La Quinta City Council
March 5, 2024

Table 22 Preferred Alternative and Revised Project Base Year Sub‐Regional Link‐Level VMT Category  Without Project
Employment
Preferred Alternative
With Project Employment
Revised Project
With Project Employment
VMT Interacting with CVAG Area  15,173,739 15,166,580 15,179,349 CVAG Area Population  510,550 510,550 510,550
CVAG Area Employment  193,090 193,764 193,203
VMT / Service Population  21.56 21.53 21.57

This minor increase in VMT for the Revised Project is consistent with the analysis of Alternative 2 in the EIR, which concluded  that Alternative 2 would have  somewhat greater VMT impacts  than  the Preferred Alternative due to an increase in trip generation rates and a decrease in the rate of internal capture.  As with the Preferred Alternative and Alternative 2, the Revised Project will include design elements that reduce VMT to the maximum extent feasible. Project design will establish residential neighborhoods  that are  linked  through multi‐use  trails.  Community amenities will  include activity hubs for the project with open space and trail connections providing easy access to the amenities.

The  perimeter  roadway  frontages  will  provide  access  for  pedestrians,  cyclists,  and  equestrians through provision of a multi‐use trail as a component of the public street system. The trail network along the primary entry road will connect to the community trail system.

The Revised Project shall ensure that the  future trail  for the Coral Mountain Interpretive Center is incorporated into project plans. Accommodations for this trail shall be located along the approximate 403 CLICK HERE to Return to Agenda
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toe  of  Coral Mountain, within  the  designated  conservation area at  the  southwestern edge  of  the property.

In addition,  the proposed 60,000 SF of commercial uses at  the corner of Avenue 58 and Madison Street  would  continue  to  result  in  a  reduction  in  VMT  by  providing  resident‐serving  commercial amenities in the immediate vicinity of project residents and the existing adjacent communities. VMT impacts associated with the Revised Project would however remain significant and unavoidable, as they would under Alternative 2.

A queuing analysis was performed for both the Preferred Alternative and for the Revised Project. Less than  significant  impacts  were  anticipated  relative  to  hazards  due  to  geometric  design  feature  or incompatible uses for both Projects.

Similar  to  the  Preferred  Alternative  and  Alternative  2,  the  Revised  Project  is  not  anticipated  to increase hazards due to geometric design feature or incompatible uses, following implementation of the mitigation measures, as well as the review and approval process at the City of La Quinta. Impacts were anticipated be less than significant.

Prior to construction, both the Fire Department and Police Department would review the project site plan,  and  individual  sub‐area  plans  as  they  are  brought  forward,  to  ensure  safety  measures  are addressed,  including  emergency  access,  consistent  with  Fire  Department  and  Police  Department standards. Similar to the Preferred Alternative and Alternative 2, the Revised Project is not anticipated to  result  in  inadequate  emergency  access.  Therefore,  impacts  were  determined  to  be  less  than significant relative to inadequate emergency access.

Cumulative Impacts
Similar to the Preferred Alternative, the Revised Project would be responsible for the Traffic Signal at #19 Madison Street and the Main access and improvements to adjacent roadways in the cumulative 2040 condition.   Similar to the Preferred Alternative, the Revised Project would be responsible for fair share contributions to offsite improvements pursuant to the  transportation component of  the City’s  DIF.  Additionally,  the  project  will  participate  in  the  Traffic  Uniform  Mitigation  Fee  (TUMF) program prior to issuance of building permits.

Table 23 illustrates the 2040 fair share contribution for 17 area roadway improvements for both the Preferred Alternative and the Revised Project for the 2040 condition. These fair share percentages represent impacts based on 2040 project traffic volumes (GP buildout). The Revised Project will be responsible for slightly higher Fair Share Contributions for a majority of intersections.

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Table 23 Project 2040 Fair Share Contributions
Intersection #  Intersection  Preferred Alternative   Revised Project 1  Madison Street/Avenue 58  10%  14%
3  Madison Street/Avenue 54  4%  5%
4  Madison Street/Avenue 52  2%  3%
5  Madison Street/Avenue 50  1%  2%
6  Jefferson Street/Avenue 54  2%  3%
7  Jefferson Street/Avenue 52  2%  2%
9  Jefferson Street/Avenue 50  2%  2%
10  Madison Street/Avenue 60  4%  6%
11  Monroe Street/Avenue 60  2%  4%
12  Monroe Street/Avenue 58  4%  6%
13  Monroe Street/Airport Blvd  2%  3%
14  Monroe Street/Avenue 54  2%  3%
15  Monroe Street/Avenue 52  2%  3%
16  Monroe Street/50th Avenue  1%  2%
17  Jackson Street/58th Avenue  2%  3%
Build out of both the Preferred Alternative and the Revised Project, in conjunction with General Plan (2040) build out conditions would result in potential impacts, without improvements. However, with the  implementation  of  the  Revised  Project  and  CIP‐programmed  improvements,  cumulative transportation impacts will be reduced to less than significant levels except for impacts associated with VMTs which would be significant and unavoidable. This is consistent with the DEIR determination that  Alternative  2  would  have  less  than  significant  LOS‐related  impacts  with  implementation  of mitigation, but would have a significant and unavoidable VMT impact.

As indicated in the DEIR for Alternative 2, overall VMT impacts of the Revised Project are anticipated to be significant and unavoidable because even with incorporation of all feasible mitigation measures, the  home‐based  VMT  per  capita  and  the  VMT  per  service  population  slightly  exceed  the  City’s thresholds  of  significance.  However,  this  impact  is  the  same  under  both  the  Revised  Project  and Alternative 2, and therefore, the Revised Project would not have any new or substantially more severe impacts than analyzed in the DEIR.

Tribal Cultural Resources
Preferred Alternative
During tribal consultation, the Agua Caliente Band of Cahuilla Indians (ACBCI) indicated that the area is  especially  important,  and  the  Tribal  Historic  Preservation  Officer  (THPO)  requested  that  their importance be protected, and that the Coral Mountain Rock Art Complex be avoided and preserved, as required by Mitigation Measure TCR‐5. Mitigation Measure TCR‐6 requires surface collection and 405 CLICK HERE to Return to Agenda
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subsurface  excavation  to  recover  a  representative  sample  of  the  cultural  materials  prior  to  the commencement of the project.

The ACBCI determined that, based on their resource inventories, and the breadth and significance of resources identified in and surrounding the project, the area is considered significant to the Tribe, and  further  surface  investigation,  testing,  and  excavation,  if  necessary,  is  needed  to  assure  that impacts  to  Tribal  resources  in  the  area  are  not  significant.  In  order  to  ensure  that  the  impact  is reduced to less than significant levels, the following mitigation measures were included in the DEIR:

TCR‐1: Before ground disturbing activities begin, the applicant shall contact the ACBCI Tribal Historic Preservation Office to arrange cultural monitoring. The project requires the presence of an approved  Agua  Caliente  Native  American  Cultural  Resource  Monitor(s)  during  any  ground disturbing  activities  (including  archaeological  testing  and  surveys).  Should  buried  cultural deposits be encountered, the Monitor may request that destructive construction halt in the vicinity of the deposits, and the Monitor shall notify a Qualified Archaeologist (Secretary of the  Interior’s  Standards  and  Guidelines),  within  24  hours,  to  investigate  and,  if  necessary, prepare a mitigation plan  for  submission  to  the State Historic Preservation Officer and  the Agua Caliente Tribal Historic Preservation Office.

TCR‐2: The presence of a qualified archaeologist shall be required during all project related ground disturbing activities, including clearing and grubbing. A monitoring plan shall be prepared and approved by the ACBCI and provided to the City prior to the initiation of any ground disturbing activity  for  all  construction  phases  and  activities.  If  potentially  significant  archaeological materials are discovered, all work must be halted in the vicinity of the archaeological discovery until the archaeologist can assess the significance of the find.

TCR‐3: Before ground disturbing activities, the project’s archaeologist shall prepare an Archaeological Treatment,  Disposition,  and  Monitoring  Plan  to  be  submitted  to the  ACBCI  Tribal  Historic Preservation Office  for  approval.  The  Treatment,  Disposition  and Monitoring  Plan  shall  be deemed rejected by ACBCI’s Tribal Historic Preservation Office if no action to approve the plan is taken within 30 days from submission for approval. If the ACBCI Tribal Historic Preservation Office rejects two Treatment, Disposition and Monitoring Plans submitted for approval, the applicant may appeal the second denial to the La Quinta City Council for a final determination.

The approved Treatment, Disposition and Monitoring Plan shall be provided to the City prior to any ground disturbance on the site.

TCR‐4:  Before  ground  disturbing  activities,  the  project’s  archaeologist  shall  prepare  a  Rock  Art Management  Plan,  based  on  recommendations  made  in  the  report  by  McCarthy  and Mouriquand, and  shall  submit  the  plan  to  the ACBCI Tribal Historic  Preservation Office  for approval. The Rock Art Management Plan shall be deemed rejected by ACBCI’s Tribal Historic Preservation Office if no action is taken to approve the plan within 30 days of submission for 406 CLICK HERE to Return to Agenda
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approval. If  the ACBCI Historic Preservation Office  rejects  two Rock Art Management Plans submitted  for  approval,  the  applicant may  appeal  the  second  denial  to  the  La Quinta  City Council for a final determination. The approved Rock Art Management Plan shall be provided to the City prior to any ground disturbance on the site.

TCR‐5: Sites 33‐00193, 33‐001715, and 33‐009545, along the base of Coral Mountain and at the toe of the slope, which contain the rock art panels and bedrock milling features, shall be avoided and  protected  in  situ  during  project  construction  through  the  establishment  of Environmentally Sensitive Areas; the Environmentally Sensitive Areas shall be recorded on the property,  and  proof  of  recordation  shall  be  provided  to  the  City  prior  to  any  ground disturbance in Planning Area III. Nominations of these sites to the National Register of Historic Places  shall  be  filed  with  the  appropriate  federal  agency  prior  to  the  issuance  of  the  first grading permit; and the sites shall be subject to the provisions of the Rock Art Management Plan.

TCR‐6:  For  the  portion  of  Site  33‐001715  outside  the  preservation  area  established  in  TCR‐5, mitigative surface collection and subsurface excavation shall be completed prior to any ground disturbance in Planning Area III to recover a representative sample of the cultural materials prior to the commencement of the project and as a condition of grading permit issuance. The excavation shall include a combination of standard archaeological units, shovel test pits, and backhoe  trenches  to optimize both efficient coverage of  the site area and safe  recovery of cultural  remains.  The  survey  protocols  shall  be  approved  by  ACBCI.    A  report  of  findings, including written confirmation of completion to ACBCI’s satisfaction, shall be provided to the City prior to ground disturbance.

TCR‐7:  Prior  to  ground  disturbance  in  Planning  Area  III,  a  qualified  archaeologist  shall  complete surface collection, testing and excavation if necessary, for sites 33‐1716, 33‐1717, 33‐8386, 33‐9001, 33‐9003, 33‐28907, 33‐28908, 33‐28909, 33‐28910, 33‐28911, 33‐28912. A report of findings,  including  written  confirmation  of  completion  to  ACBCI’s  satisfaction,  shall  be provided to the City prior to ground disturbance.

TCR‐8: A comprehensive recordation program shall be prepared by a qualified archaeologist for Site 33‐008388. The program shall contain detailed drawings and measurements to preserve the information on the adobe building. Such information would include the floor plan, elevations, building materials and their configurations, and any other notable structural and architectural details. The adobe remains and an appropriate buffer determined by the project archaeologist shall be flagged and cornered off during all ground disturbance and preserved in place. Prior to  the occupancy of any  structure in Planning Area II,  the adobe will be  fenced off and an informational plaque describing the history of the ranch complex shall be provided, and the project proponent shall provide the City with the CC&Rs for the project area, demonstrating that  the  feature  would  be  maintained  in  perpetuity  by  the  project’s  Homeowners 407 CLICK HERE to Return to Agenda
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Association.  Special attention should be given to the residence foundation, which, may be the remains of one of the earlier structures at the site, dating from 1920s or before. The footings and slabs at this location should be cleared and measured, and attempts should be made to locate the original trash pits or privies which could contain valuable artifacts revealing much about life in  the  harsh environment at  such an early  date. The scatter  of artifacts  has  the greatest number of pre‐1925 artifacts, mostly in  the  form of  sun‐colored glass, but also in brown  and  olive  glass,  porcelain,  ceramics  and  more.  There  may  be  remains  of  an  early structure  near  this  point,  hidden  amidst  the  broad  stand  of  tamarisk  trees,  an  original windbreak. Search of these remains is required to ensure the most complete recovery possible of the early 20th century artifacts and features. Photos, measurements, and artifacts shall be catalogued,  analyzed,  reported,  and  curated  at  the  Coachella  Valley  Museum  (Love  et al.1998:54).

TCR‐9: The applicant shall coordinate with ACBCI Tribal Historic Preservation Office to ensure there are  a  sufficient  number  of  Native  American  monitors  for  the  number  of  earth‐moving machinery  for  each  phase  of  development.  The  applicant  shall  provide  the  City  with  fully executed monitoring agreements prior to each phase of ground disturbing activity.

TCR‐10:  Should  human  remains  be  inadvertently  discovered  during  ground  disturbance,  the provisions  of  California  Health  and  Safety  Code  Section  7050.5,  and  the  CEQA  Guidelines Section  15064.5  shall  be  followed.  In  the event  of  discovery  or  recognition  of any  human remains in any location other than a dedicated cemetery, there shall be no further excavation or disturbance of the site of the remains, or any nearby area reasonably suspected to overlay adjacent  remains,  until  the  County  Coroner  has  examined  the  remains.  If  the  coroner determines the remains to be Native American or has reason to believe that they are those of Native American, the coroner shall contact the Native American Heritage Commission within 24‐hours.

TCR‐11: Prior to any ground disturbance, the applicant shall sign a curation agreement with the ACBCI THPO. A fully executed copy of the agreement shall be provided to the City.

TCR‐12: Prior to any ground disturbance, cultural sensitivity training shall take place for all contractors with the staff at the Agua Caliente Tribal Historic Preservation Office (THPO).

Mitigation Measure TCR‐7 requires a qualified archaeologist to complete surface collection, testing and  excavation,  if  necessary,  for  the  sites.  A  report  of  findings  including  written  confirmation  of completion to ACBCI’s satisfaction, shall be provided to the City prior to ground disturbance. Since the project is located within the ACBCI’s Tribal Traditional Use Area and the Tribe’s records indicate that Tribal cultural resources are located within the project area, cultural monitoring is required as Mitigation Measure TCR‐1. In addition, TCR‐2 and TCR‐9 require monitoring on the site for all earth moving activities by both archaeological and Tribal monitors. Mitigation Measures TCR‐3 and TCR‐4 408 CLICK HERE to Return to Agenda
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require the preparation of an Archeological Treatment, Disposition, and Monitoring Plan and a Rock Art Management Plan prior to ground disturbing activities. TCR‐5 through TCR‐8 mitigates potential disturbance of the sites by implementing the preservation and testing of the site areas. Mitigation Measure TCR‐10 implements State law relating to the protection of human remains from vandalism and  inadvertent  destruction.  To further  protect  resources  that may  be  uncovered  during  project development, Mitigation Measure TCR‐11 and  TCR‐12 will  require  a  curation agreement with  the ACBCI  and  construction  worker  sensitivity  training  during  all  aspects  and  phases  of  project construction.    With  implementation  of  these  mitigation  measures,  the  Preferred  Alternative  was determined to have less than significant impacts on Tribal Cultural Resources.

Alternative 2
Alternative 2 was determined  to have  similar impacts  to  tribal cultural  resources as  the Preferred Alternative, since both alternatives would disturb the 384.5‐acre site and be required to implement the same  Mitigation Measures TCR‐1 through TCR‐12 to reduce impacts to less than significant levels by avoiding  sensitive areas,  testing  surface and  subsurface areas, monitoring  during  construction, preparing an Archeological Treatment, Deposition, and Monitoring Plan and Rock Art Management Plan, and coordinating with the ACBCI.

Revised Project
The  Revised  Project  would  result  in  substantially  the  same  impacts  to  tribal  cultural  resources as Alternative 2 and the Preferred Alternative because they involve development of the same project site.  The Revised Project would be required to implement the same mitigation measures identified in the DEIR, which would reduce impacts to less than significant levels.

With implementation of these mitigation measures, the Revised Project’s impacts to Tribal Cultural Resources would be the same as for Alternative 2, and would be less than significant.

Utilities and Service Systems
Preferred Alternative
The DEIR determined that the Preferred Alternative would not require or result in the relocation or construction  of  new  or  expanded  off‐site  wastewater  treatment,  storm  water  drainage  systems, natural gas, or telecommunication facilities. However, the project would be required to construct an offsite pipeline in Avenue 60, in accordance with an existing agreement with Coachella Valley Water District (CVWD). The infrastructure and design components for the pipeline will be consistent with CVWD  requirements and  the Urban Water Management  Plan  (UWMP) and would  occur along an existing right‐of‐way. Therefore, development of the pipeline would not result in significant impacts.

In addition, the Preferred Alternative included installation of a new connection and upgrades to the existing  IID  substation  facility  at  81600  Avenue  58,  which  IID  identified  as  necessary  to  provide 409 CLICK HERE to Return to Agenda
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adequate electricity to the site.  Impacts relating to these expansions to utility and service systems were determined in the DEIR to be less than significant.

Development of the project would result in an overall increase in water demand from the project site during  operation.  The  project‐specific  Water  Supply  Assessment  (WSA)  analyzed  the  Preferred Alternative’s water consumption and whether supply would be available to the Preferred Alternative.

Based  upon  the  analysis  in  the WSA,  the estimated  total  domestic water  demand  for  indoor  and outdoor use is approximately 958.63 acre‐feet per year (AFY), or 2.49 acre‐feet per acre. This quantity is approximately 0.49‐percent of the total project water to be supplied by the CVWD in 2040 (194,300 AFY). With almost 30 million AF of combined storage supplemented by groundwater management planning adopted in the 2015 UWMP and 2010 CVWMP Update, the aquifer was determined to have sufficient available water to supply the project and other present and anticipated needs for normal year, as well as one or more multiple dry years, over the next 20 years (see page 4.15‐31 of the DEIR).

This  was  based  on  the  volume  of water  available  in  the  aquifer,  CVWD's  Colorado  River  contract supply, SWP Table A amounts, water rights and water supply contracts, and CVWD’s commitment to eliminate overdraft and reduce per capita water use in CVWD’s service area. CVWD has committed sufficient resources to further implement the primary elements of the 2010 CVWMP Update and 2015 UWMP, which includes the full utilization of imported water supplies, purchase of additional water supplies, water conservation, and source substitution. Impacts to water supply were concluded to be less than significant.

The Preferred Alternative was proposing a new 15‐inch and 12‐inch sewer main that would collect flow from the development and convey it to an existing 15‐inch gravity sewer main at Avenue 58 and 12‐inch sewer main off of Madison Street. Flows would  then be delivered  to CVWD’s Wastewater Reclamation Plant No.4 (WRP‐4). WRP‐4 has a plant capacity of 9.9 MGD and is located in Thermal.

The annual average  flow  to  this  facility is approximately 4.75 MGD. The Preferred Alternative was estimated to generate wastewater at 156,839 GPD or 0.157 MDG, which is one percent of the plant’s capacity,  and  which  will  increase  flows  by  3.3%  over  existing  volumes.  The  Preferred  Alternative would not cause existing volumes or planned capacity to be exceeded, and was determined  to be consistent with the requirements set forth in CVWD’s existing agreement to provide sanitary sewer service to the project. Impacts were determined to be less than significant.

The Preferred Alternative would consume electricity provided by IID. IID has indicated that additional offsite  improvements  will  be  required  to  meet  the  Preferred  Alternative’s  power  demand.  The Preferred Alternative would be required to install twelve, 6‐inch conduits along Avenue 58 to bring additional power to the site and install a transformer bank at IID’s existing substation yard located at Avenue 58 and Monroe Street. The offsite improvements for the conduit system will take place in the existing right of way, on both sides of Avenue 58, between Andalusia and PGA West, and on Madison Street, west of Andalusia, and will be installed underground during Phase I of the development. The Preferred Alternative would account for approximately 0.19 percent of IID’s total estimated demand 410 CLICK HERE to Return to Agenda
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in 2031. The DEIR determined that with the project’s connection to the IID substation, it is anticipated that  IID’s  existing  and  planned  electricity  capacity  and  electricity  supplies  would  be  sufficient  to support the Preferred Alternative’s demand.

Underground natural gas lines exist adjacent to the project site along Avenue 58 and Madison Street, north and east of the project, respectively. Construction impacts associated with the installation of natural  gas  connections  are  expected  to  be  confined  to  trenching  in  order  to  extend  them  from Madison  Street  into  the  Preferred  Alternative  site.  As  stated  above,  the  Preferred  Alternative  is anticipated to consume approximately 21,855,400 kBTU/year, which is approximately 1.47 percent of the City’s natural gas consumption at build‐out of the City, and approximately 0.0025 percent of the 2030 forecasted consumption in SoCalGas’s planning area. The Preferred Alternative would be designed to comply with Title 24, Part 6 of the California Code of Regulations (CCR) regarding energy consumption. Therefore, the project would not require or result in the relocation or construction of new or expanded natural gas facilities.

The Preferred Alternative would generate 3,674.5 cubic yards of solid waste during the operation of the residential and commercial land uses. The waste generated by the Preferred Alternative would be approximately 0.023 percent of the remaining capacity at Badlands Disposal site, 0.0025 percent of El Sobrante Landfill’s remaining capacity, and 0.019 percent of the remaining capacity of the Lamb Canyon  Disposal  site,  per  the  DEIR  (page  4.15‐33).  In  addition,  all  future  development  would  be required to comply with mandatory commercial and residential recycling requirements of Assembly Bill 341. The Preferred Alternative would comply with all applicable solid waste statutes, policies and guidelines; and the Preferred Alternative would be served by a landfill with sufficient capacity to serve the project. Therefore, impacts relative to solid waste were determined to be less than significant.

