0 0 0 6:45 PM 0 0 0 0 TOTAL 0 0 0 0 TOTAL 0 0 0 0 North Leg West Leg East Leg All� 4FIELD DATA SERVICES OF ARIZONA, INC. 52e.316.6745veracitytrafficgroupl Pedestrian & Bicycle Study N -S STREET: Summit Dr. S Date: 02102/17 City: Fountain Hi E -W STREET: Eagle Ridge Dr. Day: THURSDAY Project #: 17-1035-00 N -LEG S -LEG E -LEG W -LEG I N -LEG S -LEG E -LEG W -L 7:00 AM 0 0 0 0 7:00 AM 0 0 0 0 7:15 AM 0 0 0 0 7:15 AM 0 0 0 0 7:30 AM 0 0 0 0 7:30 AM 0 0 0 0 7:45 AM 0 0 0 0 7:45 AM 0 0 0 0 8:00 AM 0 0 0 0 8:00 AM 0 0 0 0 8:15 AM 0 1 0 0 8:15 AM 0 0 0 0 8:30 AM 0 0 0 0 8:30 AM 0 0 0 0 8:45 AM 0 0 0 0 8:45 AM 0 0 0 0 9:00 AM 0 0 0 0 9:00 AM 0 0 0 0 9:15 AM 0 1 0 1 0 0 9:15 AM 0 1 0 1 0 0 9:30 AM 0 1 0 0 0 9:30 AM 0 0 0 0 9:45 AM 0 1 0 0 0 9:45 AM 0 0 0 1 0 TOTAL 0 1 0 0 0 TOTAL 0 0 0 0 PEDESTRIANS N -LE S -LEG E -LEG W- EG N -LEG -LEG E -LEG W -LI 4:00 PM 0 0 0 0 4:00 PM 0 0 0 0 4:15 PM 0 0 0 0 4:15 PM 0 0 0 0 4:30 PM 1 0 0 2 4:30 PM 0 0 0 0 4:45 PM 0 1 0 0 4:45 PM 0 0 0 0 5:00 PM 0 0 0 0 5:00 PM 0 0 0 0 5:15 PM 0 0 0 0 5:15 PM 0 0 0 0 5:30 PM 0 0 0 0 5:30 PM 0 0 0 0 5:45 PM 0 0 0 0 5:45 PM 0 0 0 0 6:00 PM 0 0 0 0 6:00 PM 0 0 0 0 6:15 PM 0 0 0 0 6:15 PM 0 0 0 0 6:30 PM 0 0 0 0 6:30 PM 0 0 0 0 6:45 PM 0 0 0 0 6:45 PM 0 1 0 0 0 TOTALI 1 1 0 1 TOTAL 0 7 0 0 0 North Leg West Leg East Leg FIELD DATA SERVICES OF ARIZONA, INC. 520.316.6745 veracity►trafficgm u—, `1- Pedestrian & Bicycle Study N -S STREET: Palisades Blvd. Date: 02102/17 City: Fountain Hi E -W STREET: Eagle Ridge Dr. Day: THURSDAY Project #: 17-1035-00 N -LEG S -LEG E -LEG W -LEG N -LEG S -LEG E -LEG W -LI 7:00 AM 0 0 2 0 7:00 AM 0 0 0 0 7:15 AM 0 0 0 0 7:15 AM 0 0 0 0 7:30 AM 0 0 0 0 7:30 AM 0 0 0 0 7:45 AM 1 0 0 0 7:45 AM 0 0 0 0 8:00 AM 0 0 0 0 8:00 AM 0 0 0 0 8:15 AM 0 0 0 0 8:15 AM 0 0 0 0 8:30 AM 1 0 0 0 8:30 AM 0 0 0 0 8:45 AM 0 0 0 0 8:45 AM 0 0 0 0 9:00 AM 0 0 0 0 9:00 AM 0 0 0 0 9:15 AM 0 0 0 0 9:15 AM 0 1 0 0 0 9:30 AM 0 1 0 0 0 9:30 AM 0 1 0 0 0 9:45 AM 0 1 0 0 0 9:45 AM 0 1 0 0 0 TOTAL 1 1 0 2 0 TOTAL 0 1 0 0 0 PED FANS BICYCLES N -LEG S -LEG E -LE W -LEG N -LEG -LEG E -LEG W -Lf 4:00 PM 0 0 0 0 4:00 PM 0 0 0 0 4:15 PM 1 0 1 0 4:15 PM 0 0 0 0 4:30 PM 0 0 0 0 4:30 PM 0 0 1 0 4:45 PM 0 0 0 0 4:45 PM 0 0 0 0 5:00 PM 0 0 0 0 5:00 PM 0 0 0 0 5:15 PM 0 0 0 0 5:15 PM 0 0 0 0 5:30 PM 0 0 0 0 5:30 PM 0 0 0 0 5:45 PM 0 0 0 0 5:45 PM 0 0 0 0 6:00 PM 0 0 0 0 6:00 PM 0 0 0 0 6:15 PM 0 0 0 0 6:15 PM 0 10 0 0 6:30 PM 0 0 0 0 6:30 PM 0 0 0 0 6:45 PM 0 0 0 0 6:45 PM 0 1 0 0 0 TOTAL 1 0 1 0 TOTAL 0 0 1 0 North Leg West Leg East Leg 44 4 FIELD DATA SERVICES OF ARIZONA, INC. * 520.316.e74S v racitytrafficgroup Pedestrian & Bicycle Study N -S STREET: Palisades Blvd. Date: 02/02/17 City: Fountain Hi E -W STREET: Shea Bivd. Day: THURSDAY Project #: 17-1035-00 7:00 AM 0 0 0 0 1 7:00 AM 0 0 0 0 7:15 AM 0 0 0 0 7:15 AM 0 0 0 0 7:30 AM 0 0 0 0 7:30 AM 0 0 0 0 7:45 AM 0 0 0 0 7:45 AM 0 0 0 0 8:00 AM 0 0 0 0 8:00 AM 0 0 0 0 8:15 AM 0 0 0 0 8:15 AM 0 0 0 0 8:30 AM 0 0 0 0 8:30 AM 0 0 0 0 8:45 AM 0 0 0 0 8:45 AM 0 0 0 0 9:00 AM 0 0 0 0 9:00 AM 0 0 0 0 9:15 AM 0 0 0 0 9:15 AM 0 0 0 0 9:30 AMI 0 1 1 1 0 0 9:30 AMI 0 1 0 0 0 9:45 AMI 0 1 0 1 0 0 9:45 AMI 0 1 0 1 0 0 4:00 PM 0 0 0 0 4:00 PM 0 0 0 0 4:15 PM 0 0 0 0 4:15 PM 0 0 0 0 4:30 PM 0 0 0 0 4:30 PM 0 0 0 0 4:45 PM 0 0 0 0 4:45 PM 0 0 0 0 5:00 PM 0 0 0 0 5:00 PM 0 0 0 0 5:15 PM 0 0 0 0 1 5:15 PM 0 0 0 0 5:30 PM 0 0 0 0 5:30 PM 0 0 0 0 5:45 PM 0 0 0 0 5:45 PM 0 0 0 0 6:00 PM 0 0 0 0 6:00 PM 0 0 0 0 6:15 PM 0 0 0 0 6:15 PM 0 0 0 0 6:30 PM 0 0 0 0 6:30 PM 0 0 0 6:45 PM 0 D 0 0 6:45 PM 0 0 0 TOTAL 0 0 0 0 TOTAL 0 0 0#4 North Leg West Leg East Leg Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520) 316-6745 Volumes for: Thursday, February 02, 2017 City: Fountain Hills Project #: 17-1035-006 Location: Copperwynd Driveway east of Eagle Ridge Dr. AM Period NB SB EB WB PM P rind NIL EB WB ==___U 00:00 1 3 12:00 11 11 00:15 0 2 12:15 7 13 00:30 0 0 12:30 9 9 00:45 0 1 1 6 7 12:45 10 37 8 41 78 01:00 0 0 13:00 12 12 01:15 0 0 13:15 7 10 01:30 0 0 13:30 5 8 01:45 0 0 0 0 13:45 8 32 10 40 72 02:00 0 0 14:00 10 8 02:15 0 0 14:15 4 8 02:30 0 0 14:30 6 11 02:45 1 1 1 1 2 14:45 5 25 14 41 66 03:00 0 0 15:00 4 8 03:15 0 0 15:15 8 10 03:30 0 0 15:30 8 11 03:45 1 1 1 1 2 15:45 7 27 12 41 68 04:00 0 0 16:00 6 9 04:15 1 0 16:15 6 11 04:30 2 2 16:30 17 13 04:45 0 3 0 2 5 16:45 10 34 9 42 76 05:00 1 1 17:00 10 8 05:15 4 1 17:15 4 8 05:30 2 2 17:30 6 8 05:45 6 13 2 6 19 17:45 11 31 13 37 68 06:00 5 4 18:00 8 10 06:15 8 6 18:15 12 9 06:30 3 3 18:30 8 7 06:45 7 23 5 18 41 18:45 13 41 8 34 75 07:00 12 6 19:00 14 9 07:15 8 5 19:15 6 7 07:30 7 2 19:30 5 5 07:45 13 40 7 20 60 19:45 3 28 8 29 57 08:00 15 5 20:00 6 6 08:15 16 5 20:15 3 11 08:30 13 6 20:30 5 9 08:45 15 59 6 22 81 20:45 4 18 7 33 51 09:00 14 1.3 21:00 7 3 09:15 13 7 21:15 6 6 09:30 11 5 21:30 3 4 09:45 11 49 13 38 87 21:45 6 22 6 19 41 10:00 6 13 22:00 3 3 10:15 9 15 22:15 0 2 10:30 6 10 22:30 2 1 10:45 6 27 8 46 73 22:45 0 5 0 6 11 11:00 11 15 23:00 1 2 11:15 7 6 23:15 0 0 11:30 10 11 23:30 1 0 11:45 8 36 8 40 76 23:45 0 2 2 4 6 Total Vol. 253 200 453 302 367 669 GPS Coordinates: Daily Totals NB SB EB WB Combined 555 567 1122 AM PM Split % 55,8% 44.2% 40.40/a 45.1% 54.9% 59.6010 Peak Hour 08:00 09:45 08:15 18:15 1545 12:15 Volume 59 51 as 47 45 80 P.H.F. 0.92 0.85 0.81 0.84 0.87 0.83 Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520) 316-6745 Volumes for: Thursday, February 02, 2017 City: Fountain Hills Project #: 17-1035-007 Location: Copperwynd Driveway north of Copperwynd Dr. AM Period NB SB_ EB WB PM Period NB SB EB WB 00:00 0 0 12:00 2 3 00:15 0 0 12:15 2 2 00:30 0 0 12:30 2 1 00:45 0 0 0 0 12:45 0 6 0 6 12 01:00 0 0 13:00 1 1 01:15 0 0 13:15 1 1 01:30 0 0 13:30 1 0 01:45 0 0 0 0 13:45 0 3 0 2 5 02:00 0 0 14:00 5 5 02:15 0 0 14:15 2 1 02:30 0 0 14:30 0 1 02:45 0 0 0 0 14:45 1 8 1 8 16 03:00 0 0 15:00 0 2 03:15 0 0 15:15 2 1 03:30 0 0 15:30 2 4 03:45 0 0 0 0 15:45 0 4 2 9 13 04:00 0 0 16:00 1 3 04:15 0 0 16:15 1 7 04:30 0 0 16:30 3 4 04:45 0 0 0 0 16:45 0 5 0 14 19 05:00 0 0 17:00 0 0 05:15 0 0 17:15 0 0 05:30 0 0 17:30 2 7 05:45 0 0 0 0 17:45 4 6 3 10 16 06:00 0 0 18:00 1 1 06:15 0 0 18:15 0 0 06:30 1 0 18:30 0 0 06:45 2 3 0 0 3 18:45 0 1 1 2 3 07:00 1 0 19:00 0 1 07:15 0 0 19:15 0 1 07:30 1 0 19:30 0 0 07:45 3 5 0 0 5 19:45 0 0 0 2 2 08:00 3 1 20:00 0 0 08:15 1 0 20:15 0 0 08:30 0 0 20:30 0 0 08:45 4 8 0 1 9 20:45 0 0 0 a 09:00 1 0 21:00 0 3 09:15 2 0 21:15 0 0 09:30 2 0 21:30 0 0 09:45 1 6 0 0 6 21:45 0 0 0 3 3 10:00 0 0 22:00 0 2 10:15 1 0 22:15 0 1 10:30 1 1 22:30 0 1 10:45 0 2 1 2 4 22:45 0 0 0 4 4 11:00 3 2 23:00 2 2 11:15 3 0 23:15 0 0 11:30 0 0 23:30 0 0 11:45 0 6 0 2 8 23:45 0 2 0 2 4 Total Vol. 30 5 35 35 62 97 GPS Coordinates: Daily Totals NB 5B EB WB Combined 65 67 132 AM PM Split o10 85.7% 14.30/a 26.5% 36.1% 63.9% 73.50/a Peak Hour 08:45 11:45 11:45 13:30 15:30 15:45 Volume 9 6 12 8 16 21 P.H.F. 0.56 0.50 0.60 0.40 0.57 0.66 APPENDIX C EXISTING PEAK HOUR CAPACITY ANALYSIS CivTeeh HCM 2010 TWSC 1: Eagle Ridge Dr & Copperwynd Dr 271512017 int Delay, slveh 1 Meymment WBL WBR N9 r NOR SBL WT — Vol, vehlh 7 4 69 8 3 26 Conflicting Peds, *hr 0 6 0 0 0 0 Sign Control Stop Stop Free Free Free Free RTGhannelized 0 Nore Sign Control None - None Storage Length 0 Free Free Free Free 110 - Veh in Median Storage. tk 0 None 0 - 0 Grade, % 0 - 0 Storage Length - a Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles. % 2 2 2 2 2 2 Mvmt Flow 8 4 77 9 3 29 0 C - 0 Conflicting Flow All 117 81 0 0 86 0 Stage 1 81 90 90 90 - _ Heavy Vehicles, % Stage 2 36 - 2 2 - 2 2 CrihcalHdwy 642 6.22 Mvmt %w 6 4.12 1 Critical Hdwy Stg 1 5.42 - 78 1 1 44 0 Critical Hdwy Stg 2 5.42 - Follow-upHdwy3.518 3.318 Conflicting Flaw All 2.218 135 44 Pot Cap -1 Maneuver 879 979 44 0 0 1510 0 Stage 1 942 - 47 - 87 - - Stage 2 986 - - 90 Platoon blooked- % 47 47 - - Mov Cap -1 Maneuver 877 979 7.12 6.52 6.22 1510 6.52 May Cap -2 Maneuver 877 - _ _ _ _ Stage 1 942 6.12 5.52 - - Stage 2 984 - - - - - A -roarfi - HCM Control Delay. is 9 4 018 3 318 0 3 318 0.8 HCM LOS A Pot Cali Maneuver 834 756 1026 B38 MinorLan~ Mivmt NET NBRW5Ln1 SBL SST Gapacity (vehlh) 912 1510 HCM Lane V1C Rabo 0 013 0 002 HCM Control Delay (s) 9 7.4 HCM Lane LOS A A HCM 951h %tle Q(veh) 0 0 Copperwyed Resort 211 412 0 1 7 Existing AM Synchro 8 Report CivTech Page 1 HCM 2010 TWSC 2: Eagle Ride Dr $ Cloud Crest Dr/Summit Dr North 211502017 Intersection Int Delay.slveh 1.1 Movement €BC E8T SBR WBL IAT W9R NBL N87 NOR 5131_ SRT SBR Vol vehth 5 0 0 1 1 4 4 70 1 1 40 0 Conflicting Peds, Whir 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None - None Storage Length 125 115 Veh in Median Storage, # 0 q - C _ C Grade % 0 C - 0 0 Peak Hour Factor 90 go 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt %w 6 0 0 1 1 4 4 78 1 1 44 0 M21or1V-mor - Wor2- Conflicting Flaw All 137 135 44 134 134 78 44 0 0 79 0 0 Stage 1 47 47 - 87 87 - - _ Stage 2 90 88 - 47 47 - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 Critical Hdwy Stg 1 612 552 - 6.12 5.52 - - Crtcal Hdwy Sig 2 6.12 5.52 - 6.12 5.52 - Foltow-up Hdwy 3 518 4 018 3 318 3 518 4.018 3 318 2.218 2.218 Pot Cali Maneuver 834 756 1026 B38 757 983 1564 - - 1519 - - Stage 1 967 856 - 921 823 - - - Stage 2 917 822 - 967 856 - - - Platoon blocked, % MovCap-1 Maneuver 827 754 1026 836 755 983 1564 1519 Mov Cap -2 Maneuver 827 754 - 836 755 - - - - - Stage 1 965 855 919 821 Stage 2 909 820 966 855 Approach [g — - WB - - NB SB - HCM Control Delay, s 9.4 9 0.4 0.2 HCM LOS A A MinorLanemajorklvml NEIL NBT NBRnbfi int SRL 90T' OR Capacity(vehlh) 1564 - - 827 910 1519 - - HCM Lane VIC Ratio 0 003 0 007 0 007 0.001 HCM Control Delay (s) 7.3 9.4 9 74 HCM Lane LOS A A A A HCM 95th %tile O(vah) 0 0 0 0 Copperwynd Resort 2114/2017 Existing AM Synchro 8 Report CivTech Page 2 HCM 2010 TWSC 3: Eagle Ride Dr & Summit Dr South 2x1512017 Intersection -- Int Delay. Srveh 1,2 Movement 911-06f- EBfi WSL W6T WEIR NBL N6T- RIM �B-C SIFT SbR Vol, veh]h 0 50 0 1 72 0 1 0 0 16 0 0 Conflicting Peds, Whr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RTChannelized - None 0 35 3 22 hone 44 None 5 Peak Hour Factor None Storage Length 100 0.90 0.90 0,90 0.90 0.90 0.90 0-90 0.90 Heavy Vehicles, % 2 2 Veh in Median Storage, # 2 2 2 0 2 0 2 2 0 0 0 1 32 Grade. % 24 0 - 49 0 - Number of Lanes 0 1 0 0 1 1 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Ware Flow 0 56 0 1 80 0 1 0 0 18 0 0 iida' Mme Ada' rt 67% Major2 0% 0% Minorl 0% Mirror2 0% -- Conflicting Flow All 80 0 0 56 0 0 138 138 56 138 138 80 Stage 1 Sign Control Stop Stop Stop - 56 56 - 82 82 - Stage 2 - 134 - 5 17 82 62 - 56 56 - Critical Hdwy 4.12 44 4.12 0 17 712 6.52 6.22 7,12 6.52 6.22 Critical Hdwy Stg 1 - 90 - 0 0 612 552 - 612 5.52 - Critical Hdwy Sig 2 - - - - - 6.12 5.52 - 6,12 5,52 - Follow-up Hdwy 2 218 149 2 218 6 19 3 518 4 018 3 318 3.518 4 018 3 318 Put Cap -1 Maneuver 1518 8 1549 8 8 833 753 1011 833 753 980 Stage 1 - 0.29 - 0.009 0,044 956 848 926 827 - Stage 2 Departure Headway (Hd) 6-987 - 6.117 8.414 926 827 - 956 648 - Platoon blocked. % Convergence. YIN Yes Yes Yes Yes Yes Yes Yes Yes Yes Mov Cap -1 Maneumr 1518 - - 1549 - - 832 752 1011 832 752 980 Mow Cap -2 Mareuver - 4.749 - 3.876 6.197 632 752 832 752 - Stage 1 NCM Lane VIC Ratio 0.29 0.382 001 0.045 956 848 926 826 0 926 Stage 2 HCM Control Delay 12.6 13,7 8.9 11.6 925 826 956 848 45.1 Approach - EB B B A B B B A E HCM Control Delay, s o 1-2 0-1 0 0.1 9.3 0.3 9.4 0 12 HCM LOS A A War LaneMilior Ware NBLn9 EBL EBT E6tf WE W6T WRRS9W Capacity (vehfh( 832 1518 1549 632 HCM Lane VIC Ratio 0.001 - 0 001 0.021 HCM Control Delay (s) 9.3 0 7.3 0 9,4 HCM Lane LOS A A A A A. HCM 95th '/.tile Q(veh) 0 0 0 - 0.1 Copperwynd Resort 211412017 Existing AM Synchro 8 Report CivTech Page 3 HCM 2010 AWSC 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd 2115017 intersection - -- - - -.- - WB - - -- - Intersection Delay, sfveh 26.5 EB se Intersection LDS D 2 2 Moyemeik ESU EBL Eff` -EBR 'i'q'd[T'- W& -W WAR -NW - NRL NET NVR Vol,vehlh a 17 1 29 0 35 3 22 0 44 271 5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0-90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 19 1 32 0 39 3 24 0 49 301 6 Number of Lanes 0 1 1 0 0 1 1 0 0 0 2 1 Approach WB NB - Opposing Approach WS EB se Opposing Lanes 2 2 3 Conflicting Approach Left SB NS EB Conflicting Lanes Left 3 3 2 Conflicting Approach Right NB SB WE Conflicting Lanes Right 3 3 2 HCM Control Delay 10.9 11.3 13.2 HCM LOS B B B Cane - - - - -- -NkK 1413W N6Ln3 E60- EBLn2 Will W8Ln2 88Lnl1 9Ln3 Skn9 --' Vol Left. % 33 % 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 67% 100% 0% 0% 3% 0% 12% 0% 100% 92% Vol Right, % 0% 0% 100% 0% 97% 0% 88% 0% 01/. 8% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Sop Stop Traffic Vol by Lane 134 181 5 17 30 35 25 8 505 274 LT Vol 44 0 0 17 0 35 0 8 0 0 Through Vol 90 181 0 0 1 0 3 0 505 252 RTVol 0 0 5 0 29 0 22 0 0 22 Lane Flow Rate 149 201 6 19 33 39 28 9 561 305 Geometry Grp 8 8 8 8 8 8 8 8 8 8 Degree ofU61(X) 0.29 0.38 0.009 0,044 0,067 009 0.056 0.016 0.928 0.5 Departure Headway (Hd) 6-987 6.822 6.117 8.414 7.23 6-354 7,232 6461 5.958 5902 Convergence. YIN Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 513 526 583 424 493 427 493 553 606 610 Service Time 4.749 4,584 3.876 6.197 5.013 6.134 5.012 4.208 3.704 3.648 NCM Lane VIC Ratio 0.29 0.382 001 0.045 0067 0.091 0.057 0.016 0 926 05 HCM Control Delay 12.6 13,7 8.9 11.6 10.5 12 10,4 9.3 45.1 14.4 HCM Lane LOS B B A B B B R A E B HCM 95th -tile 0 1-2 1.8 0 0.1 0,2 0.3 0.2 0 12 2.6 Copperwynd Resort 2114017 Existing AM Synchro 8 Report CivTech Page 4 HCM 2010 AWSC 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd 2r15017 Intersection - - -- - Opposing Approach - - - ----- - - - - -- - - Intersection Delay, slveh Conflicting Approach Left WB Conflicting Lanes Left 2 Intersection LOS EB Conflicting Lanes Right 2 HCM Control Delay Movement SBU SBL SBT 3`BR - - - - - Vol, vehlh 0 8 757 22 Peak Hour Factor 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 Mvmt Flaw 0 9 841 24 Numberof Lanes 0 1 2 0 Aaoh - - 56 Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 2 Conflicting Approach Right EB Conflicting Lanes Right 2 HCM Control Delay 34 HCM LOS D Capperwynd Resod 2/1412017 Existing AM Synchro 8 Report NTech Page 5 HCM 2010 Signalized Intersection Summary 5: Shea Blvd & Palisades Blvd 211 512 0 17 ,! - 1 i F- Z *i, t l I- j Movement EBL EBT EBR WOL W13T WBR NBL RAT NBR SBL SPIT SBR Lane Configurations ° ) 4¢+ ? sj f }t -r) A "'i t rr Volume (vehh) 258 433 7 1 959 53 12 10 12 76 4 793 Number 7 4 14 3 8 18 5 2 12 1 5 16 Initial 0 (0b). veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj{A-pbT) 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 Packing Bus, Adj 1.00 100 1.00 1 BO 100 1.00 100 100 1.00 1.00 1,00 1.00 Adj Sal Flow,vehlhln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rale, vehfi 287 481 8 1 1066 59 13 11 13 84 4 881 Adj No. of Lanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak Hour Factor 0.90 0.90 0.90 0.90 090 0.90 090 090 0.90 0.90 0.90 090 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh0h 372 2126 662 2 1584 564 22 279 330 641 727 1389 Arrive On Green 0.11 G42 0.42 0,00 0.31 0.31 0.61 0.36 0.36 0.04 0.39 0,39 Sat Flow, vehlh 3442 5085 1583 1774 5085 1583 1774 779 921 1774 1863 2787 Grp Volume(v), vehlh 287 481 8 1 1066 59 13 0 24 84 4 881 Grp Sat Flow(s),vehRvnn1721 1695 1563 1774 1695 1583 1774 0 1700 1774 1863 1393 0 Serve(g_s), s 7.3 5.5 0.3 0.1 16,4 2.2 0.7 0.0 0.8 2.6 0.1 20.9 Cycle 0 Ciear(g_c)- s 73 5.5 03 6.1 16.4 2.2 07 0.0 08 26 0.1 20.9 Prop In Lane 1-00 1.00 1.00 100 1.00 0,54 1.00 1.100 Lane Grp Cap(c), vehlh 372 2128 662 2 1584 564 22 0 609 641 727 1389 V1CRatio(X) 0.77 0.23 0.01 0.51 0,67 0,10 0.59 000 0.04 0.13 0.01 0,63 Avail Cap(c_a).vehlh 535 2313 739 118 1921 669 118 0 609 641 727 1389 HCM Platcon Rate 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.0(3 1,00 1.00 1.00 Upstream Fifter(I) 100 1,00 100 100 1.00 106 1.00 0 00 1.00 1.00 f 00 1.00 UniformDelay (d).s/veh39.1 16.8 15,3 44.9 27.0 19.4 44,2 0.0 18.8 16.3 16,8 16.6 Incl Delay {d2), slveh 4.3 01 00 1286 0.7 01 231 0.0 61 01 00 2.2 InihalflDelay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 6.0 O.o 0.o n.0 0.0 0.0 0.0 %ileBackORd(50%),veh4r8.7 25 01 01 7.8 1,0 0.5 0.0 04 13 01 84 LnGrp Delay(d),slveh 43.3 16,9 15.3 173.5 27.7 19.5 67.3 0.0 189 16.4 16.8 18.8 LnGrp LOS D B B F C B E_ B B B B Approach Vol, vehlh 776 1126 37 969 _ Approach Delay, slveh 266 274 35,9 186 Approach LOS C C D B -- ------- - .- 1 7imer 1 2 - 3 - 4- - -�� - .�----7 - -- -- ---- -- - - -- Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s8 0 36.2 4.1 417 51 39.1 13.7 320 Change Period (Y+Rc), s 4,0 4.0 4.0 4.0 4,0 4.0 4.0 4.0 Mar Green Setting (Gma40 22.0 60 420 6.0 200 14.0 34.0 Max 0 Clear Time (g c- 1113 2.8 2.1 7.5 2.7 22.9 9.3 18.4 Green Ext Time (p c), s 0.0 4.0 0.0 15.0 0.0 0.0 04 9.0 Intersection Surnmary- - -- - - -` - -- - -- - - - ` -- HCM 2010 Ctd Delay 244 HCM 2010 LOS C Copperwynd Resort 2114/2017 Existing AM Synchro 8 Report CivTech Paye 7 HCM 2010 TWSC 6: Eagle Ridge Dr & Driveway A 211512011 Intersection -- --- _ - - - - - -- --- — int Delay, s/veh 2 mord WBL WBR '-SIR NBTt - A7 ABT Vol veh/h 23 0 16 57 0 6 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Slop Free Free Free Free RT Channelized - None None - None Storage Length 0 0 0 80 - Veh in Median Storage, # 0 90 90 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 26 0 18 63 0 7 Majafmn0r Minor! - - Majora M- - ConflictingFlowAll 56 49 0 0 81 0 Stage 1 49 - - SWe 2 7 - CribcalHdwy 6.42 6,22 4.12 Criticai Hdwy Stg 1 542 - Critical Hdwy Stg 2 5.42 - - Follow-upHdwy 3518 3.318 2,218 Pot Cap 1 Maneuver 952 1020 1517 Stage 1 973 - - Stage 2 1016 - - Platoon blocked, % MovCap- 1 Maneuver 952 1020 1517 Mov Cap -2 Maneuver 952 - - Stage 1 973 Stage 2 1016 pr — - Approach w�� - A - -- - s®— — - -- —, HCM Control Delay, s 8,9 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBitIMUT 5 SBT Capacity (vehlh) 952 1517 HCM Lane VIC Ratio - - 0.027 - HCM Control Delay (s) B.9 0 HCM Lane LOS A A HCM 95th %tile Q(veh) 0.1 0 Copperwynd Resort 211412017 Existing AM Synchm 8 Report CivTech Page 9 HCM 2010 TWSC 7: Copperwynd Dr & Driveway B 2115 017 Intersection -- Int Delay. slveh 2.7 -_ Movement —19L aT — _ __ __ {AB-fi_Wiffii §ffi:` $BR. _ Vol. veWir 7 4 10 0 0 1 Conflichng Peds, 91hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - - 6.42 None Storage Length - 542 0 Critical Hi Sty 2 Veh in Median Storage, # 0 0 Q 2 218 Grade, % 0 0 Q 983 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mi Flow 8 4 11 0 0 1 MajorlMiiwr--_M_ayort - Aaio(�_ 41nor2 - --- - — Conflicting Flow All 11 0 0 31 11 Stage 1 - - - - 11 - Stage 2 - 20 Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hi Stg 1 - 542 - Critical Hi Sty 2 - 5.42 - Follow-up Hdwy 2 218 3,518 3.318 Pot Cap -1 Maneuver 1608 983 1070 Stage 1 - 1012 - Stage 2 1003 - Platoon Mocked, % Mov Cap- 1 Maneuver 1608 978 1070 Mov Cap -2 Maneuver - - - - 978 - Stage 1 1012 Stage 2 998 A _ EB WB HCM Cartrol Delay, s 4.6 0 B.4 HCM LOS A Minor Lane/Major Mvint EBL EB7 WBT WBR $2Ln1 Capacity (vehlh) 1608 1070 HCM Lane VIC Ratio 0 005 - - - 0.001 HCM Control Delay (s) 7,2 0 8.4 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - 0 Copperwynd Resort 2114/2017 Existing AM Synchro 8 Report CwTech Page 10 HCM 2010 TWSC 1:E— agle Ridge Dr & Copperwynd Dr D15017 Intersection - - -- Int Delay: shah 1.9 Movement WEL OR — WBT NBR SBL SET - - Vol, vehrh 12 7 32 13 4 39 Conflicting Peds. #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 Stop Slap Stop 110 - Veh in Median Storage, # 0 Free 0 - 0 Grade, °% 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles. °% 2 2 2 2 2 2 Mvmt Flow 13 8 36 14 4 43 Ua_ Minor- ArmrT - ---- - Conflicting Flow All 95 43 0 0 5o 0 Stage 1 43 - - - - 0 Stage 2 52 - 90 90 90 90 90 Crdical Hdwy 6,42 6.22 90 4.12 90 Critical Hdwy Stg 1 542 - 2 _ 2 Critical Hdwy Stg 2 5.42 - 2 _ MvmtFlow Follow-upHdwy3.518 0 0 3318 - 2.218 - Pot Cap -1 Maneuver 905 1027 2 1557 Minor2-- Stage 1 979 -- - -1a' - Stage 2 970 - - - - - Platoon blocked, % 119 52 61 0 0 52 MovCap- 1Maneuver 903 1027 60 1557 58 Mov Cap -2 Maneuver 903 - - - - Stage 1 979 60 59 - 60 61 - Stage 2 968 Approach - - - _m — tJB — - SB - - - -� HCM Control Delay, s 8.9 4.12 0 0.7 Crikcal Hdwy Sig 1 HCM LOS A 6 12 5.52 - - Minor Lanei Writ NBT NBRWBLni 8k SBT Capacity (vehlh) 945 1557 HCM Lane VIC Ratio 0.022 0.003 HCM Control Delay (s) 8.9 7.3 HCM Lane LOS A A HCM 95th %ble Q(veh) 0.1 0 Copperwynd Resort 2114017 Existing PM Synchra 8 Report CivTech Page 1 HCM 2010 TWSC 2: Eagle Ridge Dr & Cloud Crest Dr/Summit Dr Nortel 2115/2017 Intersection - -- - - - - - ---- - "'.-- -- ---- Int Delay, sfveh 0.7 Movemerd - k EBT EBR — UT W - - NBL W NBR SBL 89 SBR Vol, veh8r 3 0 0 0 0 3 3 46 1 0 53 2 Conflicting Peds, Or 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control stop Stop Slap Stop Stop Stop Free Free Free Free Free Free RTChannelized None None - None - None Storage Length 125 115 Veh in Median Storage, If 0 0 - 0 - 0 Grade, % 0 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 MvmtFlow 3 0 0 0 0 3 3 51 1 0 59 2 Ma' r�lirmr - Minor2-- - - h�`mor -- - -1a' Ma' 2 Con4ic6ng Flow All 120 119 60 118 119 52 61 0 0 52 0 0 Stage 1 60 60 - 58 58 - - - - - - Stage 2 60 59 - 60 61 - - Critcal Hdwy 7.12 6.52 6.22 7,12 6.52 6.22 4,12 4.12 Crikcal Hdwy Sig 1 612 552 - 6 12 5.52 - - - Critical Hl St; 2 6.12 5-52 - 6.12 5.52 - - Follow-up Hdwy 3 518 4.018 3.318 3.518 4 018 3 318 2 218 2.218 Pot CapA Maneuver 855 771 1005 858 771 1016 1542 - - 1554 - - Stage 1 951 845 - 954 847 - - - Stage 2 951 846 - 951 844 - - _ Platoon blocked. % MovCap-1Maneuver 851 770 1005 857 770 1016 1542 1554 MovCaiManoaver 851 770 - 857 770 - - - - - - - Stage 1 949 845 952 845 Stage 2 946 844 961 844 Proaeh — — EB WB - - SB - - HCM Control Delay, s 9.2 86 0.4 0 HCM LOS A A mrLarrWalorMvml NBL N6T NBREEL01iiiBln1 SBL SBT SBR Capacily (vei 1542 - - 851 1016 1554 - - HCM Lane VIC Ratio 0 002 0.004 0 003 - HCMControlDelay(s) 7.3 9,2 86 0 HCM Laps LOS A A A A HCM 95th %file Q(veh) a 0 0 0 Copperwynd Resort 211412017 Existing PM Synchra 8 Repel CivToch Page 2 HCM 2010 TWSC 3: Eagle Ridge Dr & Summit Dr South 2/1512017 Inters ifion - - -- - - Int Delay. slveh 1,2 Movemerol EBL EBT EBR WR WBT OR 11A NBT NBR SBL S9 -'SBR Vol, vehm 1 64 1 0 47 21 0 0 1 16 0 1 Conflicting Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control t=ree Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None Vol vel -it 0 30 None 31 0 None 4 None Storage Length 100 670 36 Peak Hour Factor 0.90 0.90 0.90 0,90 0,90 0-90 0.90 0.90 Veh in Median Storage, # 0.90 0 0-90 Heavy Vehicles, % 0 2 2 0 2 2 0 Grade, % 2 0 2 MvmtFlow 0 - 34 0 22 4 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt.Flow 1 71 1 0 52 23 0 0 1 18 0 1 Ma rminor Maw Vol Right, % Ma` r2 0% 1001/6 Minori 84% No M;rti)i2-- T _ Conflicting Flow All 76 0 0 72 0 0 138 150 72 138 138 64 Stage 1 Traffic VW by Lane 241 447 - - 37 74 74 - 64 64 - Stage 2 18 0 0 - 0 20 64 76 - 74 74 - Cntical Hdwy 4.12 0 0 4.12 0 4 7.12 6.52 6.22 7.12 6,52 6.22 Critical Hdwy Sig 1 - 0 31 - 16 0 6.12 5.52 - 612 552 - Cntiral Hdwy Stg 2 33 41 22 - 13 277 6.12 5.52 - 6.12 5.52 - Folbw-up Hdwy 2 218 8 8 2 218 8 8 3 518 4 018 3 318 3.518 4.018 3-318 Pot Cap 1 Maneuver 1523 0,053 0.046 1528 6.518 0.293 833 742 990 833 753 1000 Stage i - 7,483 7.239 - 6,646 Convergence. YM 935 833 - 947 842 - Stage 2 - Yes Yes - Cap 579 947 832 - 935 833 - Platoon blocked, % 493 535 539 Service Time 1948 3,91 3.205 6.232 5.138 6.347 5.279 Mov Cap -I Maneuver 1523 4.413 HCM Lane WC. Ratio 1528 0 846 0 061 832 742 990 832 753 1000 Mov Cap -2 Maneuver - HCM Control Delay 14.2 - 8.6 12 832 742 10.6 832 753 - Stage 1 HCM Lane LOS B D A B B 934 832 B 946 842 Stage 2 2.4 9.1 0,2 0.3 0.3 0.2 946 832 3 933 832 _ - A ach EB WB W --- _- SB_-..-_- NCM Control Delay, s 0.1 0 8.6 9.4 HCM LOS A A Minor LarelMaprMvmt MBtn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (vehlh) 990 1523 1528 840 HCM Lane VIC Ratio 0,001 0.001 - 0,022 HCM Control Delay (s) 8.6 7.4 0 9.4 HCM Lane LOS A A A A HCM 95th We Q(veh) 0 0 0 0.1 Copperwynd Resort 20412017 Existing PM Synchro 8 Report CivTech Page 3 HCM 2010 AWSC 4: Palisades Blvd & Eagle Ride Dr/Palomino Blvd 21IW2017 Intersection --- - -in -- - NB Opposing Approach W8 Intersection Delay, slveh 21.3 EB SB Opposing Lanes 2 Intersection LOS C 2 3 Conflicting Approach Let SB Wmenrent `BBD" EBL EBT ESR WBU WBL WBT WBR NBU N®L NBT MR Vol vel -it 0 30 6 31 0 20 4 16 0 18 670 36 Peak Hour Factor 0.90 0.90 0.90 0,90 0,90 0-90 0.90 0.90 0.90 0.90 0.90 0-90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 MvmtFlow 0 33 7 34 0 22 4 16 0 20 744 40 Number of Lanes 0 1 1 0 0 1 1 0 0 0 2 1 Approadi --- - -in -- - NB Opposing Approach W8 EB SB Opposing Lanes 2 2 3 Conflicting Approach Let SB NS EB Con%cbng Lanes Lett 3 3 2 Conflicting Approach Right NB SB WB Conflicting Lanes Right 3 3 2 HCM Control Delay 11.3 11.2 26.3 HCM LOS B B D Lane -- `- -MLnT F1BLiil RK6 MAT €Bt 2iWBLnI W9Ln2 SBLn1 SBLn2 Mal Vol Left, % 7% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru.% 93% 100% 0'k 0% 16% C% 20% 0% 100% 87% Vol Right, % 0% 0% 1001/6 0% 84% No 80% 0% 0% 13% Sign Contr6 Stop Stop Stop Stop Stop Stop Slop Stop Stop Stop Traffic VW by Lane 241 447 36 30 37 20 20 12 249 143 LT Vol 18 0 0 30 0 20 0 12 0 0 Through Vol 223 447 0 0 6 0 4 0 249 125 RT Vol 0 0 36 0 31 0 16 0 0 t8 Lane Flow Rate 268 496 40 33 41 22 22 13 277 159 Geometry Grp 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 0.461 0.848 0.061 0.078 0.084 0,053 0.046 0.027 6.518 0.293 Departure Headway (Hd) 6191 6154 5.449 8.442 7.348 8.551 7,483 7.239 6.735 6,646 Convergence. YM Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 579 586 654 422 485 417 475 493 535 539 Service Time 1948 3,91 3.205 6.232 5.138 6.347 5.279 5.006 4.502 4.413 HCM Lane WC. Ratio 0 463 0 846 0 061 0.078 0.085 0.053 0.046 0.026 0.518 0 295 HCM Control Delay 14.2 34,2 8.6 12 10.8 11,8 10.6 10,2 16,6 12.2 HCM Lane LOS B D A B B B 3 B C B HCM 95th -tile Q 2.4 9.1 0,2 0.3 0.3 0.2 0.1 0,1 3 1.2 Copperwynd Resort 211412017 Existing PM Synchro 8 Report NTech Page 4 HCM 2010 AWSC 4-. Palisades Blvd & Eagle Ridge Dr/Palomino Blvd 2115/2017 ApproiOi -SA -- - - - - - Opposing Approach N8 Opposing Lanes Intersection Delay, slveh Conflicting Approach Leo WB Coni Lanes Left 2 Intersection LOS EB Conflicting Lanes Right 2 HCM Control Delay Movement SBU SBL 8B7 S131 - --- - - Vol vehlh0 15 12 374 18 Peak Hour Factor 0.90 0.90 0.90 ago Heavy Vehicles. % 2 2 2 2 MvmtFlow 0 13 416 20 NumberofLanes 0 1 2 0 ApproiOi -SA -- - - - - - Opposing Approach N8 Opposing Lanes 3 Conflicting Approach Leo WB Coni Lanes Left 2 Conflicting Approach Right EB Conflicting Lanes Right 2 HCM Control Delay 14.9 HCM LOS B Copperwynd Resort 211412017 Existing PM Synchro 8 Report CwTech Page HCM 2010 Signalized Intersection Summary 5: Shea Blvd & Palisades Blvd 2`1512017 l- 1 l +" t 4\ t P �► 4, J Movement l-BR-NBL WB? Vft NBl_ N�f IiBR SBL SB7 SM Lane Configurations if I T?? lr ) T 4 rlr Volume (vehi 676 1258 15 4 603 75 20 3 3 47 7 361 Number 7 4 14 3 8 18 5 2 12 1 8 16 Initial 4 (0b). veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-BikeAdj(A_pbT) 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1 00 1,00 1.00 1,00 1 0o 1.00 100 100 100 1.00 1.00 Adj Sat Flow. veli 1863 1863 1863 1863 1863 1863 1863 1863 1900 1883 1863 1863 Adj Flow Rate, veblti 751 1398 17 4 670 03 22 3 3 52 8 401 Adj No. offanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak Hour Factor 0.90 090 0.90 0,90 0.90 090 090 090 090 0.90 090 090 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap.veh7n 820 2376 740 8 1185 420 33 273 273 581 618 1590 Arrive On Green 0-24 0.47 0.47 0.00 0,23 0.23 0.02 0.32 0.32 0.03 0.33 0.33 Sat Flow,vehlh 3442 5085 1583 1774 5085 1583 1774 856 856 1774 ?863 2787 Grp Volume{v), vehlh 751 1398 17 4 670 83 22 0 6 52 8 401 Grp Sat Flow(s),vehlh4ni721 1695 1583 1774 1695 1583 1774 0 1712 1774 1863 1393 0Serve(g_5) s 19,1 18-2 0.5 0.2 10.5 $7 1.1 0.0 0.2 1.8 0.3 6.5 Cycle 0 Clear(g_c), s 191 182 0.5 02 105 3.7 1.1 00 02 18 03 65 Prop In Lane 1.00 1,00 1.00 1.00 1.00 0,50 1.00 1.00 Lane Grp CapCc), veh'h 820 2376 740 8 1185 420 33 0 545 581 618 1590 WC Ratio(X) 0.92 0.59 0.02 053 0.57 0.20 0.66 0.00 0.01 0.09 0.01 0.25 Avail Cap(c_a), veivh 841 2376 740 296 1608 614 19 0 545 603 618 1590 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 UpstreamFiRer(I) 100 100 1.00 100 1.00 100 1.00 000 1,00 100 100 100 Uniform Delay (rlslveh33.4 IT6 12.9 44.7 305 25.6 43.9 0.0 21.0 19,5 20.2 9,7 Incr Delay (0), slveh t4.3 04 0.0 481 0.4 0.2 200 00 00 01 0.0 0.4 Initial Q Delay(d3),sNeh 0.0 0.0 0.0 0.0 0.0 0.0 (.0 0.0 0,0 0.0 0.0 0.0 9bile BackOtQ(50%).veW 7 8, 5 02 0.2 4.9 1,6 07 0-0 0.1 09 01 2.6 LnGrp Delay(d),slveh 47.7 18.0 12.9 92.9 30.9 25.9 63,8 0.0 21.0 19.6 20,2 10.1 Lni LOS D B B F C C E C B C B Approach Vol, vehlh 2166 757 28 461 i Approach Delay,. sNeh 28.3 30.7 54.7 11,3 Approach LOS C C D B Rimer --- {--V---1 4 - -5--1 8- -- - - -- -- ---- Assgned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s6.9 32.7 4.4 460 57 339 25.5 250 Change Pend (Y.Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 Max Green Setting (Grna)4I] 160 150 390 4.0 160 22.0 32.0 Max Q Clear Time (ge,413 2,2 2.2 201 3.1 8,5 21.1 12,5 Green Ext Time (p_c), s 0 0 14 0,0 140 0.0 11 0, 3 85 -- HCM 2010 Ctrl Delay 26.7 HCM 2010LOS C Copperwynd Resod 211412017 Existing PM Synchro 8 Report CivTech Page 7 HCM 2010 TWSC 6: Eagle Ridge Dr & Driveway A 211572017 Intersection - — IntDelay.sMeh 4.3 Movement — W$L YVBL1 -- N$T N912 -- SBL 3`BP Vol, vehlh 40 0 2 37 0 3 Conflicting Peds. Mr 0 0 0 0 0 0 Sign Control Stop Slop Free Free Free Free RT Channelized - None None - None Storage Length 0 80 - Veh in Median Storage, # 0 0 _ 0 Grade; % 0 - 0 _ 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 44 0 2 41 0 3 -- - MeprlMinpr r Vii- --- - — �aior'i � 'M1ajd - -- - - - ConBictrigFlow All 26 23 0 0 43 0 Stage 1 23 - _ _ g Stage 2 3 - 27 Critical Hi 6.42 6.22 4,12 642 Critical Hdwy Stg 1 5.42 - _ 542 Critical Hdwy Stg 2 5.42 - - _ _ _ Follow-up Hdwy 3518 3 318 - 2 218 3.518 Pat Cap -1 Maneuver 989 1054 1566 977 Stage 1 1000 - _ 1014 Slage 2 1020 - 996 Platoon blocked: % Platoon blocked. % Mov Cap -1 Maneuver 989 1054 1566 972 Mov Cap -2 Maneuver 989 - - 972 Stage 1 1000 1014 Stage 2 1020 - 991 Approach- — WB - - - - NB - — $$ -88 HCM Control Delay. s 8.8 3 0 0 8-4 HCM LOS A A Minorl-anelMajorMvml NBT NBRWBLn1 8-61- S[ft Capachy(vehlh) 989 1566 HCM Lane VIC Ratio 0 045 _ HCM Control Delay (s) 8,8 0 HCM Lane LOS A A HCM 95th %tile Q(veh) 0.1 0 Copperwynd Resod 211412017 Existing PM Synchro 8 Report CivTech Page 9 HCM 2010 TVVSC 7: Copperwynd Dr & Driveway B 215/2017 Int Delay, slveh Movement - — EBL EBT — `ThP 1F1BR- -SBL -- - — Vol, vehm 7 10 8 0 0 11 Conflicting Peds, #!hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % - 0 0 - 0 _ Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 MvmtFlow 8 11 9 0 0 12 MaprlMx a Mapri Mainf2 tart " - - - ConfictingFlowAll 9 0 0 _Mi _ 36 9 Stage 1 - _ g - Stage 2 27 - Critical Hdwy 4,12 642 6.22 Critical Hdwy Stg f 542 - Critical Hdwy Stg 2 - - - _ 542 - Fatlow-up Hdwy 2 218 - - - 3.518 3.318 Pot Cap -1 Maneuver 1611 977 1073 Stage 1 - 1014 - Stage 2 - 996 - Platoon blocked. % MovCap- IManeuver 1611 972 1073 Mov Cap -2 Maneuver - 972 - Stage 1 1014 Stage 2 991 — — - -- W9 -88 HCM Control Delay, s 3 0 8-4 HCM LOS A Mlnori-ane/MaiorWrit EBL EBT MT YSIBRAM Capacity(vehlh) 1611 - - - 1073 HCM Lane WC Ratio 0005 - 0.011 HCM Coni Delay (s) 7.2 0 8.4 HCM Lane LOS A A A HCM 95th */.file Q(veh) 0 - 0 Copperwynd Resod 211412017 Existing PM Synchro 8 Report CivTech Page 10 APPENDIX D TRIP GENERATION CivTech CopperWynd Appendix D Phase 1 Cummulative Proposed land Use Types and Size Proposed Use I Amount Units Hotel or motel 96 Rooms ITE LUC 310 ITE Land Use Name Hotel Trip Generation March 2017 Notes: -Abbreviations: ITE = Institute of Transportation Engineers, LUC = land use code, SF = square feet, KSF = 1,000 square feet, DU = Dwelling Units, Keys = keyed guest units. -ITE methodology per the Trip Generation Handbook is the basis for deciding which rate/equation to use. Exceptions are highlighted. 3ase Trips ADT AM PM (not used) Proposed Use % In In Out Total % In In Out Total % In In Out Total Hotel or motel 50% 428 428 856 1 58% 37 27 64 1 49% 35 36 71 Totals C1v7ech 428 428 856 1 37 27 64 Page 1 of 3 35 36 71 CopperWynd Appendix D Phase 2 Cummulative Land Use Types and Size Proposed Use Amount Units Hotel or motel 166 Rooms ITE LUC 310 ITE Land Use Name Hotel Trip Generation February, 2017 Notes: -Abbreviations: ITE = Institute of Transportation Engineers, LUC = land use code, SF = square feet, KSF = 1,000 square feet, DU = Dwelling Units, Keys = keyed guest units. -ITE methodology per the Trip Generation Handbook is the basis for deciding which rate/equation to use. Exceptions are highlighted. Base Trips ADT AM PM (not used) Proposed Use % In In Out Total % In In Out Total % In In Out Total Hotel or motel 50% 740 740 1,480 58% 64 47 111 48% 60 63 123 Totals C:ivTeeh 740 740 1,480 1 64 47 111 Page 2 of 3 60 63 123 CopperWynd Appendix D Phase 3 Cummulative Proposed Land Use Types and Size Proposed Use Amount Units Hotel or motel 268 Rooms ITE LUC 310 ITE Land Use Name Hotel Trip Generation February, 2017 Notes: -Abbreviations: ITE - Institute of Transportation Engineers, LUC = land use code, SF = square feet, KSF = 1,000 square feet, DU = Dwelling Units, Keys = keyed guest units. -ITE methodology per the Trip Generation Handbook is the basis for deciding which rate/equation to use. Exceptions are highlighted. Base Trips ADT AM PM (not used) Proposed Use % In In Out Total % In In Out Total % In In Out Total Hotel or motel 50% 1,195 1,195 2,390 58% 104 76 180 49% 97 101 198 Totals CivTech 1,195 1,195 104 76 180 Page 3 of 3 97 101 198 APPENDIX F SELECTED EXCERPTS FROM PALISADES BOULEVARD AND EAGLE RIDGE DRIVE INTERSECTION NEEDS ASSESSMENT C i v T e c h �o rr"�`' �( Civ7ech ssionc Qto� e - 16255 JOSEPH F. April 16, 2014 PADAFI NO, q lig t Mr. Jeremy Hall Adero Canyon, LLC 93620 North Saguaro Boulevard, Suite 200 � �2Qk6 Fountain Hills, Arizona 85268 RE: Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment Dear Mr. Hall: The purposes of this assessment, which is presented in a format similar to that of a Technical Memorandum, are to address and document more formally the need for a traffic signal at the intersection of Palisades Boulevard and Eagle Ridge Drive now and in the future and to assess the need for a northbound left turn lane on Palisades Boulevard and south- and eastbound right turn lanes at the intersection. A vicinity map with aerial photograph is included as Attachment 1. Briefly, the conclusions documented in this assessment are that a traffic signal is not currently warranted at the intersection of Palisades Boulevard and Eagle Ridge Drive; that a northbound left turn lane should be provided with any future installation of the traffic signal; that no other auxiliary turn lanes are warranted currently or in the future; that geometric conditions limiting sight lines warrant prohibition of right turns on red from the side streets and a protected left tum phase for Palisades Boulevard when a signal is installed; that, while a signal could be warranted when new development in Adero Canyon accessing Eagle Ridge Drive generates as few as 15% of its total expected trips, a level of service analysis revealed that the intersection could operate at an acceptable LOS C in both peak hours at least through 2030 as a four-way stop - controlled intersection; and that the additional 836 trips to be generated by Adero Canyon as now proposed will have little to no impact on the operation of Eagle Ridge Drive or on the recommended improvements to the intersection in either scope or timing. Background and Purpose A developer, Adero Canyon, LLC, is planning to begin developing its Adero Canyon residential subdivision that will be located in neighborhoods with access to Eagle Ridge Drive, which will be extended to the northwest from its current terminus at the entrance to the development. As part of the first phase of development, a public trailhead will be located just beyond the far northwest corner of the development. Thus, in addition to site traffic for Adero Canyon there is expected to be vehicular traffic generated by the Town of Fountain Hills for the trailhead. The Adero Canyon property was previously known as Eagle Ridge North. Eagle Ridge North was a residential community planned with another community to the north, Eagle's Nest, on which development has begun, originally shown as abutting and their roadway network's linked in a 1999 traffic study, by 2001 the two communities were separated and studied again. In the 2001 traffic report by Kimley-Horn and Associates, Eagle Ridge North was shown to provide 171 lots for single family detached dwelling units generating 1,698 trips daily, with 129 generated during the AM peak hour (32 in, 97 out) and 174 during the PM peak our (111 in, 63 out). The trailhead was also studied in 2001, with an estimated 239 trips daily, which CivTech, assuming there will be no overnight trips, will round to 240 trips, 120 in and 120 out. No hourly estimates for trailhead use were provided at that time. CivTech Inc. - 10605 North Hayden Road • Suite 140 • Scottsdale, AZ 85260 Office 480-659-4250 . Fax 480-659-0566 Palisades Boulevard and Eagle Ridge Drive Intersection !Needs Assessment Some changes have been proposed to the development that are currently in the approval process. An increase in density has been proposed to provide five more single family homes (a new total of 176) on smaller lots, 44 luxury condom iniumsltownhomes, and 120 resort hotel rooms which could be affiliated with the adjacent Copperwynd Resort. CivTech updated a traffic study for the revised land use plan and issued a report dated January 16, 2014 that concluded that the Adero Canyon development would generate 2,534 trips daily, a net increase of 836 trips per day over those anticipated from Eagle Ridge North, and an additional 364 trips would be generated by others, a total of 2,898 trips per day for all anticipated development that will access Eagle Ridge Drive west of its existing terminus. Roadways and Intersection Configuration Palisades Boulevard begins at Shea Boulevard and loops northerly and easterly until it terminates at Saguaro Boulevard. Per MCDOT's Major Roads and Streets Plan (MSRP), Palisades Boulevard is classified by the Town as a minor arterial roadway. Eagle Ridge Drive begins at Palisades Boulevard and extends northwesterly approximately 0.84 miles, all of which is in the City of Scottsdale except for the last nearly one-tenth of a mile. Eagle Ridge Drive intersects Palisades Boulevard opposite Palomino Boulevard, which extends from Palisades Boulevard southeasterly to Saguaro Boulevard. Per the MSRP, Palomino Boulevard is classified as a major collector roadway. The short segment of existing Eagle Ridge Drive is currently unclassified; however, CivTech notes that its design conforms to that of a minor collector roadway and it will be extended as such into the Adero Canyon development. Eagle Ridge Drive has no homes with direct access to it. Palomino Boulevard does have homes with direct access. Both primarily serve, and will continue to serve, residential development. The intersection of Palisades Boulevard and Eagle Ridge Drive/Palomino Boulevard is presently configured as a four -legged intersection with stop -control on all four approaches. The approaches intersect at approximately right angles. The northbound Palisades Boulevard approach (south leg) is configured with a shared left-turn/through lane, a through lane, and an exclusive right turn lane. Aerial photography reveals that the median on this leg narrows on the west side, the opposite of what might typically be expected. "Skip -striping" along it indicates that it can serve as an acceleration lane for traffic turning from Palomino Boulevard onto Palisades Boulevard southbound. This northbound approach is in a horizontal curve to the right approaching Eagle Ridge Drive/Palomino Boulevard. There are bicycle lanes in both directions and the speed limit on this approach is 45 mph. The southbound approach (north leg) is on a tangent section approaching Eagle Ridge Drive/Palomino Boulevard. It is configured with an exclusive left turn lane, a through lane, and a shared right-turn/through lane. There are bicycle lanes in both directions and the speed limit on this approach is 45 mph. The eastbound Eagle Ridge Drive approach (west leg) is on a tangent section approaching Palisades Boulevard. It is configured with an exclusive left turn lane and a shared right-turn/through lane. There are bicycle lanes in both directions, with the eastbound bicycle lane terminating near where the left turn storage begins approximately 125 feet back from the stop bar. The speed limit on this approach is 35 mph. Page 2 of 14 Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment on the major street exceed the maximum volumes on each of the appropriate graphs described above, volumes not currently present on Palisades Boulevard. Based on the current levels of traffic on Palisades Boulevard, the higher numbers govern. Analysis: The results of the volume -based traffic signal warrants analysis indicate Palisades Boulevard easily exceeds the major street criteria for Warrant 1 (with current traffic volumes) while the approach volume from either the westbound Palomino Boulevard approach or the eastbound Eagle Ridge Drive approach do not currently meet the Warrant Satisfying Traffic Volumes for Warrants 1, 2, and 3. With reference to Attachment 4, the attached analysis printout, note that, of the eight highest volume minor street approaches, five, including the top four, were from the westbound Palomino Boulevard approach, an approach that would carry very little Adero Canyon site traffic in the future. In the eighth highest hour, both minor street approaches had an equal number of vehicles approaching over the three days. Future Need for a Traffic Signal In order to assess the future need for a traffic signal, certain information must be considered. Among these are the trips generated by a proposed development, how those trips are generated by hour of the day, and then how they are assigned to the intersection approaches. Site Trip Generation Table 2 presents the trips generation calculations that were summarized in text of CivTech's January 16, 2014 Traffic Statement. They are again presented here in more detail to show the peak hour trip generations for the hours typically associated with the adjacent street traffic (an hour between 7 and 9 AM and an hour between 4 and 6 PM) and to show the peak trip - generating hour of each generator on a typical weekday morning and afternoon. Table 2 — Trip Generation Calculations — Adero Canvon Land Use Code ITE Land Use Name Quantity Units Average a Daily Trips Generated Total In & Out All Tnot s Homes 210 Single -Family Detached Housing 176 DUs' 9.52 ` 1,676 838 66.1% Luxu Condominium 1 233 Luxury CondominiumlTownhouse 44 DUs 5.86 258 129 10.2% Resort Hotel 330 Resort Hotel 120 Rooms 500 600 300 23.7% Totals 2,534 1,267 100.0% Peak Hour of Adjacent Street Trac Land Use Average° Rate AM Peak Hour In ° Out Total /° In /° Out Average Rate PM Peak Hour ° In ° Out /° In /o Out Total Homes 0.75 33 (25%)! 99 (75%)i 132 1.00 111 63% 65 37% 176 Luxury Condominium/Townhouse 0.56 6 (23%)' 19(77%)' 25 0.55 16 63% 9(37%)! 25 Resort Hotel 0.37 32 (72%)1 13 28% 79 0.49 25(43%)! 34 57% 59 TOTALS 71 131 202 152 1108 260 Peak Hour of Generator Land Use AM Peak Hour PM Peak Hour Average Rate In ° Out Total Average o In Q Out a/n (/° Out Rate /q In /a Out Total Homes 0.77 i 35 (26%)!101 74% 136 1.02 ''115 64% € 65 36% 180 Luxu Condominium/Townhouse 0.65. 9 32% 20 (68%)i 29 0.65 17 (60%)! 12 40% 29 Resort Hotel 0.47 ' 36 (63%) 21 (37%)! 57 0.59 36 (50%)' 36 (50%)i 72 TOTALS1 80 142 222 168 113 281 DUs = Dwelling Units Table 3 presents the trip generation calculations for Scottsdale Mountain Estates and for the Town's trailhead, which was considered a "State Park" (ITE Land Use Code 413) by Kimley- Horn study, as presented in CivTech's January traffic statement. ITE's Trip Generation, the Page 7 of 14 Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment source of the average rates used to calculate the trips, does not provide weekday AM and PM peak hour average rates for a State Park, so CivTech used the average AM and PM peak hour rates and trip distribution (in/out) percentages for a County Park (Code 412) to generate the trips for the peak hours of adjacent street traffic. Rates and trip distribution percentages estimated by CivTech were used to calculate peak hour trips for each generator; County Park generator trip generation rates were nearly as high as the daily rate for the State Park and were, therefore, considered unacceptable. CivTech settled on rates that were approximately nine percent of the daily rate for the morning and fifteen percent in the afternoon. Trip Distribution and Assi nment The Adero Canyon development is a primarily a residential development with access provided by only Eagle Ridge Drive. Since the proposed development consists of residential, the trip distribution pattern for this assessment should assume that the majority of the trips generated by the residential development would be employment-related. Employment-related trips are made by residents to employment opportunities within a given radius of the site—generally twelve miles—a typical commuting distance in the Phoenix metropolitan area. Table 3 – Trip Generation Calculations – Other Development and Trailhead Land Use Code ITE Land Use Name Quantity Units Average era a Daily Trips Generated Total In & Out of All Trips Homes 210 Single -Family Detached Housing 13 DUs` 9.52 124 62 34.1% Trailhead 413 State Paris 367 Acres 0.65 240 120 65.9% Totals 364 182 i 100.00/c Peak Hour of Adjacent Street Trak Land Use AM Peak Hour PM Peak Hour Average ° In ° Out Total Average ° In ° Out /° Rale In /° Out Fo Rate In /° Out Total Homes 0.75 ':. 3 (25%)= 7 75% 10 1.00 8 (63%)l 5 37% 13 Trailhead use County Park, Code 412 0.02 1 6 (71%)i 2 29% 8 0.09 + 12 35% 22(65%)! 34 TOTALS 9 l 9 18 20 1 27 47 Peak Hour of Generator Land Use Average Rate AM Peak hour In Out Total % In A. Out Average Rate PM Peak Hour In Out % In % Out Total Homes 0.77 3 (26%)F 8 (74%)i 11 1.02 9 64°F8 5 36% 14 Trailhead 0.061 16(70Q 7 (30%)! 23 0.101 ' 13 (35%)! 24 65% 37 TOTALS1 19 !15 i 34 22 29 51 DUs = Dwelling Units; TEstimated rate. The peak hour trip distribution percentages for Adero Canyon in Table 2 reflect that more residents will leave the development in the morning, presumably to go to work, than enter it, and that more would return to the development in the evening than leave it, as they return home from work. With no major employment centers within the Town limits, one could assume that residents leaving developments along Eagle Ridge Drive and Palomino Boulevard in the morning would more likely turn to go south on Palisades Boulevard because that leads to Shea Boulevard, which leads to employment centers outside of Fountain Hills. And, indeed, the turning movements recorded for the two AM peak hours confirm this, as do the PM peak hours, which confirm it by demonstrating a similar distribution pattern in reverse during the PM peak hour, Table 4 presents the outbound east- and westbound turn and through movements recorded, the inbound movements to Eagle Ridge Drive, and the percentages used to assign trips generated by the future development described above to the intersection. Page 8 of 14 Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment Table 4 — Minor Street Approach Turn Percentages, Outbound and Inbound Approach:Ea Period Movement: le Ridge Drive Eastbound Left Thru Ri ht Total Palomino Boulevard Westbound Left Thru Right Total OUTBOUND Outbound IPercentace Inbound Total Inbound Percentage RLanlk 11:00 2 -Hour AM Volumes (7 9 AM) 2 -Hour Approach % 29 9 34.12. 10.59 47 85 55.29 78 12 57.78 8.89: 45 135 33.33 AM Average Approach % Used 34% 11% 55% :! 100% 58% 9% 33% 100°J® 2 -Hour PM Volumes (4-6 PM} 2 -Hour Approach % 37 I 12 45.68 ; 14.81 32 81 39.51 37 13 44.05 15.48 34 219 40.48 PM Average Approach % Used 46% 15% 39% 100% 44% 15% 41% ! 100% 68 28 44 60 112 Approach: Period Movement:1 88 Eagle Ridge Drive Westbound 3 NB Left WB Thru SB Right Total INBOUND 60 37 112 8.19% 2 -Hour AM Volumes (7 79 AM) AM Average Inbound % Used 33 43% 12 16% 3176 41% 100%° 2 -Hour PM Volumes 4-6 PM 68 13 i 21 102 PM Average Inbound % Used 67% 13% 20% 100% Hourly Trip Variations A full traffic signal warrant analysis requires as many as eight hours of traffic counts for a proper evaluation. Both Eagle Ridge Drive and Palomino Boulevard serve areas that are residential in nature. The proposed Adero Canyon development is generally residential in nature, as is Scottsdale Mountain Estates. Residential neighborhoods have their own unique hourly trip variations; that is, the traffic entering and exiting the neighborhood will vary over the course of a typical weekday. CivTech developed a residential trip distribution for the area around the study intersection by dividing the total number of vehicles counted approaching and the total departing Eagle Ridge Drive and Palomino Boulevard during each hour of the day by the trips counted entering or departing the intersection for the average 24-hour period. The results of this effort is summarized in Table 5, which presents the results for the eight highest hours as used in the traffic signal warrant analysis above and five additional hours that occurred beginning at 6 AM and ending at 9 PM. Table 5 — Hourly Approach Volumes Summary (6 AM to 9 PM) Start of Hour Palomino Boulevard WB Approach EB Depart Outbound Inbound Eagle Ridge Drive EB Approach WI3 Depart Outbound Inbound Outbound Total Outbound IPercentace Inbound Total Inbound Percentage RLanlk 11:00 54 31 73 57 127 9.28% 88 6.43% 1 07:00 69 43 34 32 103 7.53% 75 5.48% 2 08:00 68 28 44 60 112 8.19% 88 6.43% 3 09:00 52 32 60 37 112 8.19% 69 5.04% 4 14:45 44 68 54 48 98 7.16% 116 8.47% 5 10:00 48 27 54 40 102 7.46%° 67 4.89% 6 16:15 42 67 52 62 94 6.87% 129 9.42% 7 12:00 41 56 52 60 93 6.80% 116 8.47% 8 13:30 43 59 38 37 81 5.92% 96 7.01% 9 17:30 35 47 40 48 75 5.48% 95 6.940/6 10 20:00 24 21 34 22 58 4.24% 43 3.14% 11 18:30 27 30 22 35 49 3.58% 65 4.75% 12 06:00 25 33 18 16 43 3.14% 49 3.58% 13 24-hour totals 1,368 1,369 Page 9 of 14 Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment Site Trip Assignment. Since, as a primarily residential development, Adero Canyon will Table 6 — Hourly Approach be similar in character to the development Volumes Summary (6 AM to 9 PM) that generates the traffic on Eagle Ridge at Full Build -Out as Proposed Drive and Palomino Boulevard, the percentages derived in Table 5 can be applied to the total site trips generated by Adero Canyon to estimate a site trip distribution for the corresponding hours of the day and used in an analysis. The only exceptions are the four hours for which trips generation rates are available in the ITE compendium, Trip Generation. For these four hours the trip generations for the AM and PM peak hours of the generator (development) was included in addition to those of the peak hours of adjacent street traffic. The same was done for Scottsdale Mountain Ranch and for the trailhead. This Start of Hour Adero Outbound Canyon 1113ercentage Outbound Sctsdl Mtn Estates + Trailhead Total Outbound 11:00 11:Qo 142 17 159 14:45 14:45 113 14 127 08:00 0$:00 139 15 146 16:15 16:15 108 13 121 09:00 8.16% 104 15 119 10:00 7.46% 95 14 109 12:00 6.80%0 87 13 100 07:00 7.53% 96 14 110 13:30 5.92% 76 11 87 17:30 5.48% 70 10 80 20:00 4.24% 54 8 62 18:30 3.58% 46 7 53 06:00 3.14% 40 6 46 24-hour 1,267 1 182 1 1,449 outbound site trip distribution is summarized {Values calculated using equations from Trip Generation, 9th Edition. in Table 6. A total of 1,449 outbound trips is expected each day. Total Approach Volumes. The expected hourly outbound/eastbound trips from the Adero Canyon development, Scottsdale Mountain Ranch, and the trailhead at full build -out at various stages of completion were then added to the existing Eagle Ridge Drive volumes; this yielded the approach volumes to be used in the warrant analysis.' Since the approach volumes at full build -out (shown in Attachment 5) did satisfy the warranting criteria, CivTech's next step was to estimate at what stage of completion or occupancy the development would be generating sufficient trips to warrant the traffic signal. This yielded future hourly volumes (rounded to the nearest 5 vehicles) to be considered for the signal warrant. Table 7 — Future Warrant Analysis Analysis. The minimum warrant Volumes (Highest 8 hours) satisfying values in Table 1 are Start of Hour Eagle Ridge EB Existing All New Development Outbound Warrant 1 B Minor Street 70 vph 29%© Warrant 2 Minor Street 80 vph 15% 11:Qo 73 157 125 100 14:45 54 142 100 80 0$:00 44 145 90 16:15 52 135 95 80 09:00 60 118 95 80 10:00 54 109 90 12:00 52 100 85 07:00 34 105 70 at least 70 vehicles per hour for eight hours for Warrant 1, Condition B, and at least 80 vehicles per hour for four hours for Warrant 2. CivTech assumed that the existing eastbound volumes on Eagle Ridge Drive would remain approximately the same and then estimated the percentages of trips that would be required of the development in order to meet these minimums. As few as 15% of the trips would satisfy Warrant 2, the Four - Hour Warrant, and 29% would satisfy Warrant 1 B. With a total of 1,449 outbound trips expected A similar exercise was conducted for westbound Palomino Parkway with the anticipated number of inbound Adero Canyon trips. The westbound Palomino Boulevard approach warrant volume was less than the eastbound volume. For this reason, the calculations are not presented herein. Page 10 of 14 Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment each day, just the trips generated by the luxury condos proposed for Adero Canyon and the Town's trailhead (a total of 249 outbound trips) could satisfy at least one traffic signal warrant (24911,449=17%). Table 7 applies these percentages to the full build -out hourly volumes and adds them to existing volumes to show the warrant satisfying values. Assuming the Adero Canyon project gets underway in 2015 and is built out over a period of six or seven years (an estimated completion date of 2022), one of the signal warrants could be met within a year of the start of new home construction. However, as will be demonstrated below, however, CivTech does not consider satisfying either or both of these warrants to be conclusive proof that a traffic signal should be installed. Before that discussion, several other issues must be addressed. Northbound Left Turn Auxiliary Lane on Palisades Boulevard As noted above, the northbound approach of Palisades Boulevard to Eagle Ridge Drive/Palomino Boulevard currently provides three lanes, a shared left-turn/through lane, a through lane, and an exclusive right turn lane. The current four-way stop effectively prohibits vehicles from traveling through the intersection at the speed limit. Such through movements will be allowed on a green light when a traffic signal is installed. For this reason, it is recommended that a northbound left turn lane be constructed to coincide with the installation and operation of a traffic signal. South- and Eastbound Right Turn Auxiliary Lanes Chapter 6 of the Maricopa County Department of Transportation (MCD©T) Roadway Design Manual (RDM) is dedicated to the intersection of public roadways. In the RDM, a right turn auxiliary lane is warranted when right turn volumes exceed 300 turns per hour, such as at a major urban intersection. Such a turn lane takes right turn movements out of the stream of through traffic. This improves the overall operation of the intersection for two reasons: 1) right turning vehicles must slow in order to turn, slowing trailing through vehicles and 2) it reduces the volume of traffic in the through lane. At intersections of heavily -traveled major arterial roadways that operate at poor levels of service during peak hours, such auxiliary lanes can provide extra capacity that enhances operation. With reference to Table 7, the peak hourly approach volume anticipated on Eagle Ridge Drive eastbound is about 230 vehicles per hour (73+157=230) for all movements. Since this is well below the MCDQT threshold for right turns, a right turn auxiliary lane is not warranted on Eagle Ridge Drive approaching Palisades Boulevard. And, as can be seen in Attachment 5, the southbound right turn movement is also well under 300 vehicles per hour. Geometric Considerations A field review of the geometric conditions of the intersection revealed that both Palisades Boulevard approaches to Eagle Ridge Drive/Palomino Boulevard approach on horizontal curves and on an uphill grade limiting sight distance. These conditions are not an issue under the current all -way stop control since there is no traffic moving straight through the intersection in any direction without stopping. However, CivTech is concerned that there may not be sufficient sight distance for drivers intending to turn right on red from the side streets to see approaching vehicles on Palisades Boulevard or for drivers intending to turn left from Palisades Boulevard to see opposing vehicles. Therefore, if and when a traffic signal is installed, we recommend prohibiting right turns on red for the east- and westbound approaches and we recommend protected -only left - turn phasing for the left turns in both directions from Palisades Boulevard. Page 11 of 14 Palisades Boulevard and Eagle Ridge Drive Intersection Needs Assessment Conclusions and Recommendations The following conclusions and recommendations have been documented above: • The total traffic expected from the Adero Canyon development (2,534 trips per day) represent under 8% [2,534-(30,110+2,998)=7.7%] of the total traffic through the intersection using the current traffic volumes from all four legs. Using projected 2030 traffic volumes totaling almost 45,000 vpd, the Adero Canyon development would contribute an even smaller percentage, 5.6% of the volume through the intersection. • A traffic signal is not currently warranted at the intersection of Palisades Boulevard and Eagle Ridge Drive/Palomino Boulevard. The warranting criterion for Warrant 2 for a future traffic signal could be satisfied with as few as fifteen percent of the trips generated by the development of Adero Canyon. • A northbound left turn auxiliary lane on Palisades Boulevard should be provided with installation of the traffic signal. It is not needed before. • No right turn auxiliary lanes, either eastbound on Eagle Ridge Drive approaching Palisades Boulevard or southbound on Palisades Boulevard approaching Eagle Ridge Drive, are warranted, with or without the installation of a traffic signal and regardless of any generated by Adero Canyon, whether under the original or revised site plan. • Geometric conditions limit visibility such that, if a traffic signal is installed, the Town should prohibit right turns on red from both side street approaches and provide protected -only left turn phasing for north- and southbound traffic on Palisades Boulevard. o While the warranting criterion for Warrant 2 would be met with as few as fifteen percent of the trips generated by Adero Canyon added to the existing traffic volumes on Eagle Ridge Drive, the intersection capacity analysis revealed that the intersection could operate at acceptable levels of service (LOS C) in both peak hours at least through 2030 as a four-way stop -controlled intersection, even with full build -out of Adero Canyon. This gives the Town some discretion and some time to determine when they would install the signal. ® The additional 836 trips to be generated by Adero Canyon will have no impact on the operation of Eagle Ridge Drive or the recommended improvements to the intersection in either scope or timing. We look forward to your consideration and approval of this analysis. If you have any further questions or comments or you wish to discuss this analysis further, please contact CivTech at (480) 659-4250. Sincerely, ClvTech )tQ 1_1�6L_ Joseph F. Spadafino, PE, PTOE Project Manager/Senior Traffic Engineer JFS-jfs Attachments (7) 1) Vicinity Map 2) Traffic Counts 3) MUTCD Figures 4) Signal Warrant Analysis Sheet 5) 2021 & 2030 Turning Movements 6) Growth Rate Calculations 7) Synehro Worksheets WhIdNede113NtrllAAfro[*a4fraglenidp+I41i mMIS -FW01i6'1IlAx Page 14 of 14 APPENDIX G 2018 PEAK HOUR ANALYSIS C i v T e c h HCM 2010 TWSC 1: Eagle Ride Dr & Co perw nd Dr 211512017 Int Delay,slveh 1 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 7 4 71 8 3 27 Conflicting Peds, #!hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Free Free Free 110 - Veh in Median Storage. # 0 - 0 - - - 0 Grade. % 0 - 0 None - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles % 2 2 2 2 2 2 MvmlFlow 8 4 79 9 3 30 1�aps lulmor -nor, 0 0 - 0 Confiding Flow All 120 83 0 0 88 0 Stage 1 83 90 - - - - Stage 2 37 - 2 2 2 - 2 Critical Hdwy 6.42 6.22 2 Mvmt Flow 412 0 0 Critical Hdwy Stg 1 542 - 80 - - 46 Critical Hdwy Stg 2 5.42 - - - Mil - Majrirl Follow-up Hdwy 3.518 3 318 2.218 140 Pot Cap -1 Maneuver 876 976 46 0 1508 81 Stage 1 940 - 48 48 89 89 - Stage 2 985 - Stage 2 Platoon blocked, % 90 - 48 48 - MovCap-1 Maneuver 874 976 - - 1508 - Mov Cap -2 Maneuver 874 - 4.12 - Stage 1 940 5.52 - 612 552 - - Stage 2 983 Critical Hdwy Stg 2 6.12 5.52 - Approach - _ -- WB - NB — -86 - HCM Control Delay, s 9 3 518 0 3 518 4 018 0.7 2.218 HCM LOS A 2218 - Pot Cap -1 Maneuver 830 Minor LaneNlator Ovid i9BT hIBRWBtn1 SSL SBT Capacity (vehlh) 909 1508 HCM Lane V/C Ratio 0-013 0,002 HCM Control Delay (s) 9 7.4 HCM Lane LOS A A HCM 95th %file 0(veh) 0 0 Coppenvynd Resort 2/14/2017 2018 Background AM Synchro 8 Report CrJech Page 1 HCM 2010 TWSC 2: Eagle Ridge Dr & Cloud Crest Dr/Summit Dr North 2115/2017 iaterseclion - ----v - IntDelay,shrah 1,1 Uiaerrl t9t. EBT MA 5L WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 5 0 0 1 1 4 4 72 1 1 41 0 Conflicting Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - More - - More - - More - - None Storage Length 125 115 Ven in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % 0 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 ? 