The  Preferred  Alternative  would  comply  with  all  applicable  solid  waste  statutes,  policies  and guidelines. All development is  required  to comply with  the mandatory commercial and  residential recycling requirements of Assembly Bill 341. The California Green Building Standards Code (Cal Green) applies to all cities in California, and mandates that all new building construction develop a waste management plan  that includes diversion of at least  65% of construction and demolition material from  landfills,  through  recycling  and/or  reuse.  Prior  to  applying  for  a  permit,  the  contractor  or property  owner must  submit  a  Construction &  Demolition  Debris Management  Plan  to  the  City’s Environmental  Coordinator.  There  were  no  impacts  relative  to  applicable  solid  waste  regulations because the project is required to, and would, comply with all such regulations.

Alternative 2
The  Alternatives  analysis  in  the  DEIR  determined  that  Alternative  2  would  result  in  an  increased demand for water to irrigate the golf course but would result in decreased demand for electricity and natural  gas.  Wastewater  collection  and  treatment,  solid  waste,  and  telecommunication  services would be similar under Alternative 2 and the Preferred Alternative. 411 CLICK HERE to Return to Agenda
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As analyzed in the DEIR, Alternative 2 would result in 1,058.54 AFY of water consumption. This is an increase of 99.91 AFY compared to the Preferred Alternative, which would consume 958.63 AFY. The outdoor  water  consumption  for  Alternative  2  is  921.14  AFY,  as  compared  to  801.47  AFY  for  the Preferred Alternative.  Additional water lines would also be required, consistent with the Preferred Alternative, to connect to water mains in surrounding streets, but these would not be any greater than  the lines  required  for  the Preferred Alternative.  The DEIR  found  that although Alternative 2 would  use  more  water  than  the  Preferred  Alternative,  neither  would  have  a  significant  impact because the WSA identifies sufficient water supplies to serve either scenario and other present and anticipated needs for a normal year, as well as one or more multiple dry years, over the next 20 years.

Wastewater  services  required  for Alternative  2 would be  similar  to  the  Preferred Alternative. The sewage  generated  by  the  project would  be  somewhat  reduced  when  compared  to  the  Preferred Alternative,  due  to  the  lack  of  resort  commercial  development  associated  with  Alternative  2,  so sewage treatment capacity would be sufficient to serve the alternative. Additional sewer lines would also be required, consistent with the Preferred Alternative, to connect to sewer mains in surrounding streets, but these would not be any greater than the lines required for the Preferred Alternative.

Burrtec would provide the property with solid waste services. Solid waste generated by Alternative 2 would  be  somewhat  less  than  the  waste  generated  by  the  Preferred  Alternative,  because  of  the reduction  in  resort  and  resort  commercial  uses  on  the  property.  Compared  to  Alternative  2,  the Preferred Alternative would generate somewhat greater amounts of solid waste, but impacts would be less than significant.

Electricity would be required for construction and operation of Alternative 2. However, it is likely that electricity consumed by Alternative 2 would be somewhat reduced, as compared  to  the Preferred Alternative, as a  result of  replacing  the  resort uses and  the Wave Basin included in  the  Preferred Alternative  with  single‐family  homes  and  a  golf  course.  Given  the  residential  and  commercial development  generated  under  Alternative  2,  it  is  likely  that  the  same  improvements  to  the  IID substation  required  under  the  Preferred  Alternative  would  be  required.  These  improvements will provide power for the Preferred Alternative and Alternative 2.

Natural Gas, provided by Southern California Gas Company  (SoCalGas), would be  required  for  the operation of Alternative 2. However, the Supplemental Air Quality & GHG Assessment prepared for Revised Project concluded that natural gas consumption would be increased with the development of the 750 single family residential homes, golf course, and commercial space (due to the updates in CalEEMod see Energy discussion for further information). Alternative 2 would be required to connect to  existing  SoCalGas  infrastructure  to  provide  natural  gas  to  the  project.  Additional  natural  gas infrastructure is not required for the Preferred Alternative and would not be expected for Alternative

2. The increase of natural gas demand would be less than significant. 412 CLICK HERE to Return to Agenda
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Similar  to  the  Preferred  Alternative,  Alternative  2  would  be  required  to  connect  to  existing telecommunication services, either by Frontier or Spectrum, to provide telecommunication services to  the  project  site.  Additional  infrastructure  would  not  be  required.  The  increase  of telecommunication demand for the site would be less than significant for both scenarios.

Revised Project
Similar to Alternative 2, the Revised Project would result in an increased demand for water to irrigate the golf course compared to the Preferred Alternative. The remaining utilities, including wastewater collection and treatment, solid waste, and telecommunication services would be similar under the Revised Project, Alternative 2, and the Preferred Alternative. However, as described below, none of these  Alternatives,  including  the  Revised  Project,  would  cause  any  significant  and  unavoidable impacts concerning utilities.

Water
The Revised Project would have substantially the same demand for water as Alternative 2 during both construction  and  operation,  as  the  same  area  would  be  disturbed  and  developed  on  the  same property with the same mix of residential, golf, and commercial uses.  Like Alternative 2, the Revised Project would develop up to 750 homes, 60,000 square feet of neighborhood commercial uses, and an 18‐hole golf course.  A new WSA has been prepared  for  the Revised Project and is attached as Appendix D, which takes into account updated information from CVWD regarding water supplies and the Indio Subbasin groundwater management efforts. Per this new WSA, the Revised Project would result in a total water demand of 1,220.74 acre‐feet per year (AFY), which is greater than the water demand  identified  for  Alternative  2  in  the  DEIR  (1,058.54  AFY),  but  would  not  have  any  new  or substantially more severe impacts because CVWD has adequate water supplies available to serve the Revised Project and all other present and anticipated needs for normal year, as well as one or more multiple dry years, over  the next 20 years, as determined by CVWD in  the approved WSA  for  the Revised Project.

Table 24 Preferred Alternative, Alternative 2 and Revised Project Total Water Demand Preferred AlternaƟve  AlternaƟve 2  Revised Project
Total Water Demand  958.63 AFY  1,058.54 AFY  1,220.74 AFY As  described  in  Section  7  of  the WSA  for  the  Revised  Project,  the water  demand  for  the  Revised Project  is  accounted  for  in  CVWD  long‐term  growth  projections,  and  CVWD  has  adequate  water supplies to serve the project and all other existing uses and planned future demand through 2045 during normal, single‐dry‐year, and multiple‐dry‐year conditions.

As  compared  to  the  Preferred  Alternative,  the  Revised  Project  (and  Alternative  2)  would  use somewhat more water (approximately 1,220.74 AFY and 1058.54 AFY, respectively, vs. 958 AFY) but 413 CLICK HERE to Return to Agenda
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would not exceed available  supplies or interfere with CVWD’s ongoing groundwater management efforts.  Additional water lines would be required to connect to water mains in surrounding streets to  serve  the  Revised  Project,  but  these  would  not  be  any  greater  than  the  lines  required  for Alternative 2 or the Preferred Alternative. Therefore, consistent with the Preferred Alternative and Alternative 2, the Revised Project would have less than significant impacts related to water use or water supplies.

Wastewater
Wastewater  services  required  for  the  Revised  Project  would  be  substantially  the  same  as  for Alternative 2 analyzed in the EIR.  Additional sewer lines would be required to connect to sewer mains in surrounding streets to serve the Revised Project, but these would not be any greater than the lines required for the previously proposed project or Alternative 2 and would result in less than significant impacts. The Revised Project was estimated to generate wastewater at 34,200 GPD or 0.0342 MDG, which is 0.35 percent of the WRP‐4’s capacity, and which will increase  flows by 0.72 percent over existing volumes. The Preferred Alternative was estimated to generate wastewater at 156,839 GPD or 0.157 MDG, which is one percent of the plant’s capacity, and which would increase flows by 3.3 percent  over  existing  volumes.  The  Revised  Project  would  produce  less  wastewater  effluent compared to the Preferred Alternative, due to the removal of the resort uses. The Revised Project, Alternative 2, and the Preferred Alternative would avoid causing existing volumes or planned capacity to be exceeded, and are consistent with the requirements set forth in CVWD’s existing agreement to provide sanitary sewer service to the project. Impacts are less than significant.

Solid Waste
As with the previously proposed project and Alternative 2, Burrtec would provide the Revised Project with  solid waste  services.  Construction waste  produced  by  Revised  Project would  be  the  same as under Alternative 2 and, like the Preferred Alternative, would have less than significant impacts.

Solid  waste  generated  by  Revised  Project  and  Alternative  2  would  be  somewhat  less  than  the Preferred Alternative because the proposed golf course uses would generate less solid waste than the resort uses. However, under all scenarios, impacts would be less than significant as all Alternatives would be required to comply with all recycling requirements and would not exceed any State or local standards or exceed available landfill capacity.

Electricity
The electricity required for construction and operation of the Revised Project would be substantially the same as Alternative 2 because both projects propose golf course,  residential, and commercial uses on the same project site.  As discussed above in the Energy section, the Revised Project would use approximately 8.7% less electricity than required for the Preferred Alternative because the golf course uses require significantly less energy than the Wave Basin and resort uses. 414 CLICK HERE to Return to Agenda
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Like the Preferred Alternative and Alternative 2, the Revised Project would be required to connect to and  upgrade  an  existing  IID  substation  to  provide  electricity  to  the  project  site,  including improvements to the existing substation and installing an underground distribution line in existing, disturbed public right‐of‐way. The electrical demand for the Revised Project would be supported by this proposed infrastructure.

Each Alternative would result in less than significant impacts to electricity, and no Alternative would result in significant and unavoidable impacts.

Natural Gas
Natural gas,  provided  by Southern  California Gas  Company  (SoCalGas), would  be  required  for  the operation of the Revised Project in amounts substantially the same as for Alternative 2 because they both  involve  the  same  uses,  at  the  same  densities  and  intensities,  on  the  same  project  site.    As discussed above in the Energy section, although the Revised Project is replacing the Wave Basin and resort uses with single‐family homes and a golf course, the Revised Project would use approximately 24% more natural gas than the Preferred Alternative, due to the updates to the CalEEMod modeling.

The  Revised  Project  would  be  required  to  connect  to  existing  SoCalGas  infrastructure  to  provide natural gas to the project site, as would be the case for both the Preferred Alternative and Alternative

2. Additional natural gas infrastructure is not required for the Revised Project or Alternative 2 and the increase in natural gas demand for all scenarios would be less than significant.

Telecommunications
Like Alternative 2, the Revised Project would be required to connect to existing infrastructure, either by Frontier or Spectrum, to provide telecommunication services to the site, including internet and cable services. Additional infrastructure would not be required. The increase of telecommunication demand for the Revised Project (and Alternative 2) would also be similar for the Preferred Alternative and would be less than significant for all three scenarios.

Summary of Comparative Impacts
A summary comparison of impacts associated with the project Alternatives is provided in Table 25, Comparison of Alternatives to Project. As displayed in the table, the first row indicates the proposed project  and  alternatives,  while  the  following  rows  indicates  the  environmental  topic  and  their impacts. The table provides the environmental impacts of the Preferred Alternative (as analyzed in the  DEIR)  and  whether  Alternative  2  or  the  Revised  Project  reduces,  increases,  or  creates  similar impacts to the Preferred Alternative.

As  described  in  further  detail  above,  the  Revised  Project  would  result  in  substantially  the  same impacts as Alternative 2 because both include developing the same uses, at the same densities and intensities, on the same project site. The refinements proposed to the boundaries of the golf/open 415 CLICK HERE to Return to Agenda
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space and residential areas, and the minor adjustments to the respective acreages, would not alter any of the potentially significant adverse effects identified and analyzed in the DEIR for Alternative 2.

As  compared  to  the  Preferred  Alternative,  the  Revised  Project  will  not  have  any  new  significant adverse  environmental  effects  or  substantially more  severe  environmental  effects,  other  than  an increase  in  VMT  that  exceeds  the  City’s  threshold  of  significance,  as  previously  disclosed  for Alternative 2 in the DEIR.

As indicated in the table below, the Revised Project will have similar impacts to biological resources, cultural resources, geology and soils, hazards and hazardous materials, hydrology and water quality, public services, and tribal cultural resources compared to Alternative 2 and the Preferred Alternative.

This  is  because  all  scenarios  propose  the  development  of  the  approximately  385‐acre  site.  Any development  that  occurs  on  the  site  would  be  required  to  implement  mitigation  measures established to reduce impacts to biological resources, cultural resources, and tribal cultural resources that occur or could occur onsite. Because the existing soil conditions at the project site did not exhibit the ideal conditions for development, mitigation measures were established to ensure that the onsite soil  creates appropriate  foundational  conditions  for  development, which would apply  to all  three scenarios.  Therefore,  the  Preferred  Alternative,  Alternative  2,  and  the  Revised  Project  would  be required  to  implement  the  mitigation  measures  identified  in  the  DEIR,  and  impacts  concerning hazards and hazardous materials, hydrology and water quality, and public services at the project site would be less than significant.

The Revised Project  (and Alternative 2) would have  reduced impacts in  the areas of aesthetics, as compared to the Preferred Alternative, since the Revised Project does not include the 80‐foot light fixtures  for  the  Wave  Basin.  However,  Alternative  2,  the  Revised  Project,  and  the  Preferred Alternative  would  result  in  significant  and  unavoidable  impacts  to  scenic  vistas  regarding  Coral Mountain  and  the  Santa  Rosa Mountains,  since  any  development  onsite  would  obstruct  views  of these  natural  landforms.  The  Revised  Project  (and  Alternative  2)  would  also  reduce  impacts  to electricity demands, land use and planning, and noise, since the Revised Project will not include the operation of the Wave Basin or resort facilities. Electricity consumed for the Wave Basin and resort facilities resulted in increased electricity use compared to Alternative 2 and the Revised Project. It is expected that the Revised Project and Alternative 2 would result in the same electricity, natural gas, and  petroleum  demand  since  they  both  propose  750  residential  homes,  60,000  square  feet  of commercial,  and  a  golf  course.  As  discussed  above,  neither  the Revised  Project  nor  Alternative  2 would require changes to the land uses or zoning onsite, unlike the Preferred Alternative. Therefore, the  Revised  Project  and  Alternative  2  would  result  in  reduced  impacts  to  land  use  and  planning.

Finally,  noise  would  be  reduced  with  the  development  and  operation  of  the  Revised  Project  and Alternative  2  because  neither  scenario includes  the Wave Basin facility  or  resort  component. The Revised Project and Alternative 2 would develop a residential golf community, similar to those in the surrounding area, therefore, noise would be reduced compared to the Preferred Alternative. 416 CLICK HERE to Return to Agenda
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On the other hand, the Revised Project would have increased effects relating to air quality, energy resources (natural gas demand and petroleum use), GHG emissions, VMT, and water use. As analyzed above, the operation of the 750 residential homes, 60,000 square feet of commercial, and golf course cause an increase in daily vehicle  trips compared  to  the Preferred Alternative. This is because  the Preferred Alternative proposed fewer residential units and a mix of various land uses, which reduced VMTs. Alternative 2 and the Revised Project would increase impacts to air quality to significant and unavoidable levels, compared to the Preferred Alternative. GHG emissions and VMT impacts would be significant and unavoidable for the Preferred Alternative, Alternative 2 and the Revised Project.

Finally, the addition of the golf course in Alternative 2 and the Revised Project results in an increase in water use compared to the Preferred Project, per the new WSA generated for the Revised Project and approved by CVWD. However, the WSA determined that the local water purveyor has enough water to supply the Revised Project. Thus, impacts would be less than significant.

As determined above, the Revised Project and Alternative 2 will result in similar impacts because they both propose the development of 750 residential homes, 60,000 square feet of commercial, and a golf course. The land uses (Low Density Residential, General Commercial, and Open Space Recreation) and  zoning  (Low  Density  Residential, Neighborhood  Commercial,  and Golf  Couse)  will  remain  the same with the Revised Project and Alternative 2. The Revised Project proposes a slight reconfiguration of the land uses to accommodate the golf course design, but the residential density and commercial square footage does not change. Cumulative impacts of Alternative 2 have been analyzed in the La Quinta  General  Plan  and  General  Plan  Environmental  Impact  Report.  Since  the  Revised  Project proposes the same number of residential homes, commercial square footage, and golf course uses, cumulative impacts generated by the Revised Project would be similar to Alternative 2.

Cumulative  effects  to  aesthetics  would  be  similar  to  the  Alternative  2  since  they  both  propose development of the project site and the development proposed is similar to uses in the surrounding area (north, east, and southeast) and has been analyzed in the GP and GP EIR. Cumulative impacts to biological resources, cultural resources, and tribal cultural resources would be similar to Alternative 2, since all scenarios propose development on the site, however, the site and future projects will be required  to  implement  mitigation  measures  to  reduce  impacts.  Additionally,  the  Revised  Project would  result  in  similar  impacts  to  public  services  compared  to  Alternative  2  and  the  Preferred Alternative. These impacts are reduced by the payment of development impact fees. Future projects would be required to pay development impact fees to reduce impacts to public services.

Impacts to geology and soils, land use and planning, hazards and hazardous materials, and hydrology and  water  quality,  are  site‐specific  and  require  some  mitigation.  Similar  to  the  Revised  Project, Alternative 2 and the Preferred Alternative, future projects would be required to comply with local and state regulations, as well as mitigation measures (if necessary) to reduce impacts.

Impacts to air quality, greenhouse gas emissions, energy resources, noise, transportation, and utilities would be reduced by local and state regulatory requirements and mitigation measures (if necessary). 417 CLICK HERE to Return to Agenda
CEQA COMPLIANCE MEMO
Coral Mountain Resort Draft EIR     73    January 2024
Future developments would be required to comply with local and state regulatory requirements and mitigation  measures  (if  necessary)  to  reduce  their  impacts  to  air  quality,  GHG  emissions,  energy resources,  noise,  transportation,  and  utilities. Overall,  the  Revised  Project,  Alternative  2,  and  the Preferred Alternative would not result in cumulative impacts, as determined in the La Quinta General Plan, General Plan EIR, and in the DEIR.
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7.0   ALTERNATIVES
Coral Mountain Resort Draft EIR     74      January 2024 Table 25 Comparison of Alternatives and Project
Environmental Topic  Preferred Alternative   Alternative 2  No Project/Existing Entitlements  Revised Project  Aesthetics  Significant and Unavoidable   Reduced (Significant and Unavoidable)  Reduced (Significant and Unavoidable) Air Quality  Less than Significant with  Mitigation  Increased (Significant and Unavoidable) Increased (Significant and Unavoidable)Biological Resources  Less than Significant with  Mitigation  Similar (Less than Significant with  Mitigation)  Similar (Less than Significant with  Mitigation) Cultural Resources  Less than Significant with  Mitigation  Similar (Less than Significant with  Mitigation)  Similar (Less than Significant with  Mitigation) Energy   Less than Significant Reduced Electricity; Increased Petroleum
Demand and Natural Gas (Less than
Significant)
Reduced Electricity; Increased
Petroleum Demand and Natural Gas
(Less than Significant)
Geology and Soils  Less than Significant with  Mitigation  Similar (Less than Significant with  Mitigation)  Similar (Less than Significant with  Mitigation) Greenhouse Gas   Significant and Unavoidable  Increased (Significant and Unavoidable) Increased (Significant and Unavoidable)Hazards and Hazardous Materials  Less than Significant   Similar (Less than Significant)  Similar (Less than Significant) Hydrology and Water Quality  Less than Significant  Similar (Less than Significant)  Similar (Less than Significant) Land Use and Planning  Less than Significant  Reduced (No Impact) Reduced (No Impact) Noise  Less than Significant with  Mitigation  Reduced (operational) (Less than Significant  with Mitigation)  Reduced (operational) (Less than  Significant with Mitigation) Public Services  Less than Significant   Similar (Less than Significant)  Similar (Less than Significant) Transportation  Less than Significant with  Mitigation  Increased (Significant and Unavoidable)  Increased (Significant and Unavoidable) Tribal Cultural Resources   Less than Significant with  Mitigation  Similar (Less than Significant with  Mitigation)  Similar (Less than Significant with  Mitigation) Utilities & Service Systems  Less than Significant Increased Water Demand and Natural Gas;
Reduced Electricity; Similar Others (Less
than Significant)
Increased Water Demand and Natural
Gas; Reduced Electricity; Similar Others
(Less than Significant)
419
CLICK HERE to Return to Agenda
DATE: June 19, 2023
TO: Mr. John Gamlin, CM Wave Development LLC
FROM: Haseeb Qureshi, Urban Crossroads, Inc.

Shannon Wong, Urban Crossroads, Inc.

JOB NO: 15455-02 AQ & GHG

CLUB AT CORAL MOUNTAIN SUPPLEMENTAL AIR QUALITY &

GREENHOUSE GAS ASSESSMENT
Mr. John Gamlin,
Urban Crossroads, Inc. is pleased to provide the following Supplemental Air Quality & Greenhouse Gas Assessment for the Club at Coral Mountain (Project).

The Project is located on the southwest corner of re-aligned Madison Street at 58th Avenue in the City of La Quinta. This analysis provides air quality and greenhouse gas information regarding the Alternative 2 “Existing Entitlements” scenario presented in the CORAL MOUNTAIN ALTERNATIVES TRIP GENERATION AND AIR QUALITY AND GREENHOUSE GAS COMPARISON letter prepared by Urban Crossroads, Inc. (May 2021).

PROJECT OVERVIEW
The Project does not change existing General Plan land use or zoning designations for the site, consistent with the approved Andaluisa Specific Plan and Alternative 2 analyzed in the Final Environmental Impact Report Coral Mountain Resort (SCH #2021020310). A Specific Plan Amendment is proposed to adjust the location and layout of open space–recreation and low-density residential areas with minor adjustments to the respective acreages of existing land use designations. It eliminates prior proposed land uses (no C-T Zone, surf wave basin, or hotel). The Project consists of a commercial corner (60,000 square feet of retail), an 18-hole golf course, and up to 750 residential units. The preliminary site plan for Project Alternative 2 is shown on Exhibit 1.

To ensure that this supplemental assessment is consistent with technical studies prepared for Final Environmental Impact Report Coral Mountain Resort (SCH #2021020310), air quality and greenhouse gas estimates utilize a 2026 Opening Year consistent with the FEIR.
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Mr. John Gamlin, CM Wave Development LLC
June 19, 2023

15455-02 AQ & GHG
EXHIBIT 1: PRELIMINARY SITE PLAN
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Mr. John Gamlin, CM Wave Development LLC
June 19, 2023

15455-02 AQ & GHG

AIR QUALITY EMISSIONS
The estimated maximum daily operational emissions are summarized in Table 1. Detailed construction model outputs are presented in Attachment A.

TABLE 1: TOTAL PROJECT REGIONAL OPERATIONAL EMISSIONS
Source
Emissions (lbs/day)
VOC NOX CO SOX PM10 PM2.5
Summer
Mobile Source 54.21 45.96 448.99 1.02 33.14 6.40
Area Source 40.02 11.63 49.90 0.07 0.92 0.93
Energy Source 0.40 6.84 2.96 0.04 0.55 0.55
Total Maximum Daily Emissions 94.64 64.43 501.84 1.13 34.62 7.88 Winter
Mobile Source 43.20 49.77 314.54 0.90 33.14 6.40
Area Source 35.82 11.20 4.76 0.07 0.91 0.91
Energy Source 0.40 6.84 2.96 0.04 0.55 0.55
Total Maximum Daily Emissions 79.42 67.81 322.26 1.02 34.60 7.86

GREENHOUSE GAS EMISSIONS
The estimated GHG emissions for the Project land use are summarized in Table 2. As shown in Table 2, the Project would generate a total of approximately 14,563.80 MTCO2e/yr. Detailed operation model outputs for the proposed Project are presented in Attachment A.

TABLE 2: PROPOSED PROJECT GHG EMISSIONS TOTAL
Source
Emission (lbs/day)
CO2 CH4 N2O R Total CO2e
Mobile Source 11,426.34 0.49 0.57 16.12 11,623.49
Area Source 171.33 0.00 0.00 0.00 171.54
Energy Source 2,375.97 0.25 0.02 0.00 2,387.18
Water 107.98 1.15 0.03 0.00 145.20
Waste 67.12 6.71 0.00 0.00 234.83
Refrigerants 0.00 0.00 0.00 1.56 1.56
Total CO2e (All Sources) 14,563.80
422 CLICK HERE to Return to Agenda
Mr. John Gamlin, CM Wave Development LLC
June 19, 2023

15455-02 AQ & GHG

AIR QUALITY AND GREENHOUSE GAS CONCLUSION
Results of the assessment indicate that the Alternative 2 “Existing Entitlements” would result in slightly more emissions of VOCs compared to the May 2021 Coral Mountain Specific Plan Air Quality Impact Analysis.

Similarly, results of the assessment indicate that the Alternative 2 “Existing Entitlements” would result in slightly more greenhouse gas emissions compared to the May 2021 Coral Mountain Specific Plan Greenhouse Gas Analysis.
423 CLICK HERE to Return to Agenda
15455-02 AQ & GHG

ATTACHMENT A

CALEEMOD PROJECT EMISSIONS MODEL OUTPUTS
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15455 - Club at Coral Mountain (Operations) Detailed Report, 6/14/2023 1 / 32
15455 - Club at Coral Mountain (Operations) Detailed Report Table of Contents

1. Basic Project Information

1.1. Basic Project Information

1.2. Land Use Types

1.3. User-Selected Emission Reduction Measures by Emissions Sector

2. Emissions Summary

2.4. Operations Emissions Compared Against Thresholds

2.5. Operations Emissions by Sector, Unmitigated

4. Operations Emissions Details

4.1. Mobile Emissions by Land Use

4.1.1. Unmitigated

4.2. Energy

4.2.1. Electricity Emissions By Land Use - Unmitigated

4.2.3. Natural Gas Emissions By Land Use - Unmitigated

4.3. Area Emissions by Source
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4.3.2. Unmitigated

4.4. Water Emissions by Land Use

4.4.2. Unmitigated

4.5. Waste Emissions by Land Use

4.5.2. Unmitigated

4.6. Refrigerant Emissions by Land Use

4.6.1. Unmitigated

4.7. Offroad Emissions By Equipment Type

4.7.1. Unmitigated

4.8. Stationary Emissions By Equipment Type

4.8.1. Unmitigated

4.9. User Defined Emissions By Equipment Type

4.9.1. Unmitigated

4.10. Soil Carbon Accumulation By Vegetation Type

4.10.1. Soil Carbon Accumulation By Vegetation Type - Unmitigated

4.10.2. Above and Belowground Carbon Accumulation by Land Use Type - Unmitigated

4.10.3. Avoided and Sequestered Emissions by Species - Unmitigated 426 CLICK HERE to Return to Agenda
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5. Activity Data

5.9. Operational Mobile Sources

5.9.1. Unmitigated

5.10. Operational Area Sources

5.10.1. Hearths

5.10.1.1. Unmitigated

5.10.2. Architectural Coatings

5.10.3. Landscape Equipment

5.11. Operational Energy Consumption

5.11.1. Unmitigated

5.12. Operational Water and Wastewater Consumption

5.12.1. Unmitigated

5.13. Operational Waste Generation

5.13.1. Unmitigated

5.14. Operational Refrigeration and Air Conditioning Equipment

5.14.1. Unmitigated

5.15. Operational Off-Road Equipment
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5.15.1. Unmitigated

5.16. Stationary Sources

5.16.1. Emergency Generators and Fire Pumps

5.16.2. Process Boilers

5.17. User Defined

5.18. Vegetation

5.18.1. Land Use Change

5.18.1.1. Unmitigated

5.18.1. Biomass Cover Type

5.18.1.1. Unmitigated

5.18.2. Sequestration

5.18.2.1. Unmitigated

6. Climate Risk Detailed Report

6.1. Climate Risk Summary

6.2. Initial Climate Risk Scores

6.3. Adjusted Climate Risk Scores

6.4. Climate Risk Reduction Measures
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7. Health and Equity Details

7.1. CalEnviroScreen 4.0 Scores

7.2. Healthy Places Index Scores

7.3. Overall Health & Equity Scores

7.4. Health & Equity Measures

7.5. Evaluation Scorecard

7.6. Health & Equity Custom Measures

8. User Changes to Default Data
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15455 - Club at Coral Mountain (Operations) Detailed Report, 6/14/2023 6 / 32

1. Basic Project Information

1.1. Basic Project Information
Data Field Value
Project Name 15455 - Club at Coral Mountain (Operations) Operational Year 2026
Lead Agency —
Land Use Scale Project/site
Analysis Level for Defaults County
Windspeed (m/s) 3.00
Precipitation (days) 8.80
Location 33.625128, -116.253837
County Riverside-Salton Sea
City La Quinta
Air District South Coast AQMD
Air Basin Salton Sea
TAZ 5696
EDFZ 19
Electric Utility Imperial Irrigation District
Gas Utility Southern California Gas
App Version 2022.1.1.13

1.2. Land Use Types
Land Use Subtype Size Unit Lot Acreage Building Area (sq ft) Landscape Area (sq ft)
Special Landscape
Area (sq ft)
Population Description
Single Family
Housing
750 Dwelling Unit 244 1,462,500 8,784,643 — 2,423 —
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Regional Shopping
Center

60.0 1000sqft 1.38 60,000 0.00 — — —
Golf Course 18.0 Hole 126 0.00 0.00 0.00 — —

1.3. User-Selected Emission Reduction Measures by Emissions Sector No measures selected

2. Emissions Summary

2.4. Operations Emissions Compared Against Thresholds
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Un/Mit. TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Unmit. 64.8 94.6 64.4 502 1.13 2.20 32.4 34.6 2.16 5.72 7.88 472 133,078 133,550 53.3 5.11 325 136,731 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Unmit. 49.3 79.4 67.8 322 1.02 2.18 32.4 34.6 2.14 5.72 7.86 472 121,491 121,963 53.6 5.24 17.6 124,882 Average
Daily
(Max)
— — — — — — — — — — — — — — — — — —
Unmit. 38.0 69.8 41.5 275 0.72 1.14 23.1 24.3 1.11 4.08 5.19 472 84,987 85,459 51.9 3.70 107 87,966 Annual
(Max)
— — — — — — — — — — — — — — — — — —
Unmit. 6.93 12.7 7.58 50.1 0.13 0.21 4.22 4.43 0.20 0.74 0.95 78.2 14,071 14,149 8.59 0.61 17.7 14,564

2.5. Operations Emissions by Sector, Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) 431 CLICK HERE to Return to Agenda
15455 - Club at Coral Mountain (Operations) Detailed Report, 6/14/2023 8 / 32
Sector TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Mobile 58.2 54.2 46.0 449 1.02 0.72 32.4 33.1 0.68 5.72 6.40 — 103,804 103,804 4.12 4.80 316 105,655 Area 5.76 40.0 11.6 49.9 0.07 0.92 — 0.92 0.93 — 0.93 0.00 14,337 14,337 0.27 0.03 — 14,352 Energy 0.80 0.40 6.84 2.96 0.04 0.55 — 0.55 0.55 — 0.55 — 14,351 14,351 1.48 0.10 — 14,419 Water — — — — — — — — — — — 67.0 585 652 6.94 0.17 — 877 Waste — — — — — — — — — — — 405 0.00 405 40.5 0.00 — 1,418 Refrig. — — — — — — — — — — — — — — — — 9.42 9.42
Total 64.8 94.6 64.4 502 1.13 2.20 32.4 34.6 2.16 5.72 7.88 472 133,078 133,550 53.3 5.11 325 136,731 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Mobile 47.2 43.2 49.8 315 0.90 0.72 32.4 33.1 0.68 5.72 6.40 — 92,342 92,342 4.39 4.94 8.19 93,931 Area 1.31 35.8 11.2 4.76 0.07 0.91 — 0.91 0.91 — 0.91 0.00 14,213 14,213 0.27 0.03 — 14,227 Energy 0.80 0.40 6.84 2.96 0.04 0.55 — 0.55 0.55 — 0.55 — 14,351 14,351 1.48 0.10 — 14,419 Water — — — — — — — — — — — 67.0 585 652 6.94 0.17 — 877 Waste — — — — — — — — — — — 405 0.00 405 40.5 0.00 — 1,418 Refrig. — — — — — — — — — — — — — — — — 9.42 9.42
Total 49.3 79.4 67.8 322 1.02 2.18 32.4 34.6 2.14 5.72 7.86 472 121,491 121,963 53.6 5.24 17.6 124,882 Average
Daily
— — — — — — — — — — — — — — — — — —
Mobile 34.9 32.1 33.7 249 0.67 0.51 23.1 23.6 0.48 4.08 4.56 — 69,016 69,016 2.94 3.42 97.3 70,207 Area 2.28 37.3 0.98 22.6 0.01 0.07 — 0.07 0.07 — 0.07 0.00 1,035 1,035 0.02 < 0.005 — 1,036 Energy 0.80 0.40 6.84 2.96 0.04 0.55 — 0.55 0.55 — 0.55 — 14,351 14,351 1.48 0.10 — 14,419 Water — — — — — — — — — — — 67.0 585 652 6.94 0.17 — 877 Waste — — — — — — — — — — — 405 0.00 405 40.5 0.00 — 1,418 Refrig. — — — — — — — — — — — — — — — — 9.42 9.42
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15455 - Club at Coral Mountain (Operations) Detailed Report, 6/14/2023 9 / 32
Total 38.0 69.8 41.5 275 0.72 1.14 23.1 24.3 1.11 4.08 5.19 472 84,987 85,459 51.9 3.70 107 87,966 Annual — — — — — — — — — — — — — — — — — —
Mobile 6.37 5.86 6.15 45.5 0.12 0.09 4.22 4.31 0.09 0.74 0.83 — 11,426 11,426 0.49 0.57 16.1 11,623 Area 0.42 6.80 0.18 4.12 < 0.005 0.01 — 0.01 0.01 — 0.01 0.00 171 171 < 0.005 < 0.005 — 172 Energy 0.15 0.07 1.25 0.54 0.01 0.10 — 0.10 0.10 — 0.10 — 2,376 2,376 0.25 0.02 — 2,387 Water — — — — — — — — — — — 11.1 96.9 108 1.15 0.03 — 145 Waste — — — — — — — — — — — 67.1 0.00 67.1 6.71 0.00 — 235 Refrig. — — — — — — — — — — — — — — — — 1.56 1.56
Total 6.93 12.7 7.58 50.1 0.13 0.21 4.22 4.43 0.20 0.74 0.95 78.2 14,071 14,149 8.59 0.61 17.7 14,564

4. Operations Emissions Details

4.1. Mobile Emissions by Land Use

4.1.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Single
Family
Housing

29.1 27.0 24.1 238 0.55 0.39 17.5 17.9 0.36 3.09 3.46 — 55,993 55,993 2.14 2.54 171 56,976 Regional
Shopping
Center

27.3 25.6 20.0 191 0.42 0.30 13.4 13.7 0.28 2.36 2.64 — 42,986 42,986 1.83 2.06 130 43,775 Golf
Course

1.73 1.56 1.85 19.2 0.05 0.03 1.53 1.56 0.03 0.27 0.30 — 4,825 4,825 0.15 0.20 14.9 4,904 Total 58.2 54.2 46.0 449 1.02 0.72 32.4 33.1 0.68 5.72 6.40 — 103,804 103,804 4.12 4.80 316 105,655 433 CLICK HERE to Return to Agenda
15455 - Club at Coral Mountain (Operations) Detailed Report, 6/14/2023 10 / 32
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Single
Family
Housing

23.7 21.6 26.2 165 0.49 0.39 17.5 17.9 0.36 3.09 3.46 — 49,791 49,791 2.27 2.62 4.43 50,632 Regional
Shopping
Center

22.1 20.3 21.6 137 0.37 0.30 13.4 13.7 0.28 2.36 2.64 — 38,267 38,267 1.97 2.11 3.38 38,948 Golf
Course

1.43 1.27 2.02 12.7 0.04 0.03 1.53 1.56 0.03 0.27 0.30 — 4,284 4,284 0.16 0.21 0.39 4,351 Total 47.2 43.2 49.8 315 0.90 0.72 32.4 33.1 0.68 5.72 6.40 — 92,342 92,342 4.39 4.94 8.19 93,931 Annual — — — — — — — — — — — — — — — — — —
Single
Family
Housing

4.09 3.75 4.07 30.2 0.08 0.06 2.85 2.91 0.06 0.50 0.56 — 7,696 7,696 0.32 0.38 10.9 7,827 Regional
Shopping
Center

2.01 1.87 1.73 12.6 0.03 0.02 1.10 1.12 0.02 0.19 0.22 — 3,000 3,000 0.14 0.16 4.20 3,054 Golf
Course

0.27 0.24 0.35 2.63 0.01 0.01 0.27 0.28 0.01 0.05 0.05 — 730 730 0.03 0.03 1.04 742 Total 6.37 5.86 6.15 45.5 0.12 0.09 4.22 4.31 0.09 0.74 0.83 — 11,426 11,426 0.49 0.57 16.1 11,623

4.2. Energy

4.2.1. Electricity Emissions By Land Use - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
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Single — — — — — — — — — — — — 5,036 5,036 0.63 0.08 — 5,075 Family
Housing
Regional
Shopping
Center
— — — — — — — — — — — — 638 638 0.08 0.01 — 643
Golf
Course
— — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — — 5,674 5,674 0.71 0.09 — 5,717 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Single
Family
Housing
— — — — — — — — — — — — 5,036 5,036 0.63 0.08 — 5,075
Regional
Shopping
Center
— — — — — — — — — — — — 638 638 0.08 0.01 — 643
Golf
Course
— — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — — 5,674 5,674 0.71 0.09 — 5,717 Annual — — — — — — — — — — — — — — — — — —
Single
Family
Housing
— — — — — — — — — — — — 834 834 0.10 0.01 — 840
Regional
Shopping
Center
— — — — — — — — — — — — 106 106 0.01 < 0.005 — 106
Golf
Course
— — — — — — — — — — — — 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — — 939 939 0.12 0.01 — 947

4.2.3. Natural Gas Emissions By Land Use - Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) 435 CLICK HERE to Return to Agenda
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Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Single
Family
Housing

0.79 0.39 6.73 2.87 0.04 0.54 — 0.54 0.54 — 0.54 — 8,548 8,548 0.76 0.02 — 8,572 Regional
Shopping
Center

0.01 0.01 0.11 0.09 < 0.005 0.01 — 0.01 0.01 — 0.01 — 129 129 0.01 < 0.005 — 129 Golf
Course

0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Total 0.80 0.40 6.84 2.96 0.04 0.55 — 0.55 0.55 — 0.55 — 8,677 8,677 0.77 0.02 — 8,702 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Single
Family
Housing

0.79 0.39 6.73 2.87 0.04 0.54 — 0.54 0.54 — 0.54 — 8,548 8,548 0.76 0.02 — 8,572 Regional
Shopping
Center

0.01 0.01 0.11 0.09 < 0.005 0.01 — 0.01 0.01 — 0.01 — 129 129 0.01 < 0.005 — 129 Golf
Course

0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 Total 0.80 0.40 6.84 2.96 0.04 0.55 — 0.55 0.55 — 0.55 — 8,677 8,677 0.77 0.02 — 8,702 Annual — — — — — — — — — — — — — — — — — —
Single
Family
Housing

0.14 0.07 1.23 0.52 0.01 0.10 — 0.10 0.10 — 0.10 — 1,415 1,415 0.13 < 0.005 — 1,419 Regional
Shopping
Center
< 0.005 < 0.005 0.02 0.02 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 21.4 21.4 < 0.005 < 0.005 — 21.4 Golf
Course

0.00 0.00 0.00 0.00 0.00 0.00 — 0.00 0.00 — 0.00 — 0.00 0.00 0.00 0.00 — 0.00 436 CLICK HERE to Return to Agenda
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Total 0.15 0.07 1.25 0.54 0.01 0.10 — 0.10 0.10 — 0.10 — 1,437 1,437 0.13 < 0.005 — 1,441

4.3. Area Emissions by Source

4.3.2. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Source TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Hearths 1.31 0.66 11.2 4.76 0.07 0.91 — 0.91 0.91 — 0.91 0.00 14,213 14,213 0.27 0.03 — 14,227 Consum
er
Products
— 32.6 — — — — — — — — — — — — — — — —
Architect
ural
Coatings
— 2.58 — — — — — — — — — — — — — — — —
Landsca
pe
Equipme
nt

4.45 4.20 0.43 45.1 < 0.005 0.02 — 0.02 0.03 — 0.03 — 124 124 0.01 < 0.005 — 125 Total 5.76 40.0 11.6 49.9 0.07 0.92 — 0.92 0.93 — 0.93 0.00 14,337 14,337 0.27 0.03 — 14,352 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Hearths 1.31 0.66 11.2 4.76 0.07 0.91 — 0.91 0.91 — 0.91 0.00 14,213 14,213 0.27 0.03 — 14,227 Consum
er
Products
— 32.6 — — — — — — — — — — — — — — — —
Architect
ural
Coatings
— 2.58 — — — — — — — — — — — — — — — —
Total 1.31 35.8 11.2 4.76 0.07 0.91 — 0.91 0.91 — 0.91 0.00 14,213 14,213 0.27 0.03 — 14,227 437 CLICK HERE to Return to Agenda
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Annual — — — — — — — — — — — — — — — — — —
Hearths 0.02 0.01 0.14 0.06 < 0.005 0.01 — 0.01 0.01 — 0.01 0.00 161 161 < 0.005 < 0.005 — 161 Consum
er
Products
— 5.95 — — — — — — — — — — — — — — — —
Architect
ural
Coatings
— 0.47 — — — — — — — — — — — — — — — —
Landsca
pe
Equipme
nt

0.40 0.38 0.04 4.06 < 0.005 < 0.005 — < 0.005 < 0.005 — < 0.005 — 10.2 10.2 < 0.005 < 0.005 — 10.2 Total 0.42 6.80 0.18 4.12 < 0.005 0.01 — 0.01 0.01 — 0.01 0.00 171 171 < 0.005 < 0.005 — 172

4.4. Water Emissions by Land Use

4.4.2. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Single
Family
Housing
— — — — — — — — — — — 58.5 570 629 6.07 0.15 — 825
Regional
Shopping
Center
— — — — — — — — — — — 8.52 15.1 23.7 0.88 0.02 — 51.8
Golf
Course
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 67.0 585 652 6.94 0.17 — 877 438 CLICK HERE to Return to Agenda
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Daily, — — — — — — — — — — — — — — — — — —
Winter
(Max)
Single
Family
Housing
— — — — — — — — — — — 58.5 570 629 6.07 0.15 — 825
Regional
Shopping
Center
— — — — — — — — — — — 8.52 15.1 23.7 0.88 0.02 — 51.8
Golf
Course
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 67.0 585 652 6.94 0.17 — 877 Annual — — — — — — — — — — — — — — — — — —
Single
Family
Housing
— — — — — — — — — — — 9.68 94.4 104 1.00 0.03 — 137
Regional
Shopping
Center
— — — — — — — — — — — 1.41 2.51 3.92 0.14 < 0.005 — 8.57 Golf
Course
— — — — — — — — — — — 0.00 0.00 0.00 0.00 0.00 — 0.00
Total — — — — — — — — — — — 11.1 96.9 108 1.15 0.03 — 145