2 2 2 2 2 2 2 2 2 Mvmt Flow 6 0 0 1 1 4 4 80 1 1 46 0 -- lWm-rf - - Mil Majrirl - - - Malo(2 Conflicting Flow All 140 138 46 137 137 81 46 0 0 81 �0 0 Stage 1 48 48 89 89 - Stage 2 92 90 - 48 48 - Critical Hdwy 7.12 6.52 6.22 7,12 6.52 6.22 4.12 4.12 Corneal Hdwy St 1 612 5.52 - 612 552 - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - Folkrw-up Hdwy 3 518 4.018 3.318 3 518 4 018 3.318 2.218 - - 2218 - Pot Cap -1 Maneuver 830 753 1023 834 754 979 1562 1517 Stage 1 965 855 - 918 821 - - - Stage 2 915 820 - 965 855 - - - Platoen blocked, % MovCap-1 Maneuver 823 751 1023 832 752 979 1562 - - 1517 - - Mov Cap -2 Maneuver 823 751 - 832 752 - - _ Stage 1 963 854 916 819 Stage 2 907 818 964 854 approach __EB - -- WR — - - - - HCM Control Delay. s 9.4 9 0.4 0.2 HCM LOS A A IAmmorLan&W�rMvmt NEIL NBT NBREBLn1WBLnl S .,573 Capacity(veh♦h) 1562 - - 823 907 1517 - - HCM Lane V/C Ratio 0 003 0.007 0.007 0 001 HCM Control Delay (s) 7.3 9.4 9 7.4 KM Lane LOS A A A A HCM 95th %tile Q(vehl 0 0 0 0 Copperwynd Resod 211412017 2018 Background AM Synchro 8 Report CivTech Page 2 HCM 2010 TWSC 3: Eagle Ridge Dr & Summit Dr South 211512017 Intersection - - - Int Delay, slveh 1.2 Movement EBL E -BT EBR WM_ "I b44 1 - - NBL NU l `S8L SBT SBA Val, vehm 0 51 0 1 74 0 1 0 0 16 0 0 Conflicting Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RTChanneiized - - None - - None - - None - - None Storage Length 100 0,90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 Vah in Median Storage. # - 0 1 33 0 40 3 0 0 50 0 6 0 Grade, % - 0 0 0 0 - 1 0 11.5 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 57 0 1 82 0 1 0 0 18 0 0 M*rN!nor Mal 0% 3% Major2 12% 0°% Minorl 92% Mil 0% Conflicting Flow All 82 G 0 57 0 0 141 141 57 141 141 82 Stage 1 - - - - - - 57 57 - 84 84 - Stage 2 - 17 31 - 26 8 84 84 - 57 57 Critical Hdwy 4.12 17 0 412 0 8 7.12 6.52 6.22 7.12 6.52 6.22 CTAIUI Hdwy Sig 1 - 0 1 - 3 0 612 552 - 6.12 5,52 - Crdical Hdwy Sig 2 - 0 30 - 23 0 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2218 19 34 2218 29 9 3.518 4018 3318 3.518 4018 3318 PotCap-1 Maneuver 1515 - - 1547 - - 829 750 1009 829 750 978 Stage 1 - 0.045 0.07 - 0.059 0.016 955 847 - 924 825 - Stage 2 - - - - - - 924 825 - 955 847 - Platoon blocked. % Yes Yes Yes Yes Yes Yes Yes Yes Cap 508 Mov Cap -I Maneuver 1515 419 486 1547 486 549 828 749 1009 828 749 978 Mov Cal Maneuver - 6.303 5.117 6.234 5.108 4.265 828 749 - 828 749 - Stage 1 0.01 0 045 007 0.095 006 0 016 955 847 924 824 Stage 2 9 11.7 10.7 12.1 10.6 9.4 923 824 955 847 Approach EB WB NS 59 HCM Control Delay, s 0 0,1 9.4 9.4 HCM LOS A A Minor LaneWaior Ml NSLo1 EBL EBT EBR WBL WBT 446RS81.0 Capacity (vehm) 828 1515 - - 1547 - - 828 HCM Lane VIC Ratio 0.001 - 0.001 0-021 HCM Control Delay (a) 9.4 0 7.3 0 9.4 HCM Lane LOS A A A A A HCM 95th %file 0(veh) 0 0 0 - 0.1 Copperwynd Resort 211412017 2018 Background AM Synchro 8 Report Civ7ech Page 3 HCM 2010 AWSC 4: Palisades Blvd & Eagle Ridge Dr/Pa:omino Blvd 211512017 Intersection - - - - - - - - - - - - Intersection Delay, sNeh 29,8 Opposing Approach WB EB Intersection LOS D S9 Opposing Lanes 2 Wwrient - - SBU SBL r _MU _ _ W_ L WBT WbIR NBG NBL NST NFA Vol,vehm 0 17 1 30 0 36 3 23 0 45 279 5 Peak Hour Factor 0.90 0.90 0.90 0,90 0,90 (.90 0.90 0.90 0-90 090 0.90 0,90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 19 1 33 0 40 3 26 0 50 310 6 Number of Lanes 0 1 1 0 0 1 1 0 0 0 2 1 Approach IF yYf3- Opposing Approach WB EB S9 Opposing Lanes 2 2 3 Conflicting Approach Left SB NS EB Conflicting Lanes Leh 3 3 2 Conflicting Approach Right NS SB WB Conflicting Lanes Right 3 3 2 HCM Control Delay 11.1 11.5 13.6 HCM LOS B B B Lane fJ9Ln1 Nein NBLn$ _ LnI ESLn3 WBLni W6Ln SBLn1 SBLe2 `�n3 Vol Left. % 33% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 67% 100% 0°k 0% 3% 0% 12% 0°% 100% 92% Vol Right % 0% 0% 100% 0% 97% 0% 88% 0% 0% 8 Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 138 186 5 17 31 36 26 8 519 283 LT Vol 45 a 0 17 0 36 0 8 0 0 Through Vol 93 186 0 0 1 0 3 0 519 260 RT Vol 0 0 5 0 30 0 23 0 0 23 Lane Flow Rate 153 207 6 19 34 40 29 9 577 314 Geometry Grp 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 0.301 0.396 0.01 0.045 0.07 0,094 0.059 0.016 0.963 0.519 Departure Headway(Hd) 7.057 6-893 6.187 8513 7321 8446 732 6.512 6.008 5.951 Convergence, YIN Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 508 521 576 419 486 422 486 549 600 603 Service Time 4.825 4.661 3.955 6.303 5.117 6.234 5.108 4.265 3.762 3.705 HCM Lane V1C Ratio 0.301 0.397 0.01 0 045 007 0.095 006 0 016 0.962 0 521 HCM Control Delay 12.9 142 9 11.7 10.7 12.1 10.6 9.4 52.4 15 HCM Lane LOS B B A B B B B A F B HCM 95th -tile 0 1.3 1,9 0 0.1 0.2 0.3 0.2 0 13.3 3 Cepperwynd Rescrt 211412017 2018 Background AM Synchre 8 Report CiuTech Page 4 HCM 2010 AWSC 4: Palisades Blvd & Eagle Ride Dr/Palomino Blvd 2115/2017 intersec$an - - ---- - -- Opposing Approach NB ---- - --- - - --- - - --- Intersection Delay, s(veh Conflicting Approach Left WB Conflicting Lanes Left 2 Intersection LOS EB Conflicting Lanes Right 2 HCM Control Delay Movement 98U S81 �i S60 - - - - - - - Vol, vehth 0 8 779 23 Peak Hour Factor 0.90 0.90 0-90 0.90 Heavy Vehicles, % 2 2 2 2 MvmtFlow 0 9 866 26 Numberof Lanes 0 1 2 0 Approach -- - - -- SB - - - -- -- - A- - T Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 2 Conflicting Appmadi Right EB Conflicting Lanes Right 2 HCM Control Delay 38.9 HCM LOS E Copperwynd Resod 211412017 2018 Background AM Synchro 8 Re1xid CivTech Page 5 HCM 2010 Signalized Intersection Summary 5: Shea BW & Palisades Blvd 2f1512017 Mavemerd - 1=s� �i"�wi` iiGa1 YYBT W9Fi Wt - - NBT FJBk SQL SBi ----------- T S8R Lane Configurations 1) t?? F I ?4! rw 1+ 1 t rr Volume (vehm) 265 446 7 1 987 55 12 10 12 78 4 816 Number 7 4 14 3 8 18 5 2 12 1 6 16 India) Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 100 1,00 1 o0 1.00 100 1.00 1 00 1.00 1,00 100 100 Adj Sat Flow,vehlh4n 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Ffow Rate, vehM 294 496 8 1 1097 61 13 11 13 81 4 907 Adj No. of Lanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak Hour Factor 0.90 090 090 090 090 090 0.90 090 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vei 379 2167 675 2 1613 572 22 273 323 630 713 1373 Amve On Green 0.11 043 0.43 0.00 0.32 0.32 0.01 0.35 0.35 0.04 0.38 0.38 Sat Flow,vehlh 3442 5085 1583 1774 5085 7583 1774 779 921 1774 1863 2787 Grp Volume{v), vehlh 294 496 8 1 1097 61 13 0 24 87 4 907 Grp Sal Flow(s),vehlhdn1721 1695 1583 1774 1695 1583 1774 0 1700 1774 1863 1393 Q Serve(g_s). s 7.5 5,6 0.3 0.1 16.9 2.3 0.7 0.0 0.8 2.8 0.1 22.0 Cycle Q Clearlg_c) s 7.5 5,6 0.3 0.1 16.9 2.3 07 0.0 08 2.8 0,1 22.0 Prop In Lane 1-00 1.00 1.00 1.00 1-00 0.54 1.00 1.00 Lane Grp Cap(c), vehlh 379 2161 675 2 1613 572 22 0 596 630 713 1373 VIC RaOc(X) 0.78 0,23 0.01 0.51 0.68 0.11 0.59 0.00 0.04 0.14 0.01 0..66 Avail Cap(c_a). vehm 535 2373 739 118 1921 669 118 0 596 63C 713 1373 HCM Platoon Ratio 1.00 1.00 1,00 1.00 1.00 1.00 1.00 7.00 1.00 1.00 1,00 1.00 U.pstreamFrfterjQ 100 100 1.00 100 1.00 1.00 1.00 000 100 1.00 1.00 100 Uniform Delay (d), slveh39.0 16.4 14.9 44.9 26.8 19.1 44.2 0.0 19.2 16.8 17-2 17.2 Hrcr Delay (d2) slveh 45 01 0.0 1286 0.8 0.1 231 00 01 01 0.0 2.5 nifial Q Delay(d3),s/veh 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 %de BackO(Q(50%),vei 8 2.6 0.1 09 8.0 10 05 00 0.4 13 01 8,9 LnGrpDelay(d),slveh 43.6 16.5 14.9 173.5 27.5 19.2 67,3 0-0 19.4 16.9 17-2 19.7 Ln Grp LOS D B B F C B E B B B B Approach Vol, vaW 798 1159 37 998 Approach Delay, shah 265 272 362 19.4 Approach LOS C C D B rimer ---._ -__1.--2 --9 --f_- - --fib-_ 7, -_IT— _ - -- Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G Y+Rc), s8 0 35.6 41 42.3 5.1 384 13.9 32.5 Change Period (Y+i s 4-0 4.0 4.0 4,0 4-0 4.0 4.0 4.0 Max Green Setting (Gmaxi 22.0 60 420 60 200 140 34.0 Max 0 Clear Time (g -c- H1)A 2.8 2.1 7.6 2.7 24.0 9.5 18.9 Green Ext Time ip_c). s 0.0 42 0.0 15.6 0.0 0.0 04 96 - - Intersection Summary -- - - -- - - - ---- HCM 2010 Ctrl Delay 245 HCM 2010 LOS C Copperwynd Resort 2)14017 2018 Background AM CiJech HCM 2010 TWSC 6: Eagle Ridge Dr & Driveway A 2x1512017 Intersection Int Delay. vveh 2 Movemerlt — — WBL MR NBT OR SBL SOT — Vol, vehlh 24 0 16 59 0 6 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RTChannelaed - None - None - None Storage Length 0 Veh in Median Storage. # 0 80 0 Veh in Median Storage, # 0 0 0 - 0 0 Grade, % 0 90 0 90 90 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 27 0 18 66 0 7 Ma rWm—or - - _ - — Mini 11 �r N ort - Magr2 - f ��—ice Conflicting Flow All 58 51 0 0 83 0 s Stage 1 51 0,42 - - Stage 2 7 - 542 - - Crtical Hdwy 6.42 6.22 - Follow-up Hdwy 4.12 Critical Hdwy Stg 1 542 - Pot Cap -1 Maneuver 1608 - Critical Hdwy Sig 2 5.42 Stage 1 - 1012 Fallow-upHdwy 3.518 3.318 2218 - Pot Cap- 1 Maneuver 949 1017 1514 Mov Cap -1 Maneuver Stage 1 971 - 978 1070 - Stage 2 1016 - - Slage 1 - Piatoon blocked, % 1012 Stage 2 Mov Cap -1 Maneuver 949 1017 - - EB 1514 99 Mov Cap -2 Maneuver 949 - 0 - Stage 1 971 A Stage 2 1016 �roaah - - — WG NB�— HCM Control Delay, is 8.9 0 0 HCM LOS A Minorl-anciftiorMvmt NET NBRWBLn1 SGL 59T Capacity (vehlh) 949 1514 HCM Lane VIC RaBo 0 028 - HCM Control Delay (s( - - 8.9 0 - HCM Lane LOS A A HCM 95th 1/641a Oliver) - - 0.1 0 Coppenwynd Resort 2/14/2017 2018 Background AM Synchro 8 Report CivTech Page 9 HCM 2010 TWSC 7: Copperwynd Dr & Driveway B 211512017 Intersection Int Delay, snreh 27 Movernent @BL Er --- W8T-WBR 4_ SBIL- —_---- -- Vol, vehh 7 4 10 0 0 1 Conflicting Peds, #!hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RICharnelized - None - None - None Storage Length - 0 Veh in Median Storage. # 0 0 - 0 - Grade, % 0 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 4 11 0 0 1 M - rlMirtor - - - Ma �t. --- Conflicting Flow All 11 0 0 31 11 Stage 1 - - 11 - Stage 2 - 20 - CriBcal Hdwy 4.12 0,42 622 Critical Hdwy Stg 1 - 542 - Critical Hdwy Stg 2 5.42 - Follow-up Hdwy 2.218 3.518 3.318 Pot Cap -1 Maneuver 1608 983 1070 Stage 1 1012 - Stage 2 1003 - Platoon blocked, % Mov Cap -1 Maneuver 1608 978 1070 Mov Cap -2 Maneuver 978 - Slage 1 1012 Stage 2 998 Apcioach -- - - EB W9 99 — — HCM Control Delay, s 4-5 0 8.4 HCM LOS A Minor Laneftor Want EBL EBT WBT Wt3k SELn1 Capacity (vehlh) 1608 - - - 1070 HCM Lane VIC Ratio 0 005 0.001 HCM Control Delay (s} 7.2 0 - - 8.4 HCM Lane LOS A A A HCM 95th "We O(veh) 0 . 0 Copperwynd Resort 211412017 2018 Background AM Synchro 8 Report CivTech Page 10 HCM 2010 TWSC 1: Eagle Ridge Dr & Copperwynd Dr 211 512 01 7 -- Int Delay, sNeh 1.8 Mo emenE - WAL MR _ NBT NBR SK Wr - Vet vehrh 12 7 33 13 4 40 Conflicting Peds, *hr 0 0 C 0 0 0 Sign Controi Stop Stop Free Free Free Free RT Channelized - None - Nome - None Storage Length 0 Free Free Free 110 Free Veh in Median Storage, # 0 0 None 0 Grade, % 0 - 0 None Storage Length 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehtcles, % 2 2 2 2 2 2 Mvmt Flow 13 8 37 14 4 44 Ma`riMinor - -- -- —-'117irro>- - - -. _ ort-._ --- Mapr2 - - — ConflictingFlowAll 97 44 0 0 51 0 Stage 1 44 90 90 90 90 90 Stage 2 53 - 2 2 2 - 2 Cnhcal Hdwy 6.42 6.22 2 MvmtFlow 4,12 0 0 Critical Hdwy Sty 1 542 - 52 1 - 61 Critical Hdwy Sig 2 5.42 - - Follow-up Hdwy 3 518 3.318 2118 123 Pot Cap -1 Maneuver 902 1026 63 0 1555 53 Stage 1 978 - - _ _ _ Stage 2 970 - - Stage 2 Platoon blocked, % 60 - 62 63 MovCap-1 Maneuver 900 1026 Critical Hdwy 7.12 1555 7.12 Mov Cap -2 Maneuver 900 - - 4.12 _ - Stage 1 978 5.52 - 612 5.52 - - Stage 2 968 Critical Hdwy Stg2 6,12 5.52 . A -- WB-- - - HCM Control Delay, s 8,9 3518 4.018 3-318 0 4018 3.318 0-7 - HCM LOS A - - PotCap 1 Maneuver 852 758 1003 Minor LaneiMajorMM NET NBRWBLn1 SBL BBT Capacity (vehlh) - - 943 1555 HCM Lane VIC Ratio 0.022 0 CO3 HCM Control Delay (s) - - 8.9 7.3 - HCM Lane LOS A A HCM 95th %tile Qtveh) 01 0 Copperwynd Resort 211412017 2018 Background PM Synchro 8 Report CivTech Page 1 HCM 2010 TWSC 2: Eagle Ride Dr & Cloud Crest Dr/Summit Dr North 2/152017 Intersectjori - - - - - - - IntDelay,slveh 0.7 Waverhent 59L E13`i M WBL YET WBR NBL NBT NBR SBI. SBT Sim Vol vehlh 3 0 0 0 0 3 3 47 1 0 55 2 Corflictng Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None - None Storage Length 125 115 Veh in Median Storage. # 0 0 - 0 - p Grade. % 0 - 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 MvmtFlow 3 0 0 0 0 3 3 52 1 0 61 2 Conflicting Flaw All 123 122 62 121 122 53 63 0 0 53 0 0 Stage 1 62 62 - 59 59 Stage 2 61 60 - 62 63 Critical Hdwy 7.12 6.52 5.22 7.12 6.52 6.22 4,12 - - 4.12 - - Cntical Hdwy Stg 1 6.12 5.52 - 612 5.52 - - - Critical Hdwy Stg2 6,12 5.52 . 612 5.52 - - - Follow-upHdwy 3518 4.018 3-318 3518 4018 3.318 2,218 - - 2,218 - - PotCap 1 Maneuver 852 758 1003 854 768 1014 1540 1553 Stage 1 949 843 - 953 846 - - _ Stage 2 950 B45 - 949 842 - - _ Platoon blacked, % McvCap- 1 Maneuver 848 767 1003 853 767 1014 1540 1553 Mov Cap -2 Maneuver 848 767 - 853 767 - - Stage 1 947 843 951 844 Stage 2 945 843 949 842 Approach EB - - -- -tee - - HCM Control Delay, s 93 8-6 0.4 0 HCM LOS A A Minorlsne/MajorMmit ABL NBT NBREBLMWE-n1 A81 587 WK Capacity(vehlh) 1540 848 1014 1553 HCM Lane VIC Ratio 0 002 - - 0 004 0.003 - - HCM Control Delay (s) 7.3 9.3 8.6 0 HCM Lane LOS A A A A HCM 95th %tile O(veh) C 0 0 0 Copperwynd Reson 2!1412017 2018 Background PM Synchm 8 Report CivTech Page 2 HCM 2010 TWSC 3 Fa2 le Ridge Dr & Summit Dr South 2115017 Intersection - - - Inl Delay, sfveh 1.1 Movement - - 'EBI_ ABT r8k ML Wl W� k - N L NBT - l SBL 8gr SBR Vol. vehm 1 66 1 0 48 22 0 0 1 16 0 1 Conflicting Peds, Whir 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 0 21 4 16 0 19 689 37 Peak Hour Factor 0.90 Veh in Median Storage, 9 0.90 0 0.90 0 090 0,90 g 0.90 0.90 g Heavy Vehicles. % Grade, % 2 0 2 0 - 2 0 - 2 0 2 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 73 1 0 53 24 0 0 1 18 0 1 M '' rMlinur -�T rj FA Tr2 - 0% 100% Minor!- 84% 0% 80% 0% C% ConflictingFlowAll 78 0 0 74 0 0 142 154 74 143 143 66 Stage 1 249 459 37 31 38 76 76 12 66 66 LT Vol Stage 2 0 0 31 0 21 66 78 - 77 77 - Criheal Hell 4,12 0 412 0 4 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Sig 1 - 32 - 16 0 612 5.52 Lane Flaw Rate 6.12 5.52 - Cfitical Hdwy Sig 2 - 23 - 13 285 612 5.52 - 6.12 6.52 - Follow-up 14dwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap -1 Maneuver 1520 0.047 1526 0.539 0.305 828 738 988 826 748 998 Stage 1 - 7 312 - 6.717 Convergence, Y1N 933 832 - 945 840 Yes Stage 2 - Yes Yes Cap 575 945 830 - 932 831 468 Platoon blocked, % 528 532 Service Time 4.013 3.975 3.269 6.341 5.243 6.461 5.392 5,086 MovCap-1 Maneuver 1520 - - 1526 - - 827 738 988 825 748 998 Mol Cal Maneuver - 14.7 - 8.6 12.1 827 738 10.8 825 748 - Stage 1 B E A B B 932 831 B 944 840 HCM 95thtillQ Stage 2 10-1 0.2 0.3 0.3 0.2 944 830 3.2 930 830 Approach HCM Control Delay, s 0.1 0 8,6 9.4 HCM LOS A A Minor LanerMalor Went ii E9L EBT EBR W9L -W�"T WM S8Ln1 Capacity (vehlh) 988 1520 1526 833 HCM Lane VIC Ratio 0.001 0.001 - 0,023 HCM Control Delay (s) 8.6 7.4 - - 0 - - 9.4 HCM Lane LOS A A A A HCM 95th 'Mile C(veh) 0 0 0 01 Cepporwymd Resod 211412017 2018 Background PM Synchro 8 Repel CivTech Page 3 HCM 2010 AWSC 4: Pafisades Btvd & Eagle Ridge Dr/Palomino Blvd 211512017 Intersection -- -ff- _ -_-----a - - - --- NB- - - - Opposing Approach WB intersection Delay,slveh 23,2 EB S8 Opposing Lanes 2 ntersection LOS C 3 Conflic5ng Approach Let SB Na Movement -- - EW rk EBT EBR WBU WBL WtT WBR NBU NBL NBT OR Vol ve" 0 31 5 32 0 21 4 16 0 19 689 37 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 090 0,90 0.90 0.90 0.90 0.90 Heavy Vehicles. % 2 2 2 2 2 2 2 2 2 2 2 2 Ml Flow 0 34 7 36 0 23 4 18 0 21 766 41 Numbercfl-anes 0 1 1 0 0 1 1 0 0 0 2 1 All - - - - -- -ff- _ -_-----a - - --- NB- - - - Opposing Approach WB EB S8 Opposing Lanes 2 2 3 Conflic5ng Approach Let SB Na EB Conflicting Lanes Len 3 3 2 Conflicting Approach Right W S8 WB Conflicting Lanes Right 3 3 2 HCM Control Delay 11.5 11.4 29.3 HCM LOS B B D Lane --TV13Lnt N-RLn2F4BLn3 EBLn1 €ELnf Wkril-4kn1 _`ll BBLnf SBL1113 - Vol Left, % 8% 0% C% i 00 % 0% 100% 0%: 100% 0% 0% Vol Thru. % 92% 160% 0% 0% 16% 0% 20% 0% 100% 87% Vol Right,% 0°% 0% 100% 0% 84% 0% 80% 0% C% 13% Sign Control Stop Stop Stop Stop Stop Step Stop Stop Stop Stop Trat6e Vol by Lane 249 459 37 31 38 21 20 12 257 147 LT Vol 19 0 0 31 0 21 0 12 0 0 Through Vol 230 459 0 0 6 0 4 0 257 128 RT Vol 0 0 37 0 32 0 16 0 0 19 Lane Flaw Rate 276 510 41 34 42 23 22 13 285 164 Geometry Grp 8 8 8 8 8 8 8 8 8 8 Degree of UW (X) 0.48 0.881 0.063 0.082 0.087 0 057 0.047 0.027 0.539 0.305 Departure Headway (Hd) 6,252 6 214 5 509 8.542 7.445 8 761 7.692 7 312 6.808 6.717 Convergence, Y1N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 575 582 647 417 478 411 468 488 528 532 Service Time 4.013 3.975 3.269 6.341 5.243 6.461 5.392 5,086 4.582 4.491 HCM Lane VIC Ratio 0.48 0 876 0,063 0.082 0.088 0.056 0.047 0.027 0.54 0 308 HCM Control Delay 14.7 38,8 8.6 12.1 11 12 10.8 10.3 17.3 12.4 HCM Lane LOS B E A B B B B B C B HCM 95thtillQ 2.6 10-1 0.2 0.3 0.3 0.2 01 0.1 3.2 1.3 Copperwynd Resort 2114)2017 2018 Background PM Synchro 8 Repot CrJech Pogo 4 HCM 2010 AWSC 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd 211512017 - - - - - . -- SB -- - - --- - - - - - --- -- - Opposing Approach NB Opposirg Lanes Intersection Delay, siveh Conflicting Approach Left WB Conflicting Lanes Left 2 Intersection LOS ED Ccnflictmg Lanes Right 2 HCM Control Delay Movement 9TU. SBL 5137 SBS - - - - - - - - - Vol, vehlh 0 12 385 19 Peak Hour Factor 0,90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 MvmtFlow 0 13 428 21 Number of Lanes 0 1 2 0 - - - - - . -- SB -- - - --- - - - - - --- -- - Opposing Approach NB Opposirg Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 2 Conflicting Approach Right ED Ccnflictmg Lanes Right 2 HCM Control Delay 15,4 HCM LOS C Coppenvynd Resort 2/1412017 2018 Background PM Synchro 8 Report CivTech Page 5 HCM 2010 Signalized Intersection Summary 5: Shea Blvd & Palisades Blvd 2/1512017 Movement t9L �S 'EBR WBL WYr VMR NIL N 1dBR $9L SBR ' - Lane Configurations M Itt r 1 ?t? r 3 T. 1 4 FF Volume (vahht) 696 1294 15 4 620 77 21 3 3 48 7 371 Number 7 4 14 3 6 18 5 2 12 1 6 16 Initial (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1,00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj i 00 100 1.00 1.00 100 1.00 100 100 100 1.00 100 1.00 Adj Sat Ficw.vehWn 1863 1863 1863 1663 1863 1863 1863 1863 1900 1863 1863 1663 Adj Flow Rate, vehrh 773 1438 17 4 689 86 23 3 3 53 8 412 Adj No. of Lanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak Hour Factor 090 090 0.90 0-90 0.90 0.90 090 090 0.90 090 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, VOM 835 2392 745 8 1179 419 34 270 270 577 611 1591 Arrive On Green 0.24 0.47 0.47 0.00 0.23 0.23 0.02 0.31 0,31 0.03 0.33 0.33 Sat Fbw,vehlh 3442 5085 1583 1774 5085 1583 1774 856 856 1774 1863 2787 Grp Volume(v), v01h 773 1438 17 4 689 86 23 0 6 53 8 412 Grp Sat Flow(s),vehMn1721 1695 1583 1774 1695 1583 1774 0 1712 1774 1863 1393 Q Serve(g s), s 19.7 18.8 0.5 0.2 10.8 3.8 1.2 0.0 0.2 1.8 0.3 6.7 Cycle 0 Clear(g-c), s 19.7 18.8 0.5 0.2 108 3.8 1.2 00 0.2 11.8 0.3 6.7 Prop In Lane 100 1.00 1,00 1.00 1.00 0.50 1.00 100 Lane Grp Cap(c), vofi1h 835 2392 745 8 1179 419 34 0 539 577 611 1591 WC Ratio(X) 0,93 0.60 002 0.53 0.58 0.21 0.67 0.00 Obi 0.09 0.01 0.26 Avail Cap(c_a). velvh 841 2392 745 296 1808 615 79 0 539 598 611 1591 HCM Platoon Ratio i.On 1-00 1.00 1.00 1.00 1.00 1.00 1.00 ITO 1,00 IM 1.00 UpstreamFiflertl) 1.00 100 1,00 1.00 IM 1.00 1,00 OOn 100 1,00 100 100 Uniform Deiay (d), slveh 33.3 17.6 12.8 44.7 30.7 25.7 43.8 0.0 21.2 19.7 20.4 9.7 IncrDelay (d2).slveh 15.8 04 00 48.1 0.5 0.2 19.9 00 OA 0.1 0.0 04 Indial0 Delay(d3),sNeh 00 0.0 0.0 0o 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 %i a BackOfQ(50%),ve01.2 8.9 0,2 02 5.1 17 08 00 0.1 09 0.1 2.6 LnGrpDelay(d),slveh 49,1 18.0 12.8 92.9 312 26.0 63.8 0.0 21.2 19.8 20.4 10.1 LnGrp LOS D 8 B F C C E G R C B Approach Vol, vsO 2228 779 29 473 Approach Delay, sAmh 28.8 309 55.0 114 Approach LOS C C D B Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+YAc), 96.9 32.3 4.4 46.3 57 33 5 25.8 24.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 Max Green Setting (GmaA& 160 150 39,0 40 16.0 22.0 320 Max Q Clear Time (g_c 11j,a 2-2 2.2 20,8 32 8.7 21.7 12.8 Green Ext Time (p -c), s 0.0 1-5 00 14.0 no 1 1 0.1 8.0 Irrtersecponu&ommary _ _ --- --- _ - .-- ----- HCM 2010 Ctrl Delay 271 - HCM 2010 LOS C Copperwyrd Resort 2/1412017 2018 Background PM Synchro 8 Report CivTech Page 7 HCM 2010 TWSC 6: Eagle Ride Or & Driveway A 21152017 Intersection Int Delay, slveh 4.3 bloviainent 4_W81 4j8R — — N5T WK -18L - SRT' — — - Vol, vehih 41 0 2 38 0 3 Conflicting Peds, #fir 0 0 0 0 0 0 &gn Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 B0 _ Veh in Median Storage. # 0 0 0 - 0 Grade, % 0 - 0 90 - 0 Peak Hour Factor 90 90 90 90 90 99 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 46 0 2 42 0 3 ----- - - Ma' flMmor _. h�inorl -- -- ---- -- - r1 - - Ma' - -- - Connicting Flow All 26 23 0 0 44 0 Stage 1 23 - - - - Crdical Hdwy Sig 1 Stage 2 3 - 542 - Criliral Hdwy Stg 2 - CritcalHdwy 642 6.22 - Foliow-up Hdwy 4.12 Critical Hdwy Stg 1 542 - Pot Cap -1 Maneuver 1611 _ - - Critical Hdwy Stg 2 5,42 - - - _ - Follow-up Hdwy 3 518 3 318 2 218 - Pot Cap -1 Maneuver 989 1054 1564 Mov Cap -1 Maneuver Stage 1 1000 - 972 1073 Mov Cap -2 Maneuver Stage 2 1220 - - Stage 1 Platoon blocked, % 1014 Stage 2 Mov Cap -1 Maneuver 989 1054 EB 1564 -m--- Mov Cap -2 Maneuver 968 - p - Stage 1 1000 A Stage 2 1020 A - ..-ch - -- W9 -- - - - - NB SB - HCM Control Delay, s 8-8 0 0 HCM LOS A Winer Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (vehlh) 989 1554 HCM Lane VIC Rata 0 046 - HCM Control Delay (s) 8,8 0 HCM Lane LOS A A HCM 95th %lite 0(vah) 0.1 0 Capperwynd Resod 2/142017 2018 Background PM Synchro 8 Report CivTech Page 9 HCM 2010 TWSC 7: Cappervvynd Dr & Driveway B 211512017 Intersection- - --- -----_-------------� - --- _ ---- - - - IntDelay,sh+eh 4 Alinement EBL Mr- — — - ,W1M1iTiR SBL §BR- - - -- Vol vehlh 7 10 8 0 0 ii Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Slop RT Channelized - None - None - None Storage Length _ 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavyvehtles, % 2 2 2 2 2 2 Mvmt Flow 8 11 9 0 0 12 iia -Minns- Mao _ Conflicting Flow All 9 0 0 36 9 Stage 1 9 - Stage 2 - 27 - Cr4ical Hdwy 4.12 - - - 6.42 6.22 Crdical Hdwy Sig 1 - - - - 542 - Criliral Hdwy Stg 2 - - - - 5.42 - Foliow-up Hdwy 2-218 3 518 3 318 Pot Cap -1 Maneuver 1611 - - - 977 1073 Stage 1 - 1014 - Stage 2 - 996 - Platoon blocked, % Mov Cap -1 Maneuver 1611 972 1073 Mov Cap -2 Maneuver 972 - Stage 1 1014 Stage 2 991 kpproach - - --- EB Ih -m--- - --—°—.._____ — HCM Control Delay. s 3 p 8.4 HCM LOS A Minor Lan-emajor Mvmt EBL EBT MT MR SBLn1 Capacity (vehlh) 1611 1073 HCM Lane VIC Raba 0 005 - 0,011 HCM ContoP Delay (s) 7.2 0 8.4 HCM Lane LOS A A A HCM 95th %tile O(veh) 0 - 0 Copperwpd Resort 204/2017 2018 Background PM Synchm 8 Report CivTech Page 10 HCM 2010 TWSC 1: Eagle Ridge Dr & Copperwynd Dr 03/06/2017 Intersection Int Delay, slveh 0.9 Movement WBL WBR NET N$R SBL SBT Lane Configurations Y HCM Lane LOS T A HCM 95th %tile Q(veh) t Traffic Vol, vehlh 12 4 101 15 3 49 Future Vol, vehlh 12 4 101 15 3 49 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 - 110 - Veh in Median Storage, # 0 0 _ 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 13 4 112 17 3 54 Major/Minor Minor1 Ma'or1 Ma'or2 Conflicting Flow All 182 121 0 0 129 0 Stage 1 121 - - - - - Stage 2 61 - - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - _ _ Critical Hdwy Stg 2 5.42 - - _ Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap -1 Maneuver 807 930 - 1457 Stage 1 904 - _ Stage 2 962 - - _ _ Platoon blocked, % Mov Cap -1 Maneuver 805 930 - 1457 - Mov Cap -2 Maneuver 805 - _ Stage 1 904 - - Stage 2 960 Approach WB NB S8 HCM Control Delay; s 9.4 _ 0 0.4 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (vehlh) - - 833 1457 HCM Lane VIC Ratio 0.021 0.002 HCM Control Delay (s) 9.4 7.5 HCM Lane LOS A A HCM 95th %tile Q(veh) - 0.1 0 - Copperwynd Resort (17-0211) 0211412017 2018 Total AM Synchro 8 Report CivTech Page 1 HCM 2010 TWSC 2: Eagle Ridge Dr & Cloud Crest Dr/Summit Dr Borth 03/06/2017 Intersection Int Delay, slveh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 T+ 1� Traffic Vol, vehlh 5 0 0 1 1 4 4 109 1 1 68 0 Future Vol, vehlh 5 0 0 1 1 4 4 109 1 1 68 0 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - - None - None Storage Length - 125 115 Veh in Median Storage, # - 0 - 0 - 0 0 Grade, % 0 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 6 0 0 1 1 4 4 121 1 1 76 0 Major/Minor Minor2 Minorl Ma'orl Ma ort Conflicting Flow All 211 209 76 209 209 122 76 0 0 122 0 0 Stage 1 78 78 - 131 131 - - - - - - - Stage 2 133 131 - 78 78 - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 Pot Cap -1 Maneuver 746 688 985 748 688 929 1523 - 1465 Stage 1 931 830 - 873 788 - - - - Stage 2 870 788 - 931 830 - - - - - - - Platoon blocked, % _ Mov Cap -1 Maneuver 740 686 985 746 686 929 1523 - - 1465 - Mov Cap -2 Maneuver 740 686 - 746 686 - - - - Stage 1 929 829 - 871 786 - Stage 2 862 786 930 829 - - A roach EB we NB S6 HCM Control Delay, s 9.9 9.3 0.3 0.1 HCM LOS A A Minor Lane/ Major Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR Capacity (vehlh) 1523 740 845 1465 - - HCM Lane VIC Ratio 0.003 0.008 0.008 0.001 - - HCM Control Delay (s) 7.4 - 9.9 9.3 7.5 - - HCM Lane LOS A A A A - - HCM 95th °/stile Q(veh) 0 0 0 0 - - Copperwynd Resort (17-0211) 0211412017 2018 Total AM Synchro 8 Report CivTech Page 2 HCM 2010 TWSC 3: Eagle Ridge Dr & Summit Dr South 03106/2017 Intersection Int Delay, slveh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations - 10 1� A A T B HCM 95th %tile Q(veh) 41, 0 - 0 4 Traffic Vol, vehlh 0 78 0 1 111 0 1 0 0 16 0 0 Future Vol, vehlh 0 78 0 1 111 0 1 0 0 16 0 0 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - None - None Storage Length 100 - - Veh in Median Storage, # - 0 - 0 - 0 - 0 - Grade, % - 0 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 87 0 1 123 0 1 0 0 18 0 0 Ma'orlMinor Ma ort Ma'or2 Minori Minor2 Conflicting Flow All 123 0 0 87 0 0 213 213 87 213 213 123 Stage 1 - - - - - - 87 87 - 126 126 - Stage 2 - - - 126 126 - 87 87 - Critical Hdwy 4.12 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - 2.218 3.518 4.018 3.318 3.518 4.018 3.318 Pot Gap -1 Maneuver 1464 1509 - 744 684 971 744 684 928 Stage 1 - - - 921 823 - 878 792 - Stage 2 - - - - 878 792 - 921 823 - Platoon blocked, % - - Mov Cap -1 Maneuver 1464 - 1509 - 743 683 971 743 683 928 Mov Cap -2 Maneuver - - 743 683 - 743 683 - Stage 1 - - 921 823 878 791 Stage 2 - - - - 877 791 921 823 - Approach _ _ _ EB WB NB SB NCM Control Delay, s 0 0.1 9.9 10 HCM LOS A B Minor LanelMajor Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (vehlh) 743 1464 - 1509 - - 743 HCM Lane VIC Ratio 0.001 - 0.001 0.024 HCM Control Delay (s) 9.9 0 - 7.4 - 10 HCM Lane LOS A A A B HCM 95th %tile Q(veh) 0 0 - 0 0.1 Copperwynd Resort (17-0211) 0211412017 2018 Total AM Synchro 8 Report CivTech Page 3 HCM 2010 AWSC 4: Palisades Blvd & Ea le Ridge Dr/Palomino Blvd 03/06/2017 Intersection EB UVB NB Opposing Approach WB intersection Delay, slveh 33.8 EB SB Opposing Lanes 2 Intersection LOS D 3 Conflicting Approach Left SB NB Movement EBU EBL EBT EBR WBU WBL WBT WBR NSU NBL NBT NBR Lane Configurations 2 T NB 1� SB *Tt r Traffic Vol, vehlh 0 20 1 54 0 36 3 23 0 78 279 5 Future Vol, veh/h 0 20 1 54 0 36 3 23 0 78 279 5 Peak Hour Factor 0.90 0.90 0,90 0,90 0,90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 22 1 60 0 40 3 26 0 87 310 6 Number of Lanes 0 1 1 0 0 1 1 0 0 0 2 1 Approach EB UVB NB Opposing Approach WB EB SB Opposing Lanes 2 2 3 Conflicting Approach Left SB NB EB Conflicting Lanes Left 3 3 2 Conflicting Approach Right NB SB WB Conflicting Lanes Right 3 3 2 HCM Control Delay 11.6 11.8 14.6 HCM LOS B B B Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLnl WSW 51301 SBLn2 SBLn3 Vol Left, % 46% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 54% 100%u 0% 0% 2% 0% 12% 0% 100% 91% Vol Right, % 0% 0% 100% 0% 98% 0% 88% 0% 0% 9% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 171 186 5 20 55 36 26 8 519 287 LT Vol 78 0 0 20 0 36 0 8 0 0 Through Vol 93 186 0 0 1 0 3 0 519 260 RT Vol 0 0 5 0 54 0 23 0 0 27 Lane Flow Rate 190 207 6 22 61 40 29 9 577 319 Geometry Grp 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 0.386 0.407 0.01 0.054 0.127 0.097 0.061 0.017 1.002 0.547 Departure Headway (Hd) 7.315 7.085 6.377 8.801 7.603 8844 7,715 6.756 6.252 6185 Convergence, YIN Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 488 504 557 409 474 408 467 527 577 580 Service Time 5.104 4.873 4,166 6.501 5.303 6.544 5.415 4.528 4.024 3.957 HCM Lane VIC Ratio 0.389 0.411 0,011 0.054 0.129 0.098 0.062 0.017 1 0.55 HCM Control Delay 14.7 14.7 9.2 12 11.4 12,5 10.9 9.6 62.9 16.3 HCM Lane LOS B B A B B B B A F C HCM 95th -tile 0 1.8 2 0 0.2 0.4 0.3 0.2 0.1 14.7 3.3 Copperwynd Resort (17-0211) 02/14/2017 2018 Total AM Synchro 8 Report CivTech Page 4 HCM 2010 Awsc 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd 03/06/2017 Intersection Intersection Delay, slveh Intersection LOS Movement SBU SBL SBT SBR Lan4onfigurations +T Trak Vol, vehlh 0 8 779 27 Future Vol, vehlh 0 8 779 27 Peak Hour Factor 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 0 9 866 30 Number of lanes 0 1 2 0 Approach SB Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 2 Conflicting Approach Right EB Conflicting Lanes Right 2 HCM Control Delay 46 HCM LOS E Copperwynd Resort (17-0211) 02114/2017 2018 Total AM Synchro 8 Report CivTech Page 5 HCM 2010 Signalized Intersection Summary 5: Shea Blvd & Palisades Blvd 03/06/2017 --* -I. 'r *-- 4.. t 1* � A/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) ttt r t}t r t t rr Traffic Volume (vehfh) 284 446 7 1 987 70 12 10 12 89 4 830 Future Volume (vehfh) 284 446 7 1 987 70 12 10 12 89 4 830 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-BikeAdj(A_pbT) 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, vehfh 316 496 8 1 1097 78 13 11 13 99 4 922 Adj No. of Lanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 400 2200 685 2 1615 573 22 268 317 621 701 1372 Arrive On Green 0.12 0.43 0,43 0.00 0.32 0.32 0.01 0.34 0.34 0.04 0.38 0.38 Sat Flow,vehlh 3442 5085 1583 1774 5085 1583 1774 779 921 1774 1863 2787 Grp Volume(v), vehfh 316 496 8 1 1097 78 13 0 24 99 4 922 Grp Sat Flow(s),vehlhl10721 1695 1583 1774 1695 1583 1774 0 1700 1774 1863 1393 Q Serve(g_s), s 8.0 5.5 0.3 0.1 16.9 3.0 0.7 0.0 0.8 3.2 0.1 22.6 Cycle Q Clear(g_c), s 8.0 5.5 0.3 01 16.9 3.0 0.7 0.0 0.8 3.2 0.1 22.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.54 1.00 1.00 Lane Grp Cap(c),vehlh 400 2200 685 2 1615 573 22 0 585 621 701 1372 V/C Ratio(X) 0.79 0.23 0.01 0.51 0.68 0.14 0.59 0.00 0.04 0.16 0.01 0.67 Avail Cap(c_a), vehfh 535 2373 739 118 1921 669 118 0 585 621 701 1372 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 38.7 16.0 14.6 44.9 26.7 19.3 44.2 0.0 19.6 17.3 17.6 17.3 Incr Delay (d2), slveh 5.7 0.1 0.0 128.6 0.8 0.1 23.1 0.0 0.1 0.1 0.0 2.6 Initial Q Delay(0),slveh 0.0 0.0 OA 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr4.1 2.6 0.1 0.1 8.0 1.3 0.5 0.0 0.4 1.6 0.1 9.2 LnGrp Delay(d),slveh 44.4 16.1 14.6 173.5 27.5 19.4 67.3 0.0 19.8 17.4 17.6 20.0 LnGrp LOS D_ B B F C B E B B B B Approach Vol: vehfh 820 1176 37 1025 Approach Delay, slveh 27.0 27.1 36.5 19.7 Approach LOS C C D B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s8.0 35.0 4.1 42.9 5.1 37.8 14.5 32,6 Change Period (Y+Rc), s 4.0 4.0 4,0 4,0 4.0 4.0 4.0 4.0 Max Green Setting (Gmaxl,.a 22.0 6.0 42.0 6.0 20.0 14.0 34.0 Max Q Clear Time (g_c+l' ,2, 2.8 2.1 7.5 2.7 24.6 10.0 18,9 Green Ext Time (p -c), s 0.0 4.3 0.0 15.7 0,0 0.0 0.4 9.7 Intersection Summary HCM 2010 Ctrl Delay 24.7 HCM 2010 LOS C Copperwynd Resort (17-0211) 02114/2017 2018 Total AM Synchro 8 Report CiJech Page 6 HCM 2010 TWSC 6: Eagle Ridge Dr & Driveway A 03/06/2017 Intersection Int Delay, slveh 2.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y 117 0 T+ 67 - t Traffic Vol, vehlh 46 0 16 89 0 6 Future Vol, vehlh 46 0 16 89 0 6 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 1016 - - 80 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 51 0 18 99 0 7 Major/Minor Minorl 1471 Majorl Ma'or2 Conflicting Flow All 74 67 0 0 117 0 Stage 1 67 - - - - - Stage 2 7 - _ Critical Hdwy 6.42 6.22 - - 412 - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 930 997 - 1471 Stage 1 956 - - Stage 2 1016 - - _ Platoon blocked, % Mov Cap -1 Maneuver 930 997 - - 1471 Mov Cap -2 Maneuver 930 - - Stage 1 956 - Stage 2 1016 Approach WB NB 5B HCM Control Delay, s 9.1 0 0 HCM LOS A Minor Lane/Maior Mvmt NBT NRRWBLnl SBL SBT Capacity (vehlh) - 930 1471 HCM Lane VIC Ratio - 0.055 - HCM Control Delay (s) 9.1 0 HCM Lane LOS - A A HCM 95th %tile Q(veh) - 0.2 0 Copperwynd Resort (17-0211) 02/1412017 2018 Total AM Synchro 8 Report CivTech page 7 HCM 2010 TWSC 7: Copperwynd Dr & Driveway B 03106/2017 Intersection Int Delay, slveh 4.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Stage 1 *' T - ►fir - Traffic Vol, veh/h 14 4 10 0 0 6 Future Vol, vehlh 14 4 10 0 0 6 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - Mov Cap -2 Maneuver - - 0 _ Veh in Median Storage, # - 0 0 Stage 2 0 - Grade, % 0 0 SB 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 4 11 0 0 7 Major/Minor Ma4or1 Major2 Minor2 HCM Lane VIC Ratio Conflicting Flow All 11 0 0 47 11 Stage 1 - - - 11 - Stage 2 - 36 - Critical Hdwy 4.12 6.42 6.22 Critical Hdwy Stg 1 - 5.42 - Critical Hdwy Stg 2 - - 5.42 - Follow-up Hdwy 2.218 3.518 3.318 Pot Cap -1 Maneuver 1608 963 1070 Stage 1 - 1012 - Stage 2 - 986 - Platoon blocked, % Mov Cap -1 Maneuver 1608 - 953 1070 Mov Cap -2 Maneuver - - 953 - Stage 1 - i 1012 Stage 2 976 Approach EB SB HCM Control Delay, s 5.6 0 8.4 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (vehlh) 1608 1070 HCM Lane VIC Ratio 0.01 - 0.006 HCM Control Delay (s) 7.3 0 - - 8.4 HCM Lane LOS A A - A HCM 95th %tile Q(veh) 0 - 0 Copperwynd Resort (17-0211) 0211412017 2018 Total AM Synchro 8 Report CivTech Page 8 2018 Total PM Copperwynd Resort 1: Eagle Ridge Dr & Copperwynd Dr HCM 2010 TWSC Intersection Int Delay, slveh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y HCM Lane LOS T4 A HCM 95th %tile Q(veh) t Traffic Vol, vehlh 19 7 61 20 4 69 Future Vol, vehlh 19 7 61 20 4 69 Conflicting Peds, #!hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 110 - Veh in Median Storage, # 0 0 - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 21 8 68 22 4 77 MajorlMinor Minorl Majorl Major2 Conflicting Flow All 165 79 0 0 90 0 Stage 1 79 - - - - Stage 2 86 - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap -1 Maneuver 826 981 - 1505 Stage 1 944 - - Stage 2 937 - - - - Platoon blocked, % Mov Cap -1 Maneuver 824 981 - 1505 Mov Cap -2 Maneuver 824 - - Stage 1 944 - Stage 2 935 - Approach WB NB SB HCM Control Delay, s 9.3 0 0.4 _ HCM LOS A Minor LanelMaior Mvmt NBT NBRWBLnl SBL SBT Capacity (vehlh) 861 1505 HCM Lane V/C Ratio 0.034 0.003 - HCM Control Delay (s) - 9.3 7.4 HCM Lane LOS A A HCM 95th %tile Q(veh) 0.1 0 CivTech Synchro 9 Report 0310712017 Page 1 2018 Total PM Copperwynd Resort 2: Eagle Ridge Dr & Cloud Crest Dr/Summit Dr North HCM 2010 TWSC Intersection Minor2 752 965 Minorl HCM Lane VIC Ratio 0.002 - Maiorl Mai©r2 Conflicting Flow All 202 201 102 Int Delay, slveh 0.4 201 92 103 0 0 92 0 0 Stage 1 102 102 - 98 98 - - - - Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 7.12 41� 6.22 4.12 - 4* Critical Hdwy Stg 1 6.12 t - I T - Traffic Vol, vehlh 3 0 0 0 0 3 3 82 1 0 91 2 Future Vol, veh/h 3 0 0 0 0 3 3 82 1 0 91 2 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None Mov Cap -1 Maneuver - None - - None - - None Storage Length - - - 758 694 - 125 - Stage l 115 - Veh in Median Storage, # - 0 - - 0 - - 0 904 - 0 - Grade, % - 0 - 0 _ _ 0 SB _ 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 0 0 0 0 3 3 91 1 0 101 2 Major/Minor Minor2 752 965 Minorl HCM Lane VIC Ratio 0.002 - Maiorl Mai©r2 Conflicting Flow All 202 201 102 200 201 92 103 0 0 92 0 0 Stage 1 102 102 - 98 98 - - - - - - - Stage 2 100 99 - 102 103 - - - - Critical Hdwy 7,12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - _ Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - _ Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 756 695 953 759 695 965 1489 - 1503 - Stage 1 904 811 - 908 814 - - - _ Stage 2 906 813 - 904 810 - - _ Platoon blocked, % Mov Cap -1 Maneuver 752 694 953 758 694 965 1489 - - 1503 - Mov Cap -2 Maneuver 752 694 - 758 694 - - - Stage l 902 811 906 812 Stage 2 901 811 904 810 - Approach EB WB NB SB HCM Control Delay, s 9.8 8.7 0.3 0 HCM LOS A A MinorLanelMajor Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR Capacity (veh/h) 1489 - 752 965 1503 HCM Lane VIC Ratio 0.002 - - 0.004 0.003 - HCM Control Delay (s) 7.4 - 9.8 8.7 0 HCM Lane LOS A - A A A - HCM 95th °Mile 0(veh) 0 - - 0 0 0 CivTech Synchro 9 Report 03/07/2017 Page 2 2018 Total PM Copperwynd Resort 3: Eagle Ridge Dr & Summit Dr South HCM 2010 TWSC Intersection Int Delay, slveh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations A 'fir HCM 95th %tile Q(veh) 0 T, 0.1 + +T+ Traffic Vol, vehlh 1 102 1 0 83 22 0 0 1 16 0 1 Future Vol, vehlh 1 102 1 0 83 22 0 0 1 16 0 1 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - None None Storage Length 100 - - Veh in Median Storage, # - 0 - 0 0 0 Grade, % - 0 - 0 0 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 113 1 0 92 24 0 0 1 18 0 1 Major/Minor Ma'or1 Ma or2 Minor1 Minor2 Conflicting Flow All 117 0 0 0 221 233 114 221 221 104 Stage 1 - - - - - - 116 116 - 104 104 - Stage 2 - - - 105 117 - 117 117 - Critical Hdwy 4.12 - 7.12 6.52 6,22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap -1 Maneuver 1471 - 0 - 735 667 939 735 678 951 Stage 1 - 0 - 889 800 - 902 809 - Stage 2 - - 0 - 901 799 - 888 799 - Platoon blocked, % - Mov Cap -1 Maneuver 1471 - - 734 667 939 734 678 951 Mov Cap -2 Maneuver - - 734 667 - 734 678 - Stage 1 - - 888 799 901 809 - Stage 2 - - - 900 799 886 798 Approach EB WB NB SB HCM Control Delay, s 0.1 0 8.8 10 HCM LOS A B inor Lane/Major Mvmt N8Ln1 EBL EBT EBR WBT WBR'SBLn1 Capacity (vehlh) 939 1471 744 HCM Lane VIC Ratio 0.001 0.001 - 0.025 HCM Control Delay (s) 8.8 7.4 - - 10 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 0 0.1 Civ7ech Synchro 9 report 03107/2017 Page 3 2018 Total PM Copperwynd Resort 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 AWSC Intersection EB WB NB Opposing Approach WB Intersection Delay, slveh 25.7 EB SB Opposing Lanes 2 Intersection LOS D 3 Conflicting Approach Left SB NB Movement ESU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations 2 'fir NB I T SB *Tt r Traffic Vol, vehlh 0 35 6 64 0 21 4 16 0 51 689 37 Future Vol, vehlh 0 35 6 64 0 21 4 16 0 51 689 37 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 39 7 71 0 23 4 18 0 57 766 41 Number of Lanes 0 1 1 0 0 1 1 0 0 0 2 1 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 2 2 3 Conflicting Approach Left SB NB EB Conflicting Lanes Left 3 3 2 Conflicting Approach Right NB SB WB Conflicting Lanes Right 3 3 2 HCM Control Delay 12.1 11.8 33.2 HCM LOS B B D Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 S8Ln2 SBLn3 Vol Left, % 18% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 82% 100% 0% 0% 9% 0% 20% 0% 100% 85% Vol Right, % 0% 0% 100% 0% 91% 0% 80% 0% 0% 15% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 281 459 37 35 70 21 20 12 257 151 LT Vol 51 0 0 35 0 21 0 12 0 0 Through Vol 230 459 0 0 6 0 4 0 257 128 RT Vol 0 0 37 0 64 0 16 0 0 23 Lane Flow Rate 312 510 41 39 78 23 22 13 285 168 Geometry Grp 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 0.565 0.911 0.065 0.095 0.165 0.059 0.049 0.028 0.569 0.33 Departure Headway (Hd) 6.624 6532 5.825 8.808 7.658 9.088 8.015 7.685 7.179 7.071 Convergence,Y1N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 549 556 619 408 471 396 448 469 505 511 Service Time 4.324 4.232 3.525 6.525 5.375 6.809 5.736 5.385 4.879 4.771 HCM Lane VIC Ratio 0.568 0.917 0.066 0.096 0.166 0.058 0.049 Q028 0,564 0.329 HCM Control Delay 17.6 44.7 8.9 12.4 11.9 12.4 11.1 10.6 18.9 13.2 HCM Lane LOS C E A B B B B B C B HCM 95th -tile Q 3.5 11 0.2 0.3 0.6 0.2 0.2 0.1 3.5 1.4 CivTech Synchro 9 Report 0310712017 Page 4 2018 Total PM Copperwynd Resort 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 AWSC Intersection Intersection Delay, slveh Intersection LOS Movement SBU SBL SBT SBR Lan4onfigurations +'+ Traffic Vol, vehlh 0 12 385 23 Future Vol, vehlh 0 12 385 23 Peak Hour Factor 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 0 13 428 26 Number of Lanes 0 1 2 0 Approach SB Opposing Approach NB Opposing Lanes 3 Conflicting Approach Lett WB Conflicting Lanes Left 2 Conflicting Approach Right EB Conflicting Lanes Right 2 HCM Control Delay 16.6 HCM LOS C CivTech Synchro 9 Report 03/07/2017 Page 5 2018 Total PM Copperwynd Resort 5: Shea Blvd & Palisades Blvd HCM 2010 Signalized Intersection Summary --I. � � "I',- -0\ t /#� \*. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) ttt if ) ttt r T+ t rr Traffic Volume (vehlh) 714 1294 15 4 620 91 21 3 3 62 7 389 Future Volume (vehlh) 714 1294 15 4 620 91 21 3 3 62 7 389 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1 AO 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1863 1863 1863 3863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, vehlh 793 1438 17 4 689 101 23 3 3 69 8 432 Adj No. of Lanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 841 2398 747 8 1177 430 34 262 262 578 609 1592 Arrive On Green 0.24 0.47 0.47 0.00 0.23 0.23 0.02 0.31 0.31 0.04 0.33 0.33 Sat Flow, vehlh 3442 5085 1583 1774 5085 1583 1774 856 856 1774 1863 2787 Grp Volurne(v), vehlh 793 1438 17 4 689 101 23 0 6 69 8 432 Grp Sat Flow(s),vehlhlln1721 1695 1583 1774 1695 1583 1774 0 1712 1774 1863 1393 Q Serve(g_s), s 20.4 18.8 0.5 0.2 10.8 4.5 1.2 OA 0.2 2.4 0.3 7.1 Cycle Q Clear(g_c), s 20.4 18.8 0.5 0.2 10.8 4.5 1.2 0.0 0.2 2.4 0.3 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 1.00 Lane Grp Cap(c), vehlh 841 2398 747 8 1177 430 34 0 524 578 609 1592 VIC Ratio(X) 0.94 0.60 0.02 0.53 0.59 0.24 0.67 0.00 0.01 0.12 0.01 0.27 Avail Cap(c_a), vehlh 841 2398 747 296 1808 626 79 0 524 586 609 1592 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 33.4 175 12.7 44.7 30.8 25.5 43.8 0.0 21.7 20.0 20.5 9.8 Incr Delay (d2), slveh 18.6 0.4 0.0 48.1 0.5 0.3 19.9 0.0 0.0 0.1 0.0 0.4 Initial Q Delay(d3),siveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfO(50%),veh11M.9 8.7 0.2 0.2 5.1 2.0 0.8 0.0 0.1 1.2 0.1 2.8 LnGrp Delay(d),slveh 52.0 17.9 12.7 92.9 31.2 25.8 63.8 0.0 218 20.3 20.5 10.2 LnGrp LOS D B B F C C E C C C B Approach Vol, veWh 2248 794 29 509 Approach Delay, slveh 29.9 30.8 55.1 11.7 Approach LOS C C E B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s7.6 31.6 4.4 46.4 5.7 33.4 26.0 24.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax4,a 16.0 15.0 39,0 4.0 16.0 22.0 32.0 Max Q Clear Time (g_c+114,4; 2.2 2.2 20.8 3.2 91 22.4 12.8 Green Ext Time (p -c), s 0.0 1.6 0.0 14.0 0.0 1.1 0.0 8.0 Intersection Summary HCM 2010 Ctrl Delay 27.7 HCM 2010 LOS C CivTech Synchro 9 Report 03/07/2017 Page 6 2018 Total PM Copperwynd Resort 5: Shea Blvd & Palisades Blvd Timing Report, Sorted By Phase t'r- __. 4\ 4 0 *-- Phase Number 1 2 3 4 5 6 7 8 Movement SBL NBT WBL EBT NBL SBTL EBL WBT Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C -Max None None None C -Max None None Maximum Split (s) 8 20 19 43 8 20 26 36 Maximum Split (%) 8.9% 22.2% 21.1% 47.8% 8.9% 22.2% 28.9% 40.0% Minimum Split (s) 8 20 8 20 8 20 8 20 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Minimum Initial (s) 4 4 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 0 0 Walk Time (s) 5 5 5 5 Flash pont Walk (s) 11 11 11 11 Dual Entry No Yes No Yes No Yes No Yes Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes Start Time (s) 82 0 20 39 82 0 20 46 End Time (s) 0 20 39 82 0 20 46 82 Yield/Force Off (s) 86 16 35 78 86 16 42 78 Yield/Force Off 170(s) 86 5 35 67 86 5 42 67 Local Start Time (s) 82 0 20 39 82 0 20 46 Local Yield (s) 86 16 35 78 86 16 42 78 Local Yield 170(s) 86 5 35 67 86 5 42 67 Intersection Summary Cycle Length 90 Control Type Actuated -Coordinated Natural Cycle 65 Offset. 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Splits and Phases: 5: Shea Blvd & Palisades Blvd O1 tO7 O3 —1'04 4 O5 06 07 08 CivTech Synchro 9 Report 03107/2017 Page 7 2018 Total PM Copperwynd Resort 6: Eagle Ridge Dr & Driveway A HCM 2010 TWSC Intersection Int Delay, slveh 4.5 Lane Configurations Traffic Vol, vehlh Future Vol, vehlh Conflicting Peds, Whr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow WBR NBT NE 70 0 70 0 0 0 Stop Stop - None 0 0 0 90 90 2 2 78 0 1 2 66 2 66 0 0 L SBT Free Free Free Free Conflicting Flow All None - None Stage 1 39 80 - 0 3 - 0 0 6.42 - 0 90 90 90 90 2 2 2 2 2 73 0 3 Major/Minor Minorl 1523 - Ma'orl Ma'or2 Conflicting Flow All 42 39 0 0 76 0 Stage 1 39 - - - - - Stage 2 3 - - Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 969 1033 1523 Stage 1 983 - _ - Stage 2 1020 - _ - Platoon blocked, % Mov Cap -1 Maneuver 969 1033 - 1523 - Mov Cap -2 Maneuver 969 - - Stage 1 983 Stage 2 1020 Approach WB NB SB HCM Control Delay, s 9 0 0 HCM LOS A Minor Lane/Maior Mvmt NBT NBRWBLnl SBL SBT Capacity (vehlh) 969 1523 - HCM Lane VIC Ratio 0.08 - HCM Control Delay (s) 9 0 HCM Lane LOS A A HCM 95th %tile Q(veh) 0.3 0 CivTech Synchro 9 Report 03/07/2017 Page 8 2018 Total PM Copperwynd Resort 7: Copperwynd Dr & Driveway B HCM 2010 TWSC Intersection Int Delay, slveh 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations f' T Y Traffic Vol, vehfh 14 10 8 0 0 18 Future Vol, vehfh 14 10 8 0 0 18 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % 0 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 11 9 0 0 20 Major/Minor Ma'ar1 Ma'or2 Minor2 Conflicting Flow All 9 0 0 51 9 Stage 1 - - _ - 9 - Stage 2 - 42 - Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - 5.42 - Critical Hdwy Stg 2 - - - 5.42 - Follow-up Hdwy 2.218 3.518 3.318 Pot Cap -1 Maneuver 1611 958 1073 Stage 1 - - 1014 - Stage 2 - - 980 _ Platoon blocked, % Mov Cap -1 Maneuver 1611 - 948 1073 Mov Cap -2 Maneuver - - 948 _ Stage 1 - 1014 Stage 2 970 Approach EB WB SB HCM Control Delay, s 4.2 0 8.4 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (vehfh) 1611 - 1073 HCM Lane VIC natio 0.01 - - 0.019 HCM Control Delay (s) 7.3 0 8.4 HCM Lane LOS A A A HCM 95th %utile Q(veh) 0 - - 0.1 CivTech Synchro 9 Report 03107/2017 Page 9 a. 22 r. J_ 2023 PEAK HOUR ANALYSIS CivTech HCM 2010 TWSC 1: Eagle Ridge Dr & Copperwynd Dr 211512017 Int Delay, slveh 0.5 Wovernen4 - - -- EFL -ffff- k _ -18 _IN9 14S SB S2T Vol, vehlh 8 5 167 9 4 181 Conflicting Peds, *hr 0 0 a 0 a 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 Free Free Free 110 - Veh in Median Storage, # 0 - 0 None a Grade, % 0 - 0 - Storage Length a Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles % 2 2 2 2 2 2 Mvmt Flow 9 6 186 10 4 201 Maprlidmnr 0 - FV'__-____-___�_-- - - Conflicting Flow All 401 191 0 0 196 0 Stage 1 191 90 - - 90 Stage 2 210 - 2 2 2 _ 2 Critical Hdwy 8.42 6.22 2 4-12 2 Critical Hdwy Stg 1 5.42 - 1 - 6 Cntical Hdwy Stg 2 5.42 - a K( . 1!T`aair - - - -0WW-r2 —. - -- Follow-up Hdwy 3 518 3.318 NE1 2.218 Ma'or2 Pot Cap -1 Maneuver 605 851 423 420 219 1377 419 Stage 1 841 0 a 188 - 0 Stage 2 825 - 198 _ Platoon blocked % - _ Stage 2 202 199 - MovCap-iMareuver 603 851 1377 Mow Cap -2 Maneuver 603 - 7.12 6.52 6.22 - 6.52 Stage 1 841 - - 4.12 - - Stage 2 823 6.12 5.52 - - Critical Hdwy Stg 2 - HCM Control Delay, s 10.4 0 0.2 - HCM LOS B Follow-up Hdwy 3518 4.018 3318 3,518 4.018 3.318 MInULanelMakrMWA NBT NBR44BLn1 SBL Capacrty(vehlh) 679 1377 HCM Lane VIC Ratio a.021 0.003 HCM Control Delay (s) - - 10.4 7.6 - HCM Lane LOS B A HCM 95th %tile O(veh) 0.1 0 Copperwynd Resod 2114/2017 2023 Background AM Synchro 8 Report CivTech Page 1 HCM 2010 TWSC 2: Eagle Ridge Dr & Cloud Crest DF/Summit Dr North 211WO17 - IntDelay,slveh C.5 9�' _ EFL -ffff- k _ - — WE- W4Yr1t WW--- "f l-N&°T-W — - §BL- W SBR Vol, vehlh 6 0 0 1 1 5 5 168 1 1 197 0 ConOicting Peds, #1hr 0 0 0 a 0 0 a 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 125 115 Veh in Median Storage. # 0 0 _ 0 _ 0 Grade. % 0 - 0 - - 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flaw 7 0 0 1 1 6 6 187 1 1 219 a K( . 1!T`aair - - - -0WW-r2 —. - -- --W" tj - _ - NE1 Ma'or2 -- - _ _ Con4rchng Flow All 423 420 219 419 419 187 219 0 a 188 0 0 Stage 1 221 221 - 198 198 - _ Stage 2 202 199 - 221 221 Crihcal Hdwy 7.12 6.52 6.22 7,12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6 112 552 - 6.12 5.52 - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - Follow-up Hdwy 3518 4.018 3318 3,518 4.018 3.318 2118 2.218 PctCap-1 Maneuver 541 525 821 544 525 855 1350 1386 Stage 1 781 720 - 804 737 - - Stage 2 800 736 - 781 720 - - Platoon blocked, % Mov Cap -1 Maneuver 535 522 821 542 522 855 1350 1386 May Cap -2 Maneuver 535 522 - 542 522 - - _ Stage 1 778 719 800 734 Stage 2 790 733 780 719 *each -- — E6 ----`W -- — _ — — SB HCM Control Delay s 11.8 10 0.2 0 HCM LOS B B MnorLanel lajarWnt - NOL NOT NWnLnIMLn1 SBL S'Or SBB- Capacity(vehih) 1350 535 729 1386 HCM Lane VIC Rah. 0004 0,012 0011 0.001 HCM Cartrol Delay (s) 7.7 - - 11.8 10 7.6 - - HCM Lane LOS A B B A HCM 951h °hila O(veh) 0 0 a 0 Copperwynd Resort 2/1412017 2023 Background AM Synchro 8 Report CivTech Page 2 12010 TWSC 3: Eagle Ridge Dr & Summit Dr South 21152017 - Int Delay, slveh 0.6 Wimement - EB1 EBT EBR WIN Vdt3�T W614 NK NB1 MM SBL ll Vol. ve" 0 209 0 1 170 0 1 0 0 19 0 0 Coni Peds, Or 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop IChannelaed - 0 None 21 114 0 None 19 26 None 87 322 None Storage Length 100 0.90 0.90 0.90 0-90 0.90 0.90 0.90 0,90 0.90 0,90 0,90 Heavy Vehicles, % Veh in Median Storage, # - 0 2 2 2 0 2 2 0 2 2 0 0 Grade, % - 0 - 21 0 0 97 0 7 NumberofLanes 0 1 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 g0 90 Heavy Vehiies % 2 2 2 2 2 2 2 2 2 2 2 2 MvmlFbw 0 232 0 1 189 0 1 0 0 21 0 C Ma rAlinor - - -11i - Sign Control .