4.5. Waste Emissions by Land Use

4.5.2. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
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Single — — — — — — — — — — — 370 0.00 370 37.0 0.00 — 1,295 Family
Housing
Regional
Shopping
Center
— — — — — — — — — — — 34.0 0.00 34.0 3.39 0.00 — 119
Golf
Course
— — — — — — — — — — — 1.29 0.00 1.29 0.13 0.00 — 4.52
Total — — — — — — — — — — — 405 0.00 405 40.5 0.00 — 1,418 Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Single
Family
Housing
— — — — — — — — — — — 370 0.00 370 37.0 0.00 — 1,295
Regional
Shopping
Center
— — — — — — — — — — — 34.0 0.00 34.0 3.39 0.00 — 119
Golf
Course
— — — — — — — — — — — 1.29 0.00 1.29 0.13 0.00 — 4.52
Total — — — — — — — — — — — 405 0.00 405 40.5 0.00 — 1,418 Annual — — — — — — — — — — — — — — — — — —
Single
Family
Housing
— — — — — — — — — — — 61.3 0.00 61.3 6.13 0.00 — 214
Regional
Shopping
Center
— — — — — — — — — — — 5.62 0.00 5.62 0.56 0.00 — 19.7
Golf
Course
— — — — — — — — — — — 0.21 0.00 0.21 0.02 0.00 — 0.75
Total — — — — — — — — — — — 67.1 0.00 67.1 6.71 0.00 — 235

4.6. Refrigerant Emissions by Land Use
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4.6.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Single
Family
Housing
— — — — — — — — — — — — — — — — 9.37 9.37
Regional
Shopping
Center
— — — — — — — — — — — — — — — — 0.05 0.05
Golf
Course
— — — — — — — — — — — — — — — — 0.00 0.00
Total — — — — — — — — — — — — — — — — 9.42 9.42
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Single
Family
Housing
— — — — — — — — — — — — — — — — 9.37 9.37
Regional
Shopping
Center
— — — — — — — — — — — — — — — — 0.05 0.05
Golf
Course
— — — — — — — — — — — — — — — — 0.00 0.00
Total — — — — — — — — — — — — — — — — 9.42 9.42
Annual — — — — — — — — — — — — — — — — — —
Single
Family
Housing
— — — — — — — — — — — — — — — — 1.55 1.55
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Regional — — — — — — — — — — — — — — — — 0.01 0.01
Shopping
Center
Golf
Course
— — — — — — — — — — — — — — — — 0.00 0.00
Total — — — — — — — — — — — — — — — — 1.56 1.56

4.7. Offroad Emissions By Equipment Type

4.7.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipme
nt
Type
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.8. Stationary Emissions By Equipment Type

4.8.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipme
nt
Type
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e 442
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Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.9. User Defined Emissions By Equipment Type

4.9.1. Unmitigated
Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Equipme
nt
Type
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.10. Soil Carbon Accumulation By Vegetation Type
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4.10.1. Soil Carbon Accumulation By Vegetation Type - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Vegetatio
n
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —

4.10.2. Above and Belowground Carbon Accumulation by Land Use Type - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Land
Use
TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Total — — — — — — — — — — — — — — — — — —
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4.10.3. Avoided and Sequestered Emissions by Species - Unmitigated Criteria Pollutants (lb/day for daily, ton/yr for annual) and GHGs (lb/day for daily, MT/yr for annual) Species TOG ROG NOx CO SO2 PM10E PM10D PM10T PM2.5E PM2.5D PM2.5T BCO2 NBCO2 CO2T CH4 N2O R CO2e Daily,
Summer
(Max)
— — — — — — — — — — — — — — — — — —
Avoided — — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
Sequest
ered
— — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
Remove
d
— — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — — —
Daily,
Winter
(Max)
— — — — — — — — — — — — — — — — — —
Avoided — — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
Sequest
ered
— — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
Remove
d
— — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — — —
Annual — — — — — — — — — — — — — — — — — —
Avoided — — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
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Sequest — — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
Remove
d
— — — — — — — — — — — — — — — — — —
Subtotal — — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — — —

5. Activity Data

5.9. Operational Mobile Sources

5.9.1. Unmitigated
Land Use Type Trips/Weekday Trips/Saturday Trips/Sunday Trips/Year VMT/Weekday VMT/Saturday VMT/Sunday VMT/Year Single Family
Housing
6,165 7,110 6,360 2,309,668 55,000 63,431 56,740 20,605,336 Regional Shopping
Center
2,222 6,969 5,092 1,208,160 13,767 48,325 35,311 7,950,146 Golf Course 374 358 340 133,915 5,524 5,288 5,022 1,977,847

5.10. Operational Area Sources

5.10.1. Hearths

5.10.1.1. Unmitigated
Hearth Type Unmitigated (number)
Single Family Housing —
Wood Fireplaces 0
Gas Fireplaces 675
Propane Fireplaces 0
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Electric Fireplaces 0
No Fireplaces 75

5.10.2. Architectural Coatings
Residential Interior Area Coated (sq ft) Residential Exterior Area Coated (sq ft) Non-Residential Interior Area Coated (sq ft)
Non-Residential Exterior Area Coated
(sq ft)
Parking Area Coated (sq ft)
2961562.5 987,188 90,000 30,000 —

5.10.3. Landscape Equipment
Season Unit Value
Snow Days day/yr 0.00
Summer Days day/yr 180

5.11. Operational Energy Consumption

5.11.1. Unmitigated
Electricity (kWh/yr) and CO2 and CH4 and N2O and Natural Gas (kBTU/yr) Land Use Electricity (kWh/yr) CO2 CH4 N2O Natural Gas (kBTU/yr) Single Family Housing 7,004,433 262 0.0330 0.0040 26,673,236 Regional Shopping Center 887,044 262 0.0330 0.0040 402,766 Golf Course 0.00 262 0.0330 0.0040 0.00

5.12. Operational Water and Wastewater Consumption

5.12.1. Unmitigated
Land Use Indoor Water (gal/year) Outdoor Water (gal/year) Single Family Housing 30,505,331 201,482,379
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Regional Shopping Center 4,444,351 0.00
Golf Course 0.00 0.00

5.13. Operational Waste Generation

5.13.1. Unmitigated
Land Use Waste (ton/year) Cogeneration (kWh/year)
Single Family Housing 687 —
Regional Shopping Center 63.0 —
Golf Course 2.40 —

5.14. Operational Refrigeration and Air Conditioning Equipment

5.14.1. Unmitigated
Land Use Type Equipment Type Refrigerant GWP Quantity (kg) Operations Leak Rate Service Leak Rate Times Serviced Single Family Housing Average room A/C &
Other residential A/C
and heat pumps
User Defined 750 < 0.005 2.50 2.50 10.0
Single Family Housing Household refrigerators
and/or freezers
R-134a 1,430 0.12 0.60 0.00 1.00
Regional Shopping
Center
Other commercial A/C
and heat pumps
User Defined 750 < 0.005 4.00 4.00 18.0
Regional Shopping
Center
Stand-alone retail
refrigerators and
freezers
User Defined 150 0.04 1.00 0.00 1.00
Golf Course Other commercial A/C
and heat pumps
User Defined 750 < 0.005 4.00 4.00 18.0
Golf Course Stand-alone retail
refrigerators and
freezers
User Defined 150 0.04 1.00 0.00 1.00
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5.15. Operational Off-Road Equipment

5.15.1. Unmitigated
Equipment Type Fuel Type Engine Tier Number per Day Hours Per Day Horsepower Load Factor

5.16. Stationary Sources

5.16.1. Emergency Generators and Fire Pumps
Equipment Type Fuel Type Number per Day Hours per Day Hours per Year Horsepower Load Factor

5.16.2. Process Boilers
Equipment Type Fuel Type Number Boiler Rating (MMBtu/hr) Daily Heat Input (MMBtu/day) Annual Heat Input (MMBtu/yr)

5.17. User Defined
Equipment Type Fuel Type
— —

5.18. Vegetation

5.18.1. Land Use Change

5.18.1.1. Unmitigated
Vegetation Land Use Type Vegetation Soil Type Initial Acres Final Acres

5.18.1. Biomass Cover Type
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5.18.1.1. Unmitigated
Biomass Cover Type Initial Acres Final Acres

5.18.2. Sequestration

5.18.2.1. Unmitigated
Tree Type Number Electricity Saved (kWh/year) Natural Gas Saved (btu/year)

6. Climate Risk Detailed Report

6.1. Climate Risk Summary
Cal-Adapt midcentury 2040–2059 average projections for four hazards are reported below for your project location. These are under Representation Concentration Pathway (RCP) 8.5 which assumes GHG emissions will continue to rise strongly through 2050 and then plateau around 2100.

Climate Hazard Result for Project Location Unit
Temperature and Extreme Heat 23.8 annual days of extreme heat Extreme Precipitation 0.10 annual days with precipitation above 20 mm Sea Level Rise 0.00 meters of inundation depth
Wildfire 1.02 annual hectares burned
Temperature and Extreme Heat data are for grid cell in which your project are located. The projection is based on the 98th historical percentile of daily maximum/minimum temperatures from observed historical data (32 climate model ensemble from Cal-Adapt, 2040–2059 average under RCP 8.5). Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi.

Extreme Precipitation data are for the grid cell in which your project are located. The threshold of 20 mm is equivalent to about ¾ an inch of rain, which would be light to moderate rainfall if received over a full day or heavy rain if received over a period of 2 to 4 hours. Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi.

Sea Level Rise data are for the grid cell in which your project are located. The projections are from Radke et al. (2017), as reported in Cal-Adapt (2040–2059 average under RCP 8.5), and consider different increments of sea level rise coupled with extreme storm events. Users may select from four model simulations to view the range in potential inundation depth for the grid cell. The four simulations make different assumptions about expected rainfall and temperature are: Warmer/drier (HadGEM2-ES), Cooler/wetter (CNRM-CM5), Average conditions (CanESM2), Range of different rainfall and temperature possibilities (MIROC5). Each grid cell is 50 meters (m) by 50 m, or about 164 feet (ft) by 164 ft.

Wildfire data are for the grid cell in which your project are located. The projections are from UC Davis, as reported in Cal-Adapt (2040–2059 average under RCP 8.5), and consider historical data of climate, vegetation, population density, and large (> 400 ha) fire history. Users may select from four model simulations to view the range in potential wildfire probabilities for the grid cell. The four simulations make different assumptions about expected rainfall and temperature are: Warmer/drier (HadGEM2-ES), Cooler/wetter (CNRM-CM5), Average conditions (CanESM2), Range of different rainfall and temperature possibilities (MIROC5). Each grid cell is 6 kilometers (km) by 6 km, or 3.7 miles (mi) by 3.7 mi. 450 CLICK HERE to Return to Agenda
15455 - Club at Coral Mountain (Operations) Detailed Report, 6/14/2023 27 / 32

6.2. Initial Climate Risk Scores
Climate Hazard Exposure Score Sensitivity Score Adaptive Capacity Score Vulnerability Score Temperature and Extreme Heat 1 0 0 N/A
Extreme Precipitation N/A N/A N/A N/A
Sea Level Rise N/A N/A N/A N/A
Wildfire N/A N/A N/A N/A
Flooding N/A N/A N/A N/A
Drought 0 0 0 N/A
Snowpack Reduction N/A N/A N/A N/A
Air Quality Degradation N/A N/A N/A N/A
The sensitivity score reflects the extent to which a project would be adversely affected by exposure to a climate hazard. Exposure is rated on a scale of 1 to 5, with a score of 5 representing the greatest exposure.

The adaptive capacity of a project refers to its ability to manage and reduce vulnerabilities from projected climate hazards. Adaptive capacity is rated on a scale of 1 to 5, with a score of 5 representing the greatest ability to adapt.

The overall vulnerability scores are calculated based on the potential impacts and adaptive capacity assessments for each hazard. Scores do not include implementation of climate risk reduction measures.

6.3. Adjusted Climate Risk Scores
Climate Hazard Exposure Score Sensitivity Score Adaptive Capacity Score Vulnerability Score Temperature and Extreme Heat 1 1 1 2
Extreme Precipitation N/A N/A N/A N/A
Sea Level Rise N/A N/A N/A N/A
Wildfire N/A N/A N/A N/A
Flooding N/A N/A N/A N/A
Drought 1 1 1 2
Snowpack Reduction N/A N/A N/A N/A
Air Quality Degradation N/A N/A N/A N/A
The sensitivity score reflects the extent to which a project would be adversely affected by exposure to a climate hazard. Exposure is rated on a scale of 1 to 5, with a score of 5 representing the greatest exposure.
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The adaptive capacity of a project refers to its ability to manage and reduce vulnerabilities from projected climate hazards. Adaptive capacity is rated on a scale of 1 to 5, with a score of 5 representing the greatest ability to adapt.

The overall vulnerability scores are calculated based on the potential impacts and adaptive capacity assessments for each hazard. Scores include implementation of climate risk reduction measures.

6.4. Climate Risk Reduction Measures

7. Health and Equity Details

7.1. CalEnviroScreen 4.0 Scores
The maximum CalEnviroScreen score is 100. A high score (i.e., greater than 50) reflects a higher pollution burden compared to other census tracts in the state.

Indicator Result for Project Census Tract
Exposure Indicators —
AQ-Ozone 88.7
AQ-PM 7.70
AQ-DPM 31.9
Drinking Water 45.4
Lead Risk Housing 0.23
Pesticides 0.00
Toxic Releases 1.99
Traffic 1.51
Effect Indicators —
CleanUp Sites 0.00
Groundwater 0.00
Haz Waste Facilities/Generators 0.00
Impaired Water Bodies 0.00
Solid Waste 0.00
Sensitive Population —
Asthma 30.6
Cardio-vascular 44.1
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15455 - Club at Coral Mountain (Operations) Detailed Report, 6/14/2023 29 / 32
Low Birth Weights —
Socioeconomic Factor Indicators —
Education 9.73
Housing 8.04
Linguistic 9.46
Poverty 10.4
Unemployment 86.8

7.2. Healthy Places Index Scores
The maximum Health Places Index score is 100. A high score (i.e., greater than 50) reflects healthier community conditions compared to other census tracts in the state.

Indicator Result for Project Census Tract
Economic —
Above Poverty 95.6242782
Employed 0.667265495
Median HI 96.99730527
Education —
Bachelor's or higher 86.93699474
High school enrollment 100
Preschool enrollment 84.22943667
Transportation —
Auto Access 77.83908636
Active commuting 1.039394328
Social —
2-parent households 99.56371102
Voting 90.82509945
Neighborhood —
Alcohol availability 93.32734505
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Park access 13.6147825
Retail density 9.29038881
Supermarket access 2.399589375
Tree canopy 53.34274349
Housing —
Homeownership 99.40972668
Housing habitability 98.58847684
Low-inc homeowner severe housing cost burden 71.07660721 Low-inc renter severe housing cost burden 99.08892596
Uncrowded housing 96.93314513
Health Outcomes —
Insured adults 93.18619274
Arthritis 0.0
Asthma ER Admissions 75.3
High Blood Pressure 0.0
Cancer (excluding skin) 0.0
Asthma 0.0
Coronary Heart Disease 0.0
Chronic Obstructive Pulmonary Disease 0.0
Diagnosed Diabetes 0.0
Life Expectancy at Birth 76.3
Cognitively Disabled 92.5
Physically Disabled 95.1
Heart Attack ER Admissions 61.0
Mental Health Not Good 0.0
Chronic Kidney Disease 0.0
Obesity 0.0
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Pedestrian Injuries 19.6
Physical Health Not Good 0.0
Stroke 0.0
Health Risk Behaviors —
Binge Drinking 0.0
Current Smoker 0.0
No Leisure Time for Physical Activity 0.0
Climate Change Exposures —
Wildfire Risk 0.0
SLR Inundation Area 0.0
Children 97.7
Elderly 0.4
English Speaking 98.1
Foreign-born 10.3
Outdoor Workers 98.2
Climate Change Adaptive Capacity —
Impervious Surface Cover 84.8
Traffic Density 1.0
Traffic Access 23.0
Other Indices —
Hardship 9.7
Other Decision Support —
2016 Voting 99.2

7.3. Overall Health & Equity Scores
Metric Result for Project Census Tract
CalEnviroScreen 4.0 Score for Project Location (a) 4.00 455
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15455 - Club at Coral Mountain (Operations) Detailed Report, 6/14/2023 32 / 32
Healthy Places Index Score for Project Location (b) 78.0 Project Located in a Designated Disadvantaged Community (Senate Bill 535) No Project Located in a Low-Income Community (Assembly Bill 1550) No Project Located in a Community Air Protection Program Community (Assembly Bill 617) No a: The maximum CalEnviroScreen score is 100. A high score (i.e., greater than 50) reflects a higher pollution burden compared to other census tracts in the state. b: The maximum Health Places Index score is 100. A high score (i.e., greater than 50) reflects healthier community conditions compared to other census tracts in the state.

7.4. Health & Equity Measures
No Health & Equity Measures selected.

7.5. Evaluation Scorecard
Health & Equity Evaluation Scorecard not completed.

7.6. Health & Equity Custom Measures
No Health & Equity Custom Measures created.

8. User Changes to Default Data
Screen Justification
Operations: Vehicle Data Trip characteristics based on information provided in the trip generation assessment Operations: Hearths SCAQMD Rule 445 no wood burning devices. Wood burning devices added to gas devices.

Operations: Architectural Coatings SCAQMD Rule 1113
Operations: Refrigerants As of 1 January 2022, new commercial refrigeration equipment may not use refrigerants with a GWP of 150 or greater. Further, R-404A (the CalEEMod default) is unacceptable for new supermarket and cold storage systems as of 1 January 2019 and 2023, respectively.

Beginning 1 January 2025, all new air conditioning equipment may not use refrigerants with a GWP of 750 or greater.
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15455-03 Club at Coral Mtn Supplemental LOS Assessment.docx May 26, 2023
Mr. John Gamlin
CM Wave Development LLC
2440 Junction Place, Suite 200
Boulder, CO 81301

CLUB AT CORAL MOUNTAIN SUPPLEMENTAL LOS ASSESSMENT
Dear Mr. John Gamlin:

The firm of Urban Crossroads, Inc. is pleased to submit this Supplemental Assessment for the proposed Club at Coral Mountain development (“Project”), which is located on the southwest corner of re-aligned Madison Street at 58th Avenue in the City of La Quinta. This analysis provides traffic level of service (LOS) information regarding the Alternative 2 “Existing Entitlements” scenario presented in the CORAL MOUNTAIN ALTERNATIVES TRIP GENERATION AND AIR QUALITY AND GREENHOUSE GAS COMPARISON letter prepared by Urban Crossroads, Inc. (May 2021).

The Project does not change existing General Plan land use or zoning designations for the site, consistent with the approved Andalusia Specific Plan and Alternative 2 analyzed in the Final Environmental Impact Report Coral Mountain Resort (SCH #2021020310). A Specific Plan Amendment is proposed to adjust the location and layout of open space–recreation and low density residential areas with minor adjustments to the respective acreages of existing land use designations. It eliminates prior proposed land uses (no C-T Zone, surf wave basin, or hotel).

The Project consists of a commercial corner (60,000 square feet of retail), an 18-hole golf course, and up to 750 residential units.

For this supplemental LOS assessment, information regarding Project traffic flows on adjacent roadways is provided. A VMT assessment has been prepared in a separate document.

To ensure that this supplemental assessment is consistent with technical studies prepared for Final Environmental Impact Report Coral Mountain Resort (SCH #2021020310), traffic projections utilize the 2026 and 2040 “without Project” datasets presented in the October 2021 Coral Mountain Specific Plan Traffic Impact Analysis.

PROJECT ACCESS
The Project is proposed to be served by the access locations listed below:
 Madison Street / Main Access (residential and golf full access)  South Access / Avenue 60 (resident only access)
 Project Access 1 / Avenue 58 (commercial corner full access)  Project Access 2 / Avenue 58 (commercial corner right-in/right-out access) 457 CLICK HERE to Return to Agenda
CM Wave Development LLC
May 26, 2023

 Madison Street / Project Access 3 (commercial corner right-in/right-out access)  Madison Street / Golf Course Service Access (full access, maintenance) To meet the City of La Quinta separation standard between driveways along Avenue 58 and adjacent to the Project commercial corner, Project Access 1 will be located 250 feet east of S.

Valley Lane and approximately 280 feet west of Project Access 2. All other proposed Project access locations meet City of La Quinta intersection spacing standards.

A preliminary site plan the Project is shown on Exhibit 1. Exhibit 2 depicts the location of the Project in relation to the existing roadway network and overall study area.

SUMMARY OF FINDINGS
Table 1 shows the summary of future intersection operations with and without improvements for the following scenarios:
 Existing Plus Ambient Growth Plus Cumulative Projects without the Project for 2026  Existing Plus Ambient Growth Plus Project Plus Cumulative Projects (EAPC) for 2026  General Plan buildout (2040) Without Project Conditions  General Plan buildout (2040) With Project Conditions
The project’s cumulative impacts at the study area intersections are mitigated to operate at an acceptable level of service (LOS “D” or better) with cumulative improvements shown on Exhibit

3. These cumulative improvements are consistent with the October 2021 Coral Mountain Specific Plan Traffic Impact Analysis.

A summary of roadway segment volume‐to‐capacity analysis is provided on Table 2 for the above scenarios, including General Plan improvements for 2040 conditions. Study area roadway segments are anticipated to operate at acceptable LOS for EAPC 2026 and General Plan buildout (2040) traffic conditions.

Avenue 58 shall be constructed to its ultimate half‐section width as a Secondary along the commercial portion of the Project.

Madison Street shall be constructed to its ultimate half‐section width as a Secondary along the commercial and residential portions of the Project.

Avenue 60 shall be constructed as a 2‐lane roadway along the Project boundary.

For Project Access 1 & Avenue 58 (intersection 20), provide northbound cross‐street stop control.   Construct south leg with one shared northbound left‐right turn lane.

Accommodate westbound left turn lane within two‐way left turn lane (TWLTL) striping.

Northbound cross‐street stop control should be provided for Project Access 2 & Avenue 58 (intersection 21).  Construct south leg with one right turn outbound lane. Left turns shall not be accommodated at this intersection.
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AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM
1 Madison St. / Avenue 58 AWS 12.7 20.8 B C 19.9 >80 C F -- -- -- -- -- -- -- -- -- - With Improvements TS 27.4 32.0 C C 27.0 32.1 C C TS 40.1 63.2 D E 41.7 70.3 D E - With Modified GPCE Improvements -- -- -- -- -- -- -- -- -- TS 34.5 45.5 C D 35.3 54.9 D D 2 Madison St. / Airport Blvd. TS 9.6 10.9 A B 9.5 10.7 A B TS 23.2 28.6 C C 23.7 29.7 C C 3 Madison St. / Avenue 54 AWS 79.2 >80 F F >80 >80 F F -- -- -- -- -- -- -- -- -- - With Improvements TS 41.2 43.6 D D 42.3 52.8 D D TS 42.9 49.0 D D 44.2 53.3 D D 4 Madison St. / Avenue 52 TS 31.6 32.3 C C 32.4 33.4 C C TS 38.8 52.0 D D 39.5 53.7 D D5 Madison St. / Avenue 50 TS 31.9 33.4 C C 32.3 33.7 C C TS 36.7 53.2 D D 37.6 54.9 D D6 Jefferson St. / Avenue 54 AWS 40.6 >80 E F 57.6 >80 F F -- -- -- -- -- -- -- -- -- - With Improvements TS 22.7 22.5 C C 22.6 22.7 C C TS 24.0 43.5 C D 24.2 48.4 C D 7 Jefferson St. / Avenue 524 RDB >80 >80 F F >80 >80 F F -- -- -- -- -- -- -- -- -- - With Improvements RDB 15.1 28.3 C D 17.5 34.8 C D RDB 5.8 8.3 A A 5.9 9.1 A A 8 Jefferson St. / Pomelo TS 19.4 35.4 B D 19.5 35.9 B D TS 6.3 21.2 A C 6.4 21.4 A C 9 Jefferson St. / Avenue 50 TS 52.4 58.8 D E 53.2 60.3 D E -- -- -- -- -- -- -- -- -- - With Improvements TS 51.4 51.0 D D 52.0 51.7 D D TS 41.5 52.8 D D 42.3 54.6 D D 10 Madison St. / Avenue 60 AWS 9.4 12.8 A B 10.5 15.4 B C -- -- -- -- -- -- -- -- -- - With Improvements -- -- -- -- -- -- -- -- -- TS 50.9 48.0 D D 49.6 53.1 D D 11 Monroe St. / Avenue 60 AWS 25.9 76.4 D F 32.7 >80 D F -- -- -- -- -- -- -- -- -- - With Improvements TS 33.3 34.9 C C 34.8 38.3 CD TS 45.1 98.8 D F 45.7 >80 D F - With Added GPCE Improvements -- -- -- -- -- -- -- -- -- TS 36.7 50.3 D D 37.2 53.0 D D 12 Monroe St. / Avenue 58 AWS 52.2 >80 F F >80 >80 F F -- -- -- -- -- -- -- -- -- - With Improvements TS 23.2 33.3 C C 26.6 41.1 C D TS 47.8 72.0 D E 50.9 76.4 D E - With Added GPCE Improvements -- -- -- -- -- -- -- -- -- TS 38.0 48.6 D D 39.5 52.2 D D 13 Monroe St. / Airport Blvd. AWS 47.3 >80 E F >80 >80 F F -- -- -- -- -- -- -- -- -- - With Improvements TS 24.0 24.9 C C 24.5 26.3 C C TS 33.3 44.1 C D 34.0 45.4 C D 14 Monroe St. / Avenue 54 AWS >80 >80 F F >80 >80 F F -- -- -- -- -- -- -- -- -- - With Improvements TS 34.7 37.0 C D 35.2 38.0 D D TS 31.5 52.5 C D 31.4 54.5 C D 15 Monroe St. / Avenue 52 AWS >80 >80 F F >80 >80 F F -- -- -- -- -- -- -- -- -- - With Improvements TS 33.7 41.2 C D 34.2 45.3 C D TS 39.0 52.7 D D 39.0 54.3 D D 16 Monroe St. / 50th Avenue TS 17.7 25.0 B C 17.9 26.0 B C TS 34.5 53.3 C D 34.7 54.5 C D17 Jackson St. / 58th Avenue AWS 9.5 16.9 A C 10.1 23.4 B C -- -- -- -- -- -- -- -- -- - With Improvements -- -- -- -- -- -- -- -- -- TS 29.7 36.7 C D 30.7 38.0 C D 18 S. Access / Avenue 60 CSS 9.0 9.1 A A CSS 34.6 34.3 D D 19 Madison St. / Main Access TS 13.2 12.3 B B TS 9.6 11.2 A B 20 Project Access 1 / Avenue 58 CSS 10.1 11.1 B B CSS 12.7 14.4 B B 21 Project Access 2 / Avenue 58 CSS 9.4 10.0 A A CSS 10.2 10.4 B B22 Madison St. / Project Access 3 CSS 9.7 11.8 A A CSS 13.7 14.6 B B23 Madison St. / Golf Course S. Access CSS 10.3 11.3 A B CSS 25.1 32.9 B B 1 Per the Highway Capacity Manual 6th Edition (HCM6), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 2 CSS = Cross-street Stop; TS = Traffic Signal; AWS = All-way Stop; RDB = Roundabout; 1 = Improvement F:\UXRjobs\_15100-15500\_15400\15455\Excel\[15455 - Report.xlsx]1 - LOS Summary Future IntersectionFuture Intersection Future IntersectionFuture Intersection Future IntersectionFuture Intersection Future Intersection Level of Service1 Delay (Secs)1 Level of Service1
Future IntersectionFuture Intersection
Delay (Secs)1 Level of Service1 Delay (Secs)1 Level of Service1 Traffic Control2
2026 General Plan Buildout (2040)
Traffic
Control2
Without Project
Future IntersectionFuture IntersectionFuture Intersection With Project Without Project With Project
Delay (Secs)1
TABLE 1: SUMMARY OF INTERSECTION OPERATIONS
#Intersection
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ADT2 V/C ADT2 V/C ADT2 V/C ADT2 V/C
West of Madison St. Secondary 3 21,000 4 0.27 5,700 6,300 0.30 No 4 11,800 28,000 0.42 12,500 0.45 West of Monroe St. Secondary 4 28,000 5,800 0.21 8,300 0.30 No 4 28,000 11,600 0.41 14,000 0.50 West of Jackson St. Secondary 2 14,000 4 0.34 4,800 5,900 0.42 No 4 17,900 28,000 0.64 19,000 0.68 Madison St. South of Airport Bl. Primary 4 42,600 14,200 0.33 18,100 0.42 No 4 42,600 0.71 30,100 34,000 0.80 Avenue 60 West of Monroe St. Secondary 3 21,000 4 0.33 6,900 8,500 0.40 No 4 22,400 28,000 0.80 24,000 0.86 Monroe St. South of Airport Bl. Primary 3 31,950 5 0.38 12,000 13,400 0.42 No 4 24,600 42,600 0.58 26,000 0.61 1 These maximum roadway capacities have been extracted from the City of La Quinta Engineering Bulletin #06-13 (October 2017).

These roadway capacities are "rule of thumb" estimates for planning purposes. The LOS E service volumes are estimated maximum daily capacity for respective classifications.

Capacity is affected by such factors as intersections (spacing, configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, vehicle mix (truck and bus traffic) and pedestrian and bicycle traffic. 2 Average Daily Traffic (ADT) expressed in vehicles per day. 3 A potentially significant cumulative traffic impact is defined to occur on any road segment if the project would cause the existing LOS to fall to worse than LOS D for EAPC (2026) With Project volumes.

A potentially significant cumulative traffic impact is also defined to occur if the segment is projected to be operating at LOS E or LOS F with project traffic included and the V/C is increased by 0.02 or more by addition of project traffic. 4 Capacity was calculated as a ratio of 4-lane Secondary capacity.5 Capacity was calculated as a ratio of 4-lane Primary capacity.7 1 = Existing number of lanes; 1 = City of La Quinta General Plan Buildout number of lanes F:\UXRjobs\_15100-15500\_15400\15455\Excel\[15455 - Report.xlsx]2 - Roadway Segment Summary Avenue 58
2026 Potentially
Significant
Cumulative
Impact3
# of
Lanes
7 2040
Capacity1
GPBO (2040)
Without Project With Project Without Project With Project TABLE 2: SUMMARY OF ROADWAY SEGMENT ANALYSIS
Roadway Segment
Roadway
Designation
# of
Lanes7
Existing
Capacity1
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CM Wave Development LLC
May 26, 2023

For Madison Street & Project Access 3 (intersection 22), provide eastbound cross‐street stop control.  Construct west leg with one right turn outbound lane.  Left turns shall not be accommodated at this intersection.

For Madison Street & Main Access (intersection 19), construct west leg with one left turn outbound and one right turn outbound lane.   The main Project driveway is a full access location, serving left and right turns to and from Madison Street.  A traffic signal will be warranted at this location with full occupancy of the Project.  The northbound left turn lane serving the main Project driveway is recommended to provide 200 feet of vehicle queuing.

For South Access & Avenue 60 (intersection 18), provide southbound cross‐street stop control and add access control to serve Project residents only.  Construct north leg with one shared left‐right outbound lane.  Construct west leg with one shared left‐through lane.

Construct east leg with one through lane and a separate westbound right turn lane.

The Madison Street / Golf Course Service Access (intersection 23) is located at an existing partially improved driveway labeled Calle Conchita.  Existing Madison Street improvements at this location include the median break and northbound left turn lane which accommodate buildout of the Project golf maintenance facility.

Exhibit 4 shows Project access and site‐adjacent improvements to be constructed in conjunction with development.

PROJECT TRIP GENERTION, DISTRIBUTION AND ASSIGNMENT
Trip generation rates are presented on Table 3 for Project buildout conditions based on the Institute of Transportation Engineers (ITE) Trip Generation manual, 11th Edition (2021). ITE trip generation rates for Single Family Detached Residential (Code 210), Golf Course (Code 430), and Shopping Center (Code 821) are used.

The Project land uses includes a mix of commercial retail, golf and residential uses, so reasonable assumptions regarding internal/pass-by interactions between these uses are included in the trip generation calculations. Residents and golf visitors will use the commercial retail area facilities (which typically include merchandise and restaurant land uses). The total internal/pass-by trip ends have been adjusted in a manner to ensure that no “double-counting” occurs before assigning the project trips to the roadway network.

As shown on Table 3, the site is anticipated to generate a net total of 8,762 external trip-ends per day on a typical weekday with 591 external vehicles per hour (VPH) during the weekday AM peak hour and 834 external VPH during the weekday PM peak hour.

The trip distribution patterns for the Project residential and golf components are graphically depicted on Exhibits 5 and 6, respectively. Exhibit 7 shows the trip distribution pattern for the Project commercial corner. The trip distributions have been developed based on RivTAM and local knowledge in the vicinity of the Project site and refined to reflect the roadway network and the surrounding uses in the vicinity.
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In Out Total In Out Total
Single Family Detached 210 750 DU 0.18 0.52 0.70 0.59 0.35 0.94 9.43 Shopping Center (40-150k) 821 60 TSF 1.07 0.66 1.73 2.54 2.65 5.19 67.52 Golf Course 430 18 HOLES 1.39 0.37 1.76 1.54 1.37 2.91 30.38 In Out Total In Out Total
Single Family Detached 210 750 DU 135 390 525 443 263 706 7,073 Internal to Retail/Golf Course (5) (11) (16) (28) (27) (55) (662) 130 379 509 415 236 651 6,411
Shopping Center (40-150k) 821 60 TSF 64 40 104 152 159 311 4,051 Pass-By (25%) (13) (13) (26) (39) (39) (78) (1,013)
Internal to Residential/Golf Course (10) (6) (16) (33) (35) (68) (816) 41 21 62 80 85 165 2,222
Golf Course 430 18 HOLES 25 7 32 28 25 53 547
Internal to Residential/Retail (7) (5) (12) (18) (17) (35) (418) 18 2 20 10 8 18 129
224 437 661 623 447 1,070 11,671
Internal Capture Subtotal (22) (22) (44) (79) (79) (158) (1,896) Pass-By (Shopping Center) (13) (13) (26) (39) (39) (78) (1,013) 189 402 591 505 329 834 8,762
F:\UXRjobs\_15100-15500\_15400\15455\Excel\[15455 - Report.xlsx]3 - TG 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition (2021). 2 DU = Dwelling Unit; TSF = Thousand Square Feet
Shopping Center External Trips
Golf Course External Trips
Project Subtotal
Project Total External Trips
Residential External Trips
Trip Generation Results
TABLE 3: PROJECT BUILDOUT, EXISTING ENTITLEMENTS TRIP GENERATION SUMMARY Trip Generation Rates
1 Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Land Use
ITE LU
Code Quantity2
AM Peak Hour PM Peak Hour
Daily
Daily
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CM Wave Development LLC
May 26, 2023

Based on the identified Project traffic generation and trip distribution patterns, Project ADT and weekday AM and PM peak hour intersection turning movement volumes are shown on Exhibits 8 through 10, respectively.

EAPC 2026 CONDITIONS
Estimates of Existing plus Ambient plus Project plus Cumulative (EAPC 2026) ADT, weekday AM, and weekday PM peak hour volumes are shown on Exhibits 11, 12 and 13, respectively.

LOS calculations were conducted for the study intersections to evaluate their operations under EAPC 2026 traffic conditions with roadway and intersection geometrics consistent with those described in the October 2021 Coral Mountain Specific Plan Traffic Impact Analysis. The intersection analysis results are summarized in Table 4, which indicates that the following eight study area intersections are anticipated to require installation of a traffic signal in order to maintain acceptable LOS under EAPC conditions:
 Madison Street at Avenue 58
 Madison Street at Project Main Access
 Madison Street at Avenue 54
 Jefferson Street at Avenue 54
 Monroe Street at Avenue 60
 Monroe Street at Avenue 58
 Monroe Street at Airport Boulevard
 Monroe Street at Avenue 54
 Monroe Street at Avenue 52
In addition, for Jefferson Street at Avenue 50, a second westbound through lane is necessary to maintain acceptable level of service. EAPC analysis results in one cumulatively impacted intersection (Jefferson Street at Avenue 52). The intersection operations analysis worksheets for EAPC 2026 traffic conditions are included in Attachment 1.

Table 4 also documents conditions with improvements to attain acceptable LOS. Jefferson Street at Avenue 52 requires reconstruction of the current roundabout design to incorporate 2 circulating lanes around the center island. This effectively accommodates an additional through lane in the northbound and southbound directions to provide acceptable LOS.

Table 5 provides a summary of the EAPC 2026 traffic conditions roadway segment capacity analysis based on the City of La Quinta roadway segment capacity thresholds. As shown on 4, all study roadway segments analyzed are anticipated to operate at acceptable LOS under EAPC 2026 traffic conditions.

A queuing analysis was performed for With Project Conditions to assess the adequacy of turn bay lengths to accommodate vehicle queues at the Project entries.  Queuing analysis findings are presented in Table 6 for EAPC 2026 traffic conditions.   Queueing analysis worksheets for EAPC 2026 are also provided in Attachment 1. 15 471 CLICK HERE to Return to Agenda
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L T R L T R L T R L T R AM PM AM PM AM PM AM PM
1 Madison St. / Avenue 58
- Without Improvements AWS 1 2 1 1 2 d 1 1 1 1 2 1 12.7 20.8 B C 19.9 >80 C F - With Improvements TS 1 2 1 1 2 d 1 1 1 1 2 1 27.4 32.0 C C 27.0 32.1 C C 2 Madison St. / Airport Blvd. TS 1 2 d 1 2 0 0 0 0 1 0 1 9.6 10.9 A B 9.5 10.7 A B 3 Madison St. / Avenue 54
- Without Improvements AWS 2 2 1 1 2 0 1 2 d 1 2 1 79.2 >80 F F >80 >80 F F - With Improvements TS 2 2 1 1 2 0 1 2 d 1 2 1 41.2 43.6 D D 42.3 52.8 D D 4 Madison St. / Avenue 52 TS 2 2 1 2 2 d 1 2 d 1 2 1 31.6 32.3 C C 32.4 33.4 C C 5 Madison St. / Avenue 50 TS 2 2 1 2 2 1 1 2 1 1 2 1 31.9 33.4 C C 32.3 33.7 C C 6 Jefferson St. / Avenue 54
- Without Improvements AWS 0.5 1 0.5 2 2 1 1 2 0 1 1 1 40.6 >80 E F 57.6 >80 F F - With Improvements TS 0.5 1 0.5 2 2 1 1 2 0 1 1 1> 22.7 22.5 C C 22.6 22.7 C C 7 Jefferson St. / Avenue 52
- Without Improvements RDB 0.5 0.5 1>> 0.5 0.5 1>> 0.5 0.5 1>> 0.5 0.5 1>> >80 >80 F F >80 >80 F F - Without Improvements RDB 0.5 1.5 1>> 0.5 1.5 1>> 0.5 0.5 1>> 0.5 0.5 1>> 15.1 28.3 C D 17.5 34.8 C D 8 Jefferson St. / Pomelo TS 1 3 0 1 3 0 0.5 0.5 1 0.5 0.5 1 19.4 35.4 B D 19.5 35.9 B D 9 Jefferson St. / Avenue 50
- Without Improvements TS 1 3 1 2 3 1 1 2 1 1 1 1 52.4 58.8 D E 53.2 60.3 D E - With Improvements TS 1 3 1 2 3 1 1 2 1 1 2 1 51.4 51.0 D D 52.0 51.7 D D 10 Madison St. / Avenue 60 AWS 0 0 0 1 0 1 0.5 0.5 0 0 1 1 9.4 12.8 A B 10.5 15.4 B C 11 Monroe St. / Avenue 60
- Without Improvements AWS 1 1 0 1 1 1 0.5 0.5 1 0 1! 0 25.9 76.4 D F 32.7 >80 D F - With Improvements TS 1 1 0 1 1 1 0.5 0.5 1 0 1! 0 33.3 34.9 C C 34.8 38.3 C D 12 Monroe St. / Avenue 58
- Without Improvements AWS 0 1! 0 0.5 0.5 1 0 1! 0 0 1! 0 52.2 >80 F F >80 >80 F F - With Improvements TS 1 10 1 10 1 10 1 1 0 23.2 33.3 C C 26.6 41.1 C D 13 Monroe St. / Airport Blvd.
- Without Improvements AWS 1 1 0 1 2 d 1 1 1 0 1! 0 47.3 >80 E F >80 >80 F F - With Improvements TS 1 1 0 1 2 d 1 1 1 0 1! 0 24.0 24.9 C C 24.5 26.3 C C 14 Monroe St. / Avenue 54
- Without Improvements AWS 0 1! 0 0.5 0.5 1 1 1 0 0 1! 0 >80 >80 F F >80 >80 F F - With Improvements TS 1 10 1 10110 1 1 0 34.7 37.0 C D 35.2 38.0 D D 15 Monroe St. / Avenue 52
- Without Improvements AWS 0 1! 0 1 2 0 1 1 1 1 2 d >80 >80 F F >80 >80 F F - With Improvements TS 0 1! 0 1 2 0 1 1 1 1 2 d 33.7 41.2 C D 34.2 45.3 C D 16 Monroe St. / 50th Avenue TS 1 2 0 1 2 0 1 1 1 1 1 1> 17.7 25.0 B C 17.9 26.0 B C 17 Jackson St. / 58th Avenue AWS 0 1! 0 0 1! 0 0 1! 0 0 1! 0 9.5 16.9 A C 10.1 23.4 B C Delay2
(Secs)
Level of
Service2 Northbound Southbound Eastbound Westbound
TABLE 4: INTERSECTION ANALYSIS
FOR OPENING YEAR (2026) WITHOUT AND WITH PROJECT CONDITIONS #Intersection
Traffic
Control3
Intersection Approach Lanes1
Without Project With Project
Delay2
(Secs)
Level of
Service2
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L T R L T R L T R L T R AM PM AM PM AM PM AM PM
Delay2
(Secs)
Level of
Service2 Northbound Southbound Eastbound Westbound
TABLE 4: INTERSECTION ANALYSIS
FOR OPENING YEAR (2026) WITHOUT AND WITH PROJECT CONDITIONS #Intersection
Traffic
Control3
Intersection Approach Lanes1
Without Project With Project
Delay2
(Secs)
Level of
Service2
18 S. Access / Avenue 60 CSS 0000 1! 00 1 00 1 09.0 9.1 A A 19 Madison St. / Main Access TS 1 20020 1 0 1 0 0 0 13.2 12.3 B B 20 Project Access 1 / Avenue 58 CSS 0 1! 0000010 1* 2 0 10.1 11.1 B B 21 Project Access 2 / Avenue 58 CSS 00 1 000010020 9.4 10.0 A A 22 Madison St. / Project Access 3 CSS 02002000 1 0 0 0 9.7 11.8 A B 23 Madison St. / Golf Course S. Access CSS 1 2 0 0 2 0 0 1! 0 0 0 0 10.3 11.3 B B 1 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.

L = Left; T = Through; R = Right; > = Right-Turn Overlap Phasing; >> = Free-Right Turn Lane; d= Defacto Right Turn Lane; 1 = Improvement * = Left turn lane accommodated within two-way left turn lane 2 Per the Highway Capacity Manual 6th Edition (HCM6), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.

For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

Delay and level of service is calculated using Synchro 10.1 analysis software.

BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 3 TS = Traffic Signal; CSS = Cross-street Stop; AWS = All-Way Stop; RDB = Roundabout F:\UXRjobs\_15100-15500\_15400\15455\Excel\[15455 - Report.xlsx]4 -2026 LOS Future Intersection
Future Intersection
Future Intersection
Future Intersection
Future Intersection
Future Intersection
23 479 CLICK HERE to Return to Agenda
ADT3
Volume/
Capacity
Ratio ADT3
Volume/
Capacity
Ratio
West of Madison Street Secondary 3 21,000 4 5,700 0.27 6,300 0.30 West of Monroe Street Secondary 4 28,000 5,800 0.21 8,300 0.30 West of Jackson Street Secondary 2 14,000 4 4,800 0.34 5,900 0.42 Madison Street South of Airport Boulevard Primary 4 42,600 14,200 0.33 18,100 0.42 Avenue 60 West of Monroe Street Secondary 3 21,000 4 6,900 0.33 8,500 0.40 Monroe Street South of Airport Boulevard Primary 3 31,950 5 12,000 0.38 13,400 0.42 F:\UXRjobs\_15100-15500\_15400\15455\Excel\[15455 - Report.xlsx]5 -2026 Segment LOS 3 Average Daily Traffic (ADT) expressed in vehicles per day. 4 Capacity was calculated as a ratio of 4-lane Secondary capacity. 5 Capacity was calculated as a ratio of 4-lane Primary capacity.

Avenue 58
1 Existing Number of Through lanes
2 Source: City of La Quinta Engineering Bulletin #06-13 (Oct 2017) TABLE 5: ROADWAY VOLUME/CAPACITY ANALYSIS
FOR OPENING YEAR (2026) WITHOUT AND WITH PROJECT CONDITIONS Roadway Segment
Roadway
Designation
Through
Travel
Lanes1 Capacity2
Without Project With Project
24 480 CLICK HERE to Return to Agenda
AM PM Hour Volume AM
18 S. Access / Avenue 60
SBL/SBR 95 59 AM 95 >300 59 56
19 Madison St. / Main Access
NBL 24 56 PM 56 150 52 76
EBL 276 203 AM 276 200 191 154
EBR 20 17 AM 20 >150 130 86
20 Project Access 1 / Avenue 58
NBL/NBR 9 38 PM 38 >50 28 55
WBL 13 28 PM 28 >50 15 30
21 Project Access 2 / Avenue 58
NBR 4 17 PM 17 >50 22 40
22 Madison St. / Project Access 3
EBR 10 35 PM 35 >50 28 46
23 Madison St. / Golf Course S. Access
NBL 1 1 AM 1 140 NOM NOM
EBL/EBR 2 2 AM 2 >50 15 13
F:\UXRjobs\_15100-15500\_15400\15455\Excel\[15455 - Report.xlsx]1 - LOS Summary PM
1 Queue length calculated using SimTraffic.
3 NOM = Nominal, less than 5 feet.
2 Existing Storage Length = 100 ; Proposed Storage Length = 100 TABLE 6: PROJECT ACCESS TURN LANE STORAGE LENGTHS
FOR EAPC PHASE 3 (2026) CONDITIONS
ID Intersection Movement
EAPC (2026)
Storage
Length2
(ft.)
95th Percentile1
Queue Length (ft.)
25 481 CLICK HERE to Return to Agenda
CM Wave Development LLC
May 26, 2023

GENERAL PLAN BUILDOUT 2040 CONDITIONS
Estimates of General Plan buildout with Project 2040 ADT, weekday AM, and weekday PM peak hour volumes are shown on Exhibits 14, 15 and 16, respectively. The lane configurations and traffic controls assumed to be in place for General Plan Buildout (Year 2040) conditions are consistent with the approved October 2021 Coral Mountain Specific Plan Traffic Impact Analysis.

LOS calculations were conducted for the study intersections to evaluate their operations under General Plan Buildout (Year 2040) traffic conditions. The intersection analysis results are summarized in Table 7.

The intersection operations analysis worksheets for General Plan Buildout (Year 2040) traffic conditions are included in Attachment 2. All intersections are anticipated to experience acceptable operations under General Plan Buildout (Year 2040) conditions with improvements.

Table 8 provides a summary of the General Plan Buildout (Year 2040) traffic conditions roadway segment capacity analysis based on the City of La Quinta roadway segment capacity thresholds.

As shown on Table 8, the study roadway segments analyzed are anticipated to operate at acceptable LOS for General Plan Buildout (Year 2040) traffic conditions. However, one roadway segment along Madison Street, between Avenue 54 and Airport Boulevard (as shown on Exhibit 13) appears to exceed the theoretical daily segment LOS thresholds.

Where the peak hour roadway segment analysis indicates a deficiency (unacceptable LOS), a review of the more detailed peak hour intersection analysis is undertaken. Further review of the more detailed peak hour intersection analysis indicates that the recommended improvements at adjacent study area intersections provide an acceptable level of service.

Therefore, roadway segment widening is not anticipated.

A queuing analysis was performed for With Project Conditions to assess the adequacy of turn bay lengths to accommodate vehicle queues at the Project entries.  Queuing analysis findings are presented in Table 9 for General Plan Buildout (Year 2040) With Project traffic conditions.  Queueing analysis worksheets are provided in Attachment 2.

FAIR SHARE CONTRIBUTION
Project mitigation may include a combination of fee payments to established programs, construction of specific improvements, payment of a fair share contribution toward future improvements or a combination of these approaches.   Improvements constructed by development should be eligible for a fee credit or reimbursement through the program where appropriate (to be determined at the City’s discretion).

Table 10 shows the project fair share percentages at cumulatively impacted intersections and CIP funded locations (for EAPC 2026 and 2040 conditions).   However, these percentages are an approximation only as they are intended only for discussion purposes and do not imply any legal responsibility or formula for contributions or mitigation. 26 482 CLICK HERE to Return to Agenda
27 483 CLICK HERE to Return to Agenda
28 484 CLICK HERE to Return to Agenda
29 485 CLICK HERE to Return to Agenda

L T R L T R L T R L T R AM PM AM PM
1 Madison St. / Avenue 58
- With GPCE Update Improvements TS 12112d1 2 012 1> 41.7 70.3 D E - With Modified GPCE Improvements TS 12112d 2 1 012 1> 35.3 54.9 D D 2 Madison St. / Airport Blvd. TS 1 2 d 1 2 0 0 0 0 1 0 1 23.7 29.7 C C 3 Madison St. / Avenue 54 TS 22112012 1>> 12 1> 44.2 53.3 D D 4 Madison St. / Avenue 52 TS 2 2 1 2 2 1 1 2 d 1 2 1 39.5 53.7 D D 5 Madison St. / Avenue 50 TS 2 3 122112112 1> 37.6 54.9 D D 6 Jefferson St. / Avenue 54 TS 1 2 1 22111111 2> 24.2 48.4 C D 7 Jefferson St. / Avenue 524 RDB 0.5 2.5 1>> 0.5 2.5 1>> 0.5 2.5 1>> 0.5 2.5 1>> 5.9 9.1 A A 8 Jefferson St. / Pomelo TS 1 3 0 1 3 0 0.5 0.5 1 0.5 0.5 1 6.4 21.4 A C 9 Jefferson St. / Avenue 50 TS 1 3 1 2 3 1 2 21 2 2 1 42.3 54.6 D D 10 Madison St. / Avenue 60 TS 0 1! 0 2 1 1> 2 20 1 2 1 49.6 53.1 D D 11 Monroe St. / Avenue 60
- With GPCE Update Improvements TS 1 2 01 2 11 2 1 1 1 1> 45.7 >80 D F - With Added GPCE Improvements TS 1 2 01 2 11 2 1> 1 2 1> 37.2 53.0 D D 12 Monroe St. / Avenue 58
- With GPCE Update Improvements TS 1 2 1 1 2 0 1 2 0 1 2 0 50.9 76.4 D E - With Added GPCE Improvements TS 2 2 1> 2 2 0 1 2 1 1 2 0 39.5 52.2 D D 13 Monroe St. / Airport Blvd. TS 1 2 012d1 2 0 1 2 1> 34.0 45.4 C D 14 Monroe St. / Avenue 54 TS 1 2 1 1 2 1 2 2 1 1 2 1 31.4 54.5 C D 15 Monroe St. / Avenue 52 TS 2 2 1 2 201 2 112 1 39.0 54.3 D D 16 Monroe St. / 50th Avenue TS 2 2 1 2 201 2 11 2 1> 34.7 54.5 C D 17 Jackson St. / 58th Avenue TS 1 2 0 1 2 0 1 2 0 1 2 0 30.7 38.0 C D 18 S. Access / Avenue 60 CSS 0000 1! 00 1 00 1 1 34.6 34.3 D D 19 Madison St. / Main Access TS 1 20020 1 0 1 0 0 0 9.6 11.2 A B 20 Project Access 1 / Avenue 58 CSS 0 1! 00000 2 0 1* 2 0 12.7 14.4 B B 21 Project Access 2 / Avenue 58 CSS 00 1 0000 2 0 0 2 0 10.2 10.4 B B 22 Madison St. / Project Access 3 CSS 02002000 1 0 0 0 13.7 14.6 B B 23 Madison St. / Golf Course S. Access CSS 1 2 0 0 2 0 0 1! 0 0 0 0 25.1 32.9 D D 1 When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.
2 Per the Highway Capacity Manual 6th Edition (HCM6), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control.

For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.

Delay and level of service is calculated using Synchro 10.1 analysis software.

BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 3 TS = Traffic Signal; CSS = Cross-street Stop; AWS = All-Way Stop; RDB = Roundabout 4 Since roundabout analysis in Synchro is limited to a maximum of 2 lanes per approach, traffix has been utilized at this location (similar to the City of La Quinta General Plan Buildout TIA worksheets).

F:\UXRjobs\_15100-15500\_15400\15455\Excel\[15455 - Report.xlsx]7 - 2040 LOS L = Left; T = Through; R = Right; > = Right-Turn Overlap Phasing; >> = Free-Right Turn Lane; d = Defacto Right Turn Lane; 1 = Improvement 1 = Improvement per City of La Quinta General Plan Circulation Element Update Traffic Impact Analysis (May 2012) * = Left turn lane accommodated within two-way left turn lane Intersection Approach Lanes1
Northbound Southbound Eastbound Westbound
TABLE 7: INTERSECTION ANALYSIS
FOR GENERAL PLAN BUILDOUT (2040) WITH PROJECT CONDITIONS #Intersection
Traffic
Control3
Delay2
(Secs)
Level of
Service2
30 486 CLICK HERE to Return to Agenda
Roadway Segment
Roadway
Designation
Through
Travel
Lanes1 ADT3
Volume/
Capacity
Ratio
West of Madison Street Secondary 4 28,000 12,500 0.45
West of Monroe Street Secondary 4 28,000 14,000 0.50
West of Jackson Street Secondary 4 28,000 19,000 0.68
Madison Street South of Airport Boulevard Primary 4 42,600 34,000 0.80 Avenue 60 West of Monroe Street Secondary 4 28,000 24,000 0.86 Monroe Street South of Airport Boulevard Primary 4 42,600 26,000 0.61 F:\UXRjobs\_15100-15500\_15400\15455\Excel\[15455 - Report.xlsx]8 - 2040WP Segment LOS 1 Existing Number of Through lanes; 1 = City of La Quinta General Plan Buildout number of lanes 2 Source: City of La Quinta Engineering Bulletin #06-13 (Oct 2017) 3 Average Daily Traffic (ADT) expressed in vehicles per day.

TABLE 8: ROADWAY VOLUME/CAPACITY ANALYSIS
FOR GENERAL PLAN BUILDOUT (2040) WITH PROJECT CONDITIONS Capacity2
Avenue 58
31 487 CLICK HERE to Return to Agenda
AM PM Hour Volume AM
18 S. Access / Avenue 60
SBL/SBR 96 60 AM 96 >300 217 400
WBR 33 104 PM 104 150 NOM NOM
19 Madison St. / Main Access
NBL 24 56 PM 56 150 49 126
EBL 276 203 AM 276 200 185 172
EBR 20 17 AM 20 >150 108 105
20 Project Access 1 / Avenue 58
NBL/NBR 9 38 PM 38 >50 30 51
WBL 13 28 PM 28 >50 23 32
21 Project Access 2 / Avenue 58
NBR 4 17 PM 17 >50 18 48
22 Madison St. / Project Access 3
EBR 10 35 PM 35 >50 29 50
23 Madison St. / Golf Course S. Access
NBL 1 1 AM 1 140 8 NOM
EBL/R 2 2 AM 2 >50 8 12
F:\UXRjobs\_15100-15500\_15400\15455\Excel\[15455 - Report.xlsx]9 - Q 2040WP 2 Existing Storage Length = 100 ; Proposed Storage Length = 100 PM
1 Queue length calculated using SimTraffic.
3 NOM = Nominal, less than 5 feet.

TABLE 9: PROJECT ACCESS TURN LANE STORAGE LENGTHS
FOR GENERAL PLAN BUILDOUT (2040) WITH PROJECT CONDITIONS ID Intersection Movement
2040 WITH PROJECT
Storage
Length2
(ft.)
95th Percentile1
Queue Length (ft.)
32 488 CLICK HERE to Return to Agenda
EAPC (2026)1
2040 With
Project2
1 Madison St. / Avenue 58
• AM Peak Hour 454 1,559 3,278 29% 14%
• PM Peak Hour 620 2,178 4,748 28% 13%
3 Madison St. / Avenue 54
• AM Peak Hour 246 2,220 5,224 11% 5%
• PM Peak Hour 325 2,845 6,689 11% 5%
4 Madison St. / Avenue 52
• AM Peak Hour 134 4,335 3%
• PM Peak Hour 175 5,458 3%
5 Madison St. / Avenue 50
• AM Peak Hour 79 1,985 4,587 2%
• PM Peak Hour 100 2,619 6,416 2%
6 Jefferson St. / Avenue 54
• AM Peak Hour 82 1,686 3,135 5% 3%
• PM Peak Hour 109 2,069 3,871 5% 3%
7 Jefferson St. / Avenue 52
• AM Peak Hour 105 3,328 5,049 3% 2%
• PM Peak Hour 134 3,929 6,097 3% 2%
9 Jefferson St. / Avenue 50
• AM Peak Hour 105 3,643 4,961 3% 2%
• PM Peak Hour 133 4,468 6,167 3% 2%
10 Madison St. / Avenue 60
• AM Peak Hour 165 2,875 6%
• PM Peak Hour 223 3,853 6%
11 Monroe St. / Avenue 60
• AM Peak Hour 111 1,361 3,094 8% 4%
• PM Peak Hour 150 1,770 4,863 8% 3%
12 Monroe St. / Avenue 58
• AM Peak Hour 191 1,360 3,311 14% 6%
• PM Peak Hour 251 1,973 4,742 13% 5%
13 Monroe St. / Airport Blvd.
• AM Peak Hour 105 1,244 3,200 8% 3%
• PM Peak Hour 134 1,687 4,442 8% 3%
14 Monroe St. / Avenue 54
• AM Peak Hour 105 1,765 3,987 6% 3%
• PM Peak Hour 134 2,142 5,384 6% 2%
15 Monroe St. / Avenue 52
• AM Peak Hour 105 2,137 4,174 5% 3%
• PM Peak Hour 134 2,705 5,664 5% 2%
16 Monroe St. / 50th Avenue
• AM Peak Hour 79 2,086 4,326 4% 2%
• PM Peak Hour 100 2,865 6,017 3% 2%
17 Jackson St. / 58th Avenue
• AM Peak Hour 82 691 2,601 12% 3%
• PM Peak Hour 109 1,020 3,735 11% 3%
1 Project Fair Share % = ("Project Only Buildout (2026) Traffic" / "EAPC (2026) Peak Hour Traffic") 2 Project Fair Share % = ("Project Only Buildout (2026) Traffic" / "2040 With Project Peak Hour Traffic") F:\UXRjobs\_15100-15500\_15400\15455\Excel\[15455 - Report.xlsx]10- Fair Share EAPC (2026)
Peak Hour Traffic
Fair Share (%)

N/A N/A
N/A
N/A
N/A
TABLE 10: PROJECT FAIR SHARE CALCULATIONS
# Intersection
2040
With Project
Peak Hour Traffic
Project Only
Traffic
33 489 CLICK HERE to Return to Agenda
CM Wave Development LLC
May 26, 2023

In addition, a summary of study area improvements needed to address intersection operational deficiencies and corresponding funding sources for EAPC 2026 and General Plan Buildout conditions are summarized in Table 11.

CONCLUSION
The Project evaluated in this supplemental assessment does not change existing General Plan land use or zoning designations for the site, consistent with the approved Andalusia Specific Plan and Alternative 2 analyzed in the Final Environmental Impact Report Coral Mountain Resort (SCH #2021020310).  It consists of a commercial corner (60,000 square feet of retail), an 18‐hole golf course, and up to 750 residential units.

EAPC 2026 intersection analysis results indicate that eight off‐site study area intersections (as previously identified in the approved October 2021 Coral Mountain Specific Plan Traffic Impact Analysis) will require installation of a traffic signal in order to maintain acceptable LOS.  In addition, for Jefferson Street at Avenue 50, a second westbound through lane is necessary to maintain an acceptable level of service.   EAPC analysis results in one cumulatively impacted intersection (Jefferson Street at Avenue 52).   Jefferson Street at Avenue 52 requires reconstruction of the current roundabout design to incorporate 2 circulating lanes around the center island to provide acceptable LOS.  The improvements are needed with or without the Project, so a fair share contribution is appropriate.

The main Project driveway is located on Madison Street south of Avenue 58.  It is a full access location, serving left and right turns to and from Madison Street with traffic signal control.  With the Project, the northbound left turn lane serving the main Project driveway is recommended to provide 200 feet of vehicle queuing.

All intersections are anticipated to experience acceptable operations under General Plan Buildout (Year 2040), based upon improvements previously indicated in the City of La Quinta General Plan Circulation Element Update Traffic Impact Analysis.

If you have any questions, please contact John Kain at (949) 375-2435 or Marlie Whiteman (714) 585-0574.

Respectfully submitted,
URBAN CROSSROADS, INC.

John Kain, AICP                                                                   Marlie Whiteman, PE Principal   Senior Associate
34 490 CLICK HERE to Return to Agenda
(Page 1 of 2)
1 None • Install TS DIF / CIP2 • Same • Same
• 2nd EBL, WBR Ovl • Same
3 • Install TS • Same DIF / CIP • Same • Same
• 1 EB free RT • Same
• WBR OVL • Same
4 City of La
Quinta/
City of Indio
None None DIF / CIP • 1 SBR • Same
5 None None DIF / CIP • 3rd NBT • Same
• WBR OVL • Same
6 • Install TS • Same DIF / CIP • Same • Same
• WBR OVL • Same • Same, 2nd WBR • Same
• 1 NBL, 1 NBR • Same
7 • 2 lane RDB • Same DIF / CIP • 3 lane RDB • Same
• 2nd NBT • Same • Same, 3rd NBT • Same
• 2nd SBT • Same • Same, 3rd SBT • Same
• 2nd EBT, 3rd EBT • Same
• 2nd WBT, 3rd WBT • Same
9 • 2nd WBT • Same • Same, 2nd WBL • Same
• 2nd EBL • Same
10 None None -- • Install TS • Same
• 1 Shared NB L/T/R • Same
• 2nd SBL, 1 SBT, • Same

SBR OVL
• 2 EBL • Same
• 1 WBL, 2nd WBT • Same
11 • Install TS • Same • Same • Same
• 2nd NBT • Same
• 2nd SBT • Same
• 1 EBL, 2nd EBT, • Same

EBR OVL
• 1 WBL, 2nd WBT • Same
1 WBR w/ OVL
12 • Install TS • Same DIF / CIP • Same • Same
• 1 NBL, 1 SBL, • Same • Same • Same
• 1 EBL, 1 WBL • Same • Same • Same
• 2nd NBL, 2nd NBT, • Same
1 NBR w/ OVL
• 2nd SBL, 2nd SBT • Same
• 2nd EBT, 2nd EBR • Same
• 2nd WBT • Same
13 • Install TS • Same DIF / CIP • Same • Same
• 2nd NBT • Same
• 2nd EBT • Same
• 1 WBL, 2nd WBT, • Same
1 WBR w/ OVL
14 • Install TS • Same DIF / CIP • Same • Same
• 1 NBL, 1 SBL, 1 WBL • Same • Same • Same
• 2nd NBT, 1 NBR • Same
• 2nd SBT, 1 SBR • Same
• 2nd EBL, 2nd EBT, • Same
1 EBR
• 1 WBL, 2nd WBT, • Same
1 WBR
ID Intersection Jurisdiction With Project
Monroe St. / Avenue 54
City of La
Quinta/
County of
Riverside
Monroe St. / Avenue 60
City of La
Quinta/
County of
Riverside
La Quinta
CIP
Monroe St. / Avenue 58
City of La
Quinta/
County of
Riverside
Monroe St. / Airport Blvd. City of La
Quinta/
County of
Riverside
Jefferson St. / Avenue 50
City of La
Quinta/
City of Indio
La Quinta
CIP
Madison St. / Avenue 60
City of La Quinta
Madison St. / Avenue 50
City of La
Quinta/
City of Indio
Jefferson St. / Avenue 54 City of La Quinta
Jefferson St. / Avenue 52
City of La Quinta
Madison St. / Avenue 58 City of La Quinta
Madison St. / Avenue 54
City of La Quinta
Madison St. / Avenue 52
TABLE 11: SUMMARY OF PHASED INTERSECTION IMPROVEMENTS
Project Buildout (2026)1
Funding
Source?
2040 Conditions1
Without Project With Project Without Project
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(Page 2 of 2)
ID Intersection Jurisdiction With Project
TABLE 11: SUMMARY OF PHASED INTERSECTION IMPROVEMENTS
Project Buildout (2026)1
Funding
Source?
2040 Conditions1
Without Project With Project Without Project
15 • Install TS • Same DIF / CIP • Same • Same
• 2 NBL, 1NBT, 1 NBR • Same
• 2nd SBL • Same
• 2nd EBT • Same
• 2nd WBR • Same
16 None None -- • 2nd NBL, 1 NBR • Same
• 2nd SBL • Same
• 2nd EBT • Same
• 2nd WBT • Same
17 None None -- • Install TS • Same
• 1 NBL, 2nd NBT • Same
• 1 SBL, 2nd SBT • Same
• 1 EBL, 2nd EBT • Same
• 1 WBL, 2nd WBT • Same
18 N/A • Install SB CSS Project N/A • Same
• 1 shared SBL/R • Same
• 1 shared EBL/T • Same
• 1 shared WBT/R • 1 WBT & 1 WBR
19 N/A • Install TS Project N/A • Install TS
• 1 NBL • Same
• 1 EBL & 1 EBR • Same
20 N/A • Install NB CSS Project N/A • Same
• 1 shared NBL/R • Same
• 2nd EBT
21 N/A • Install NB CSS Project N/A • Same
• 1 NBR • Same
• 2nd EBT
22 N/A • Install EB CSS Project N/A • Same
• 1 shared EBR • Same
• 2nd EBT
1 TS = Traffic Signal; RDB = Roundabout; CSS = Cross-Street Stop Control; OVL = Overlap Phase 2 The required signal will be installed by the Project, and reimbursement may be provided for all but the Project’s fair share by future developments, or CIP, or DIF.