-V- & - Stop Stop -i Stop -- - FrThxir1 - --- -- - Confticting Flow All 189 0 0 232 0 0 423 423 232 423 423 189 Stage 1 0 0 7C 0 42 0 232 232 - 191 191 215 Stage 2 0 21 0 19 0 599 191 191 0 232 232 0 CriticalHdwy 4.12 26 0 4,12 61 Lane Flow Rate 7.12 6.52 6..22 7.12 6.52 6.22 Critical Hdwy Stg 1 - 666 401 - 8 8 612 552 - 6.12 5.52 - Critical Hdwy Sig 2 - Degree of Lhl (X) 0.502 - 0.014 0.203 612 5.52 - 6.12 5.52 - Follow-up Hdwy 2 218 - - 2.218 - - 3 518 4.018 3.318 3.518 4 018 3.318 Pot Cap -1 Maneuver 1385 Yes Yes 1336 Yes Yes 541 522 807 541 522 853 Stage 1 - 434 364 - 449 493 771 713 6-103 811 142 - Stage 2 - 6-728 5.716 - 5.084 HCM Lane V1C Ratio 811 742 0015 771 713 0,129 Platoon blocked, % 0022 1 351 0 813 HCM Control Delay 19.3 20.1 10.3 14.5 15.4 14.1 13 10.9 MovCap-1Maneuver 1385 HCM Lane LOS C 1336 B B 541 521 807 541 521 853 MovCap-2Mal - 3.1 0 - 1.5 0.4 541 521 - 541 521 - Stage 1 771 713 811 741 Stage 2 810 741 771 713 Approach -- - - - E® - ---- --- - - -M°._ --iff. HCM Control Delay s 0 0 11.7 11.9 HCM LOS B B Minor LanWaliorMvmt NBLni EBL EBT M-WWBIBT MRSi Capacity (vehfh) 541 1385 1336 541 HCM Lane VIC Ratio 0,002 - 0 001 0 039 HCM Control Delay (s) 11.7 0 - - 7.7 0 - 11.9 HCM Lane LOS B A A A B HCM 95th °%tile 0(veh) C 0 0 - 0 1 Copperwynd Resort 2114/2017 2023 Background AM Synchro 8 Report CivTech Page 3 12010 AWSC 4: Palisades Blvd & Eagle Ride Dr/Palomino Blvd 2x1512017 Approach -_� - NI - Opposing Approach intersection Delay, slveh 39, 5 EB SB Opposing Lanes 2 Intersection LOS E 2 3 Conf iching Approach Left SR Movement €BST EBL EBT `-MU 1NBL WBT WEIR NBU NBL NY W Vol. vehfi 0 70 21 114 0 42 19 26 0 87 322 6 Peak Hour Factor 0,90 0.90 0.90 0.90 0-90 0.90 0.90 0.90 0,90 0.90 0,90 0,90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 78 23 127 0 47 21 29 0 97 358 7 NumberofLanes 0 1 1 0 0 1 1 0 0 0 2 1 Approach -_� - NI - Opposing Approach WB EB SB Opposing Lanes 2 2 3 Conf iching Approach Left SR NB EB Confiding Lanes Left 3 3 2 Conflicting Approach Right NB SB WB Conflicting Lanes Right 3 3 2 HCM Control Delay 15.1 135 19,6 HCM LOS C B C lane -- - - _ Cnl li N90 tl E61-0 WBLnl WBLn2 SBLn1 nW 860 - Vol Let % 45% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 55% t00% 0% 0% 16% 0% 42% 0% 100% 93% Vol Right, °! C% 0% 140% 0% 84% 0% 58% 0% 0% 17% Sign Control Stop Stop Stop Stop Stop Slop Stop Stop Stop Stop Traffic Vol by Lane 194 215 6 70 135 42 45 9 599 361 LT Vol 87 0 0 7C 0 42 0 9 0 C Through Vol 107 215 0 0 21 0 19 0 599 300 RT Vol 0 0 6 0 114 0 26 0 0 61 Lane Flow Rate 216 239 7 78 150 47 50 10 666 401 Geometry Grp 8 8 8 8 8 8 8 8 8 8 Degree of Lhl (X) 0.502 0-54 0.014 0.203 0346 0.128 0,125 0-022 1 0.818 Departure Headway (Hd) 8 372 8.148 7 448 9.382 8.305 9,881 8 989 7 979 7.468 7.348 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 432 444 481 383 434 364 400 449 493 493 Service Time 6-103 5.879 5.179 7.114 6.037 7,62 6-728 5.716 5.205 5.084 HCM Lane V1C Ratio 0,5 0 538 0015 0204 0 346 0,129 0125 0022 1 351 0 813 HCM Control Delay 19.3 20.1 10.3 14.5 15.4 14.1 13 10.9 68.3 35.4 HCM Lane LOS C C B B C B B B F E HCM 95th -tile 0 2.7 3.1 0 0.7 1.5 0.4 0.4 0.1 134 7.9 Copperwynd Resort 2114017 2023 Background AM Synchro 8 RepoA CivTech Page 4 HCM 2010 AWSC 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd W512017 --B - - - Opposing Approach NB Opposing Lanes Intersection Delay, slveh Conflicting Approach Left WB Conflicting Lanes Left 2 Intersection LOS EB Conflicting Lanes Right 2 HCM Control Delay Movement -- - $B�i SBL _9_8T 143 Vol. vehlh 0 9 899 61 Peak Hour Factor 0.90 0,90 0.90 0.90 Heavy Vehicles % 2 2 2 2 Mvmt Flow 0 10 999 68 Number of Lanes 0 1 2 0 --B - - - Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 2 Conflicting Approach Right EB Conflicting Lanes Right 2 HCM Control Delay 55.5 HCM LOS F Copperwynd Resort 211412017 2023 Background AM Synchro 8 Report CivTach Page 5 HCM 2010 Signalized Intersection Summary 5: Shea Blvd & Palisades Blvd 2x1512017 s __W > -e- ~ 4, -� t "- �- 1 ,/ IGovemeM� Tff_Y8X__W"WW WOR NBL WS'T NOR SBL SBT SBR Lane Conflgurat+nns m fit r< J,,i fff r � I. ) f rtr< Volume (veh/h) 329 514 8 1 1138 75 14 12 14 143 5 968 Number 7 4 14 3 8 18 5 2 12 1 6 16 Inrhal Q (Qb), ven 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Ad(A_pbT) 1.00 1 G0 1.00 1.00 1-00 1.00 1.00 1,00 Parking Bus, Adj 1,00 100 1.00 100 100 1-00 1.00 1 CO 100 1.00 1.00 1,00 Ad} Sat Flow.vehlhAn 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh4i 366 571 9 1 1264 83 16 13 16 159 6 1076 Ad) No. of Lanes 2 3 1 1 3 1 1 1 C 1 1 2 Peak Hour Factor 090 090 0.90 0.90 090 0.90 0-90 090 0.90 090 090 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 447 2392 745 2 1736 611 26 233 287 564 626 1299 Arrive On Green 0.13 047 0.47 0.00 0,34 0.34 0.01 0.31 0.31 0,04 0.34 0.34 Sat Flow,vehlh 3442 5085 1583 1774 5085 1583 1774 761 937 1774 1863 2787 Grp Volumo(v),vehlh 366 571 9 1 1264 83 16 0 29 159 6 1076 Gip Sat Flow(s),%WhAn1721 1695 1583 1774 1695 1583 1774 0 1697 1774 1863 1393 Q Serve(g-s), s 9.3 6.0 0,3 0.1 19.6 3.1 0,8 0.0 1.1 4.0 02 30.2 Cycle Q Cle u(g c), s 9.3 60 0.3 0.1 196 31 0.8 0.0 11 4.0 02 302 Prop In Lane 1.00 1.00 1.00 t00 1.00 0.55 1.00 1.00 Lane Grp Cap(c), veh/h 447 2392 745 2 1736 611 26 0 520 564 626 1299 VIC Ratio(X) 0.82 0.24 0.01 0.51 0.73 0.14 0.62 0.00 0.06 0.28 0,01 0.83 Avail Cap(c-a), vehlh 535 2392 745 118 1921 669 118 0 520 564 626 1299 HCM Platoon Ratio 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 Upstream Filter(l) 1.00 1.00 100 100 100 1.00 10G 000 1.00 1.00 100 100 Uniform Delay (d),slveh38,1 14,2 12.7 44,9 26.0 17.9 44.1 0.0 22.0 20.8 19.9 20,9 lncr Delay (d2), slveh 8.3 0.1 0.0 128-6 1.3 0.1 21.3 0,0 0.2 0.3 0.0 6.2 meal Q De1ay(d3),sAmh 0,0 0,0 0.0 0.0 0.0 0.0 6.0 OG 0.0 0.0 0.0 0.0 %ile BackCfQ(50%),vehllr4.9 2,8 01 0.1 93 14 0.5 0-0 0.5 10 01 12.6 LnGrpDelay(d),shah 46.4 14.3 12.7 173.5 27-2 18.0 61.4 00 22.2 21.1 19.9 27-1 LnGm LOS D B B F C B E C C B G Approach Vol, vehfn 946 1348 _ 45 1241 Approach Delay, slveh 267 268 376 26.3 Approach LOS C C D C rmer t-" t- T-- _T_ -4 - 5' B - 7 g- - ---- ----- Assigned Phs 1 2 3 4 6 6 7 8 Phs Duration (G+Y+Rc), s8 0 31.8 4.1 46.3 5.3 343 157 347 Change Period (Y+Rc), s 4.0 4.0 4.0 4,0 4.0 4.0 4.0 4.0 Max Green Sethng (Gma*& 220 6.0 42.0 60 200 14.0 34.0 Max Q Clear Time (g_c l l6jk 3.1 2.1 8.0 2.8 32.2 11.3 21.6 Green Ext Time (p c) s 0.0 52 00 18.6 0.0 00 0.4 9.1 HCM 2010 Ctd Delay 267 HCM 2010 LOS C Copperwynd Resort 2!14)2017 2023 Background AM Synchro 8 Report CwTech Page 7 HCM 2010 TWSC 6: Eagle Ridge Dr & Driveway A 2!1512017 iiterset#ion Int Delay, slveh 0.8 Movement 667 1383 —iii "-- — — lam" `N8lR -- 5—CB SBrt— — — Vol vehA 27 0 104 68 0 157 Conflicting Peds, Xhr 0 0 0 0 0 0 Sign Control Step Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 80 - Veh in Median Storage, # 0 - 0 _ _ 0 Grade, % 0 - 0 _ 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles. % 2 2 2 2 2 2 Mvmt Flow 30 0 116 76 0 174 - : rlMnof W--0----- — --7� 1_... _. - Confic6ng Flaw All 327 153 0 0 191 0 Stage 1 153 - - - - Stage 2 174 - - Cntical Hdwy 6,42 6.22 412 4.12 Critical Hdwy Sig 1 5.42 - - _ Critical Hdwy Stg 2 5,42 - _ Follow-up Hdwy 3 518 3 318 2 218 2.218 - - Pot Cap -1 Maneuver 667 893 1606 1383 Stage 1 875 - - _ Stage 2 856 - - Platoon blocked. % - Platoon blocked % Mov Cap -1 Maneuver 667 893 - - 1383 - MovCap-2Maneuver 667 - - _ - - Stage 1 875 Stage 1 Stage 2 856 Stage 2 - — - Wa - - - — NB —W8 - HGM Contra] Delay, s 10.7 HCM Control Delay, a 0 0 0 HCM LOS B HCM LOS MinorLanaMMlajorWirt -_ N'BTNSFIWBLn1 SBL 8VT Capacity (vehlh) 667 1383 HGM Lane WC Ratio 0.045 - HCM Control Delay (s) - - 10-7 0 - HCM Lane LOS B A HCM 95th %tile Civet) 0.1 0 Copperwynd Resort 2114QO17 2023 Background AM Synchs 8 Report C vTech page 9 HCM 2010 TWSC 7: Copperwynd Dr & Driveway S 211512017 intersection rt Delay, slveh 2.6 flfovemeif 'SBL t9T - WBT W39 SBL— 0 001 Vol, vehlh 8 5 12 0 0 1 Conflicting Peds, #7hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Step RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # - 0 0 _ 0 - Grade, % - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 6 13 0 0 1 oEminar _Mai Maiori iira7f'— --i - Conflicting Flow All 13 0 0 36 13 Stage 1 - - 13 - Stage 2 - P3 - Crilical Hdwy 412 6.42 6.22 CnIcalHdwy Stg1 - 542 - Crd cal Ill Stg 2 5.42 - Follow-up Hdwy 2 218 - - - 3 518 3.318 Pot Cap -1 Maneuver 1606 977 1067 Stage 1 - 1010 - Stage 2 - 1000 - Platoon blocked % MovCap-1 Maneuver 1606 971 1067 Mov Cap -2 Maneuver - - - - 97i - Stage 1 1070 Stage 2 994 i -- B —W8 - 8B.- HCM Control Delay, a 4.5 0 84 HCM LOS A MkirLarle/majorMvmt -EBL EP WO WWS8Ln1 Capacity(vehlh) 1606 - - - 1067 HCM Lane VIC Ratio 0 006 0 001 NCM Control Delay (s) 7.3 6 8.4 HCM Lane LOS A A A HCM 95th %Ute O(veh) 0 - 0 Cppperwynd Resort 2114/2017 2023 Background AM Synchro 8 Report CivTech Page 10 HCM 2010 TWSC 1; Eagle Ridge Or & Copperwynd Or 211512017 InteiSectgei ----------- ---- -- - --- -------- - ---- - - --- Int Delay,slveh 0.6 Mdvemerd WBL l iBt2 - - RBBT NBR S sg9T - - Vol, vehlh 14 8 218 15 5 191 Conflicting Peds, Mr 0 0 0 0 0 0 Sign Control Stop Slop Free Free Free Free RT Channelized - None None - None Storage Length 0 Stop Stop 110 - Veh in Median Storage. # 0 Free 0 Free 0 Grade % 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 MvmtFlow 16 9 242. 17 6 212 N"rnor 0 - 0 Conflicting Flow All 474 251 0 0 259 0 Stage 1 251 - - - - _ Stage 2 223 - 90 _ 90 Critical Hdwy 6.42 6.22 90 4.12 90 Critcal Hdwy Stg 1 542 2 2 - 2 Critical Hdwy Stg 2 5.42 - 2 - 2 2 Follow-up Hdwy 3 518 3 340 0 2 218 0 4 PotCap-1 Maneuver 549 788 0 1306 IdajorNinor- - Stage 1 791 - - - Stage 2 814 - Conflicting Flow All 505 503 Platoon blocked, % 503 504 262 233 0 0 Nov Cap 1 Maneuver 546 788 232 1306 - Nov Cap -2 Maneuver 546 - - - _ Stage 1 791 273 271 - 232 Stage 2 810 A - - - Y'1A - - --m, - - - - -_ HCM Control Delay, s 111 0 0.2 Cl Hdwy Sig 1 HCM LOS B - 6.12 5.52 - Minorl-aneWajorMwmt NBA --%R Ll SBL Capacity (vehlh) - - 615 1306 - HCM Lane VIC Raho 0.04 0.004 HCM Control Delay (s) 11.1 7.8 HCM Lane LOS B A HCM 95th 'Able O(veh) 0.1 0 Ccpperwynd Resort 2114017 2023 Background PM Synchro 8 Repod CivTech Page 1 HCM 2010 TWSC 2-. Eagle Ridge Or & Cloud Crest Or/Summit Or North 21150017 Intersection - Int Delay siveh 0.2 Movement -� . 9BL ABT EBR - it WST-W - Na NBT 964 SBL SBT SBR Vol, vehm 4 0 0 0 0 4 4 235 1 0 208 2 Conticting Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None - None Storage Length 125 115 Veh in Median Storage, # 0 0 - 0 _ 0 Grade. % 0 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles. % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 0 0 0 4 4 261 1 0 231 2 IdajorNinor- - -ATidolrl - Mill Magri - - Maior2 Conflicting Flow All 505 503 232 503 504 262 233 0 0 262 0 0 Stage 1 232 232 - 271 271 - - - - _ - Stage 2 273 271 - 232 233 - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 Cl Hdwy Sig 1 6.12 5.52 - 6.12 5.52 - _ Critical Hdwy Sig 2 6.12 5.52 - 6.12 5.52 - - _ Fallow -up Hdwy 3.518 4.018 3-318 3 518 4 018 3.310 2.218 2 218 PotCap-1 Maneuver 478 471 807 479 470 777 1335 1392 Stage 1 771 713 - 735 685 - - - Stage 2 733 685 - 771 712 - - _ Plaloon blocked, % Nov Cap -1 Maneuver 474 470 807 478 469 777 1335 1302 MovCap-2Maneuver 474 470 - 478 469 - - - - - Stage 1 769 713 - 733 603 - Stage 2 127 683 771 712 HCM Control Delay. s 12.7 9.7 0.1 0 HCM LDS B A Minor Laiil Ml NBL NBT N69JEffDTWKnf - P SBR a Capacity(vehlh) 1335 474 777 1302 HCM Lane VIC Ratio 0 003 0.009 0.006 - HCM Control Delays) 7.7 12.7 9.7 0 HCM Lane LOS A B A A HCM 95th %Ole 0(veh) 0 0 0 0 Copperorynd Resort 2/14/2017 2023 Background PM Synchro 8 Report ClvTech Page 2 HCM 2010 TWSC 3-- Eagle Ridge Dr & Summit Dr South 2J11K017 Intersection - - - - Int Delay. slveh 0.5 MmRrnerwt IR - E"BT W WBL WBT MR RIK NBT N8A- -'ML SBT SBR Vol, vehln 1 221 1 0 236 25 0 0 1 19 0 1 CorflloOng Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Slap Stop Stop stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 101 32 92 0 24 30 19 0 141 Veh m Median Storage. # - C 0.90 0 0.90 0 0.90 0.90 0 0,90 Grade, % - 0 0.90 0 2 0 2 2 0 2 Peak Hour Factor 90 90 9C 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 246 1 0 262 28 0 0 1 21 0 1 Iiia�11Mioor Va 100% riaol - ndri 0% - -Mirror! - --- 739A Conflicting Flow All 290 0 0 247 0 0 525 538 246 525 525 276 Stage 1 Slop Stop Stop Stop 248 248 - 276 276 - Stage 2 406 530 43 101 277 290 - 249 249 - Critical Hdwy 4.12 0 4,12 101 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - 530 - 0 612 5 52 30 6.12 5.52 - Critical Hdwy Sig 2 - - - - - - 6,12 5.52 - 6.12 5.52 - Follow•up Hdwy 2.218 589 2.218 112 3 518 4.018 3 316 3,518 4 018 3-318 Po1Cap-1 Maneuver 1272 8 1319 8 463 450 793 463 458 763 Stage 1 - 1 - 0.095 756 701 - 730 682 - Slage 2 - - - - - - 729 672. - 755 701 - Platoon blocked, % Convergence, YfN Yes Yes Yes Yes Yes Yes Yes Yes Yes MovCap-1 Maneuver 1272 451 1319 498 462 450 793 462 458 763 Mov Cap -2 Maneuver - 5.828 - 4.933 462 450 - 462 458 - Stage 1 HCM Lane VIC Ratio 1 1,283 0,096 755 700 0.081 729 682 0.769 Stage 2 HCM Control Delay 71.3 70.5 10.7 728 672 14,4 753 700 34.7 A- aO - - EB- -- WS - - -% ---- -- - Q-- -- B HCM Control Delay, s 0 HCM 95th -file O 0 13 9.5 13 1.5 13 0.5 0.1 HCM LOS 2.9 A B Mi for LaneNajor Went `N8Uf-j BL EBT EBR MIL WIT WOR SBLnt Capacity (vehlh) 793 1272 1319 471 HCM Lane VIC Ratio C 001 0 001 - 0-D47 HCM Control Delay (s) 9.5 7.8 0 13 HCM Lane LOS A A A B HCM 95th 'Wile Q(veh) 0 0 0 0.1 Copperwynd Resort D14017 2023 Background PM Synchro 8 Report CivTech Page 3 HCM 2010 AWSC 4: Palisades Blvd & Eagle Ride Dr/Palomino Blvd 2x1512017 AadioaleF -- - E -B -- P - j - - --pg-- - - Opposing Approach WB Interseclicn Delay, slveh 48 EB SB Opposing Lanes 2 Intersection LOS E 3 Conflicting Approach Left SB NB Movement E13U EBL 619 WRl Wm WBT WBR NBU NEL h1Bt NSR Vol. veNb 0 101 32 92 0 24 30 19 0 141 795 43 Peak HOnrFactor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 112 36 102 0 27 33 21 C 157 863 48 NumberafLanes 0 1 1 0 0 1 1 0 0 0 2 1 AadioaleF -- - E -B -- P - j - - --pg-- - - Opposing Approach WB EB SB Opposing Lanes 2 2 3 Conflicting Approach Left SB NB EB Conflrctmg Lanes Left 3 3 2 Conflicting Approach Right NB SB WB Conflicting Lanes Right 3 3 2 HCM Control Delay 16.8 14.5 68,2 HCM LOS C B F Lane -- `- NO- MW W86J 'EBI -0 E€u.n2 Vgb WBLA MnT t&n2 S -BL -n -I Vol Left, % 35% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 65% 100% (1% 0% 26% 0% 61% 0% 100% 739A Vol Right % 0% 0% 100% 0% 74% 0% 39% 0% 0% 27% Sign Conirol Slop Stop Stop Stop Stop Stop Stop Stop Stop Stop 7rat6c Vol by Lane 406 530 43 101 124 24 49 14 296 204 LT Vol 141 0 0 101 0 24 0 14 0 0 Through Val 265 530 0 0 32 0 30 0 296 148 RT Vo{ 0 0 43 0 92 0 19 0 0 56 Lane Flow Rate 451 589 48 112 138 27 54 16 329 227 Geometry Grp 8 a 8 8 6 8 8 8 8 6 Degree of Ulil IXI 1 1 0.095 0.312 0.345 0.08 0.151 0.039 0.772 0.52 Departure Headway (Hd) 8.053 7.876 7159 10.015 9.003 10.742 9 977 8.955 8 455 8.263 Convergence, YfN Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 451 459 498 361 402 335 361 399 428 435 Service Time 5.828 5.65 4.933 7.721 6.798 8.457 7.691 6.723 6,223 6.031 HCM Lane VIC Ratio 1 1,283 0,096 0.31 0 343 0.081 0.15 0.04 0.769 0 522 HCM Control Delay 71.3 70.5 10.7 17.2 164 14,4 14.5 12.1 34.7 19.7 HCM Lane LOS F F B C C B B B D C HCM 95th -file O 12,9 13 0.3 13 1.5 0.3 0.5 0.1 6.6 2.9 Copperwynd Resort 211412017 2023 Background PM Synchm 8 Report CrvTech Page 4 HCM 2010 AWSC 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd 211612017 q- - - - - --- �- - - Opposirg Approach NB - Intersection Delay, sfveh Confiding Approach LeR WB Conflicting Lanes LeR 2 ntersection LOS EB Conflicting Lanes Right 2 HCM Control Delay Movement HCM LOS D 18 - Vol, vehlh 0 14 444 56 Peak Hour Factor 0.90 0.90 0.90 0.90 Henry Vehicles. % 2 2 2 2 Mvmt Flow 0 16 493 62 Number of Lanes 0 1 2 0 q- - - - - --- �- - - Opposirg Approach NB Opposing Lanes 3 Confiding Approach LeR WB Conflicting Lanes LeR 2 Conflicting Approach Right EB Conflicting Lanes Right 2 HCM Control Delay 28.1 HCM LOS D Copperwynd Resort 2114017 2023 Background PM Synchro 8 Report CivTech Page 5 HCM 2010 Signalized Intersection Summary 5: Shea Blvd & Palisades Blvd 2115/2017 1 _N r- 4_4, t P v j d Weld L l!8t - 1418E iW®T W - N13L N8f NBR SBI_ $BT 8811 Lane Configurations )`1% ¢t} ? 44f r T. Vi 4 I"i", Volume (vehlh) 883 1493 18 5 716 128 24 4 4 93 8 447 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_p611 1.00 1,00 1.00 1.00 1..00 1.00 1.00 1.00 Parking Bus, Adj 1-00 100 1 00 1,00 1.00 100 1.00 1.00 1 00 1.00 100 1.00 AdiSat Flow, vehlhAn 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Ad; Flow Rate, vehih 981 1659 20 6 796 142 27 4 4 103 9 497 Adj No. of Lanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak Hour Fedor 0 90 090 090 090 090 090 0.90 090 0.90 090 0.90 090 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap vehlh 841 2436 759 11 1225 452 39 250 250 564 587 1559 Arrive On Green 0.24 0,48 0.48 0.01 0.24 0.24 0.02 0.29 6.29 0.04 0.32 0.32 Sat Flow, vehlh 3442 5085 1583 1174 5085 1583 1774 856 856 1774 1863 2787 Grp Volurnivehlh 981 1659 20 6 796 142 27 0 8 103 9 497 Grp Sat Flow(s),vehfhAM721 1695 1583 1774 1695 1583 1774 0 1712 1774 1863 1393 Q Senre{g_s). s 22.0 22.7 0.6 0.3 12.7 8.3 1.4 0-0 0.3 3.7 0.3 8,6 Cycle Q Cleafig_c), s 22.0 227 0.6 0.3 12.7 63 14 0.0 03 3.7 03 16 Prop In Lane 1.00 1.00 1.00 1.00 1.60 0.50 1,00 1.00 Lane Grp Cap(c), ve* 841 2436 759 11 1225 452 39 0 501 564 587 1559 ViC Rafto(X) 1,17 0.6B 0.03 0.55 0.65 0.31 0.70 0,00 0.02 0.18 0.02 0.32 AvailCep(c_a),vehlh 841 2436 759 296 1808 633 79 0 501 564 587 1559 HCM Plaboon Ratio 100 1.00 1.W 1.00 100 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Upstream Filter(I) 100 100 100 1.00 100 100 1.00 0.00 1-00 100 1.00 100 Unlfarm Defay (d). slveh34.0 18.1 12.4 44.6 30.7 25.3 43.7 0.0 22.6 21.0 212 10.6 Ina Delay {d2), slush 876 0.8 00 362 0.6 04 20.2 0.0 DA 0.2 00 0.5 InihalQDelay(d3),stveh 0.0 0.0 0,0 0.0 o.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile Back=(59%),vehr80.6 10.8 0.3 03 6.0 2-8 0,9 0.0 0 1 18 02 3.4 LnGrp Deiay(d),srveh 121.6 18.9 12.4 80.8 31,3 25.6 63.9 0.0 22.7 21.1 21.3 11.2 Ll LOS F B B F C C E C C C B Approach Vol, vehlh 2660 944 35 609 Approach Delay, slveh 567 308 54.5 13.0 Approach LOS E C D B timer -_ - q Y- -3--4- - 5 i3 7 -5• ----- a-- ------ - - - ---- Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y Rc), s8 0 30,3 46 47.1 6.0 324 260 25.7 Change Period (Y+Rc), s 4.0 4,0 4.0 4.0 4.0 4.0 4.0 4-0 Max Green Setting (Gmaxt a 16.0 15.0 39.0 4.0 16.0 220 320 Max Q Clear Time (M- 414,-& 2.3 2.3 24.7 3.4 10.6 24.0 14-7 Green Fxt Time (p -c), s 0 0 1.9 0.0 12.4 OA 11 QO 70 lolersastronumidian -- ---- -' HCM HCM 2010 Ctrl Delay 44.7 HCM 2010 LOS D Copperworl Resort 2/142017 2023 Background PM Synchro 8 Report CivTech Page 7 HCM 2010 TWSC 6: Eagle Ridge Dr & Driveway A 20512017 Int Delay, Delay, slveh 1-3 ldmv ent WBI-- - - W137 NBR sn MT-- - -' --� Vol, veh/h 47 0 182 44 0 149 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Stop Stop Free tree Free Free RT Channelized - None RT Channelized None - None Storage Length 0 None - None $0 Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 MvmtFlow 52 0 202 49 0 166 2 2 2 Mvmt Flow 9 13 Coni Flow All 393 227 0 0 251 0 Stage 1 227 - Mhlor2__-. Conflicting Flow All Stage 2 166 - - 0 41 10 Critical Hdwy 6.42 6.22 4.12 10 Crdcal Hdwy Stg 1 542 - _ Critical Hdwy Sig 2 5,42 - - _ _ Follow-up Hi 3518 3.318 Critical Hdwy Sig 1 - 2218 Pot Cap -1 Maneuver 611 812 - Crilical Hdwy Sig 2 1314 Stage 1 811 - 5.42 - _ 2.218 Stage 2 863 - 3 518 - Pot Cap -1 Maneuver Platoon tMocked, % 970 1011 Mov Cap -1 Maneuver 611 812 1314 1013 Mov Cap -2 Maneuver 611 - _ Stage 1 811 Platoon blocked, % Stage 2 863 Mov Cap-iManeuver 1610 Approach W - 964 1071 Mov Cap -2 Maneuver SB- BHCM - HCMControl Delay.. s 11 A - 0 - 0 HCM LOS B 1013 Stage 2 Iu�rwrLaneR+lajorMvmt NBT NBRWBLn1 SBL BBT Capaciy(vehlh) 611 1314 HCM Lane VIC Ratio 0,085 - HCM Control Delay (s) - - 114 0 HCM Lane LOS B A HCM 95th °/We Q(Veh) - - 0.3 0 Copperwynd Resort 211412017 2023 Background PM Synchro 8 Report CivToch Page 9 HCM 2010 TWSC 7: Copperwynd Dr & Driveway 8 2/1512017 intersection _ - - — - - - --- — IntDelay,slveh 4 Movenrenk SBl l'§f - W8T WSA SBL MA — -- - Vol, veWb 8 12 9 0 0 13 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 13 10 0 0 14 --rllldf Mhlor2__-. Conflicting Flow All 10 0 - 0 41 10 Stage 1 - - 10 - Stage 2 - 31 - Cnitical Hdwy 4.12 6.42 6.22 Critical Hdwy Sig 1 - 5.42 - Crilical Hdwy Sig 2 - 5.42 - Foliow-up Hdwy 2.218 3 518 3 318 Pot Cap -1 Maneuver 1610 970 1011 Stage 1 - 1013 - Stage 2 992 - Platoon blocked, % Mov Cap-iManeuver 1610 964 1071 Mov Cap -2 Maneuver - - - - 964 - Stage 1 1013 Stage 2 986 Approach - - - - EB - -- - --- ^- - - ----.�... HCM Control Delay. s 2-9 0 8.4 NCM LOS A MGroYlaneThAaprMvmt EBL EBT WBfi min .. Capacity (vehlh) 1610 1071 HCM Lane VIC Ratio 0 006 0 013 HCM Control Delay (s} 7.2 0 8.4 HCM Lane LOS A A A HCM 95th !tile Q(veh) a - 0 Copperwynd Resort 2/1412017 2023 Background PM Synchro 8 Report CtvTech Page 10 2023 Total AM Copperwynd Resort 1: Eagle Ridge Dr & Copperwynd Dr HCM 2010 TWSC Intersection Int Delay, slveh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y T+ 263 0�� Stage 1 t Traffic Vol, vehlh 16 5 216 21 4 217 Future Vol, vehlh 16 5 216 21 4 217 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 - 1301 - 110 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 18 6 240 23 4 241 !Major/Minor Minorl Majorl Major2 Conflicting Flow All 502 252 0 0 263 0�� Stage 1 252 - - - - - Stage 2 250 - Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 529 787 - 1301 - Stage 1 790 - - Stage 2 792 - - - Platoon blocked, % - Mov Cap -1 Maneuver 527 787 - 1301 Mov Cap -2 Maneuver 527 - - - Stage 1 790 - - - Stage 2 790 - Approach WB NB SB HCM Control Delay, s 11.6 0 0.1 HCM LOS B Minor LanefMajor Mvmt NBT NBRWBLnl SBL SBT Capacity (vehlh) - 572 1301 HCM Lane V/C Ratio - 0.041 0,003 HCM Control Delay (s) - 11.6 7.8 HCM Lane LOS - B A HCM 95th %tile Q(veh) - 0.1 0 CivTech Synchro 9 Report 03/06/2017 Page 1 2023 Total AM Copperwynd Resort 2: Eagle Ridge Dr & Cloud Crest Dr/Summit Dr North HCM 2010 TWSC Intersection Minor2 Minorl Majorl Major2 Confficting Flow All 539 537 268 Int Delay, slveh 0.4 536 255 268 0 0 256 0 0 Stage 1 270 270 - 266 266 - - - - Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 7.12 +T+ 6.22 4.12 - + Critical Hdwy Stg 1 I T+ - 6.12 T - Traffic Vol, vehih 6 0 0 1 1 5 5 229 1 1 241 0 Future Vol, vehih 6 0 0 1 1 5 5 229 1 1 241 0 Conflicting Peds, #ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - 453 None - 1296 None Storage Length - 448 - 453 449 - 125 - - 115 685 Veh in Median Storage, # - 0 0 727 - 0 - - 0 Grade, % - 0 - 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 7 0 0 1 1 6 6 254 1 1 268 0 M2orlMinor Minor2 Minorl Majorl Major2 Confficting Flow All 539 537 268 536 536 255 268 0 0 256 0 0 Stage 1 270 270 - 266 266 - - - - _ _ _ Stage 2 269 267 - 270 270 - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - _ Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - _ _ Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 Pot Cap -1 Maneuver 453 450 771 455 451 784 1296 1309 - Stage 1 736 686 - 739 689 - _ Stage 2 737 688 - 736 686 - - - - Platoon blocked, % _ Mau Cap -1 Maneuver 447 448 774 453 449 784 1296 1309 Mov Cap -2 Maneuver 447 448 - 453 449 - - - Stage 1 733 685 736 686 Stage 2 727 685 735 685 Approach EB WB NB SB HCM Control Delay, s 13.2 10.6 0.2 0 HCM LOS B B Minor Lane/Major Mvmt_ NBL NBT NBR EBLn1WBLnl SBL SBT SBR Capacity (vehih) 1296 447 647 1309 - HCM Lane VIC Ratio 0.004 0.015 0.012 0.001 HCM Control Delay (s) 7.8 13.2 40.6 7.8 HCM Lane LOS A B B A - HCM 95th %tile Q(veh) 0 0 0 0 CivTech Synchro 9 Report 03/0612017 Page 2 2023 Total AM Copperwynd Resort 3: Eagle Ridge Dr & Summit Dr South HCM 2010 TWSC Intersection Int Delay, slveh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 281 1� 540 257 T - - - - - 4 281 - +14 259 Traffic Vol, vehlh 0 253 0 1 231 0 1 0 0 19 0 0 Future Vol, vehlh 0 253 0 1 231 0 1 0 0 19 0 0 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None 678 - None - - None Storage Length 100 - 694 - 726 678 - _ _ Veh in Median Storage, # - 0 Mov Cap -1 Maneuver 0 - - 0 - - 0 782 Grade, % - 0 453 449 0 - 449 0 - - - 0 726 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 281 0 1 257 0 1 0 0 21 0 0 Major/Minor Ma'or1 Ma'or2 Minorl - 453 HCM Lane V/C Ratio Minor2 - 0.001 Conflicting Row All 257 0 0 281 0 0 540 540 281 540 540 257 Stage 1 - - - - - 281 281 - 259 259 - Stage 2 - - 259 259 - 281 289 - Critical Hdwy 4.12 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - 6.12 5.52 6.12 5.52 - Critical Hdwy Stg 2 - - - - - 6.12 5.52 6.12 5.52 - Follow-up Hdwy 2.218 2.218 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap -1 Maneuver 1308 1282 - - 453 449 758 453 449 782 Stage - - 726 678 - 746 694 - Stage 2 - - - - 746 694 - 726 678 - Platoon blocked, % _ Mov Cap -1 Maneuver 1308 1282 - - 453 449 758 453 449 782 Mov Cap -2 Maneuver - - 453 449 - 453 449 - Stage 1 - - - - 726 678 - 746 693 - Stage 2 745 693 726 678 - Approach EB WB NB SB HCM Control Delay, s 0 0 13 13.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (vehlh) 453 1308 1282 - 453 HCM Lane V/C Ratio 0.002 - 0.001 - 0.047 HCM Control Delay (s) 13 0 - 7.8 13.3 HCM Lane LOS B A - A B HCM 95th %tile p(veh) 0 0 0 0.1 CivTech Synchro 9 Report 0310612017 Page 3 2023 Total AM Copperwynd Resort 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 AWSC Intersection Intersection Delay, slveh 101.7 Intersection LOS F Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Lane Configurations T I T, *Tt r Traffic Vol, vehlh 0 74 21 154 0 42 19 26 0 142 322 6 Future Vol, vehlh 0 74 21 154 0 42 19 26 0 142 322 6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 82 23 171 0 47 21 29 0 158 358 7 Number of Lanes 0 1 1 0 0 1 1 0 0 0 2 1 Approach EB WB NS Opposing Approach WB EB SI3 Opposing Lanes 2 2 3 Conflicting Approach Left SB NB EB Conflicting Lanes Left 3 3 2 Conflicting Approach Right NB SB WB Conflicting Lanes Right 3 3 2 HCM Control Delay 18.3 14.8 25.8 HCM LOS C B D Lane N6Ln1 N8Ln2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 BBLn2 5BLn3 Vol Left, % 57% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 43% 100% 0% 0% 12% 0% 42% 0% 100% 82% Vol Right, % 0% 0% 100% 0% 88% 0% 58% 0% 0% 18% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 249 215 6 74 175 42 45 9 599 367 LT Vol 142 0 0 74 0 42 0 9 0 0 Through Vol 107 215 0 0 21 0 19 0 599 300 RT Vol 0 0 6 0 154 0 26 0 0 67 Lane Flow Rate 277 239 7 82 194 47 50 10 666 407 Geometry Grp 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 0.672 0.56 0.014 0.221 0.462 0.134 0.132 0.023 1.468 0.883 Departure Headway (Hd) 9.283 8.99 8.27 10.196 9.063 10.981 10.055 8.448 7.936 7.805 Convergence, YIN Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 391 403 435 354 401 329 359 424 459 464 Service Time 6.983 6.69 5.97 7.896 6.763 8.681 7.755 6.198 5.685 5.554 HCM Lane VIC Ratio 0.708 0.593 0.016 0.232 0.484 0.143 0.139 0.024 1.451 0.877 HCM Control Delay 29 22.5 11.1 15.8 19.3 15.4 14.3 11.4 243.9 46 HCM Lane LOS D C B C C C B B F E HCM 95th -tile Q 4.7 3.3 0 0.8 2.4 0.5 0.5 0.1 33.7 9.4 CivTech Synchro 9 Report 0310612017 Page 4 2023 Total AM Copperwynd Resort 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 AWSC Intersection Intersection Delay, slveh Intersection LOS Movement SBU SBL SBT SBR Lan4onfig u rations +'+ Traffic Vol. vehlh 0 9 899 67 Future Vol, vehlh 0 9 899 67 Peak Hour Factor 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 0 10 999 74 Number of Lanes 0 1 2 0 Approach SB Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 2 Conflicting Approach Right EB Conflicting Lanes Right 2 HCM Control Delay 167.3 HCM LOS F CivTech Synchro 9 Report 03/06/2017 Page 5 2023 Total AM with a Signal (No EB RT Lane) Copperwynd Resort 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 Signalized Intersection Summary Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ Vi T tt r I tT Traffic Volume (vehlh) 74 21 154 42 19 26 142 322 6 9 899 67 Future Volume (vehlh) 74 21 154 42 19 26 142 322 6 9 899 67 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, vehlh 82 23 971 47 21 29 158 358 7 10 999 74 Adj No. of Lanes 1 1 0 1 1 0 1 2 1 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 378 39 288 248 144 199 201 1776 795 18 1333 99 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0,20 0.11 0.50 0.50 0.01 0.40 0.40 Sat Flow, vehlh 1349 191 1421 1184 710 980 1774 3539 1583 1774 3341 247 Grp Volume(v), vehlh 82 0 194 47 0 50 158 358 7 10 529 544 Grp Sat Flow(s),vehlhlln 1349 0 1612 1184 0 1690 1774 1770 1583 1774 1770 1819 Q Serve(g_s) s 2.8 0.0 5.7 2.0 0.0 1.3 4.6 3.0 0.1 0.3 13.5 13.5 Cycle Q Clear(g_c), s 4.1 0.0 5.7 7.7 0.0 1.3 4.6 3.0 0.1 0.3 13.5 13.5 Prop In Lane 1.00 0.88 1,00 0.58 1.00 1.00 1.00 0.14 Lane Grp Cap(c), vehlh 378 0 327 248 0 343 201 1776 795 18 706 726 VIC Ratio(X) 0.22 0.00 0.59 0.19 0.00 0.15 0.79 0.20 0.01 0.55 0.75 0.75 Avail Cap(c_a), vehlh 514 0 490 368 0 514 270 1776 795 135 706 726 HCM Platoon Ratio 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 Uniform Delay (d), slveh 18.9 0.0 19.0 22.5 0.0 172 22.7 7.3 6.6 25.9 13.6 13.6 Incr Delay (d2), slveh 0.3 0.0 1.7 0.4 0.0 0.2 10.4 0.3 0.0 22.9 7.2 7.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/wile BackOfQ(50%),vehlln 1.1 0.0 2.7 0.7 0.0 0.6 2.8 1.5 0.1 0.3 7.9 8.1 LnGrp Delay(d),slveh 19.2 0.0 20.7 22.9 0.0 17,4 33.1 7.5 6.6 48.8 20.7 20.6 LnGrp LOS B C C B C A A D C C Approach Vol, vehlh 276 97 523 1083 Approach Delay, slveh 20.3 20.1 15.3 20.9 Approach LOS C C B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.5 31.4 15.7 11.0 26.0 15.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 25,0 16.0 8.0 21.0 16.0 Max Q Clear Time (g_c+I1), s 2.3 5.0 7.7 6.6 15.5 9.7 Green Ext Time (p -c), s 0.0 9.8 1.2 0.1 3,9 1.0 Intersection Summary HCM 2010 Ctrl Delay 19.3 HCM 2010 LOS B CivTech Synchro 9 Report 0310612017 Page 1 2023 Total AM with a Signal (No EB RT Lane) Copperwynd Resort 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd Timing Report, Sorted By Phase Phase Number 1 2 4 5 6 8 Movement SBL NBT EBTL NBL SBT WBTL Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize Yes Yes Yes Yes Recall Mode None Max None None Max None Maximum Split (s) 9 30 21 13 26 21 Maximum Split (%) 15.0% 50.0% 35.0% 21.7% 43.3% 35.0% Minimum Split (s) 9 21 21 9 21 21 Yellow Time (s) 4 4 4 4 4 4 All -Red Time (s) 1 1 1 1 1 1 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 5 5 5 5 Flash Dont Walk (s) 11 11 11 11 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 0 9 39 0 13 39 End Time (s) 9 39 0 13 39 0 Yield/Force Off (s) 4 34 55 8 34 55 Yield/Force Off 170(s) 4 23 44 8 23 44 Local Start Time (s) 47 56 26 47 0 26 Local Yield (s) 51 21 42 55 21 42 Local Yield 170(s) 51 10 31 55 10 31 Intersection Summary Cycle Length 60 Control Type Semi Act-Uncoord Natural Cycle 60 Splits and Phases: 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd } \001 I d2 —0'04 435 *06 438 CivTech Synchro 9 Report 03106/2017 Page 2 2023 Total AM with a Signal (With EB RT Lane) Copperwynd Resort 4. Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 Signalized Intersection Summary Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I t r T+ tt r 1 0 Traffic Volume (veh/h) 74 21 154 42 19 26 142 322 6 9 899 67 Future Volume (veh/h) 74 21 154 42 19 26 142 322 6 9 899 67 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial 0 (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 82 23 171 47 21 29 158 358 7 10 999 74 Adj No. of Lanes 1 1 1 1 1 0 1 2 1 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 327 299 254 323 114 157 202 1B64 834 18 1415 105 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.11 0.53 0.53 0.01 0.42 0.42 Sat Flow, veh/h 1349 1863 1583 1184 710 980 1774 3539 1583 1774 3341 247 Grp Volume(v), veh/h 82 23 171 47 0 50 158 358 7 10 529 544 Grp Sat Flow(s),veh/hlln 1349 1863 1583 1184 0 1690 1774 1770 1583 1774 4770 1819 Q Serve(g_s), s 2.8 0.5 5.0 1.7 0.0 1.3 4.3 2.6 0.1 0.3 12.2 12.2 Cycle Q Clear(g_c), s 4.0 0.5 5.0 2.3 0.0 1,3 4.3 2.6 0.1 0.3 12.2 12.2 Prop In Lane 1.00 1.00 1.00 0.58 1.00 1.00 1.00 0 14 Lane Grp Cap(c), veh/h 327 299 254 323 0 271 202 1864 834 18 749 770 V/C Ratio(X) 0.25 0.08 0.67 0.15 0.00 0.18 0.78 0.19 0.01 0.54 0.71 0.71 Avail Cap(c_a), veh/h 546 601 511 515 0 545 286 1864 834 143 749 770 HCM Platoon Ratio 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.8 17.7 19.6 18.7 0.0 18.0 21.4 6.2 5.6 24.4 11.8 11.8 Incr Delay (d2), s/veh 0.4 0.1 3.1 0.2 0.0 0.3 8.8 0.2 0.0 22.6 5.5 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile Back0fQ(50%),vehfin 1.1 0.3 2.4 0.6 0.0 0.6 2.6 1.4 0.0 0.2 7.0 7.2 LnGrp Delay(d),slveh 20.2 17.8 22.7 18.9 0.0 18.3 30.2 6.4 5.6 47.0 17.3 17.2 LnGrp LOS C B C B B C A A D 8 B Approach Vol, veh/h 276 97 523 1083 Approach Delay, slveh 21.5 18.6 13.6 17.5 Approach LOS C B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.5 31.1 13.0 10.6 26.0 13.