F:\UXRjobs\_15100-15500\_15400\15455\Excel\[15455 - Report.xlsx]11 - Imp Summary Madison St. / Project
Access 3 City of La Quinta
City of La Quinta
Project Access 1 / Avenue
58 City of La Quinta
Project Access 2 / Avenue
58 City of La Quinta
Jackson St. / 58th Avenue
County of
Riverside
S. Access / Avenue 60
Madison St. / Main Access
City of La Quinta
Monroe St. / Avenue 52
City of La
Quinta/
City of Indio/
County of
Riverside
Monroe St. / 50th Avenue City of Indio
36 492 CLICK HERE to Return to Agenda
Club at Coral Mountain
15455-03 Club at Coral Mtn Supplemental LOS Assessment.docx ATTACHMENT 1:

EAPC (2026) INTERSECTION OPERATIONS ANALYSIS WORKSHEETS

AND QUEUEING ANALYSIS WORKSHEETS
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Club at Coral Mountain
15455-03 Club at Coral Mtn Supplemental LOS Assessment.docx This Page Intentionally Left Blank
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Lanes, Volumes, Timings EAPC (2026) AM Peak hour
1: Madison St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 118 75 7 55 81 74 19 467 121 105 364 73 Future Volume (vph) 118 75 7 55 81 74 19 467 121 105 364 73 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 100 100 180 180 330 160 160 50
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 90 90 90 90
Link Speed (mph) 50 50 50 50
Link Distance (ft) 276 988 288 752
Travel Time (s) 3.8 13.5 3.9 10.3
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
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HCM 6th AWSC EAPC (2026) AM Peak hour
1: Madison St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\Unsig_Mod\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 19.9
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 118 75 7 55 81 74 19 467 121 105 364 73 Future Vol, veh/h 118 75 7 55 81 74 19 467 121 105 364 73 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 222222222222
Mvmt Flow 126 80 7 59 86 79 20 497 129 112 387 78
Number of Lanes 111120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 15.6 13.9 25 18.1

HCM LOS C B C C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 56% 0% 100% 0% 0% 100% 27% 0% 100%
Vol Right, % 0% 0% 44% 0% 0% 100% 0% 0% 73% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 311 277 118 75 7 55 54 101 105 243 LT Vol 19 0 0 118 0 0 55 0 0 105 0
Through Vol 0 311 156 0 75 0 0 54 27 0 243
RT Vol 0 0 121 0 0 7 0 0 74 0 0
Lane Flow Rate 20 331 294 126 80 7 59 57 107 112 258
Geometry Grp 88888888888
Degree of Util (X) 0.047 0.723 0.617 0.33 0.199 0.017 0.154 0.143 0.253 0.263 0.572 Departure Headway (Hd) 8.357 7.857 7.551 9.467 8.967 8.267 9.475 8.975 8.462 8.482 7.982 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 427 457 477 378 398 431 377 398 422 422 452
Service Time 6.134 5.634 5.328 7.261 6.761 6.061 7.267 6.767 6.254 6.26 5.76 HCM Lane V/C Ratio 0.047 0.724 0.616 0.333 0.201 0.016 0.156 0.143 0.254 0.265 0.571 HCM Control Delay 11.5 28.7 21.8 16.9 14 11.2 14 13.3 14.1 14.3 21 HCM Lane LOS B D C C BBBBBBC
HCM 95th-tile Q 0.1 5.7 4.1 1.4 0.7 0.1 0.5 0.5 1 1 3.5 1-2 496 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
1: Madison St. & Avenue 58 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 118 75 7 55 81 74 19 467 121 105 364 73 Future Volume (vph) 118 75 7 55 81 74 19 467 121 105 364 73 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 100 100 180 180 330 160 160 50
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 276 988 288 752
Travel Time (s) 3.8 13.5 3.9 10.3
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s) 27.0 34.0 34.0 18.0 25.0 25.0 14.0 42.0 42.0 26.0 54.0 54.0 Total Split (%) 22.5% 28.3% 28.3% 15.0% 20.8% 20.8% 11.7% 35.0% 35.0% 21.7% 45.0% 45.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 1: Madison St. & Avenue 58
1-3 497 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 1: Madison St. & Avenue 58 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 118 75 7 55 81 74 19 467 121 105 364 73 Future Volume (veh/h) 118 75 7 55 81 74 19 467 121 105 364 73 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 126 80 7 59 86 79 20 497 129 112 387 78 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 153 199 168 87 245 109 49 2114 943 138 2292 1022 Arrive On Green 0.09 0.11 0.11 0.05 0.07 0.07 0.03 0.61 0.61 0.08 0.66 0.66 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 126 80 7 59 86 79 20 497 129 112 387 78 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 8.6 4.9 0.5 4.0 2.8 6.0 1.4 7.8 4.3 7.6 5.1 2.2 Cycle Q Clear(g_c), s 8.6 4.9 0.5 4.0 2.8 6.0 1.4 7.8 4.3 7.6 5.1 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 153 199 168 87 245 109 49 2114 943 138 2292 1022 V/C Ratio(X) 0.82 0.40 0.04 0.68 0.35 0.72 0.41 0.24 0.14 0.81 0.17 0.08 Avail Cap(c_a), veh/h 325 448 379 195 591 264 137 2114 943 311 2292 1022 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.8 49.8 47.8 56.0 53.1 54.6 57.3 10.6 9.9 54.3 7.7 7.2 Incr Delay (d2), s/veh 10.3 1.3 0.1 8.9 0.9 8.7 5.3 0.3 0.3 10.7 0.2 0.1 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 BackOfQ(50%),veh/ln 4.1 2.2 0.2 1.9 1.2 2.5 0.7 2.7 1.4 3.6 1.7 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.1 51.1 47.9 64.9 54.0 63.3 62.6 10.9 10.2 65.0 7.9 7.3 LnGrp LOS E D D E D EEBBEAA
Approach Vol, veh/h 213 224 646 577
Approach Delay, s/veh 58.7 60.2 12.3 18.9
Approach LOS EEBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.1 77.8 10.5 17.6 7.9 84.0 15.1 13.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 37.5 13.5 29.5 9.5 49.5 22.5 20.5 Max Q Clear Time (g_c+I1), s 9.6 9.8 6.0 6.9 3.4 7.1 10.6 8.0 Green Ext Time (p_c), s 0.2 3.4 0.0 0.3 0.0 2.6 0.2 0.5 Intersection Summary
HCM 6th Ctrl Delay 27.0
HCM 6th LOS C
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Lanes, Volumes, Timings EAPC (2026) AM Peak hour
2: Madison St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 53 84 1 603 59 128 512
Future Volume (vph) 53 84 1 603 59 128 512
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850
Storage Length (ft) 150 150 150 50 150
Storage Lanes 0 0 1 1 1
Taper Length (ft) 25 140 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 50
Link Distance (ft) 5252 767 818
Travel Time (s) 71.6 10.5 11.2
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Shared Lane Traffic (%)
Turn Type Prot Perm Prot NA Perm Prot NA
Protected Phases 3 5 2 1 6
Permitted Phases 3 2
Detector Phase 3352216
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 11.5 11.5 11.5 20.5 20.5 11.5 20.5
Total Split (s) 13.0 13.0 12.0 29.0 29.0 18.0 35.0
Total Split (%) 21.7% 21.7% 20.0% 48.3% 48.3% 30.0% 58.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None C-Max C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45
Control Type: Actuated-Coordinated
Splits and Phases: 2: Madison St. & Airport Bl.
1-5 499 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 2: Madison St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 53 84 1 603 59 128 512
Future Volume (veh/h) 53 84 1 603 59 128 512
Initial Q (Qb), veh 0 0 0000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 61 97 693 68 147 589
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 2 2 2222
Cap, veh/h 202 180 1962 875 202 2595
Arrive On Green 0.12 0.12 0.57 0.57 0.12 0.75
Sat Flow, veh/h 1734 1543 3551 1543 1734 3551
Grp Volume(v), veh/h 61 97 693 68 147 589
Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730
Q Serve(g_s), s 1.9 3.6 6.5 1.2 4.9 3.1
Cycle Q Clear(g_c), s 1.9 3.6 6.5 1.2 4.9 3.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 202 180 1962 875 202 2595
V/C Ratio(X) 0.30 0.54 0.35 0.08 0.73 0.23
Avail Cap(c_a), veh/h 260 232 1962 875 405 2595
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 24.3 25.0 7.0 5.9 25.6 2.3
Incr Delay (d2), s/veh 0.8 2.5 0.5 0.2 5.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 1.3 1.6 0.3 2.0 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.1 27.5 7.5 6.1 30.6 2.5
LnGrp LOS C C A A C A
Approach Vol, veh/h 158 761 736
Approach Delay, s/veh 26.6 7.4 8.1
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 11.0 38.0 49.0 11.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 13.5 24.5 30.5 8.5
Max Q Clear Time (g_c+I1), s 6.9 8.5 5.1 5.6
Green Ext Time (p_c), s 0.2 4.0 3.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 9.5
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved ignoring U-Turning movement.
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Lanes, Volumes, Timings EAPC (2026) AM Peak hour
3: Madison St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 19 244 411 53 221 86 314 413 50 85 304 20 Future Volume (vph) 19 244 411 53 221 86 314 413 50 85 304 20 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 160 150 910 150 160 120 305 150
Storage Lanes 1 0 1 1 2 1 1 0
Taper Length (ft) 80 120 120 100
Link Speed (mph) 55 55 50 50
Link Distance (ft) 5080 840 924 2398
Travel Time (s) 63.0 10.4 12.6 32.7
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-7 501 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) AM Peak hour
3: Madison St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\Unsig_Mod\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 114
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 19 244 411 53 221 86 314 413 50 85 304 20 Future Vol, veh/h 19 244 411 53 221 86 314 413 50 85 304 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222
Mvmt Flow 21 274 462 60 248 97 353 464 56 96 342 22
Number of Lanes 1 20120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 253.2 28.5 75 33.9

HCM LOS F D F D

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 73% 0% 100% 17% 0% 100% 46% 0% 100% 84% Vol Right, % 0% 0% 27% 0% 0% 83% 0% 0% 54% 0% 0% 16%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 314 275 188 19 163 492 53 147 160 85 203 121 LT Vol 314 0 0 19 0 0 53 0 0 85 0 0
Through Vol 0 275 138 0 163 81 0 147 74 0 203 101
RT Vol 0 0 50 0 0 411 0 0 86 0 0 20
Lane Flow Rate 353 309 211 21 183 553 60 166 179 96 228 136 Geometry Grp 888888888888
Degree of Util (X) 1.081 0.907 0.608 0.07 0.577 1.661 0.206 0.55 0.578 0.326 0.746 0.442 Departure Headway (Hd) 11.919 11.419 11.232 12.038 11.538 10.953 13.12 12.62 12.243 13.038 12.538 12.423 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 307 319 325 299 314 337 275 288 296 278 291 292
Service Time 9.619 9.119 8.932 9.738 9.238 8.653 10.82 10.32 9.943 10.738 10.238 10.123 HCM Lane V/C Ratio 1.15 0.969 0.649 0.07 0.583 1.641 0.218 0.576 0.605 0.345 0.784 0.466 HCM Control Delay 111.1 64.6 29.9 15.6 28.9 336.5 19.2 29.7 30.4 21.9 44.5 24.6 HCM Lane LOS F F D C D F CDDCEC
HCM 95th-tile Q 12.7 8.7 3.8 0.2 3.4 33.3 0.8 3.1 3.4 1.4 5.5 2.1 1-8 502 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
3: Madison St. & Avenue 54 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 19 244 411 53 221 86 314 413 50 85 304 20 Future Volume (vph) 19 244 411 53 221 86 314 413 50 85 304 20 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 160 150 910 150 160 120 305 150
Storage Lanes 1 0 1 1 2 1 1 0
Taper Length (ft) 80 120 120 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 50 50
Link Distance (ft) 5080 840 924 2398
Travel Time (s) 63.0 10.4 12.6 32.7
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2
Detector Phase 7 4 38852216
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s) 13.0 42.0 17.0 46.0 46.0 29.0 40.0 40.0 21.0 32.0 Total Split (%) 10.8% 35.0% 14.2% 38.3% 38.3% 24.2% 33.3% 33.3% 17.5% 26.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 3: Madison St. & Avenue 54
1-9 503 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 3: Madison St. & Avenue 54 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 244 411 53 221 86 314 413 50 85 304 20 Future Volume (veh/h) 19 244 411 53 221 86 314 413 50 85 304 20 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 21 274 462 60 248 97 353 464 56 96 342 22 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 51 539 481 87 1151 513 425 1449 646 120 1194 76 Arrive On Green 0.03 0.31 0.31 0.05 0.33 0.33 0.13 0.42 0.42 0.07 0.36 0.36 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3302 211 Grp Volume(v), veh/h 21 274 462 60 248 97 353 464 56 96 179 185 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1783 Q Serve(g_s), s 1.4 15.5 35.3 4.1 6.2 5.4 12.3 10.8 2.6 6.5 8.8 8.9 Cycle Q Clear(g_c), s 1.4 15.5 35.3 4.1 6.2 5.4 12.3 10.8 2.6 6.5 8.8 8.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.12
Lane Grp Cap(c), veh/h 51 539 481 87 1151 513 425 1449 646 120 626 645 V/C Ratio(X) 0.41 0.51 0.96 0.69 0.22 0.19 0.83 0.32 0.09 0.80 0.29 0.29 Avail Cap(c_a), veh/h 123 541 482 181 1197 534 687 1449 646 238 626 645 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) 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.2 33.8 40.6 56.0 28.8 28.5 51.2 23.4 21.0 55.0 27.3 27.3 Incr Delay (d2), s/veh 4.8 0.7 29.3 9.1 0.1 0.2 4.7 0.6 0.3 11.5 1.1 1.1 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 BackOfQ(50%),veh/ln 0.7 6.3 16.4 1.9 2.4 1.9 5.3 4.3 0.9 3.2 3.7 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.0 34.5 69.9 65.2 28.9 28.7 55.8 24.0 21.3 66.5 28.4 28.4 LnGrp LOS E C E E C C E C C E C C
Approach Vol, veh/h 757 405 873 460
Approach Delay, s/veh 56.8 34.2 36.7 36.4
Approach LOS E C D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.8 54.8 10.6 41.9 19.7 47.9 8.0 44.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 35.5 12.5 37.5 24.5 27.5 8.5 41.5 Max Q Clear Time (g_c+I1), s 8.5 12.8 6.1 37.3 14.3 10.9 3.4 8.2 Green Ext Time (p_c), s 0.1 2.8 0.0 0.1 0.9 1.6 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 42.3
HCM 6th LOS D
1-10 504 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
4: Madison St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 73 466 66 36 422 72 149 355 34 63 291 63 Future Volume (vph) 73 466 66 36 422 72 149 355 34 63 291 63 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 435 50 200 325 160 160 255 50
Storage Lanes 1 1 1 1 2 1 2 1
Taper Length (ft) 105 120 140 160
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 55 50 50
Link Distance (ft) 1169 798 1237 1379
Travel Time (s) 17.7 9.9 16.9 18.8
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s) 22.0 49.0 49.0 15.0 42.0 42.0 20.0 42.0 42.0 14.0 36.0 36.0 Total Split (%) 18.3% 40.8% 40.8% 12.5% 35.0% 35.0% 16.7% 35.0% 35.0% 11.7% 30.0% 30.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85
Control Type: Actuated-Coordinated
Splits and Phases: 4: Madison St. & Avenue 52
1-11 505 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 4: Madison St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 466 66 36 422 72 149 355 34 63 291 63 Future Volume (veh/h) 73 466 66 36 422 72 149 355 34 63 291 63 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 84 536 76 41 485 83 171 408 39 72 334 72 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 106 1526 681 75 1464 653 231 1081 482 178 1027 458 Arrive On Green 0.06 0.44 0.44 0.04 0.42 0.42 0.07 0.31 0.31 0.05 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 84 536 76 41 485 83 171 408 39 72 334 72 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.7 12.3 3.5 2.8 11.3 3.9 6.0 11.0 2.1 2.5 9.0 4.1 Cycle Q Clear(g_c), s 5.7 12.3 3.5 2.8 11.3 3.9 6.0 11.0 2.1 2.5 9.0 4.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 106 1526 681 75 1464 653 231 1081 482 178 1027 458 V/C Ratio(X) 0.79 0.35 0.11 0.54 0.33 0.13 0.74 0.38 0.08 0.40 0.33 0.16 Avail Cap(c_a), veh/h 253 1526 681 152 1464 653 435 1081 482 266 1027 458 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.6 22.2 19.7 56.2 23.2 21.1 54.8 32.2 29.1 55.0 32.8 31.1 Incr Delay (d2), s/veh 12.2 0.6 0.3 6.0 0.6 0.4 4.6 1.0 0.3 1.5 0.8 0.7 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 BackOfQ(50%),veh/ln 2.8 4.9 1.2 1.3 4.4 1.4 2.6 4.6 0.8 1.1 3.7 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.7 22.8 20.1 62.2 23.8 21.5 59.5 33.2 29.4 56.4 33.7 31.8 LnGrp LOS E C C E C C E C C E C C
Approach Vol, veh/h 696 609 618 478
Approach Delay, s/veh 27.9 26.1 40.2 36.8
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.9 42.0 9.7 57.4 12.7 40.1 11.9 55.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 37.5 10.5 44.5 15.5 31.5 17.5 37.5 Max Q Clear Time (g_c+I1), s 4.5 13.0 4.8 14.3 8.0 11.0 7.7 13.3 Green Ext Time (p_c), s 0.1 2.5 0.0 3.7 0.3 2.0 0.1 3.0 Intersection Summary
HCM 6th Ctrl Delay 32.4
HCM 6th LOS C
1-12 506 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
5: Madison St. & Avenue 50/50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 80 365 72 33 372 33 136 340 52 55 330 117 Future Volume (vph) 80 365 72 33 372 33 136 340 52 55 330 117 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 305 210 300 240 290 220 200 200
Storage Lanes 1 1 1 1 2 1 2 1
Taper Length (ft) 120 90 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 50 50 50
Link Distance (ft) 579 1049 1270 550
Travel Time (s) 8.8 14.3 17.3 7.5
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 522166388744
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s) 23.0 49.0 49.0 15.0 41.0 41.0 19.0 42.0 42.0 14.0 37.0 37.0 Total Split (%) 19.2% 40.8% 40.8% 12.5% 34.2% 34.2% 15.8% 35.0% 35.0% 11.7% 30.8% 30.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85
Control Type: Actuated-Coordinated
Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 1-13 507 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 365 72 33 372 33 136 340 52 55 330 117 Future Volume (veh/h) 80 365 72 33 372 33 136 340 52 55 330 117 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 82 372 73 34 380 34 139 347 53 56 337 119 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 104 1552 692 69 1481 661 197 1081 482 166 1050 468 Arrive On Green 0.06 0.45 0.45 0.04 0.43 0.43 0.06 0.31 0.31 0.05 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 82 372 73 34 380 34 139 347 53 56 337 119 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.6 8.0 3.3 2.3 8.5 1.5 4.9 9.2 2.9 1.9 9.0 7.0 Cycle Q Clear(g_c), s 5.6 8.0 3.3 2.3 8.5 1.5 4.9 9.2 2.9 1.9 9.0 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 104 1552 692 69 1481 661 197 1081 482 166 1050 468 V/C Ratio(X) 0.79 0.24 0.11 0.50 0.26 0.05 0.71 0.32 0.11 0.34 0.32 0.25 Avail Cap(c_a), veh/h 267 1552 692 152 1481 661 407 1081 482 266 1050 468 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.6 20.4 19.1 56.5 22.0 20.1 55.5 31.5 29.4 55.1 32.3 31.5 Incr Delay (d2), s/veh 12.3 0.4 0.3 5.4 0.4 0.1 4.6 0.8 0.5 1.2 0.8 1.3 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 BackOfQ(50%),veh/ln 2.7 3.2 1.2 1.1 3.3 0.6 2.1 3.8 1.1 0.8 3.7 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.9 20.8 19.5 61.9 22.5 20.2 60.1 32.3 29.8 56.3 33.1 32.9 LnGrp LOS E C B E C C E C C E C C
Approach Vol, veh/h 527 448 539 512
Approach Delay, s/veh 27.9 25.3 39.2 35.6
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.2 58.3 11.5 40.9 11.7 55.9 10.4 42.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 44.5 14.5 32.5 18.5 36.5 9.5 37.5 Max Q Clear Time (g_c+I1), s 4.3 10.0 6.9 11.0 7.6 10.5 3.9 11.2 Green Ext Time (p_c), s 0.0 2.6 0.2 2.2 0.1 2.3 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 32.3
HCM 6th LOS C
1-14 508 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
6: Jefferson St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 10 13 43 7 488 5 250 30 613 192 27 Future Volume (vph) 8 10 13 43 7 488 5 250 30 613 192 27 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 110 110 140 140 150 150 240 0
Storage Lanes 0 2 1 0 0 0 2 1
Taper Length (ft) 0 110 25 140
Link Speed (mph) 55 55 55 55
Link Distance (ft) 531 5080 436 1277
Travel Time (s) 6.6 63.0 5.4 15.8
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 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-15 509 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) AM Peak hour
6: Jefferson St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\Unsig_Mod\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh57.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 10 13 43 7 488 5 250 30 613 192 27 Future Vol, veh/h 8 10 13 43 7 488 5 250 30 613 192 27
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 22222222222
Mvmt Flow 9 11 14 48 8 542 6 278 33 681 213 30
Number of Lanes 1 20111020210
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 13.8 121.4 18 31.5