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 25,0 16.0 8.0 21.0 16.0 Max Q Clear Time (g_c+I1), s 2.3 4.6 7.0 6.3 14.2 4.3 Green Ext Time (p -c), s 0.0 9.9 1.0 0.1 4.6 1.1 Intersection Summary HCM 2010 Ctrl Delay 17.1 F HCM 2010 LOS B CivTech Synchro 9 Report 03106/2017 Page 1 2023 Total AM with a Signal (With EB RT Lane) Copperwynd Resort 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd Timing Report, Sorted By Phase Phase Number 1 2 4 5 6 8 Movement SBL NBT EBTL NBL SBT WBTL Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize Yes Yes Yes Yes Recall Mode None Max None None Max None Maximum Split (s) 9 30 21 13 26 21 Maximum Split (%) 15.0% 50.0% 35.0% 21.7% 43.3% 35.0% Minimum Split (s) 9 21 21 9 21 21 Yellow Time (s) 4 4 4 4 4 4 All -Red Time (s) 1 1 1 1 1 1 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 5 5 5 5 Flash Donk Walk (s) 11 11 11 11 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 0 9 39 0 13 39 End Time (s) 9 39 0 13 39 0 Yield/Force Off (s) 4 34 55 8 34 55 Yield/Force Off 170(s) 4 23 44 8 23 44 Local Start Time (s) 47 56 26 47 0 26 Local Yield (s) 51 21 42 55 21 42 Local Yield 170(x) 51 10 31 55 10 31 Intersection Summary Cycle Length 60 Control Type Semi Act-Uncoord Natural Cycle 60 Splits and Phases: 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd 1*01 tat "004 05 �8 i 06 CivTech Synchro 9 Report 0310612017 Page 2 2023 Total AM Copperwynd Resort 5: Shea Blvd & Palisades Blvd HCM 2010 Signalized Intersection Summary � � � I \1' � '/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT S8R Lane Configurations �) +ft r ) ttt r 4 t rr Traffic Volume (vehlh) 360 514 8 1 1138 99 14 12 14 161 5 990 Future Volume (vehlh) 360 514 8 1 1138 99 14 12 14 161 5 990 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, vehlh 400 571 9 1 1264 110 16 13 16 179 6 1100 Adj No. of Lanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %p 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 478 2426 755 2 1726 608 26 228 281 554 613 1304 Arrive On Green 0.14 0.48 0.48 0.00 0.34 0.34 0.01 0.30 0.30 0.04 0.33 0.33 Sat Flow,. vehlh 3442 5085 1583 1774 5085 1583 1774 761 937 1774 1863 2787 Grp Volume(v), vehlh 400 571 9 1 1264 110 16 0 29 179 6 1100 Grp Sat Flow(s),vehlhlln1721 1695 1583 1774 1695 1583 1774 0 1697 1774 1863 1393 Q Serve(g_s), s 10.2 6.0 0.3 0.1 19.7 4.1 0.8 0.0 1.1 4,0 0.2 29.6 Cycle Q Clear(g_c), s 10.2 6.0 0.3 0.1 19.7 4.1 0.8 0.0 1.1 4.0 0.2 29.6 Prop In Lane 1.00 1.00 1.00 1.00 1,00 0.55 1.00 1.00 Lane Grp Cap(c), veh/h 478 2426 755 2 1726 608 26 0 508 554 613 1304 VIC Ratio(X) 0.84 0.24 0.01 0.51 0.73 0.18 0.62 0.00 0.06 0.32 0.01 0.84 Avail Cap(c_a), vehlh 535 2426 755 118 1921 669 118 0 508 554 613 1304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(]) 1,00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1,00 1.00 Uniform Delay (d), slveh 37.8 13.9 12.4 44.9 26.1 18,4 44.1 0.0 22.5 21.7 20.3 21.0 Incr Delay (d2), slveh 10.3 0.0 0.0 128.6 1.3 0.1 21.3 0.0 0.2 0.3 0.0 6.8 Initial Q Delay(d3),slveh 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %pile BackOfQ(50%),vehllr5.5 2.8 0.1 0.1 9.3 1.8 0.5 0.0 0.5 1.4 0.1 13.1 LnGrp Delay(d),slveh 48.0 13.9 12.4 173.5 27.4 18.5 65.4 0.0 22.7 22.0 20.3 27.8 LnGrp LOS D B B F C 8 E C C C C Approach Vol, vehlh 980 1375 45 1285 Approach Delay, slveh 27.8 26.8 37.9 27.0 Approach LOS C C D C 'dimer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s8.0 31.0 41 46.9 5.3 33.6 16.5 34.6 Change Period (Y+Rc), s 4.0 4,0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmaxj,.R 22,0 6.0 42.0 6.0 20.0 14.0 34.0 Max Q Clear Time (g_c+115,0; 3.1 2.1 8.0 2.8 31.6 12.2 21.7 Green Ext Time (p -c), s 0.0 5.3 0.0 18.8 0.0 0.0 0.3 8.9 Intersection Summary HCM 2010 Ctrl Delay 27.3 HCM 2010 LOS C CivTech Synehro 9 Report 03106/2017 Page 6 2023 Total AM Copperwynd Resort 6: Eagle Ridge Dr & Driveway A HCM 2010 TWSC Intersection Int Delay, slveh 1.6 WBR NBT NBR Lane Configurations Y 1320 - T+ - 0.109 HCM Control Delay (s) Traffic Vol, vehlh 63 0 104 117 0 157 Future Vol, vehlh 63 0 104 117 0 157 Conflicting Peds. #1hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 80 _ Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 70 0 116 130 0 174 Major/Minor Minorl Majorl Major2 Conflicting Flow All 355 189 0 0 246 0 Stage 1 181 - - - _ _ Stage 2 174 - _ Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - - _ Critical Hdwy Stg 2 5.42 - _ _ Fallow -up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 643 862 - - 1320 Stage 1 850 - _ _ Stage 2 856 - _ _ Platoon blocked, % Mov Cap -1 Maneuver 643 862 - - 1320 - Mov Cap -2 Maneuver 643 - _ Stage 1 850 - - Stage 2 856 - Approach WB NBSB HCM Control Delay, s 11.3 0 0 HCM LOS B inor LanefMajor Mvmt NBT NBRWBLn1 SBL SBT Capacity (vehlh) - 643 1320 - HCM Lane VIC Ratio - 0.109 - HCM Control Delay (s) - 11.3 0 - HCM Lane LOS - B A HCM 95th °/stile Q(veh) 0.4 0 CiJech Synchro 9 Report 0 310 612 0 1 7 Page 7 2023 Total AM Copperwynd Resort 7: Copperwynd Dr & DrivewaX B HCM 2010 TWSC Intersection Int Delay, slveh 4.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4T T Y Traffic Vol, vehlh 20 5 12 0 0 9 Future Vol, vehlh 20 5 12 0 0 9 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 22 6 13 0 0 10 tole orlMinor Ma ort Ma or2 Minor2 Conflicting Flow All 13 0 0 63 13 Stage 1 - - - 13 - Stage 2 - - 50 - Critical Hdwy 4.12 - 6.42 622 Critical Hdwy Stg 1 - 5.42 - Critical Hdwy Stg 2 - 5.42 - Follow-up Hdwy 2.218 3.518 3.318 Pot Cap -1 Maneuver 1606 - - 943 1067 Stage 1 - - 1010 - Stage 2 - - 972 - Platoon blocked, % Mov Cap -1 Maneuver 1606 - - 930 1067 Mov Cap -2 Maneuver - 930 - Stage 1 - - 1010 Stage 2 958 Approach EB WB SB HCM Control Delay, s 5.8 0 8.4 HCM LOS A Minor LanelMajor Mvmt EBL EBT WBT WBR SBLn1 Capacity (vehlh) 1606 - 1067 HCM Lane VIC Ratio 0.014 - 0.009 HCM Control Delay (s) 7.3 0 - 8.4 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0 CivTech Synchro 9 Report 03106/2017 Page 8 2023 Total PM Copperwynd Resort 1: Ea le Ridge Dr & Copperwynd Dr HCM 2010 TWSC Intersection Int Delay, slveh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y HCM Lane LOS T A - HCM 95th %tile Q(veh) - 0.2 Traffic Vol, vehlh 25 8 264 26 5 239 Future Vol, vehlh 25 8 264 26 5 239 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 110 _ Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 _ 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 28 9 293 29 6 266 Major/Minor Minor! Major1 Maior2 Conflicting Flow All 585 308 0 0 322 0 Stage 1 308 - - - - - Stage 2 277 - _ Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5,42 - - - Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap -1 Maneuver 473 732 1238 - Stage 1 745 - _ Stage 2 770 - - _ _ Platoon blocked, % Mov Cap -1 Maneuver 471 732 1238 - Mov Cap -2 Maneuver 471 - _ _ Stage 1 745 Stage 2 766 Approach WB NB SB HCM Control Delay, s 12.5 0 0.2 HCM LOS B Minor Lane/Major Mvmt NST NBRWBLn1 SBL SBT Capacity (vehlh) - 516 1238 HCM Lane VIC Ratio - 0.071 0.004 HCM Control Delay (s) - 12.5 7.9 HCM Lane LOS - B A - HCM 95th %tile Q(veh) - 0.2 0 CivTech Synchro 9 Report 03106/2017 Page 1 2023 Total PM Copperwynd Resort 2: Eagle Ridge Dr & Cloud Crest Dr/Summit Dr North HCM 2010 TWSC Intersection Int Delay, slveh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 633 *4 299 0 0 326 0 0 *T* 298 298 T, 334 I T - - - Traffic Vol, vehlh 4 0 0 0 0 4 4 292 1 0 267 2 Future Vol, vehlh 4 0 0 0 0 4 4 292 1 0 267 2 Conflicting Peds, #1hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - 1234 - - None - 667 None - 643 None - _ None Storage Length - - 711 666 - - 125 Platoon blocked, % 915 Veh in Median Storage, ## - 0 - 0 397 - 0 396 - 0 1234 - Grade, % - 0 - - 0 - - 0 Stage 1 - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 0 0 0 4 4 324 1 0 297 2 Major/Minor Mlnor2 389 716 Minorl HCM Lane VIC Ratio 0.004 - Ma`or1 Ma'or2 Conflicting Flow All 634 632 298 632 633 325 299 0 0 326 0 0 Stage 1 298 298 - 334 334 - - - - _ _ _ Stage 2 336 334 - 298 299 - - _ _ Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - _ Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - _ Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 Pot Cap -1 Maneuver 392 398 741 393 397 716 1262 - 1234 - - Stage1 711 667 - 680 643 - - _ Stage 2 678 643 - 711 666 - - - Platoon blocked, % Mov Cap -1 Maneuver 389 397 741 392 396 716 1262 - 1234 - Mov Cap -2 Maneuver 389 397 - 392 396 - - _ _ Stage 1 709 667 - 678 641 Stage 2 672 641 - 711 666 Approach EB WB NB SB HCM Control Delay, s 14.4 10.1 0.1 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR Capacity (vehlh) 1262 - 389 716 1234 - HCM Lane VIC Ratio 0.004 - 0.011 0.006 - - HCM Control Delay (s) 7.9 - - 14.4 10.1 0 HCM Lane LOS A - B B A HCM 95th %tile Q(veh) 0 - 0 0 0 - CivTech Synchro 9 Report 03/0612017 Page 2 2023 Total PM Copperwynd Resort 3: Eagle Ridge Dr & Summit Dr South HCM 2010 TWSC Intersection Ma'or1 Ma'or2 Minorl HCM Lane VIC Ratio 0,002 Minor2 - - 0.057 HCM Control Delay (s) Conflicting Flow Ali 353 0 0 _ _ 14.8 - 0 654 Int Delay, slveh 0.5 312 653 653 339 Stage 1 - - - - 314 314 - 339 339 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 6.52 1� 7.12 6.52 T Critical Hdwy Stg 1 - - 4 6.12 5.52 +T+ 6.12 Traffic Vol, vehlh 1 280 1 0 293 25 0 0 1 19 0 1 Future Vol, veh/h 1 280 1 0 293 25 0 0 1 19 0 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None Mov Cap -1 Maneuver - None - 380 None 379 387 None Storage Length 100 379 380 - 379 387 - _ - - - 696 Veh in Median Storage, # - 0 640 - 0 - - 0 - - 0 - Grade, % - 0 WB NB 0 - SB 0 HCM Control Delay, s 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 311 1 0 326 28 0 0 1 21 0 1 Major/Minor Ma'or1 Ma'or2 Minorl HCM Lane VIC Ratio 0,002 Minor2 - - 0.057 HCM Control Delay (s) Conflicting Flow Ali 353 0 0 _ _ 14.8 - 0 654 667 312 653 653 339 Stage 1 - - - - 314 314 - 339 339 - Stage 2 - - 340 353 - 314 314 - Critical Hdwy 4.12 - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap -1 Maneuver 1206 - - 0 - 380 380 728 380 387 703 Stage - 0 - 697 656 - 676 640 - Stage 2 - - 0 - 675 631 - 697 656 - Platoon blocked, % - Mov Cap -1 Maneuver 1206 - - - 379 380 728 379 387 703 Mau Cap -2 Maneuver - - 379 380 - 379 387 - Stage 1 - - - 696 655 - 675 640 Stage 2 - 674 631 - 695 655 Approach EB WB NB SB HCM Control Delay, s 0 0 10 14.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBT WBR SBLn1 Capacity (veh/h) 728 1206 - - - - 388 HCM Lane VIC Ratio 0,002 0,001 - - - - 0.057 HCM Control Delay (s) 10 8 - _ _ _ 14.8 HCM Lane LOS B A - - - B HCM 95th %tile Q(veh) 0 0 - - - - 0.2 CivTech Synchro 9 Report 03/06/2017 Page 3 2023 Total PM Copperwynd Resort 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 AWSC Intersection Intersection Delay, slveh 100.3 Intersection LOS F Movement EBU EBL EBT EBR WBU WSI_ WBT WBR NBU NBL NBT NBR Lane Configurations T T. *T+ r Traffic Vol, vehlh 0 107 32 145 0 24 30 19 0 192 795 43 Future Vol, vehlh 0 107 32 145 0 24 30 19 0 192 795 43 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 119 36 161 0 27 33 21 0 213 883 48 Number of Lanes 0 1 1 0 0 1 1 0 0 0 2 1 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 2 2 3 Conflicting Approach Left SB NB EB Conflicting Lanes Left 3 3 2 Conflicting Approach Right NB SB WB Conflicting Lanes Right 3 3 2 HCM Control Delay 20 15.4 162.6 HCM LOS C C F Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 42% 0% 0% 100% 0% 100% 0%n 100% D% 0% Vol Thru, % 58%v 100% 0% 0% 18% 0% 61% 0%4 100% 70% Vol Right, % 0% 0% 100% 0% 82% 0% 39% 0% 0% 30% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 457 530 43 107 177 24 49 14 296 210 LT Vol 192 0 0 107 0 24 0 14 0 0 Through Vol 265 530 0 0 32 0 30 0 296 148 RT Vol 0 0 43 0 145 0 19 0 0 62 Lane Flow Rate 508 589 48 119 197 27 54 16 329 233 Geometry Grp 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 1.198 9.353 0.1 0.333 0.493 0.082 0.156 0.04 0.804 0.557 Departure Headway (Hd) 8.49 8.274 7.555 10.556 9.468 11.577 10.787 9.815 9.301 9.088 Convergence, YIN Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 432 442 474 342 383 311 334 367 391 399 Service Time 6.237 6.021 5.301 8.256 7.168 9.277 8.487 7.515 7.001 6.788 HCM Lane VIC Ratio 1.176 1.333 0.101 0.348 0.514 0.087 0.162 0.044 0.841 0.584 HCM Control Delay 136.9 197.1 11.1 18.4 21 15.3 15.5 12.9 40.8 22.6 HCM Lane LOS F F B C C C C B E C HCM 95th -tile Q 19.9 27.2 0.3 1.4 2.6 0.3 0.5 0.1 7.1 3.3 CivTech Synchro 9 Report 03/06/2017 Page 4 2023 Total PM Copperwynd Resort 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 AWSC Intersection Intersection Delay, slveh Intersection LOS Movement SBU SBL SBT SBR Lan4onfigurations +T Traffic Vol, vehlh 0 14 444 62 Future Vol, vehlh 0 14 444 62 Peak Hour Factor 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 0 16 493 69 Number of Lanes 0 1 2 0 Approach SB Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 2 Conflicting Approach Right EB Conflicting Lanes Right 2 HCM Control Delay 32.7 HCM LOS D CivTech Synchro 9 Report 0310612017 Page 5 2023 Total PM with Signal (No EB RT Lane) Copperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 Signalized Intersection Summary CivTech Synchro 9 Report 0310612017 Page 1 --I, oe *-- t ,41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ Vi T Vi ++ IN I tT+ Traffic Volume (vehlh) 107 32 145 24 30 19 192 795 43 14 444 62 Future Volume (vehlh) 107 32 145 24 30 19 192 795 43 14 444 62 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, vehlh 119 36 161 27 33 21 213 883 48 16 493 69 Adj No. of Lanes 1 1 0 1 1 0 1 2 1 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 369 58 259 241 207 132 270 1747 782 28 1115 155 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.15 0.49 0.49 0.02 0.36 0.36 Sat Flow, vehlh 1345 297 1330 1181 1065 678 1774 3539 1583 1774 3121 435 Grp Volume(v), vehlh 119 0 197 27 0 54 213 883 48 16 279 283 Grp Sat Flow(s),vehlhlln 1345 0 1628 1181 0 1743 1774 1770 1583 1774 1770 1786 0 Serve(g_s), s 4.1 0.0 5.6 1.1 0,0 1.3 5.9 8.5 0.8 0.5 6.1 6.1 Cycle Q Clear(g_c), s 5.4 0.0 5.6 6.7 0,0 1.3 5.9 8.5 0.8 0.5 6.1 6.1 Prop In Lane 1.00 0.82 1,00 0.39 1.00 1.00 1A0 0.24 Lane Grp Cap(c), vehlh 369 0 316 241 0 339 270 1747 782 28 632 638 VIC Ratio(X) 0.32 0,00 0.62 0.11 0.00 0.16 0.79 0.51 0,06 0.57 044 0.44 Avail Cap(c_a), vehlh 532 0 514 384 0 551 455 1747 782 140 632 638 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), siveh 19.2 0.0 18.7 21.8 0.0 17.0 20.7 8.7 6.7 24.7 12.4 12.4 Incr Delay (d2), siveh 0.5 0.0 2.0 0.2 0.0 02 5,1 1.0 0.2 16.6 2.2 2.2 Initial Q Delay(d3),slveh OA 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlin 1.6 0.0 2.7 0.4 0.0 0.7 3.2 4.3 0.4 0.3 3.3 3.4 LnGrp Delay(d),slveh 19.7 0.0 20.7 22.0 0.0 172 25.8 9.7 6.8 41.3 14.6 14.7 LnGrp LOS B C C B C A A D B B Approach Vol, vehlh 316 81 1144 578 Approach Delay, siveh 20.3 18.8 12.6 15.4 Approach LOS C B B B Timer _ 1 2 3 4 a 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.8 30.0 14.8 12.7 23.1 14.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 25.0 16.0 13.0 16.0 16.0 Max Q Clear Time (g -c+11), s 2.5 10.5 7.6 7.9 8.1 8.7 Green Ext Time (p -c), s 0.0 8.3 1.3 0.3 5.3 1.2 Intersection Summary HCM 2010 Ctrl Delay 14.7 HCM 2010 LOS B CivTech Synchro 9 Report 0310612017 Page 1 2023 Total PM with Signal (No EB RT Lane) Gopperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd Timing Report, Sorted By Phase Phase Number 1 2 4 5 6 8 Movement SBL NBT EBTL NBL SBT WBTL Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize Yes Yes Yes Yes Recall Mode None Max None None Max None Maximum Split (s) 9 30 21 18 21 21 Maximum Split (%) 15.0°/% 50.0% 35.0% 30.0% 35.0% 35.0% Minimum Split (s) 9 21 21 9 21 21 Yellow Time (s) 4 4 4 4 4 4 All -Red Time (s) 1 1 1 1 1 1 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 5 5 5 5 Flash Dont Walk (s) 11 11 11 11 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 0 9 39 0 18 39 End Time (s) 9 39 0 18 39 0 Yield/Force Off (s) 4 34 55 13 34 55 YieldlForce Off 170(s) 4 23 44 13 23 44 Local Start Time (s) 42 51 21 42 0 21 Local Yield (s) 46 16 37 55 16 37 Local Yield 170(s) 46 5 26 55 5 26 Intersection Summary Cycle Length 60 Control Type Semi Act-Uncoord Natural Cycle 55 Splits and Phases: 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd \41€ f --PO4 05 7136 08 CivTech Synchro 9 Report 03/0612017 Page 2 2023 Total PM with Signal (WITH EB RT Lane) Copperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 Signalized Intersection Summary � -10. f- � � i Movement EBI. EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r Vi T tt r 0 Traffic Volume (vehlh) 107 32 145 24 30 19 192 795 43 14 444 62 Future Volume (vehlh) 107 32 145 24 30 19 192 795 43 14 444 62 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, vehlh 119 36 161 27 33 21 213 883 48 16 493 69 Adj No. of Lanes 1 1 1 1 1 0 1 2 1 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh1h 340 317 270 328 181 115 271 1800 805 28 1160 162 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.15 0.51 0.51 0.02 0.37 0.37 Sat Flow, vehlh 1345 1863 1583 1181 1065 678 1774 3539 1583 1774 3121 435 Grp Volume(v), vehlh 119 36 161 27 0 54 213 883 48 16 279 283 Grp Sat Flow(s),vehlhlln 1345 1863 1583 1181 0 1743 1774 1770 1583 1774 1770 1786 Q Serve(g_s), s 4,1 0.8 4.6 1.0 0.0 1.3 5.7 8.0 0.8 0.4 5.8 5.8 Cycle Q Clear(g_c), s 5.4 0.8 4.6 1.8 0.0 1.3 5.7 8.0 0.8 0.4 5.8 5.8 Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 0.24 Lane Grp Cap(c),vehlh 340 317 270 328 0 297 271 1800 805 28 658 664 VIC Ratio(X) 0.35 0.11 0.60 0.08 0.00 0.18 0.78 0.49 0.06 0.56 0.42 0.43 Avail Cap(c_a), vehlh 548 606 515 512 0 567 469 1800 805 144 658 664 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d). slveh 19.8 17.3 18.8 18.0 0.0 17.5 20.0 7.9 6.1 240 11.5 11.5 Incr Delay (d2), slveh 0.6 0.2 2.1 0.1 0.0 0.3 5.0 1.0 0.1 16.4 2.0 2.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 We BackOfQ(50%),vehlln 1.6 0.4 2.2 0.3 0.0 0.7 3.2 4.0 0.4 0.3 3.2 3.2 LnGrp Delay(d),slveh 20.4 17.4 21.0 18.1 0.0 17.8 25.0 8.9 6.3 40.4 13.5 13.5 LnGrp LOS C B C B B C A A D B B Approach Vol, vehlh 316 81 1144 578 Approach Delay, slveh 20.3 17.9 11.8 14.3 Approach LOS C B B B Timer _ 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.8 30.0 13.4 12.5 23.3 13.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 25.0 16.0 13.0 16.0 16.0 Max Q Clear Time (g_c+11), s 2.4 10.0 7.4 7.7 7.8 3.8 Green Ext Time (p -c), s 0.0 8.5 1.0 0.3 5.5 1.2 Intersection Summary HCM 2010 Ctrl Delay 14.0 HCM 2010 LOS B CivTech Synchro 9 Report 0310612017 Page 1 2023 Total PM with Signal (WITH EB RT Lane) Copperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd Timing Report, Sorted By Phase Phase Number 1 2 4 5 6 8 Movement SBL NBT EBTL NBL SBT WBTL Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize Yes Yes Yes Yes Recall Mode None Max None None Max None Maximum Split (s) 9 30 21 18 21 21 Maximum Split (%) 15.0%n 50.0% 35.0% 30.0% 35.0% 35.0% Minimum Split (s) 9 21 21 9 21 21 Yellow Time (s) 4 4 4 4 4 4 All -Red Time (s) 1 1 1 1 1 1 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 5 5 5 5 Flash Dont Walk (s) 11 11 11 11 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 0 9 39 0 18 39 End Time (s) 9 39 0 18 39 0 Yield/Force Off (s) 4 34 55 13 34 55 Yield/Force Off 170(s) 4 23 44 13 23 44 Local Start Time (s) 42 51 21 42 0 21 Local Yield (s) 46 16 37 55 16 37 Local Yield 170(s) 46 5 26 55 5 26 Intersection Summary Cycle Length 60 Control Type Semi Act-Uncoord Natural Cycle 55 Splits and Phases: 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd \0fl1 t02 4 I #— 05 To S8 CivTech Synchro 9 Report 03/06/2017 Page 2 2023 Total PM Copperwynd Resort 5: Shea Blvd & Palisades Blvd HCM 2010 Signalized Intersection Summary Movement EBL EBT EBR VVBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 +tt if ) ttf if T 1 t rr Traffic Volume (vehlh) 912 1493 18 5 716 151 24 4 4 117 8 477 Future Volume (vehlh) 912 1493 18 5 716 151 24 4 4 117 8 477 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, vehlh 1013 1659 20 6 796 168 27 4 4 130 9 530 Adj No. of Lanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh1h 841 2441 760 11 1230 453 39 249 249 563 585 1557 Arrive On Green 0.24 0.48 0.48 0.01 0.24 0.24 0.02 0.29 0,29 0.04 0.31 0.31 Sat Flow, vehlh 3442 5085 1583 1774 5085 1583 1774 856 856 1774 1863 2787 Grp Volume(v), vehlh 1013 1659 20 6 796 168 27 0 8 130 9 530 Grp Sat Flow(s),vehlhlln1721 1695 1583 1774 1695 1583 1774 0 1712 1774 1863 1393 Q Serve(g-s), s 22.0 22.7 0.6 0.3 12.7 7.6 1.4 0.0 0.3 4.0 0.3 9.3 Cycle Q Ciear(g_c), s 22.0 227 0.6 0.3 12.7 7.6 1,4 0.0 0.3 4.0 0.3 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 1.00 Lane Grp Cap(c),vehlh 841 2441 760 11 1230 453 39 0 499 563 585 1557 VIC Ratio(X) 1.20 0.68 0.03 0.55 0.65 0.37 0.70 0.00 0.02 0.23 0.02 0.34 Avail Cap(c_a), vehlh 841 2441 760 296 1808 633 79 0 499 563 585 1557 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.0 18.1 12.3 44.6 30.7 25.6 43.7 0.0 22.7 21.4 21.3 10.8 Incr Delay (d2), slveh 103.1 0.8 0.0 36.2 0.6 0.5 20,2 0.0 0.1 0.2 0.0 0.6 Initial Q Delay(0),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/22.4 10.6 0.3 0.3 6.0 3.4 0.9 0.0 0.2 0.4 0.2 3.7 LnGrp Deiay(d),slveh 137.1 18.8 12.3 80.8 31.2 26.1 63.9 0.0 22.8 21.6 21.3 11.4 LnGrp LOS F B B F C C E C C C B Approach Vol, vehlh 2692 970 35 669 Approach Delay, slveh 63.3 30.7 54.5 13.5 Approach LOS E C D B Timer 1 2 3 4 5 6_ 7 8 Assigned Phs 1 2 3 4 5 6 7 8 ' Phs Duration (G+Y+Rc), s8.0 30.2 4.6 47.2 6.0 32.3 26.0 25.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax4,.d 16.0 15.0 39.0 4.0 16.0 22.0 32.0 Max Q Clear Time (g_c+l15,(s 2.3 2.3 24.7 3.4 11.3 24.0 14.7 Green Ext Time (p -c), s 0.0 2.0 OA 12.5 0.0 1.1 0.0 7.1 intersection Summa HCM 2010 Ctrl Delay 48.3 HCM 2010 LOS D CivTech Synchro 9 Report 03106/2017 Page 6 2023 Tota! PM Copperwynd Resort 6: Eagle Ridge Dr & Driveway A HCM 2010 TWSC Intersection Int Delay, slveh 2.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y HCM Lane LOS B A HCM 95th %tile Q(veh) t Traffic Vol, vehlh 95 0 182 90 0 149 Future Vol, vehlh 95 0 182 90 0 149 Conflicting Peds, #fhr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 - 80 - Veh in Median Storage, # 0 0 - - 0 Grade, % 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 106 0 202 100 0 166 Major/Minor Minorl Ma'or1 Ma'or2 Conflicting Flow All 418 252 0 0 302 0 Stage 1 252 - - - - - Stage 2 166 - - Critical Hdwy 6.42 6.22 4.12 - Critical Hdwy Stg 1 5.42 - - - _ Critical Hdwy Stg 2 5.42 - - - _ Follow-up Hdwy 3.518 3.318 2.218 Pot Gap -1 Maneuver 591 787 - 1259 - Stage 1 790 - - - Stage 2 863 - - _ Platoon blocked, % Mov Cap -1 Maneuver 591 787 1259 - Mov Cap -2 Maneuver 591 - - - Stage 1 790 - - Stage 2 863 - Approach WB _ NB SB — HCM Control Delay, s 12.4 0 0 HCM LOS B Minor Lane/Maar Mumt NBT NBRWBLn 1 SBL SBT Capacity (vehlh) - 591 1259 HCM Lane V/C Ratio - 0.179 - HCM Control Delay (s) - 12.4 0 HCM Lane LOS B A HCM 95th %tile Q(veh) - - 0.6 0 - CivTech Synchro 9 Report 03106/2017 Page 7 2023 Total PM Copperwynd Resort 7: Copperwynd Dr & Driveway B HCM 2010 TWSC Intersection Int Delay, slveh 5.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 8.4 *' T - A Y 0 - Traffic Vol, vehlh 19 12 9 0 0 24 Future Vol, vehlh 19 12 9 0 0 24 Conflicting Peds, #!hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 Veh in Median Storage, # - 0 0 - 0 Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 21 13 10 0 0 27 Major/Minor Major1 Maor2 Minor2 Conflicting Flow All 10 0 0 66 10 Stage 1 - - - 10 - Stage 2 - - 56 - Critical Hdwy 4.12 - - 6.42 6.22 Critical Hdwy Stg 1 - - _ 5.42 - Critical Hdwy Stg 2 - - _ 5.42 - Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1610 - - 939 1071 Stage 1 - 1013 - Stage 2 - - _ 967 - Platoon blocked, %n Mov Cap -1 Maneuver 1610 - - 927 1071 Mov Cap -2 Maneuver - 927 - Stage 1 - - - 1013 - Stage 2 - 954 - Approach EB WB SB HCM Control Delay, s 4.5 0 8.4 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (vehlh) 1690 1071 HCM Lane VIC Ratio 0.013 - 0.025 HCM Control Delay (s) 7.3 0 - 8.4 HCM Lane LOS A A - A HCM 95th %tile Q(veh) 0 - - 0.1 CivTech Synchro 9 Report 03106/2017 Page 8 APPENDIX I 2028 PEAK HOUR ANALYSIS CivTech HCM 2010 TWSC 1: Eagle Ridge Dr & Gopperwynd Dr 26512017 Intersedicn int Delay,slveh 0,5 tu�nement EBL -Vll -- f NBR 88L SY7 - - -- —`� Vol, vehlh B 5 167 9 4 181 Connichng Peds, #!hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None 0 None . None Storage Length 0 Stop Slap Free Free 110 - Veh in Median Storage, # 0 RTChanneiized 0 None 0 Grade, % 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 MvmtFlow 9 6 186 10 4 201 - 0 Grade, % Ma'r2 - —— ConOrdingFlowAll 401 191 0 0 196 0 Stage 1 191 - - - 90 90 90 Stage 2 210 - 90 90 90 Heavy Vehicles, % Crifical Hdwy 6.42 6.22 - 2 2 4.12 - Critical Hdwy Stg 1 5.42 - 2 Mvmt Flow 7 0 Critical Hdwy Sig 2 5.42 1 6 - - - - Follow-up Hdwy 3.51B 331$ 2 218 PotCap-1 Maneuver 605 851 1377 Stage 1 841 - _ 423 Stage 2 825 - 419 187 219 0 0 Platoon blacked, % 0 0 Stage 1 221 221 - MovCap-1 Maneuver 603 851 1377 Mov Cap -2 Maneuver 603 - 199 - - 221 - Stage t 841 Critical Hdwy Stage 2 B23 6.22 7.12 6-52 6.22 4.12 Approaa [9- - - US - SB 5.52 HCM Control Delay, s 144 552 - 0 0.2 _ HCM LOS B Critical Hdwy Stg 2 6,12 5, 52 - 6.12 Minorlarre/Majorlivivmt --NU--NMLnj SB!_ SBT Capacity (vehlh) - - 679 1377 - HCM Lane VIC Ratio 0.021 0,003 HCM Control Delay (s) 10.4 7.6 HCM Lane LOS S A HCM 95th '/.file Q(veh) - - 0.1 0 - Copperwynd Resort 2!1412017 2028 Background AM Synchro 8 Report C'vIech Page 1 HCM 2010 TWSC 2: Eagle Ride Dr & Cloud Crest Dr/Summit Dr North 2r15017 Int Delay, s/veh Movemeni EBL EBT BBI# - -- N8T -NBR SBL S1 fi SBR Vol vehlh 6 0 0 1 1 5 5 168 1 1 197 0 Confitting Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sgr Control Stop Stop Stop Stop Stop Slap Free Free Free Free Free Free RTChanneiized None Mone - None - None Storage Length 125 115 Veh in Median Storage, # 0 0 0 - 0 Grade, % 0 0 - - 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 7 0 0 1 1 6 6 187 1 1 219 0 tllajnrAul'mor - - -— �-�- - --� •� Conflicting Flow AP 423 420 219 419 419 187 219 0 0 188 0 0 Stage 1 221 221 - 198 198 - Stage 2 202 199 - 221 221 - Critical Hdwy 7,12 6.52 6.22 7.12 6-52 6.22 4.12 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6,12 552 - - _ Critical Hdwy Stg 2 6,12 5, 52 - 6.12 5.52 - - - - _ Fallow -up Ffdwy 3.518 4:018 3.318 3.518 4.018 3 318 2.218 2.218 Pot Cap -1 Maneuver 541 525 821 544 525 855 1350 1386 Stage 1 781 720 - 804 737 - - _ Stage 2 800 736 781 720 Platoon blocked. % MovCap-1Maneuver 535 522 821 542 522 855 1350 1386 Mov Cap -2 Maaeuver 535 522 - 542 522 - - _ Stage 1 778 719 800 734 Stage 2 790 733 780 719 Approach f - -- - - - -- HCM Control Delay, s 118 10 0,2 0 HCM LOS B B Wrror Laneffu[ajor Wa t NBL l38T NBA EBLn4WknI SBL 8 -YT SBR Capacty(vehlh) 1350 - - 535 729 1386 - - HCM Lane VIC Ratio 0004 0.012 0.011 0.001 HCM Control Delay (s) 7 7 11.8 10 7.6 HCM Lane LOS A B R A HCM 95th */.file gveh) 0 0 0 1) Copperwynd Resort 211412017 2028 Background AM Syrchro 8 Report CivTech Page 2 HCM 2010 TWSC 3: Eagle Ridge Dr & Summit Dr South 211512017 - - lotDelay,slveh 0,5 Mbvemem EBL 1=BT FBA -----W -A�IBT 'Wa# ABC f+1B7 FdBi1 - - - -W f SBS Vol, vehm 0 209 0 1 170 0 1 0 0 19 0 0 Conflicting Peds, # hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Slop Stop Stop Stop RT Channelized - Peak Hour Factor 0.90 0.90 0.90 None 0.90 0.90 None 0.90 0,90 None 0.90 None Storage Length 100 2 2 2 2 2 2 Mvmt Flow 0 78 23 127 0 47 21 Veh in Median Storage, # - 0 358 7 Numberoftanes 0 1 1 0 0 1 1 0 0 - Grade, % - 0 - 0 - 19.6 0 - Q Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvrnt Flow 0 232 0 1 189 0 1 0 0 21 0 0 Ma rr i�-----W-PrT 100% --- -- - a - -- -Wmof'f_ 84% 0% m �-.. 0% Conflicting Flow All 189 0 0 232 0 0 423 423 232 423 423 189 Stage 1 - - - - 70 135 232 232 - 191 191 - SCage 2 87 0 0 70 0 42 191 191 - 232 232 - Critical Hdwy 4,12 0 0 4,12 0 19 7,12 6.52 6.22 7.12 6-52 6.22 Critical Hdwy Stg 1 6 0 114 - 26 0 612 552 - 6,12 552 - Critical Hdwy Stg 2 - 150 47 - 10 666 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 8 8 2 218 8 8 3 518 4 018 3,318 3.518 4 018 3,318 PlotCap-1 Maneuver 1385 0.128 0,125 1336 1 0.818 541 522 807 541 522 853 Stage 1 - 8 989 7.979 - 7 348 Convergence, YIN 771 713 Yes B11 742 - Stage 2 - Yes Yes - Cap 432 811 142 383 771 713 - Platoon blocked, % 449 493 493 Service Tom 6.103 5.879 5.179 7.114 6,037 7,62 6.728 Mov Cap- 1 Maneuver 1385 - - 1336 - - 541 521 807 541 521 853 MovCap-2Maneuver - HCM Control Delay 19.3 - 10.3 %5 541 521 - 541 521 - Stage 1 HCM Lane LOS C C B B C 771 713 B 811 741 E Stage 2 23 3.1 0 0.7 1.5 0.4 810 741 13.4 771 713 X -w6 - E® -- - --- HCM Control Delay s 0 0 11.7 11.9 HCM LOS B B - -- - Minor Lan ajorM1Avrnt I�BLn1 - EBL 1:81' MRY�1'NB7 41'E3f35BLn1 Capacity (vehlh) 541 1385 1336 541 HCM Lane VIC Patio 0 002 - 0.001 0,039 HCM Control Delay (s) 11,7 0 - - 7.7 0 - 11.9 HCM Lane LOS B A A A B HCM 95th%tileQ(veh) 0 0 0 - 0,1 Copperwynd Resort 2/1412017 2028 Background AM Synchro 8 Repel CivTech Page 3 HCM 2010 AWSC 4: Palisades Blvd & Eagle Ridge Dr/Palol Blvd 211512317 Iriterserfiori �`�` _ - -W- -- - _- _- _ -- Intersection Delay, shell 39.5 OpposmgApproach WR EB Intersection LOS E SB Opposing Lanes 2 fdovameof l' E� No WBL WB'r -W ft NAL NBT NSR Vol, vehlh 0 70 21 114 0 42 19 26 0 87 322 6 Peak Hour Factor 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 Heaver Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 78 23 127 0 47 21 29 0 97 358 7 Numberoftanes 0 1 1 0 0 1 1 0 0 0 2 1 --- ach- - --- - -W- -- - _- _- _ -- NIJ- OpposmgApproach WR EB SB Opposing Lanes 2 2 3 Conflicting Approach Left SB NB EB Conflicting Lanes Left 3 3 2 Connicting Approach Right NS SB WB Conflicting Lanes Right 3 3 2 HCM Control Delay 15.1 13.5 19.6 HCM LOS C B C aii-- -_-- RBLnf %Ll NBtn3 EHIni E°6A-WRA UL*2 -SBlnT-SM S2Ln3 Vol Left % 45% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thou. % 55% 100% 0% 0% 16% 0% 42% 0% 100% 83% Vol Right % 0% 0% 100% 0% 84% 0% 58% 0% 0% '17% Sign Control Stop Stop Shop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 194 215 6 70 135 42 45 9 599 361 LT Vol 87 0 0 70 0 42 0 9 0 0 Through Vol 107 215 0 0 21 0 19 0 599 300 RT Vol 0 0 6 0 114 0 26 0 0 61 Lane Flow Rate 216 239 7 78 150 47 50 10 666 401 Geometry Grp 8 B 8 8 8 8 8 8 8 8 Degree of Ufl (X) 0.502 0.54 0.014 0.203 0.346 0.128 0,125 0.022 1 0.818 Departure Headway {Hd) 8 372 8.148 7 448 9.382 8.305 9.881 8 989 7.979 7,468 7 348 Convergence, YIN Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 432 444 481 383 434 364 4Q0 449 493 493 Service Tom 6.103 5.879 5.179 7.114 6,037 7,62 6.728 5.716 5205 5.084 HCM Lane VIC Ratio 0.5 0 538 0 015 0.204 0.346 0129 0125 0.022 1.351 0.813 HCM Control Delay 19.3 20.1 10.3 %5 15.4 14.1 13 10.9 68.3 35A HCM Lane LOS C C B B C S B B F E HCM 95th -tile Q 23 3.1 0 0.7 1.5 0.4 0.4 0.1 13.4 7.9 Copperwynd Resort 2114017 2028 Background AM Synchro 8 Report CivTech Page 4 HCM 2010 AWSC 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd 2(1512017 Approach -- -- - - - - - - Opposing Approach NB Opposing Lanes IItersectbn Defay, slveh Conflicting Approach Left WB Conflicting Lanes Left 2 Intersection LOS EB Conflicting Lanes Right 2 HCM Control Delay Roiw end - ` - 9RU S"BL .,OT SBR - - - - - Val, veh h 0 9 899 61 Peak Hour Factor 0.90 0,90 0.90 0,90 Heavy Vehicles % 2 2 2 2 Mvmt Flow 0 10 999 68 Number of Lanes 0 1 2 0 Approach -- -- - - - - - - Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 2 Conflicting Approach Right EB Conflicting Lanes Right 2 HCM Control Delay 55.5 HCM LOS F Copperwynd Resort 2j1412017 2028 Background AM Synchro 8 Report QvTech Page 5 HCM 2010 Signalized Intersection Summary 5: Shea Blvd & Palisades Blvd 2/1512017 �- 7 j .- t 1 t P \+ � d W erryerd EBL $BT EBR WBL WB'L W9A NBL NBT -NW -�8-L-Bf SBR Lane Conliguralions 1) ttf r R ttf r ) J, I t rr Volume (veh1h) 329 514 8 1 1138 75 14 12 14 143 5 968 Number 7 4 14 3 8 18 5 2 12 1 6 16 Inrial 0 (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_phT) 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus. Adj 1.00 1.00 100 1.00 1.00 1.00 1-00 140 1-00 100 1,00 1.00 Adj Sat Fiow.vehlhlln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1B63 Adj Flow Rate, vehm 366 571 9 1 1264 83 16 13 16 159 6 1476 Adj No. of Lanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak Hour Factor 0.90 090 0.90 0,90 090 090 0.90 0.90 090 0.90 0-90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh7n 447 2392 745 2 1736 611 26 233 287 564 626 1299 Arrive Or Green 0.13 0.47 0.47 0.00 0,34 0.34 0.01 0.31 0,31 0.04 0.34 0.34 Sat Flow,vehlh 3442 5085 1583 1774 5085 1583 1774 761 937 1774 1863 2787 Grp Volume(v), vehlh 366 571 9 1 1264 83 16 0 29 159 6 1076 Grp Sat Flow(s),veh1hAnl721 1695 1583 1774 1695 1583 1774 0 1697 1774 1863 1393 0 Serve(g_s). s 9.3 6.0 0.3 0.1 19.6 3.1 0.8 0.0 1.1 4.0 0.2 30.2 Cycle 0 Clear(g_c), s 9.3 6.0 0.3 0.1 196 31 0.8 0.0 1.1 4.0 0.2 30.2 Prop In Lane 1 00 1.00 1.00 1,00 1.00 0.55 190 1.00 Lane Grp Cap(c). vehlh 447 2392 745 2 1736 611 26 0 520 564 626 1299 VIC Ratio(x) 0.82 0,24 0.01 0.51 0.73 0.14 0.62 0.00 0.06 0,28 0.01 0.83 Avail Cap(c_a), vehlh 535 2392 745 118 1921 669 118 0 520 564 626 1299 HCM Platoon Ratio 1.00 1.00 1.00 190 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 UpstreamFiher(I) 190 100 140 1.00 1.00 1.00 1.00 0.00 1.00 1,00 1,00 1.D0 Uniform Delay (d),slveh38.1 14.2 12.7 44.9 26.0 17.9 44.1 0.0 22.0 20.8 19.9 20.9 Incr Delay (d2), slush 8.3 01 0.0 1286 1.3 01 213 0.0 0.2 0 3 0.0 6, 2 Indial0 Delay(d3),slveh 0.0 0.0 Q0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %i o 8ackOf0(501/.),vehArA.9 2.8 0-1 01 9.3 1.4 05 n.0 0.5 1.0 0-1 12.6 LnGrpDelay(d),slveh 46A 14,3 12.7 173,5 27.2 18.0 65.4 0.0 22.2 21.1 19.9 27,1 LnGrp LOS D B 8 F C B E C C B C Approach Vol, veWh 946 1348 45 1241 Approach De4y. slveh 267 26.8 376 26.3 Approach LOS C G D C Assgned Phs 1 2 3 4 5 6 7 8 Phs Duration (G -Y --RC). s8.0 316 4.1 46.3 53 34.3 15.7 34.7 Change Period (Y+Rc). s 4.0 4.0 4.0 4.0 4,0 4.0 4.0 4.0 Max Green Setting (Gmax# 0 22 D 60 420 6.0 204 14.0 34.0 Max Q Clear Time (g_c4l 1),0; 3.1 2.1 8.0 21 32.2 11.3 21.6 Gmon Ext Time (p_c), s 0.0 5.2 0.0 18.6 0.0 0.0 0.4 9.1 - HCM 2010 Ctrl Delay 267 HCM 2010 LOS C Copperwynd Resort 2114/2017 2028 Background AM Synchro 8 Report GvTech Page 7 HCM 2010 TWSC 6: Eagle Ridge Dr & Driveway A 2115/2017 Int Delay, sNeh 0.8 M©vemem - - - WffLL- - -W- - Wr NBR SBL 817 - Vol, vehlh 27 0 104 68 0 157 Conflicting Peds, Or 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 80 Veh in Median Storage, 9 Veh in Median Storage, 9 0 0 0 0 Grade, % 0 0 - 0 - a Peak Hour Fader 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 30 0 116 76 0 174 Ma lr indr Wined - --VanT--- Ma'r2 - Conflicting Flow All 327 153 0 0 191 0 Stage 1 153 - 13 - - Stage 2 174 - 23 - Cr tical Hdwy Calfcal Hdwy 6.42 6.22 6.42 4.12 Crdical Hdwy Stg 1 Critical Hdwy Stg 1 5.42 - 542 - Critical Hdwy Stg 2 Critical Hdwy Stg 2 542 - 5.42 - Follow-up Hdwy Fo6ow-up Hdwy 3.518 3.318 - - 2 218 - Pot Cap -1 Maneuver 667 893 977 1383 Stage 1 Stage 1 875 - 1010 - Stage 2 Stage 2 856 - - - - - Pfal000 blocked, % Mov Cap- 1Maneuver Mov Cap -1 Maneuver 667 893 - - 1383 - Mov Cap -2 Maneuver 667 - 971 - Stage 1 Stage 1 875 1010 Stage 2 Stage 2 B56 994 App - _- Wt - - NB SB — - HCM Control Delay, s 10.7 0 0 0 HCM LOS HCM LOS B A WlmorlmiftaloWrrt ROT WBMBLn1 SBI. MMT Capacity (vehlh) 667 1383 HCM Lane V!C Ratio 0.045 - HCM Control Delay (s) - - 10.7 0 HCM Lane LOS B A HCM 95th % ile Q{veh) 0.1 0 Copperwynd Resort 211412017 2028 Background AM Synchro 8 Repel CivTech Page 9 HCM 2010 TWSC 7: Copperwynd Dr & Driveway B 2115017 IrdCrsodion "� - _ Int Delay, sNeh 2.6 .. w4ira- ERL LB7 w67 WAR SSL Vol, veh7n 8 5 12 0 0 1 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 0 Veh in Median Storage, 9 0 0 0 Grade.. % - 0 0 - 0 - Peak Hour Fader 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 6 13 0 0 1 MajorMirror - --- '"- -_ - — - - - -- - Confllcting Flow All 13 0 0 36 13 Stage 1 - - 13 - Stage 2 23 - Cr tical Hdwy 4.12 6.42 6, 22 Crdical Hdwy Stg 1 - 542 - Critical Hdwy Stg 2 5.42 - Follow-up Hdwy 2.216 3.518 3 318 PotCap-1 Maneuver 1606 977 1067 Stage 1 - 1010 - Stage 2 1000 - Platoon blocked, % Mov Cap- 1Maneuver 1606 971 1067 Mov Cap -2 Maneuver - - - - 971 - Stage 1 1010 Stage 2 994 HCM Control Delay, s 4,5 0 8.4 HCM LOS A Wmdr 1-m- u(a]orM am 9Bl Wff -111 1 SBLn1 Capacity(vehm) 1606 1067 HCM Lane VIC Ratio 0.006 0.091 HCM Control Delay (s) 7.3 0 84 HCM Lane LOS A A A HCM 95th %file Q(veh) a - 0 Copperwynd Resort 2/1412017 2028 Background AM Synchro 8 Report CwTech Page 10 HCM 2010 TWSC 1: Eagle Ride Or & Coppervvynd Dr 2/1512017 Ince _ _—_— _— - - — -- - - -- — ---- — --- - -- Int Delay, sIveh 0.7 movamerit -- ihRf - - -WR W113T Rp- - -9 S%T - Vol, vehlh 16 10 224 18 5 198 ConBicting Peds. #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 0 110 - Veh in Median Storage, # 0 Stop 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 18 11 249 20 6 220 foie` 1Minorr - 6 - — -- a .t_ Conflicting Flow At] 490 259 0 0 269 0 Stage 1 259 - - - Stage 2 231 - _ _ Critical Hdwy 6.42 6,22 4.12 Critical Hdwy Sig 1 5.42 - 0 - Critical Hdwy Sig 2 5.42 - - _ Follow-up Hdwy 3518 3318 90 90 2.218 Pot Cap- 1 Maneuver 537 780 90 1295 Stage 1 784 - Heavy Vehicles. % - Stage 2 807 - 2 2 Platoon Mocked, % 2 2 2 2 MovCap- IManeuver 535 780 0 1295 Mov Cap -2 Maneuver 535 270 1 - Stage 1 784 Mail ' Wuror2 - -- Stage 2 803 - ajml --- --- -- WB NB Conflicting Flow All HCM Control Delay, s 11.2 523 0 0.2 HCM LOS 3 0 271 0 -- -SIC-98f iiwrLa aiorMvmt NRT NBRWi3Ln1 Capacity (vehlh) 609 1295 HCM Lane VIC Ratio 0.047 0,004 HCM Control Delay (s) 11.2 7.8 HCM Lane LOS B A HCM 95th %tile O(veh) 0.1 0 Capperwynd Resod 2/1412017 2028 Background PM Synchro 8 Repoit CivTech Page 1 NCM 2010 TWSC 2: Eagle Ridge Dr & Cloud Crest Dr/Summit Dr Norlh 211512017 l�rtersection - - - - _ Int Delay. slveh 0.2 Wmrmnt CBL EBT EBR W81- Vl T -W —M7-NlTr W — SRL 9BT SBR Vol, vehlh 4 0 0 0 0 4 4 243 1 0 218 3 Confieting Peds, Or 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - None . - None Storage Length 125 115 Veh in Median Storage, # 0 0 _ 0 - 0 Grade, % 0 - 0 - - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles. % 2 2 2 2 2 2 2 2 2 2 2 2 MVMIFIOW 4 0 0 0 0 4 4 270 1 0 242 3 Mail ' Wuror2 - -- Mill - ajml --- --- - Ma'sor2 Conflicting Flow All 526 524 244 523 525 271 - 246 0 0 271 0 0 Stage 1 244 244 279 279 - - - - - Stage 2 282 280 - 244 246 - -- Crdival Hdwy 7.12 5.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Sig 1 612 5.52 - 612 5.52 - - - Critical Hdwy Stg 2 6.12 5.52 - 612 5.52 - - - Follow-up Hdwy 3 518 4 018 3.318 3.518 4.018 3.318 2.218 2.218 Po1Cap-1 Maneuver 462 458 795 465 458 768 1320 1292 Stage 1 760 704 - 728 680 - - - Stage 2 125 679 - 760 703 - - - - _ _ Platoon blocked. % MovCap-1Maneuver 458 457 795 464 457 768 1320 - - 1292 - - Mov Cap -2 Maneuver 458 457 - 464 457 - - Stage 1 758 704 726 678 Stage 2 719 677 760 703 Approach EB — ;p9 - -- 19 HCM Control Delay, s 12.9 97 0.1 p HGM LOS B A flWnorLanel ajnr'Nfvmt NBL NBT ffRREBLniWBLn1 SQL gi Capacitylvehfh( 1320 458 768 1292 HCM Lane VIC Ratio 0.003 001 0.006 - HCM Control Delay (s) 7.7 12.9 9,7 0 HCM Lane LOS A R A A HCM 95th %Ole C(veh) 0 0 0 0 Copperwynd Resod 2114/2017 2028 Background PM Synchro 8 Report CivTech Page 2 HCM 20101 WSC 3: Eagle Ridge Dr & Summit Dr South 211512017 Intersection - - Intoelay,slveh 06 wo w'meff - M EBT MR WBL iVBT WBR NBL NBT NW WL_ OT -M Vol,veh4r 1 233 1 0 244 29 0 0 1 22 0 1 ConVicling Peds, #!hr 0 0 0 0 0 C 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - NBL None Vol, vehlh0 3 None 33 97 None 27 None Storage Length 104 145 918 49 Peak Hour Factor 0,90 0.90 0.90 0-90 0.90 090 0.90 Veh in Median Storage. # - 0 0.90 0.90 Heavy Vehicles, % 0 2 2 0 2 2 0 Grade, % - 0 2 2 Mvmt Flow 0 - 37 0 0 30 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 259 1 0 271 32 0 0 1 24 0 1 ympti r i+fin03' pr{. _ ---- -- 75% 0% 42% 0% 0% 26% Sign Control ConiNcting Flaw All 303 0 0 260 0 0 550 565 259 549 549 287 Stage 1 - - - - 52 16 262 252 - 287 287 - Stage 2 - 0 27 0 16 0 288 303 - 262 262 - Wical Hdwy 4,12 0 30 4.12 341 171 7.12 6,52 6.22 7.12 6.52 6.22 Critical Hdwy Sig 1 0 22 0 0 60 Lane Flow Rate 612 5.52 - 612 5.52 - Crdical Hdwy Skg 2 - 18 379 - Geometry Grp 8 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2 218 8 8 2.218 1 1 3.518 4 018 3,318 3,518 4 018 3 318 PotCap-1 Maneuver 1258 0.912 0.603 1304 8 447 8,282 446 434 780 446 443 752 Stage 1 - Convergence, YIN Yes - Yes Yes 743 691 - 720 674 - Stage 2 - 431 442 - 349 387 720 664 392 743 691 - Platoon blacked, % 6.197 6.032 5.313 6.079 7.063 8.851 8.061 6.888 6.388 6.206 HCM Lane WC Ratio Mov Cap -1 Maneuver 1258 0114 0.338 1304 0.093 0 167 445 434 780 445 443 752 Mov Cap -2 Maneuver - 18.3 17.5 15 15-1 12.3 445 434 - 445 443 - Stage 1 C C B C B F 742 690 12.6 719 674 Stage 2 1.7 0.3 0.6 0.1 9.8 3.9 719 664 741 690 A roadiEB V BV - -jam ` - 99 HCM Control Delay. s 0 0 9.6 13.4 HCM LOS A B MinorLaneWaior. NBLni LBL EBT SSR W13L-Wr WBRSBLni Capacity (vehlh) 780 1258 1304 453 HCM Lane VIC Ratio cool 0 001 - 0.056 HCM Control Delay (s) 9.6 7.9 0 13,4 HCM Lane LOS A A A B HGM 9% %hle 0(veh) 0 0 0 0.2 Copperwynd Re3ort 211412017 2028 Background PM Synchro 8 Report CivTech Page 3 HCM 2010 AWSC 4: Palisades Blvd & Eagle R#dge DrlPalomino Blvd 215/2017 Copperwynd Resod 2114!2017 2028 Background PM Synchro 8 Report CIVTech Page 4 Opposing Approach Intersection Delay, stveh 53.3 EB SB Opposing Lanes 2 Intersec6or LOS F 2 3 Contlichng Approach Left S8 giovemerd - - -�- �U SBL MT 96R WBIJ WBL W8T WBR NBU NBL _Nffr` NM Vol, vehlh0 3 106 33 97 0 27 30 22 0 145 918 49 Peak Hour Factor 0,90 0.90 0.90 0-90 0.90 090 0.90 0.90 0.90 0-90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 118 37 108 0 30 33 24 0 161 1020 54 Numberof Lanes C 1 1 0 0 1 1 0 0 0 2 1 Copperwynd Resod 2114!2017 2028 Background PM Synchro 8 Report CIVTech Page 4 Opposing Approach we EB SB Opposing Lanes 2 2 3 Contlichng Approach Left S8 NB EB Conflicting Lanes Left 3 3 2 Conflicting Approach Right NB SB WB Conflicting Lanes Right 3 3 2 HCM Control Delay 17.9 15.1 59.9 HCM LOS C C F - - - _-NBin4 NOW IlInT 9Uf'Mn3 WIT L&AI _99LI 9LnT Smn3 Vol Left % 32% 0% 0% 100% C% 100% o% 100 % 0% 0% VolThra. % 68% 1001/6 0% 0% 25% 0% 58% 01/6 100% 14% Vol Right, % 0% 0% 100% 0% 75% 0% 42% 0% 0% 26% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 451 612 49 106 130 27 52 16 341 231 LT Vol 145 0 0 106 0 27 0 16 0 0 Through Vol 306 612 0 0 33 0 30 0 341 171 RT Vol 0 0 49 0 97 0 22 0 0 60 Lane Flow Rate 501 68C 54 118 144 30 58 18 379 256 Geometry Grp 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 1 1 0.114 0.338 0.374 0.093 0.166 0.045 0.912 0.603 Departure Headway (Hct) 8 447 8,282 7 564 10.34 9.325 11.104 10 314 9.157 8 657 8.475 Convergence, YIN Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 431 442 474 349 387 323 348 392 421 428 Service Time 6.197 6.032 5.313 6.079 7.063 8.851 8.061 6.888 6.388 6.206 HCM Lane WC Ratio 1 162 1.538 0114 0.338 0, 372 0.093 0 167 0.046 0.9 0 598 HCM Control Delay 73 72.3 11.3 18.3 17.5 15 15-1 12.3 54.5 23.3 HCM Lane LOS F F B C C B C B F C HCM 95th -tile d 12.6 12.7 0.4 1.5 1.7 0.3 0.6 0.1 9.8 3.9 Copperwynd Resod 2114!2017 2028 Background PM Synchro 8 Report CIVTech Page 4 HCM 2010 AWSC 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd 211512017 Intersection---. - -_ - ------------ -- - --------- -- Intersection Delay, shah Conflicting Approach Left WB Conflicting Lanes Left 2 Intersection LOS EB Conflicting Lanes Right 2 HCM Control Delay FAcvmmerd SF1U E -9 T a `- -- - - - Vol, vehrh 0 16 512 60 Peak Hour Factor 0.90 0.90 0.90 0.90 Heavy Vehicles,% 2 2 2 2 Mvmt Flow 0 18 569 67 Number of Lanes 0 1 2 0 Alal --- --W. -- --- - - - -- -- Opposing OpposingApproach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 2 Conflicting Approach Right EB Conflicting Lanes Right 2 HCM Control Delay 41.1 HCM LOS E Capperwynd Resort 2114/2017 2028 Background PM Syni 8 Report CivTech Page 5 HCM 2010 Signalized Intersection Summary 5: Shea Blvd & Palisades Blvd 2x1512017 l �!~ t 1 t t' ` l -" M --- EBL EBT -EBR -W i WW -W Nu ABS Si3L Stu SBR - - -- Lane Configurations 9) tf t r ) ?Rf if Vj 1; ) f irr Volume (vehm) 1007 1723 21 5 826 142 27 4 4 101 10 512 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (4b), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pi 1,00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 Parking Bus, Adl 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 100 100 100 AdI Sat Flow, vehWn 1863 1863 1863 1863 1863 1853 1863 1863 1900 1863 1863 1863 Ail Flow Rate, vehln 1119 1914 23 6 918 158 30 4 4 112 11 569 Adj No. of Lanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak Hour Factor 090 090 0,90 0.90 090 0.90 090 0.90 090 090 090 090 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vel 841 2460 766 11 1248 459 42 246 246 558 575 1542 Arrive On Green 0.24 0.48 0,48 0.01 0.25 0.25 0.02 0.29 0.29 0.04 0,31 0.31 Sat Flow,vehlh 3442 5065 1583 1774 5085 1583 1774 856 856 1774 1863 2787 Grp Volume(v), vehxh 1119 1914 23 6 91B 158 30 0 8 112 11 569 Grp SatFkrw{s),vehlhAn1721 1695 1583 1774 1695 1583 1774 0 1712 1774 1863 1393 0 Serve(g_s), s 22,0 28.0 0.7 0,3 150 7.1 1.5 0.0 0.3 4.0 0.4 10.3 Cycle Q CleaQg_c), s 22.0 28.0 0.7 0.3 150 7.1 1.5 0.0 3.3 4.0 04 103 Prop In Lane 1.00 1.00 1-00 1.00 1.00 0.54 1.00 1.00 Lane Grp Coo) vahlh 841 2460 766 11 1248 459 42 0 493 558 575 1542 V7C Ratio{X) 1.33 0.78 0.03 0.55 0.74 0.34 0.72 0.00 0.02 0.20 0.02 0.37 Avail Cap{c-a), vehxh 841 2460 766 296 1808 633 79 0 493 558 575 1542 HCM Plaloan Ratio 1,00 1.00 1.00 1.00 1A0 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Upstream Fiker(i) 1.00 1.00 1.00 100 1.00 1.00 100 000 1.00 1.00 1.00 100 Uniform Xay(d),slveh34.0 19.2 12.2 44,6 31.3 25.2 43.7 0.0 22.9 21.4 21.6 11.3 [nor Delay (d2), slveh 156.7 1.6 0..0 36.2 0.9 0.4 207 0.0 01 0.2 0.1 0.7 InihalQDelay(d3),slveh 0.0 0.0 0,0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh&9.7 13.3 0.3 0.3 T1 31 1.0 0.0 0.2 2.0 02 41 LoGrp May(d),slveh 190.7 20.9 12.2 80.8 32.2 25.6 64.4 0.0 23.0 21.6 21.7 12.0 LnGrp LOS F C B F C C E C C C B Approach Vol, veh/h 3056 1082 38 692 Approach Delay, sh eh 83.0 315 557 13.7 Approach LOS F C E B Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G*Y+Rc), s8.0 299 46 475 6.1 31.8 26.0 261 Change Period (Y+Rc), s 4,0 4.0 40 4.0 4,0 4.0 4.0 4.0 Max Green Setting (GmareF,® 160 150 390 4.0 160 22.0 320 Max 0ClearTirre(g_cd15,0; 2.3 2.3 30.0 3.5 12.3 24.0 17.0 Green Eat Time (p c), s 0.0 2 2 00 8.5 0.0 10 0 0 5.1 rrmrsectind umm ' - -- - -- - -"-- -- -- -- ---- - -- - - HCM 2010 Ctd Delay 61.5 HCM 2010 LOS E Copperwynd Resort 211412017 2028 Background PM Synchro 8 Report CivTech Page 7 HCM 2010 TWSC 6: Eagle Ridge Dr & Driveway A 211512017 Intersection - - - - �- - - - - - - Int Delay, slveh 1.5 movemef - WPU WBT NIBR s NAR --W»361`- �--- — Val, vehlh 55 0 183 51 0 149 Conflicting Peds, Whir 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None Storage Length None - None Storage Length 0 Veh in Median Storage. # 0 gg 0 Veh in Median Storage, # 0 C 0 - 0 0 Grade, % 0 90 o 90 90 a Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 61 0 203 57 0 166 MalariEmor -- �'�A°erorT �.- - -- - Wr — - ---- a . Conflicting Flow All 398 232 0 0 260 0 Stage 1 232 - - 6.22 Critical Hdwy Sig I Stage 2 166 - 542 - _ - Crdieel Hi 6.42 6.22 - - 4.12 - Critical Hi Stg 1 542 - Pot Cap 1 Maneuver 1607 _ Critical Hdwy Stg 2 5.42 - - - 1011 Follow-up Hdwy 3 516 3 318 2318 - Pot Cap -1 Maneuver 607 807 1304 Mav Cap -1 Maneuver Stage 1 807 - 952 1069 _ - Stage 2 863 952 - Slage 1 Platoon blocked, % 1011 Stage 2 Mov Cap -1 Maneuver 607 807 - - 1304 - Mov Cap -2 Maneuver 607 - 0 _ Stage 1 807 A Stage 2 863 Approach - - —_ x WB HCM Control Delay, is 11.6 0 0 HCM LOS B MlrwlirteltQarWmL NBT N8RiNBLn1 SBL SBT Capacity (vehlh) - - 607 1304 - - - - HCM Lane VIC Ratio 0101 _ HCM Control Delay (s) 1116 0 HCM Lane LOS B A HCM 95th %stile O(veh) C.3 0 Copperwynd Resort 2114/2017 2028 Background PM Synchro 8 Report CirTeah Page 9 HCM 2010 TWSC 7: Copperwynd Dr & Driveway B 2rt5017 fMeraeci - - - - intDelay.slveh 4 ftcmemerrt. - Esa EBT WBT NIBR SBL SBR - ^ Vol, veto 10 14 11 0 0 15 ConflichngPeds,Whir 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 Veh in Median Storage. # 0 0 - 0 - Grade, % 0 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 Mvint-Flow 11 16 12 0 0 17 _ Ma1or1 Conflicting Flow All 12 0 0 50 12 Stage 1 - - 12 - Stage 2 38 - Cdtical Hdwy 4.12 B 42 6.22 Critical Hdwy Sig I - 542 - Critical Hi Sig 2 - 5.42 - Follow-upHdwy2218 3.518 3.318 Pot Cap 1 Maneuver 1607 959 1069 Stage 1 - 1011 Stage 2 - 984 - Platoon blacked, % Mav Cap -1 Maneuver 1607 - - - 952 1069 Mov Cap -2 Maneuver - 952 - Slage 1 1011 Stage 2 977 AMRach -- - EB __WB 8B HCM Control Delay, s 3 0 84 HCM LOS A fdinor Lane for IaFvnd a ST Vu$f 1113fiALnt Capacity(vehlh) 1607 1069 HCM Lane V7C Ratio 0 007 - 0 0t6 HCM Control Delay (s) 7.3 0 8.4 HCM Lane LOS A A A NCM 95th %tile O(veh) 0 - 0 Copperwynd Resort 211412017 2028 Background PM Synchro 8 Report CivTech Page 11 2028 Total AM Copperwynd Resort (17-0212) 1: Eagle Ridge Dr & Copperwynd Dr HCM 2010 TWSC Intersection Int Delay, slveh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y HCM Lane LOS 1 A HCM 95th %utile Q(veh) t Traffic Vol, vehlh 24 5 263 31 4 248 Future Vol, vehlh 24 5 263 31 4 248 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 110 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 27 6 292 34 4 276 Major/Minor Minorl Ma`or7 Ma'or2 Conflicting Flow All 593 309 0 0 327 0 Stage 1 309 - - _ _ _ Stage 2 284 - - Critical Hdwy 6.42 6.22 - 412 Critical Hdwy Stg 1 5.42 - _ Critical Hdwy Stg 2 5.42 - _ Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 468 731 1233 Stage 1 745 - _ Stage 2 764 - _ Platoon blocked, % Mov Cap -1 Maneuver 466 731 1233 Mov Cap -2 Maneuver 466 - _ _ Stage 1 745 Stage 2 762 - Approach WB NB SB HCM Control Delay, s 12.7 0 0.1 HCM LOS B Oppir Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (vehlh) 497 1233 - HCM Lane V/C Ratio 0.065 0.004 HCM Control Delay (s) - 12.7 7.9 - HCM Lane LOS B A HCM 95th %utile Q(veh) - 0.2 0 - CivTech Synchro 9 Report 0 310 612 0 1 7 Page 1 2028 Total AM Copperwynd Resort (17-0212) 2: Eagle Rid a Dr & Cloud Crest Dr/Summit Dr North HCM 2010 TWSC Intersection Minor2 Minora Majora Ma or2 Conflicting Flow All 646 643 Int Delay, slveh 0.4 642 642 317 312 0 0 318 0 0 Stage 1 314 314 - 328 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Critical Hdwy 4 6.52 6.22 + 7.12 6.52 T 4.12 - - 412 - - T 6.12 Traffic Vol, vehlh 7 0 0 1 1 5 5 285 1 1 281 0 Future Vol, vehlh 7 0 0 1 1 5 5 285 1 1 281 0 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - 656 None - - - _ None - None - None Storage Length Mov Cap -1 Maneuver 380 - 728 125 385 390 115 - 1242 - Veh in Median Storage, # - 0 - - 0 - - 0 _ _ Stage 1 0 655 Grade, % 0 - 0 - - 0 643 0 696 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 0 0 1 1 6 6 317 1 1 312 0 Major/Minor Minor2 Minora Majora Ma or2 Conflicting Flow All 646 643 312 642 642 317 312 0 0 318 0 0 Stage 1 314 314 - 328 328 - - - - _ _ _ Stage 2 332 329 - 314 314 - - _ Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 412 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - _ Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - _ Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 385 392 728 387 392 724 1248 - 1242 Stage 1 697 656 - 685 647 - - - _ Stage 2 681 646 - 697 656 - - - - _ Platoon blocked, % Mov Cap -1 Maneuver 380 390 728 385 390 724 1248 - 1242 - Mov Cap -2 Maneuver 380 390 - 385 390 - - _ _ Stage 1 694 655 682 644 Stage 2 671 643 696 655 _ Approach ES WB NB SB HCM Control Delay, s 14.7 11,3 0.1 0 HCM LOS B B Minor Lane/Major Mvmt NBL NST NBR EBLn11NBLn'1 SBL SBT' SBR Capacity (vehlh) 1248 - - 380 580 1242 g - HCM Lane VIC Ratio 0.004 - 0.02 0.013 0.001 - HCM Control Delay (s) 7.9 14.7 11.3 7.9 HCM Lane LOS A B B A HCM 95th %stile Q(veh) 0 - 0.1 0 0 - CivTech Synchro 9 Report 0310612017 Page 2 2028 Tota! AM Copperwynd Resort (17-0212) 3: Eagle Ridge Dr & Summit Dr South HCM 2010 TWSC tntersec#ion Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 15 T. B A T+ C HCM 95th %tile Q(veh) 4 0 - 0 44 Tragic Vol, veh/h 0 294 0 1 288 0 1 0 0 22 0 0 Future Vol, vehlh 0 294 0 1 288 0 1 0 0 22 0 0 Conflicting Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - None - None Storage Length 100 _ Veh in Median Storage, # - 0 - 0 - _ 0 - _ 0 - Grade, % - 0 - 0 - 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 327 0 1 320 0 1 0 0 24 0 0 Major/Minor Majorl Major2 Minor1 Minor -2 Conflicting Flow All 320 0 0 327 0 0 649 649 327 649 649 320 Stage 1 - - - - - - 327 327 - 322 322 - Stage 2 - - - - 322 322 - 327 327 - Critical Hdwy 4.12 - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - 2.218 - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap -1 Maneuver 1240 - - 1233 - - 383 389 714 383 389 721 Stage 1 - - - 686 648 - 690 651 - Stage 2 - - 690 651 - 686 648 - Platoon blocked, % - Mov Cap -1 Maneuver 1240 - 1233 - 383 389 714 383 389 721 Mov Cap -2 Maneuver - - 383 389 - 383 389 - Stage 1 - - - 686 648 - 690 650 - Stage 2 - - 689 650 - 686 648 - Approach ES WS NB SB HCM Control Delay, s 0 0 14.4 15 HCM LOS B C Minor LanelMaajor Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (vehlh) 383 1240 1233 - - 383 HCM Lane VIC Ratio 0.003 - 0.001 - 0.064 HCM Control Delay (s) 14.4 0 - 7.9 - 15 HCM Lane LOS B A - A C HCM 95th %tile Q(veh) 0 0 - 0 - 0.2 CivTech Synchro 9 Report 03/06/2017 Page 3 2028 Total AM Copperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 AWSC Intersection Intersection Delay, slveh 174.8 Intersection LOS F Movement EBU EBL EBT EBR WBU WBL WBT WBR NSU NBL NBT NBR Lane Configurations T+ % 4t r Traffic Vol, vehlh 0 81 21 188 0 48 19 30 0 189 371 7 Future Vol, vehlh 0 81 21 188 0 48 19 30 0 189 371 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 90 23 209 0 53 21 33 0 210 412 8 Number of Lanes 0 1 1 0 0 1 1 0 0 0 2 1 Approach EB WB NB Opposing Approach WB EB SB Opposing Lanes 2 2 3 Conflicting Approach Left SB NB EB Conflicting Lanes Left 3 3 2 Conflicting Approach Right NB SB WB Conflicting Lanes Right 3 3 2 HCM Control Delay 23.7 16.4 44.7 HCM LOS C C E Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 WBLn1 WBLn2 8131-0 S13Ln2 SBLn3 Vol Left, % 60% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 40% 100% 0% 0% 10% 0% 39% 0% 100% 82% Vol Right, % 0% 0% 100% 0% 90% 0% 61% 0% 0% 18% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 313 247 7 81 209 48 49 11 691 421 LT Vol 189 0 0 81 0 48 0 11 0 0 Through Vol 124 247 0 0 21 0 19 0 691 346 RT Vol 0 0 7 0 188 0 30 0 0 75 Lane Flow Rate 347 275 8 90 232 53 54 12 768 467 Geometry Grp 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 0.891 0.682 0.018 0.258 0.593 0.166 0.156 0.031 1.849 1.109 Departure Headway (Hd) 10.048 9.737 9.015 11.067 9.919 12.01 11.057 9.182 8,667 8.538 Convergence, YIN Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 365 374 399 327 367 301 327 389 422 425 Service Time 7.748 7.437 6.715 8.767 7.619 9.71 8.757 6.956 6.44 6.311 HCM Lane VIC Ratio 0.951 0.735 0.02 0.275 0.632 0.176 0.165 0.031 1.82 1.099 HCM Control Delay 56.3 30.9 11.9 17.6 26.1 17.1 15.8 12.3 411.7 105.8 HCM Lane LOS F D B C 0 C C B F F HCM 95th -tile Q 8.8 4.8 0.1 1 3.6 0.6 0.5 0.1 49.5 16.3 CivTech Synchro 9 Report 03106/2017 Page 4 2028 Total AM Copperwynd Resort (17-0212) 4: Palisades Blvd & Ea le Ridge Dr/Palomino Blvd HCM 2010 AWSC Intersection Intersection Delay, slveh Intersection LOS Movement SBU SBL SBT SBR Lan 4onfigurations +'+ Traffic Vol, vehlh 0 11 1037 75 Future Vol, vehlh 0 11 1037 75 Peak Hour Factor 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 0 12 1152 83 Number of Lanes 0 1 2 0 Approach SIB Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 2 Conflicting Approach Right EB Conflicting Lanes Right 2 HCM Control Delay 293.2 HCM LOS F CivTech Synchro 9 Report 03/0612017 Page 5 2028 Total AM with Signal at ERD (no EB RT Lane) Copperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 Signalized Intersection Summary Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SSR Lane Configurations T+ T ft r I +T Traffic Volume (vehlh) 81 21 188 48 19 30 189 371 7 11 1037 75 Future Volume (vehlh) 81 21 188 48 19 30 189 371 7 11 1037 75 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 9.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, vehlh 90 23 209 53 21 33 210 412 8 12 1152 83 Adj No. of Lanes 1 1 0 1 1 0 1 2 1 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 379 35 319 219 144 226 255 653 292 621 1309 94 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.14 0 18 0.18 0.35 0,39 0,39 Sat Flow, vehlh 1345 159 9448 1144 654 1028 1774 3539 1583 1774 3349 241 Grp Volume(v), vehlh 90 0 232 53 0 54 210 412 8 12 608 627 Grp Sat Flow(s),vehlhlln 1345 0 1607 1144 0 1681 1774 1770 1583 1774 1770 1820 Q Serve(g_s), s 3.5 0.0 8.0 2.7 0.0 1.6 7.0 6.6 0.3 0.3 19.5 19.6 Cycle Q Clear(g_c), s 5.1 0.0 8.0 10.8 0.0 1.6 7.0 6.6 0.3 0.3 19.5 19.6 Prop In Lane 1.00 0.90 1.00 0.61 1.00 1.00 1.00 0.13 Lane Grp Cap(c), vehlh 379 0 354 219 0 370 255 653 292 621 692 712 VIC Ratio (X) 0.24 0.00 0.66 0.24 0.00 0.15 0.82 0.63 0.03 0.02 0.88 0.88 Avail Cap(c_a), vehlh 435 0 421 267 0 440 261 1736 777 621 724 744 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Uniform Delay (d), slveh 21.3 0.0 21.7 26.6 0.0 19.2 25.4 23,0 20.4 13.0 17.3 17.3 Incr Delay (d2), slveh 0.3 0.0 2.8 0.6 0.0 0.2 18.6 1.0 0.0 0.0 11.7 11.6 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),vehlln 1.3 0.0 3.8 0.9 0.0 0.8 4.8 3.3 0.1 0.1 11.7 12.0 LnGrp Delay(d),slveh 21.6 0.0 24.5 27,2 0.0 19.4 44.1 24.0 20.5 13.0 29.0 28.9 LnGrp LOS C C C B D C C B C C Approach Vol, vehlh 322 107 630 9247 Approach Delay, slveh 23.7 23.3 30.7 28.8 Approach LOS C C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.4 16.3 18.5 13.8 28.9 18.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 30.0 16.0 9.0 25.0 16.0 Max Q Clear Time (g_c+l1), s 2.3 8.6 10.0 9,0 21.6 12.8 Green Ext Time (p -c), s 1.3 2.7 1.2 0.0 2.3 0.7 Intersection Summary HCM 2010 Ctrl Delay 28.3 HCM 2010 LOS C CivTech Synchro 9 Report 03106/2017 Page 1 2028 Total AM with Signal at ERD (no EB RT Lane) Copperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd Timing Report, Sorted By Phase t --* Phase Number 1 2 4 5 6 8 Movement SBL NBT EBTL NBL SGT WBTL Lead/Lag Lag Lead Lead Lag Lead -Lag Optimize Yes Yes Yes Yes Recall Mode None Min None None Min None Maximum Split (s) 9 35 21 14 30 21 Maximum Split (%) 13.8% 53.8% 32.3% 21.5% 46.2% 32.3% Minimum Split (s) 9 21 21 9 21 21 Yellow Time (s) 4 4 4 4 4 4 All -Red Time (s) 1 1 1 1 1 1 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 5 5 5 5 Flash Dont Walk (s) 11 11 11 11 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 35 0 44 0 14 44 End Time (s) 44 35 0 14 44 0 Yield/Force Off (s) 39 30 60 9 39 60 Yield/Force Off 170(s) 39 30 49 9 39 49 Local Start Time (s) 21 51 30 51 0 30 Local Yield (s) 25 16 46 60 25 46 Local Yield 170(s) 25 16 35 60 25 35 Intersection Summary Cycle Length 65 � Control Type Actuated -Uncoordinated Natural Cycle 65 Splits and Phases: 4: Palisades Blvd & Eagle Ridge DrlPalomino Blvd ts h 05 06 pg CivTech Synchro 9 Report 03106/2017 Page 2 2028 Total AM with Signal at ERD (WITH EB RT Lane) Copperwynd Resort (17-0212) 4; Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 Signalized Intersection Summary EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations t r T* Vi tt r tT+ Traffic Volume (vehlh) 81 21 188 48 19 30 189 371 7 11 1037 74 Future Volume (vehlh) 81 21 188 48 19 30 189 371 7 11 1037 75 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 C Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, vehlh 90 23 209 53 21 33 210 412 8 12 1152 83 Adj No. of Lanes 1 1 1 1 1 0 1 2 1 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 331 331 282 320 116 183 258 676 302 646 1371 99 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.15 0,19 0.19 0.36 0.41 0.41 Sat Flow, veWh 1345 1863 1583 1144 654 1028 1774 3539 1583 1774 3349 241 Grp Volume(v), vehlh 90 23 209 53 0 54 210 412 8 12 608 627 Grp Sat Flow(s),vehlhlln 1345 1863 1583 1144 0 1681 1774 1770 1583 1774 1770 1820 Q Serve(g_s), s 3.4 0.6 7.0 2.3 0.0 1.5 6.4 6.0 0.2 0.2 17.4 17.4 Cycle Q Clear(g_c), s 5.0 0.6 7.0 2.8 0.0 1.5 6.4 6.0 0.2 0.2 17.4 17.4 Prop In Lane 1.00 1.00 1.00 0.61 1.00 1.00 1.00 0.13 Lane Grp Cap(c), vehlh 331 331 282 320 0 299 258 676 302 646 725 745 V1C Ratio(X) 0.27 0.07 0.74 0.17 0.00 0.18 0.81 0.61 0.03 0.02 0.84 0.84 Avail Cap(c_a), vehlh 475 531 451 443 0 479 285 1892 846 646 788 811 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 21.7 19.2 21.8 20.4 0.0 19.6 23.3 20.8 18.5 11.4 14.9 14.9 Incr Delay (d2), slveh 0.4 0.1 3.8 0.2 0.0 0.3 15.3 0.9 0.0 0.0 7.5 7.4 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh!1n 1.3 0.3 3.3 0.7 0.0 0.7 4.2 3.0 0.1 0.1 10.0 10.2 LnGrp Delay(d),slveh 22.1 19.3 25.7 20.6 0.0 19.9 38.5 21.7 18.5 11.4 22.5 22.4 LnGrp LOS C B C C B D C B B C C Approach Vol, vehlh 322 107 630 1247 Approach Delay, slveh 24.2 20.3 27.3 22.3 Approach LOS C C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 25.4 15.7 15.0 13.2 28.0 15.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 30.0 16.0 9.0 25.0 16.0 Max Q Clear Time (g_c+11), s 2.2 8.0 9.0 8.4 19.4 4.8 Green Ext Time (p -c), s 1.3 2.7 1.0 0.0 3.6 1.3 Intersection Summary HCM 2010 Ctrl Delay 23.8 HCM 2010 LOS C CiJech Synchro 9 Report 03/06/2017 Page 1 2028 Total AM with Signal at ERD (WITH EB RT Lane) Copperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd Timing Report, Sorted By Phase t --p. l Phase Number 1 2 4 5 6 8 Movement SBL NBT EBTL NBL SBT WBTL Lead/Lag Lag Lead Lead Lag Lead -Lag Optimize Yes Yes Yes Yes Recall Mode None Min None None Min None Maximum Split (s) 9 35 21 14 30 21 Maximum Split (%) 13.8% 53.8% 32.3% 21.5% 46.2% 32.3% Minimum Split (s) 9 21 21 9 21 21 Yellow Time (s) 4 4 4 4 4 4 All -Red Time (s) 1 1 1 1 1 1 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 5 5 5 5 Flash Dont Walk (s) 11 11 11 11 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 35 0 44 0 14 44 End Time (s) 44 35 0 14 44 0 Yield/Force Off (s) 39 30 60 9 39 60 Yield/Force Off 170(x) 39 30 49 9 39 49 Local Start Time (s) 21 51 30 51 0 30 Local Yield (s) 25 16 46 60 25 46 Local Yield 170(s) 25 16 35 60 25 35 Intersection urnmary Cycle Length 65 Control Type Actuated -Uncoordinated Natural Cycle 65 Splits and Phases: 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd t02 \901 —104 os as oa CivTech Synchro 9 Report 03106/2017 Page 2 2028 Total AM Copperwynd Resort (17-0212) 5: Shea Blvd & Palisades Blvd HCM 2010 Signalized Intersection Summary -I *-- 4-- T /* I. � -4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )VI +++ r ttt r t+ f err Traffic Volume (vehlh) 428 593 10 1 1313 127 16 14 16 187 5 1151 Future Volume (vehlh) 428 593 10 1 1313 127 16 14 16 187 5 1151 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial 0 (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, vehlh 476 659 11 1 1459 141 18 16 18 208 6 1279 Adj No. of Lanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 535 2563 798 2 1777 624 29 219 246 512 561 1272 Arrive On Green 0.16 0.50 0.50 0.00 0.35 0.35 0.02 0.27 0.27 0.04 0.30 0.30 Sat Flow,vehlh 3442 5485 1583 1774 5085 1583 1774 802 902 1774 1863 2787 Grp Volume(v), vehlh 476 659 11 1 1459 141 18 0 34 208 6 1279 Grp Sat Flow(s),vehlhlln1721 1695 1583 1774 1695 1583 1774 0 1704 1774 1863 1393 Q Serve(g_s), s 12.2 6.6 0.3 0.1 23.6 5.3 0.9 0,0 1.3 4.0 0.2 27.1 Cycle Q Clear(g_c), s 12,2 6.6 0.3 0.1 23.6 5.3 0.9 0.0 1.3 4.0 0.2 27.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.53 1.00 1.00 Lane Grp Cap(c), vehlh 535 2563 798 2 1777 624 29 0 465 512 561 1272 VIC Ratio(X) 0.89 0.26 0.01 0.51 0.82 0.23 0.63 0.00 0.07 0.41 0.01 1.01 Avail Cap(c_a), vehlh 535 2563 798 118 1921 669 118 0 465 512 561 1272 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1,00 1.00 1.00 1.00 1.00 1.00 1.00 0,00 1,00 1.00 1.00 1.00 Uniform Delay (d), slveh 37.2 12.7 11.1 44.9 26.7 18.1 44.0 0,0 24.3 24.4 22.1 24.5 Incr Delay (d2), slveh 16.7 0.1 0.0 128.6 2.8 0.2 20.6 0.0 0.3 0.5 0.0 26.5 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%a),vehllr7.1 3.1 0.1 0.1 11.4 2.4 0.6 0.0 0.7 2.3 0,1 20,4 LnGrp Delay(d),slveh 53.9 12.8 11.2 173.5 29.5 18.3 64.6 0.0 24.6 24.9 22.1 51.0 LnGrp LOS D B B F C B E C C C F Approach Vol, vehlh 1146 1601 52 1493 Approach Delay, slveh 29.9 28.6 38.5 47.2 Approach LOS C C D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s8.0 28.5 4.1 49.4 5.4 31.1 18.0 35.5 Change Period (Y+Rc), s 4.0 4,0 4,0 4.0 4,0 4.0 4.0 4.0 Max Green Setting (Gmax4,.a 22.0 6.0 42.0 6.0 20.0 14.0 34.0 Max Q Clear Time (g_c+l' .Oi 3.3 2.1 8.6 2.9 29.1 14,2 25.6 Green Ext Time (p -c), s 0.0 6.4 0.0 220 0.0 0.0 0,0 5.9 Intersection Summary HCM 2010 Ctrl Delay 35.5 HCM 2010 LOS D CivTech Synchro 9 Report 03/06/2017 Page 6 2028 Total AM Copperwynd Resort (17-0212) 6: Eagle Ridge Dr & Driveway A NCM 2010 TWSC Intersection Int Delay, s/veh 2.1 Movement WBL WBR NET NBR SBL ,SET Lane Configurations Y HCM Lane LOS T+ A HCM 95th %stile Q(veh) t Traffic Vol, vehlh 93 0 107 162 0 158 Future Vol, vehlh 93 0 107 162 0 158 Conflicting Peds, #1hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - _ 80 _ Veh in Median Storage, # 0 0 _ _ 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 103 0 119 180 0 176 Moor/Minor Minorl Ma'or1 Ma' r2 Conflicting Flow All 385 209 0 0 299 0 Stage 1 209 - _ _ _ _ Stage 2 176 - - _ Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - _ Critical Hdwy Stg 2 5.42 - - _ _ Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 618 831 1262 Stage 1 826 - _ Stage 2 855 - _ Platoon blocked, % Mov Cap -1 Maneuver 618 831 - 1262 Mov Cap -2 Maneuver 618 - _ Stage 1 826 - Stage 2 855 Approach WS NB Se NCM Control Delay, s 12 0 0 HCM LOS B Minor Lane/Major Mumt NET NBRWBLn1 SBL SRT Capacity (vehlh) 618 1262 - HCM Lane VIC Ratio 0.167 - - HCM Control Delay (s) 12 0 HCM Lane LOS B A HCM 95th %stile Q(veh) - 0.6 0 CivTech Synchro 9 Report 03/0612017 Page 7 2028 Total AM Copperwynd Resort (17-0212) 7: CopperwXnd Dr & DrivewaX B HCM 2010 TWSC Intersection Int Delay, slveh 5.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' T Y Traffic Vol, vehfh 30 5 14 0 0 15 Future Vol, vehlh 30 5 14 0 0 15 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 _ Veh in Median Storage, # - 0 0 - 0 _ Grade, % - 0 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 33 6 16 0 0 17 Major/Minor Ma'or1 Ma'or2 Minor2 Conflicting Flow All 16 0 0 88 16 Stage 1 - - - 16 - Stage 2 - 72 - Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - 5.42 - Critical Hdwy Stg 2 - _ 5.42 _ Follow-up Hdwy 2.218 3.518 3.318 Pot Cap -1 Maneuver 1602 - 913 1063 Stage 1 - 1007 - Stage 2 - - 951 - Platoon blocked, % Mov Cap -1 Maneuver 1602 894 1063 Mov Cap -2 Maneuver - 894 _ Stage 1 - - 1007 - Stage 2 931 Approach EB WB SB HCM Control Delay, s 6.3 0 8.4 HCM LOS A Minor Lane/Major Mvmt E9L EBT WBT WBR SBLn1 Capacity (veh/h) 1602 1063 HCM Lane VIC Ratio 0.021 - 0.016 HCM Control Delay (s) 7.3 0 - 8.4 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - - - 0 CivTech Synchro 9 Report 0310612017 Page 8 2028 Total PM Copperwynd Resort (17-0212) 1: Eagle Ridge Dr & CoRperwynd Dr HCM 2010 TWSC Intersection Int Delay, slveh Movement WBL WEIR NET NBR SBL SET Lane Configurations Y HCM Lane LOS t# A HCM 95th %tile Q(veh) t Traffic Vol, vehlh 35 10 303 36 5 280 Future Vol, vehlh 35 10 303 36 5 280 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 110 - Veh in Median Storage, # 0 0 _ _ 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 39 11 337 40 6 311 Ma'orlMinor Minorl Ma ort Ma or2 Conflicting Flow All 679 357 0 0 377 0 Stage 1 357 - - - _ _ Stage 2 322 - _ Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - _ Critical Hdwy Stg 2 5.42 - - _ Follow-up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 417 687 1181 Stage 1 708 - _ Stage 2 735 - - _ Platoon blocked, % Mov Cap -1 Maneuver 415 687 1181 Mov Cap -2 Maneuver 415 - - _ Stage 1 708 - Stage 2 731 - - Approach WE NB SB HCM Control Delay, s 13.9 0 0.1 HCM LOS B Minor Lane/Major Mvmt NET NBRWBLnl SBL SET Capacity (vehlh) 455 1181 HCM Lane VIC Ratio 0.11 0.005 HCM Control Delay (s) - 13.9 8.1 - HCM Lane LOS B A HCM 95th %tile Q(veh) 0.4 0 CivTech Synchro 9 Report 03106/2017 Page I 2028 Total PM Copperwynd Resort (17-0212) 2: Eagle Rid e Dr & Cloud Crest Dr/Summit Dr North HCM 2010 TWSC Intersection Minor2 Minorl Maiorl Major2 Conflicting Flow Alf 745 744 Int Delay, slveh 0.2 743 745 378 358 0 0 379 0 0 Stage 1 356 356 - 387 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Critical Hdwy *T+ 6.52 6.22 + 7.12 6.52 T 4.12 I T 6.12 Traffic Vol, vehlh 4 0 0 0 0 4 4 340 1 0 319 3 Future Vol, vehlh 4 0 0 0 0 4 4 340 1 0 319 3 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized 661 628 None - - _ None - None - None Storage Length Mov Cap -1 Maneuver 327 342 688 125 330 341 115 1201 - - - Veh in Median Storage, # - 0 - - 0 - _ 0 _ _ - 0 _ Grade, % 0 608 0 - - 0 607 - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 0 0 0 4 4 378 1 0 354 3 Major/Minor Minor2 Minorl Maiorl Major2 Conflicting Flow Alf 745 744 356 743 745 378 358 0 0 379 0 0 Stage 1 356 356 - 387 387 - - - - - _ _ Stage 2 389 388 - 356 358 - - - _ Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - _ Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 Pot Cap -1 Maneuver 330 343 688 331 342 669 1201 1179 Stage 1 661 629 - 637 610 - - - Stage 2 635 609 - 661 628 - - - _ Platoon blocked, % Mov Cap -1 Maneuver 327 342 688 330 341 669 1201 - - 1179 - Mov Cap -2 Maneuver 327 342 - 330 341 - - - _ _ Stage 659 629 - 635 608 - - - Stage 2 629 607 - 661 628 - Approach EB _ WB NB SIB HCM Control Delay; s 16.2 10.4 0.1 0 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR Capacity (vehlh) 1201 327 669 1179 HCM Lane VIC Ratio 0.004 0.014 0.007 - HCM Control Delay (s) 8 - 16.2 10.4 0 - HCM Lane LOS A C B A _ HCM 95th %tile Q(veh) 0 - 0 0 0 - - CivTech Synchro 9 Report 0310612017 Page 2 2028 Total PM Copperwynd Resort (17-0212) 3: Eagle Ridge Dr & Summit Dr South HCM 2010 TWSC Intersection Ink Delay, slveh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 372 T 769 395 1 - - - 4 374 - 4 395 Traffic Vol, vehlh 1 334 1 0 341 29 0 0 1 22 0 1 Future Vol, vehlh 1 334 1 0 341 29 0 0 1 22 0 1 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - 0 None - - None - - None Storage Length 100 - 595 - 647 618 - Platoon blocked, % - Veh in Median Storage, # - 0 Mov Cap -1 Maneuver 0 - _ 0 _ _ 0 654 Grade, % - 0 - 325 0 317 332 0 - - - 0 - 646 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrnt Flow 1 371 1 0 379 32 0 0 1 24 0 1 Major/Minor Ma'or1 Ma'or2 Minorl HCM Lane VIC Ratio 0.002 Minor2 - 0.079 HCM Control Delay (s) Conflicting Flow All 411 0 0 - - 17.1 0 770 785 372 769 769 395 Stage 1 - - - - 374 374 - 395 395 - Stage 2 - 396 411 - 374 374 - Critical Hdwy 4.12 - - 7.12 6.52 6.22 7.12 6,52 6.22 Critical Hdwy Stg 1 - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - 6.12 5.52 6.12 5.52 - Follow-up Hdwy 2.218 - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap -1 Maneuver 1148 - - 0 - 318 325 674 318 332 654 Stage 1 - - 0 647 618 - 630 605 - Stage 2 - - - 0 - 629 595 - 647 618 - Platoon blocked, % - Mov Cap -1 Maneuver 1148 - - 317 325 674 317 332 654 Mov Cap -2 Maneuver - - 317 325 - 317 332 - Stage 1 - - - 646 617 - 629 605 - Stage 2 628 595 - 645 617 - Approach_ EB WB NB SB HCM Control Delay, s 0 0 10.4 17.1 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EST EBR WBT WBR SBLn1 Capacity (vehlh) 674 1148 - 324 HCM Lane VIC Ratio 0.002 0.001 - 0.079 HCM Control Delay (s) 10.4 8.1 - - 17.1 HCM Lane LOS B A C HCM 95th %tile Q(veh) 0 0 - - - - 0.3 CivTech Synchro 9 Report 03/0612017 Page 3 2028 Total PM Copperwynd Resort (17-0212) 4. Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 AWSC Intersection EB WS NB Opposing Approach WB Intersection Delay, slveh 179.5 EB SB Opposing Lanes 2 Intersection LOS F 3 Conflicting Approach Left SB NB Movement EBU EBL EBT EBR WBU WBL WET WSR NBU NBL NBT NBR Lane Configurations 2 I* NB T SB +tt ?f Traffic Vol, vehlh 0 116 33 188 0 27 30 22 0 232 918 49 Future Vol, vehlh 0 116 33 188 0 27 30 22 0 232 918 49 Peak Hour Factor 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 129 37 209 0 30 33 24 0 258 1020 54 Number of Lanes 0 1 1 0 0 1 1 0 0 0 2 1 Approach EB WS NB Opposing Approach WB EB SB Opposing Lanes 2 2 3 Conflicting Approach Left SB NB EB Conflicting Lanes Left 3 3 2 Conflicting Approach Right NB SB WB Conflicting Lanes Right 3 3 2 NCM Control Delay 27 16.9 295,7 HCM LOS D C F Lane NBLn1 NBLn2 NBLn3 E8Ln1 EBLn2 WBLn1 W6Ln2 SBLn1 SBLn2 SBLn3 Vol Left, % 43% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 57% 100% 0% 0% 15% 0% 58% 0% 100% 71% Vol Right, % 0% 0% 100% 0% 85% 0% 42% 0% 0% 29% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 538 612 49 116 221 27 52 16 341 241 LT Vol 232 0 0 116 0 27 0 16 0 0 Through Vol 306 612 0 0 33 0 30 0 341 171 RT Vol 0 0 49 0 188 0 22 0 0 70 Lane Flow Rate 598 680 54 129 246 30 58 18 379 267 Geometry Grp 8 8 8 8 8 8 8 8 8 8 Degree of Util (X) 1.519 1.686 0.124 0.377 0.644 0.098 0.176 0.048 0.969 0.668 Departure Headway (Hd) 9.15 8.927 8204. 11.489 10.381 12.604 11.789 10.563 10.049 9,839 Convergence, YIN Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 401 408 437 316 351 286 306 341 364 369 Service Time 6.911 6.688 5.964 9.189 8.081 10.304 9.489 8.263 7.749 7.539 HCM Lane VIC Ratio 1.491 1.667 0.124 0.408 0.701 0,105 0.19 0.053 1,041 0.724 HCM Control Delay 269.9 341.1 12.1 21 30.1 16.7 17 13.8 72.3 30.2 HCM Lane LOS F F B C D C C B F D HCM 95th -tile 0 32.3 40.6 0.4 1.7 4.3 0.3 0.6 0.2 10.7 4.6 CivTech Synchro 9 Report 03/06/2017 Page 4 2028 Total PM Copperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 AWSC Intersection Intersection Delay, slveh Intersection LOS Movement SBU SBL SBT SBR Lan4onfigurations Vi +T Traffic Vol, veh/h 0 16 512 70 Future Vol, vehlh 0 16 512 70 Peak Hour Factor 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 0 18 569 78 Number of Lanes 0 1 2 0 Approach SB Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 2 Conflicting Approach Right EB Conflicting Lanes Right 2 HCM Control Delay 53.8 HCM LOS F CivTech Synchro 9 Report 03/06/2017 Page 5 2028 Total PM with Signal (no EB RT Lane) Copperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd HCM 2010 Signalized Intersection Summary EBT EBR WRL WRT WAR SBL SBT SBR Lane Configurations T+ Vi T tt r If tT Traffic Volume (veh/h) 116 33 188 27 30 22 232 918 49 16 512 70 Future Volume (veh/h) 116 33 188 27 30 22 232 918 49 16 512 70 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 129 37 209 30 33 24 258 1020 54 18 569 78 Adj No. of Lanes 1 1 0 1 1 0 1 2 1 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 410 55 311 240 227 165 317 1633 730 31 940 128 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.18 0.46 0.46 0.02 0.30 0.30 Sat Flow, veh/h 1341 244 1376 1129 1004 730 1774 3539 1583 1774 3129 428 Grp Volume(v), veh/h 129 0 246 30 0 57 258 1020 54 18 321 326 Grp Sat Flow(s),veh/h/In 1341 0 1620 1129 0 1734 1774 1770 1583 1774 1770 1787 Q Serve(g_s), s 4.3 0.0 7.0 1.3 0.0 1.3 7.1 11.1 1.0 0.5 7.9 7.9 Cycle Q Clear(g_c), s 5.7 0.0 7.0 8.3 0.0 1.3 7.1 11.1 1.0 0.5 7.9 7.9 Prop In Lane 1.00 0.85 1.00 0.42 1.00 1.00 1.00 0.24 Lane Grp Cap(c), veh/h 410 0 366 240 0 392 317 1633 730 31 531 537 VIC Ratio(X) 0.31 0.00 0.67 0.12 0.00 0.15 0.81 0.62 0.07 0.57 0.60 0.61 Avail Cap(c_a), veh/h 528 0 509 340 0 545 418 1739 778 139 591 597 HCM Platoon Ratio 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.0 0.0 18.0 21.8 0.0 15.7 20.1 10.4 7.6 24.8 15.2 15.2 Incr Delay (0), slveh 0.4 0.0 2.1 0.2 0.0 0.2 9.0 0.6 0.0 15.5 1.5 1.5 Initial Q Delay(0),s/veh 0.0 0.0 0.0 0.0 0A 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/wile BackOfQ(50%),vehlln 1.7 0.0 3.4 0.4 0.0 0.7 4.2 5.5 0.4 0.4 4.1 4.1 LnGrp Delay(d),s/veh 18.5 0.0 20.1 22.0 0.0 15.9 29.0 11.0 7.7 40.3 16.7 16.7 LnGrp LOS B C C B C B A D B B Approach Vol, vehlh 375 87 1332 665 Approach Delay, slveh 19.5 18.0 14.4 17.3 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.9 28.5 16.5 14.1 20.3 16.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5,0 5.0 5.0 Max Green Setting (Gmax), s 4.0 25.0 16.0 12.0 17.0 16.0 Max Q Clear Time (g_c+11), s 2.5 13.1 9.0 9.1 9.9 10.3 Green Ext Time (p -c), s 0.0 8.2 1.4 0.2 5.3 1.2 Intersection Summary HCM 2010 Ctrl Delay 16.1 HCM 2010 LOS B CivTech Synchro 9 Report 03/06/2017 Page 1 2028 Total PM with Signal (no EB RT Lane) Copperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Rid a Dr/Palomino Blvd Timing Report, Sorted By Phase 1 \ ■-- Phase Number 1 2 4 5 6 8 Movement SBL NBT EBTL NBL SBT WBTL Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize Yes Yes Yes Yes Recall Mode None Min None None Min None Maximum Split (s) 9 30 21 17 22 21 Maximum Split (%) 15.0% 50.0% 35.0% 28.3% 36.7% 35.0% Minimum Split (s) 9 21 21 9 21 21 Yellow Time (s) 4 4 4 4 4 4 All -Red Time (s) 1 1 1 1 1 1 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 5 5 5 5 Flash Dont Walk (s) 11 11 11 11 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 0 9 39 0 17 39 End Time (s) 9 39 0 17 39 0 Yield/Force Off (s) 4 34 55 12 34 55 Yield/Force Off 170(s) 4 34 44 12 34 44 Local Start Time (s) 43 52 22 43 0 22 Local Yield (s) 47 17 38 55 17 38 Local Yield 170(s) 47 17 27 55 17 27 Intersection Summary Cycle Length 60 Control Type Actuated -Uncoordinated Natural Cycle 60 Splits and Phases: 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd 00, 1675 # 06 08 CivTech Synchro 9 Report 03/06/2017 Page 2 2028 Total PM with Signal (WITH EB RT Lane) Copperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd NCM 2010 Signalized Intersection Summary -I' --,P. 4e *-- EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I + r T ++ r +T Traffic Volume (veh/h) 116 33 188 27 30 22 232 918 49 16 512 70 Future Volume (vehlh) 116 33 188 27 30 22 232 918 49 16 512 70 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1,00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 9.00 Adj Sat Flow, veh/hlln 1863 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, vehlh 129 37 209 30 33 24 258 1020 54 18 569 78 Adj No. of Lanes 1 1 1 1 1 0 1 2 1 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 372 355 302 350 191 139 323 1668 746 32 961 131 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.18 0.47 0.47 0.02 0.31 0.31 Sat Flow, veh/h 1341 1863 1583 1129 1004 730 1774 3539 1583 1774 3129 428 Grp Volume(v), vehlh 129 37 209 30 0 57 258 1020 54 18 321 326 Grp Sat Flow(s),vehlh/In 1341 1863 1583 1129 0 1734 1774 1770 1583 1774 1770 1787 Q Serve(g_s), s 4.2 0.8 5.8 1.1 0.0 1.3 6.5 10.0 0.9 0.5 7.2 7.2 Cycle Q Clear(g_c), s 5.5 0.8 5.8 1.8 0.0 1.3 6.5 10.0 0.9 0.5 7.2 7.2 Prop In Lane 1.00 1.00 1.00 0.42 1.00 1.00 1.00 0.24 Lane Grp Cap(c), vehlh 372 355 302 350 0 330 323 1668 746 32 544 549 VIC Ratio(X) 0.35 0.10 0.69 0.09 0.00 0.17 0.80 0.61 0.07 0.57 0.59 0.59 Avail Cap(c_a), veh/h 575 636 541 521 0 592 493 1890 845 152 605 611 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.1 15.7 17.7 16.4 0.0 15.9 18.3 9.2 6.8 22.8 13.7 13.7 Incr Delay (d2), slveh 0.6 0.1 2.8 0.1 0.0 0.2 5.3 0.5 0.0 15.1 1.3 1.3 Initial Q Delay(0),slveh 0.0 0.0 0.0 OA 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 °toile BackOfQ(50%),vehlln 1.6 0.4 2.7 0.3 0.0 0,6 3.6 4.9 0.4 0.4 3.7 3.7 LnGrp Delay(d),slveh 18.7 15.8 20.5 16.5 0.0 16.1 23.6 9.7 6,8 37.9 15.0 15.0 LnGrp LOS B B C B B C A A D B B Approach Vol, vehlh 375 87 1332 665 Approach Delay, slveh 19.4 16.2 12.3 15.6 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.8 27.1 13.9 13.5 19.4 13,9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 25.0 16.0 13.0 16.0 16.0 Max Q Clear Time (g_c+I1), s 2.5 12.0 7.8 8.5 9.2 3.8 Green Ext Time (p -c), s 0.0 8.7 1.2 0.3 5.1 1.4 intersection summary HCM 2010 Ctrl Delay 14.4 HCM 2010 LOS B CivTech Synchro 9 Report 03/06/2017 Page 1 2028 Total PM with Signal (WITH EB RT Lane) Copperwynd Resort (17-0212) 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd Timing Report, Sorted By Phase t _40. Phase Number 1 2 4 5 6 8 Movement SBL NBT EBTL NBL SBT WBTL Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize Yes Yes Yes Yes Recall Mode None Min None None Min None Maximum Split (s) 9 30 21 18 21 21 Maximum Split (%) 15.0% 50.0% 35.0% 30.0% 35.0% 35.0% Minimum Split (s) 9 21 21 9 21 21 Yellow Time (s) 4 4 4 4 4 4 All -Red Time (s) 1 1 1 1 1 1 Minimum Initial (s) 4 4 4 4 4 4 Vehicle Extension (s) 3 3 3 3 3 3 Minimum Gap (s) 3 3 3 3 3 3 Time Before Reduce (s) 0 0 0 0 0 0 Time To Reduce (s) 0 0 0 0 0 0 Walk Time (s) 5 5 5 5 Flash Dont Walk (s) 11 11 11 11 Dual Entry No Yes Yes No Yes Yes Inhibit Max Yes Yes Yes Yes Yes Yes Start Time (s) 0 9 39 0 18 39 End Time (s) 9 39 0 18 39 0 Yield/Force Off (s) 4 34 55 13 34 55 Yield/Force Off 170(s) 4 34 44 13 34 44 Local Start Time (s) 42 51 21 42 0 21 Local Yield (s) 46 16 37 55 16 37 Local Yield 170(s) 46 16 26 55 16 26 Intersection Summary Cycle Length 60 Control Type Actuated -Uncoordinated Natural Cycle 60 Splits and Phases: 4: Palisades Blvd & Eagle Ridge Dr/Palomino Blvd �t3k 1 t02 --*04 05 06 08 CivTech Synchro 9 Report 03/06/2017 Page 2 2028 Total PM Copperwynd Resort (17-0212) 5: Shea Blvd & Palisades Blvd HCM 2010 Signalized Intersection Summary --P� --t 'r *- k I 1P� \* # EBT EBR WBL WBT WBR NBL NBT NBR SBL Lane Configurations M +++ r V1 +++ r T+ + rr Traffic Volume (vehlh) 1056 1723 21 5 826 181 27 4 4 141 10 563 Future Volume (vehlh) 1056 1723 21 5 826 181 27 4 4 141 10 563 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, vehlh 1173 1914 23 6 918 201 30 4 4 157 11 626 Adj No. of Lanes 2 3 1 1 3 1 1 1 0 1 1 2 Peak. Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 841 2467 768 11 1256 461 42 245 245 556 573 1538 Arrive On Green 0.24 0.49 0.49 0.01 0.25 0.25 0.02 0.29 0.29 0.04 0.31 0.31 Sat Flow,vehlh 3442 5085 1583 1774 5085 1583 1774 856 856 1774 1863 2787 Grp Volume(v), vehlh 1173 1914 23 6 918 201 30 0 8 157 11 626 Grp Sat Flow(s),vehlhlln1721 1695 1583 1774 1695 1583 1774 0 1712 1774 1863 1393 Q Serve(g_s), s 22.0 28.0 0.7 0.3 14.9 9.3 1.5 0.0 0.3 4.0 0.4 11.7 Cycle Q Clear(g_c), s 22.0 28.0 0.7 0.3 14.9 9.3 1.5 0.0 0.3 4.0 0.4 11.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 1.00 Lane Grp Cap(c), vehlh 841 2467 768 11 1256 461 42 0 490 556 573 1538 VIC Ratio(X) 1.39 0.78 0.03 0.55 0.73 0.44 0.72 0.00 0.02 0.28 0.02 0.41 Avail Cap(c_a), vehlh 841 2467 768 296 1808 633 79 0 490 556 573 1538 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 34.0 19.1 12.1 44.6 31.1 25.9 43.7 0.0 23.0 22.2 21.7 11.7 Incr Delay (d2), slveh 184.7 1.6 0.0 36.2 0.9 0.6 20.7 0.0 0.1 0.3 0.1 0.8 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh18P.0 13.3 0.3 0.3 7.1 4.1 1.0 0.0 0.2 1.0 0.2 4.6 LnGrp Delay(d),slveh 218.7 207 12.1 80.8 32.0 26.5 64.4 0.0 23.1 22.5 21.8 12.5 LnGrp LOS F C B F C C E C C C B Approach Vol, vehlh 3110 1125 38 794 Approach Delay, slveh 95.3 31.3 55.7 14.6 Approach LOS F C E B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s8.0 29.8 4.6 47.7 6.1 31.7 26.0 26.2 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax4,d 16.0 15.0 39.0 4.0 16.0 22.0 32.0 Max Q Clear Time (g_c+lVA 2.3 2.3 30.0 3.5 13.7 24.0 16.9 Green Ext Time (p -c), s 0.0 2.4 0.0 8.5 0.0 0.7 0.0 5.3 Intersection Summary HCM 2010 Ctrl Delay 68.2 HCM 2010 LOS E CivTech Synchro 9 Report 03/06/2017 Page 6 2028 Total PMCopperwynd Resort (17-0212) 6: Eagle Ridge Dr & Driveway A HCM 2010 TWSC Intersection Int Delay, slveh 3.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Y HCM Lane LOS T+ A HCM 95th %tile Q(veh) t Traffic Vol, vehlh 137 0 183 130 0 149 Future Vol, vehlh 137 0 183 130 0 149 Conflicting Peds, Whir 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 80 - Veh in Median Storage, # 0 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 152 0 203 144 0 166 Major/Minor _ Minorl _ Majorl Major2 Conflicting Flow All 442 276 0 0 348 0 Stage 1 276 - - - - - Stage 2 166 - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap -1 Maneuver 573 763 - - 1211 - Stage 1 771 - - - Stage 2 863 - - - Platoon blocked, % - Mov Cap -1 Maneuver 573 763 - - 1211 Mov Cap -2 Maneuver 573 - - - - Stage 1 771 - - - Stage 2 863 - - Approach WB NB SB HCM Control Delay, s 13.5 0 0 HCM LOS B Minor Laneftior Mvmt NBT NBRWBLnl SBL SBT Capacity (vehlh) - - 573 1211 HCM Lane VIC Ratio - 0.266 - HCM Control Delay (s) 13.5 0 HCM Lane LOS B A HCM 95th %tile Q(veh) - 1.1 0 CivTech Synchro 9 Report 03/0612017 Page 7 2028 Total PM Copperwynd Resort (17-0212) 7: CopperwXnd Dr & Driveway B HCM 2010 TWSC Intersection Int Delay, slveh 5.7 Movement EBL EBT WBT WBR SBL SBR, Lane Configurations - 8.5 +` '* A Y 0.1 - Traffic Vol, vehlh 28 14 11 0 0 34 Future Vol, vehlh 28 14 11 0 0 34 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - _ 0 _ Veh in Median Storage, # 0 0 0 Grade, % 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 31 16 12 0 0 38 Major/Minor Ma'or1 Ma'or2 Minor2 Conflicting Flow All 12 0 0 90 12 Stage 1 - - - 12 - Stage 2 - 7$ - Critical Hdwy 4.12 7.12 6.22 Critical Hdwy Stg 1 - 6.12 - Critical Hdwy Stg 2 - 6.12 - Follow-up Hdwy 2.218 3,518 3.318 Pot Cap -1 Maneuver 1607 - 895 1069 Stage 1 - 1009 - Stage 2 - - - 931 - Platoon blocked, % - Mov Cap -1 Maneuver 1607 882 1069 Mov Cap -2 Maneuver - - 882 - Stage 1 - 990 - Stage 2 913 Approach EB WB SIB HCM Control Delay, s 4.9 0 8.5 HCM LOS A ,Minor Lane/Major Mvmt EBL EBT WST WBR SBLn1 Capacity (vehlh) 1607 1069 HCM Lane VIC Ratio 0.019 0.035 HCM Control Delay (s) 7.3 0 - - 8.5 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - 0.1 CivTech Synchro 9 Report 03106/2017 Page 8 EXHIBIT E TO DEVELOPMENT AGREEMENT FOR COPPERWYND RESORT EXPANSION BETWEEN THE TOWN OF FOUNTAIN HILLS AND PALISADES RESORTS, LLC [Schedule of Performance] See following page. Copperwynd Resort Expansion Development Agreement — Fountain Hills - 2017 2896602.13 SCHEDULE OF PERFORMANCE Deadline to Perform Task From Effective Date of Agreement Task/Obligation Phase 1 —128 Room Expansion 12 Months Developer to have submitted Site Plan and Construction Documents for Phase 1 improvements, including Public Infrastructure Improvements. 18 Months Developer to have begun construction of Phase 1 improvements. 36 Months Developer to have completed construction of Phase 1 improvements. Developer to have completed Public Infrastructure Improvements for Phase 1. Phase 2 — 60 Room Expansion 60 Months Developer to have submitted Site Plan and Construction Documents for Phase 2 improvements, including Public Infrastructure Improvements. 72 Months Developer to have completed construction of Phase 2 improvements. Developer to have completed Public Infrastructure Improvements for Phase 2. Phase 3—'112 Room Expansion 12 Months prior to the expiration Developer to have submitted Site Plan and Construction of the term of this Agreement Documents for Phase 3 improvements, including Public Infrastructure Improvements. On or prior to the expiration of the Developer to have completed construction of Phase 3 term of this Agreement improvements. Developer to have completed Public Infrastructure Improvements for Phase 3. Coppenvynd Resort Expansion Development Agreement — Fountain Hills - 2017 2895502.13