HCM LOS B F C D

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 4% 0% 100% 0% 0% 100% 0% 0% 100% 100% 0%
Vol Thru, % 96% 81% 0% 100% 20% 0% 100% 0% 0% 0% 88%
Vol Right, % 0% 19% 0% 0% 80% 0% 0% 100% 0% 0% 12%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 130 155 8 7 16 43 7 488 307 307 219 LT Vol 5 0 8 0 0 43 0 0 307 307 0
Through Vol 125 125 0 7 3 0 7 0 0 0 192
RT Vol 0 30 0 0 13 0 0 488 0 0 27
Lane Flow Rate 144 172 9 7 18 48 8 542 341 341 243
Geometry Grp 88888888888
Degree of Util (X) 0.362 0.424 0.027 0.021 0.049 0.121 0.019 1.193 0.778 0.778 0.517 Departure Headway (Hd) 9.345 9.19 11.347 10.827 10.248 9.145 8.636 7.924 8.713 8.713 8.122 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 387 394 317 333 352 394 416 461 419 419 448
Service Time 7.045 6.89 9.047 8.527 7.948 6.865 6.357 5.644 6.413 6.413 5.822 HCM Lane V/C Ratio 0.372 0.437 0.028 0.021 0.051 0.122 0.019 1.176 0.814 0.814 0.542 HCM Control Delay 17.3 18.5 14.4 13.8 13.5 13.1 11.5 132.5 35.9 35.9 19.2 HCM Lane LOS C C BBBBBFEEC
HCM 95th-tile Q 1.6 2.1 0.1 0.1 0.2 0.4 0.1 20.7 6.7 6.7 2.9 1-16 510 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
6: Jefferson St. & Avenue 54 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 10 13 43 7 488 5 250 30 613 192 27 Future Volume (vph) 8 10 13 43 7 488 5 250 30 613 192 27 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 110 110 140 140 150 150 240 0
Storage Lanes 0 2 1 0 0 0 2 1
Taper Length (ft) 0 110 25 140
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 531 5080 436 1277
Travel Time (s) 6.6 63.0 5.4 15.8
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA pm+ov Split NA Split NA Perm
Protected Phases 2 6488 44
Permitted Phases 2 6 6 4
Detector Phase 2 2 66488 444
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 29.0 29.0 29.0 29.0 61.0 30.0 30.0 61.0 61.0 61.0 Total Split (%) 24.2% 24.2% 24.2% 24.2% 50.8% 25.0% 25.0% 50.8% 50.8% 50.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Max C-Max None None Max Max Max Max Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 87 (73%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 6: Jefferson St. & Avenue 54
1-17 511 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 10 13 43 7 488 5 250 30 613 192 27 Future Volume (veh/h) 8 10 13 43 7 488 5 250 30 613 192 27 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 9 11 14 48 8 542 6 278 33 681 213 30 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, % 222222222222
Cap, veh/h 232 353 315 333 372 1042 14 662 82 1584 1629 727 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.21 0.21 0.21 0.47 0.47 0.47 Sat Flow, veh/h 858 1730 1543 1386 1821 1543 65 3117 387 3365 3460 1543 Grp Volume(v), veh/h 9 11 14 48 8 542 168 0 149 681 213 30 Grp Sat Flow(s),veh/h/ln 858 1730 1543 1386 1821 1543 1818 0 1752 1682 1730 1543 Q Serve(g_s), s 1.0 0.6 0.9 3.5 0.4 21.1 9.6 0.0 8.8 16.1 4.2 1.3 Cycle Q Clear(g_c), s 1.4 0.6 0.9 4.3 0.4 21.1 9.6 0.0 8.8 16.1 4.2 1.3 Prop In Lane 1.00 1.00 1.00 1.00 0.04 0.22 1.00 1.00
Lane Grp Cap(c), veh/h 232 353 315 333 372 1042 386 0 372 1584 1629 727 V/C Ratio(X) 0.04 0.03 0.04 0.14 0.02 0.52 0.43 0.00 0.40 0.43 0.13 0.04 Avail Cap(c_a), veh/h 232 353 315 333 372 1042 386 0 372 1584 1629 727 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 0.83 0.83 0.83 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.7 38.2 38.3 40.1 38.2 9.8 41.0 0.0 40.7 21.1 17.9 17.1 Incr Delay (d2), s/veh 0.3 0.2 0.3 0.2 0.0 0.4 3.5 0.0 3.2 0.9 0.2 0.1 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 BackOfQ(50%),veh/ln 0.2 0.3 0.3 1.1 0.2 16.0 4.5 0.0 4.0 6.0 1.6 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.1 38.4 38.6 40.3 38.2 10.2 44.5 0.0 43.9 21.9 18.1 17.2 LnGrp LOS DDDDDBDADCBB
Approach Vol, veh/h 34 598 317 924
Approach Delay, s/veh 38.7 12.9 44.2 20.9
Approach LOS D B D C
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 29.0 61.0 29.0 30.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.5 56.5 24.5 25.5
Max Q Clear Time (g_c+I1), s 3.4 18.1 23.1 11.6
Green Ext Time (p_c), s 0.1 3.9 0.4 1.2
Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C
1-18 512 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
7: Jefferson St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 126 408 322 15 409 322 253 563 35 209 571 95 Future Volume (vph) 126 408 322 15 409 322 253 563 35 209 571 95 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph) 50 50 50 55
Link Distance (ft) 709 813 334 462
Travel Time (s) 9.7 11.1 4.6 5.7
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Sign Control Yield Yield Yield Yield
Intersection Summary
Area Type: Other
Control Type: Roundabout
1-19 513 CLICK HERE to Return to Agenda
HCM 6th Roundabout EAPC (2026) AM Peak hour
7: Jefferson St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 121.9
Intersection LOS F
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 920 802 915 941
Demand Flow Rate, veh/h 939 818 933 960
Vehicles Circulating, veh/h 871 1032 815 742
Vehicles Exiting, veh/h 726 677 642 755
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 46.2 35.7 237.5 157.0
Approach LOS E E F F
Lane Left Bypass Left Bypass Left Bypass Left Bypass
Designated Moves LT R LT R LT R LT R
Assumed Moves LT R LT R LT R LT R
RT Channelized Free Free Free Free
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 353 4.976 353 4.976 39 4.976 104 Entry Flow, veh/h 586 1887 465 1887 894 1887 856 1887
Cap Entry Lane, veh/h 568 0.980 482 0.980 601 0.980 647 0.980 Entry HV Adj Factor 0.980 346 0.981 346 0.981 38 0.980 102 Flow Entry, veh/h 574 1850 456 1850 877 1850 839 1850
Cap Entry, veh/h 556 0.187 473 0.187 589 0.021 634 0.055 V/C Ratio 1.032 0.0 0.965 0.0 1.488 0.0 1.322 0.0
Control Delay, s/veh 74.1 A 62.7 A 247.8 A 176.1 A
LOS F 1F 1F 0F 0
95th %tile Queue, veh 16 12 43 35
1-20 514 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
7: Jefferson St. & Avenue 52 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 126 408 322 15 409 322 253 563 35 209 571 95 Future Volume (vph) 126 408 322 15 409 322 253 563 35 209 571 95 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 0 100 0 100 0 0 0 0
Storage Lanes 0 1 0 1 0 1 0 1
Taper Length (ft) 60 60 60 60
Link Speed (mph) 50 50 50 55
Link Distance (ft) 709 813 334 462
Travel Time (s) 9.7 11.1 4.6 5.7
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Sign Control Yield Yield Yield Yield
Intersection Summary
Area Type: Other
Control Type: Roundabout
1-21 515 CLICK HERE to Return to Agenda
HCM 6th Roundabout EAPC (2026) AM Peak hour
7: Jefferson St. & Avenue 52 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 17.5
Intersection LOS C
Approach EB WB NB SB
Entry Lanes 1122
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 920 802 915 941
Demand Flow Rate, veh/h 939 818 933 960
Vehicles Circulating, veh/h 871 1032 815 742
Vehicles Exiting, veh/h 726 677 642 755
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 21.5 16.7 18.0 13.6
Approach LOS C C C B
Lane Left Bypass Left Bypass Left Right Bypass Left Right Bypass Designated Moves LT R LT R LT TR R LT TR R
Assumed Moves LT R LT R LT TR R LT TR R
RT Channelized Free Free Free Free
Lane Util 1.000 1.000 0.470 0.530 0.470 0.530
Follow-Up Headway, s 2.535 2.535 2.667 2.535 2.667 2.535 Critical Headway, s 4.328 353 4.328 353 4.645 4.328 39 4.645 4.328 104 Entry Flow, veh/h 586 1887 465 1887 420 474 1887 402 454 1887 Cap Entry Lane, veh/h 677 0.980 591 0.980 638 710 0.980 682 756 0.980 Entry HV Adj Factor 0.980 346 0.981 346 0.981 0.981 38 0.981 0.979 102 Flow Entry, veh/h 574 1850 456 1850 412 465 1850 394 445 1850 Cap Entry, veh/h 664 0.187 579 0.187 626 696 0.021 669 740 0.055 V/C Ratio 0.865 0.0 0.787 0.0 0.658 0.667 0.0 0.589 0.601 0.0 Control Delay, s/veh 34.5 A 29.3 A 19.4 18.2 A 15.8 14.9 A LOS D 1D 1CC 0CB 0
95th %tile Queue, veh 10 7 5 5 4 4
1-22 516 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
8: Jefferson St. & Pomelo
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 37 1 2 4 1 16 13 957 13 40 886 51
Future Volume (vph) 37 1 2 4 1 16 13 957 13 40 886 51
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 0 0 0 0 160 0 180 0
Storage Lanes 0 1 0 1 1 0 1 0
Taper Length (ft) 60 60 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 25 25 55 55
Link Distance (ft) 509 561 1820 1343
Travel Time (s) 13.9 15.3 22.6 16.6
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8 8
Detector Phase 44488852 16
Switch Phase
Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 18.0 52.0 20.0 54.0 Total Split (%) 40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 43.3% 16.7% 45.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None C-Min None C-Min Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 10 (8%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 8: Jefferson St. & Pomelo
1-23 517 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 8: Jefferson St. & Pomelo
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 1 2 4 1 16 13 957 13 40 886 51 Future Volume (veh/h) 37 1 2 4 1 16 13 957 13 40 886 51 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 40 1 2 4 1 17 14 1029 14 43 953 55 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 62 1 199 55 8 199 65 3198 43 132 3229 186
Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.04 0.63 0.63 0.03 0.22 0.22 Sat Flow, veh/h 24 6 1543 11 62 1543 1734 5054 69 1734 4809 277 Grp Volume(v), veh/h 41 0 2 5 0 17 14 675 368 43 656 352 Grp Sat Flow(s),veh/h/ln 30 0 1543 73 0 1543 1734 1657 1809 1734 1657 1771 Q Serve(g_s), s 0.3 0.0 0.1 0.1 0.0 1.2 0.9 11.3 11.3 2.9 19.8 19.8 Cycle Q Clear(g_c), s 15.4 0.0 0.1 15.3 0.0 1.2 0.9 11.3 11.3 2.9 19.8 19.8 Prop In Lane 0.98 1.00 0.80 1.00 1.00 0.04 1.00 0.16
Lane Grp Cap(c), veh/h 63 0 199 63 0 199 65 2097 1144 132 2226 1189 V/C Ratio(X) 0.65 0.00 0.01 0.08 0.00 0.09 0.22 0.32 0.32 0.33 0.29 0.30 Avail Cap(c_a), veh/h 374 0 540 391 0 540 173 2097 1144 202 2226 1189 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.71 0.71 0.71 Uniform Delay (d), s/veh 59.7 0.0 45.6 46.6 0.0 46.1 56.1 10.2 10.2 55.5 23.0 23.1 Incr Delay (d2), s/veh 21.5 0.0 0.0 1.1 0.0 0.4 3.5 0.4 0.7 2.1 0.2 0.5 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 BackOfQ(50%),veh/ln 1.6 0.0 0.1 0.2 0.0 0.5 0.5 3.6 4.0 1.3 8.7 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.2 0.0 45.7 47.7 0.0 46.5 59.6 10.6 10.9 57.6 23.3 23.5 LnGrp LOS F A D D A D EBBECC
Approach Vol, veh/h 43 22 1057 1051
Approach Delay, s/veh 79.5 46.7 11.3 24.8
Approach LOS E D B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.1 83.3 21.6 10.5 88.0 21.6
Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0
Max Green Setting (Gmax), s 14.0 44.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 4.9 13.3 17.4 2.9 21.8 17.3 Green Ext Time (p_c), s 0.1 13.3 0.3 0.0 11.5 0.1
Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. 1-24 518 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
9: Jefferson St. & Avenue 50
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 256 306 81 84 350 232 140 805 68 154 805 362 Future Volume (vph) 256 306 81 84 350 232 140 805 68 154 805 362 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 245 100 105 0 360 220 280 230
Storage Lanes 1 1 1 1 1 1 2 1
Taper Length (ft) 120 60 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 45 55 55
Link Distance (ft) 693 995 1343 697
Travel Time (s) 9.5 15.1 16.6 8.6
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s) 23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%) 19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s) 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115
Control Type: Actuated-Coordinated
Splits and Phases: 9: Jefferson St. & Avenue 50
1-25 519 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 9: Jefferson St. & Avenue 50
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 256 306 81 84 350 232 140 805 68 154 805 362 Future Volume (veh/h) 256 306 81 84 350 232 140 805 68 154 805 362 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 312 83 86 357 237 143 821 69 157 821 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 246 1091 487 164 488 413 172 1322 411 335 1324 411 Arrive On Green 0.14 0.32 0.32 0.09 0.27 0.27 0.03 0.09 0.09 0.10 0.27 0.27 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 312 83 86 357 237 143 821 69 157 821 369 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 8.1 4.7 5.7 21.4 15.9 9.8 19.1 5.0 5.3 17.4 27.7 Cycle Q Clear(g_c), s 17.0 8.1 4.7 5.7 21.4 15.9 9.8 19.1 5.0 5.3 17.4 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 246 1091 487 164 488 413 172 1322 411 335 1324 411 V/C Ratio(X) 1.06 0.29 0.17 0.53 0.73 0.57 0.83 0.62 0.17 0.47 0.62 0.90 Avail Cap(c_a), veh/h 246 1091 487 173 488 413 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 30.9 29.7 51.8 40.0 38.0 57.0 48.9 42.4 51.0 38.7 42.4 Incr Delay (d2), s/veh 74.8 0.7 0.8 1.0 9.3 5.7 25.2 1.0 0.3 0.4 1.0 21.5 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 BackOfQ(50%),veh/ln 12.2 3.4 1.8 2.5 10.5 6.5 5.6 8.5 1.9 2.2 6.8 12.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 126.3 31.6 30.5 52.8 49.3 43.7 82.2 49.8 42.7 51.4 39.7 63.9 LnGrp LOS F CCDDDFDDDDE
Approach Vol, veh/h 656 680 1033 1347
Approach Delay, s/veh 69.1 47.8 53.9 47.7
Approach LOS E D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.9 39.4 17.3 45.3 17.9 39.5 23.0 39.6 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 7.3 21.1 7.7 10.1 11.8 29.7 19.0 23.4 Green Ext Time (p_c), s 0.1 5.3 0.0 4.0 0.0 2.3 0.0 3.0 Intersection Summary
HCM 6th Ctrl Delay 53.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 1-26 520 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
9: Jefferson St. & Avenue 50 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 256 306 81 84 350 232 140 805 68 154 805 362 Future Volume (vph) 256 306 81 84 350 232 140 805 68 154 805 362 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 245 100 105 0 360 220 280 230
Storage Lanes 1 1 1 1 1 1 2 1
Taper Length (ft) 120 60 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 45 55 55
Link Distance (ft) 693 995 1343 697
Travel Time (s) 9.5 15.1 16.6 8.6
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s) 23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%) 19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s) 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115
Control Type: Actuated-Coordinated
Splits and Phases: 9: Jefferson St. & Avenue 50
1-27 521 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 9: Jefferson St. & Avenue 50 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 256 306 81 84 350 232 140 805 68 154 805 362 Future Volume (veh/h) 256 306 81 84 350 232 140 805 68 154 805 362 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 312 83 86 357 237 143 821 69 157 821 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 246 1091 487 164 927 413 172 1322 411 335 1324 411 Arrive On Green 0.14 0.32 0.32 0.09 0.27 0.27 0.03 0.09 0.09 0.10 0.27 0.27 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 312 83 86 357 237 143 821 69 157 821 369 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 8.1 4.7 5.7 10.1 15.9 9.8 19.1 5.0 5.3 17.4 27.7 Cycle Q Clear(g_c), s 17.0 8.1 4.7 5.7 10.1 15.9 9.8 19.1 5.0 5.3 17.4 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 246 1091 487 164 927 413 172 1322 411 335 1324 411 V/C Ratio(X) 1.06 0.29 0.17 0.53 0.39 0.57 0.83 0.62 0.17 0.47 0.62 0.90 Avail Cap(c_a), veh/h 246 1091 487 173 927 413 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 30.9 29.7 51.8 35.9 38.0 57.0 48.9 42.4 51.0 38.7 42.4 Incr Delay (d2), s/veh 74.8 0.7 0.8 1.0 1.2 5.7 25.2 1.0 0.3 0.4 1.0 21.5 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 BackOfQ(50%),veh/ln 12.2 3.4 1.8 2.5 4.3 6.5 5.6 8.5 1.9 2.2 6.8 12.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 126.3 31.6 30.5 52.8 37.1 43.7 82.2 49.8 42.7 51.4 39.7 63.9 LnGrp LOS F CCDDDFDDDDE
Approach Vol, veh/h 656 680 1033 1347
Approach Delay, s/veh 69.1 41.4 53.9 47.7
Approach LOS E D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.9 39.4 17.3 45.3 17.9 39.5 23.0 39.6 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 7.3 21.1 7.7 10.1 11.8 29.7 19.0 17.9 Green Ext Time (p_c), s 0.1 5.3 0.0 2.8 0.0 2.3 0.0 4.4 Intersection Summary
HCM 6th Ctrl Delay 52.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 1-28 522 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
10: Avenue 60 & Madison St.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 74 66 32 185 177 78
Future Volume (vph) 74 66 32 185 177 78
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Link Speed (mph) 40 40 40
Link Distance (ft) 1772 661 437
Travel Time (s) 30.2 11.3 7.4
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83
Shared Lane Traffic (%)
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-29 523 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) AM Peak hour
10: Avenue 60 & Madison St.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 10.5
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 74 66 32 185 177 78
Future Vol, veh/h 74 66 32 185 177 78
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83
Heavy Vehicles, % 222222
Mvmt Flow 89 80 39 223 213 94
Number of Lanes 011111
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 2 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 1
HCM Control Delay 10.7 9.6 11.1

HCM LOS B A B

Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 53% 0% 0% 100% 0%
Vol Thru, % 47% 100% 0% 0% 0%
Vol Right, % 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 140 32 185 177 78
LT Vol 74 0 0 177 0
Through Vol 66 32 0 0 0
RT Vol 0 0 185 0 78
Lane Flow Rate 169 39 223 213 94
Geometry Grp 47777
Degree of Util (X) 0.262 0.06 0.302 0.36 0.127
Departure Headway (Hd) 5.586 5.586 4.88 6.079 4.87
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 638 637 731 586 727
Service Time 3.663 3.355 2.648 3.865 2.656
HCM Lane V/C Ratio 0.265 0.061 0.305 0.363 0.129
HCM Control Delay 10.7 8.7 9.8 12.3 8.4
HCM Lane LOS BAABA
HCM 95th-tile Q 1 0.2 1.3 1.6 0.4
1-30 524 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
11: Monroe St. & Avenue 60/60th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 47 97 142 10 86 167 131 343 19 82 180 57 Future Volume (vph) 47 97 142 10 86 167 131 343 19 82 180 57 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 0 150 150 100 150 320 150
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Link Speed (mph) 45 45 50 50
Link Distance (ft) 598 1045 1022 1291
Travel Time (s) 9.1 15.8 13.9 17.6
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-31 525 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) AM Peak hour
11: Monroe St. & Avenue 60/60th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 32.7
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 47 97 142 10 86 167 131 343 19 82 180 57 Future Vol, veh/h 47 97 142 10 86 167 131 343 19 82 180 57 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 222222222222
Mvmt Flow 52 107 156 11 95 184 144 377 21 90 198 63
Number of Lanes 011010110111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1232
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3221
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2312
HCM Control Delay 18 31.3 51.3 18.4

HCM LOS C D F C

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 33% 0% 4% 100% 0% 0%
Vol Thru, % 0% 95% 67% 0% 33% 0% 100% 0%
Vol Right, % 0% 5% 0% 100% 63% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 131 362 144 142 263 82 180 57
LT Vol 131 0 47 0 10 82 0 0
Through Vol 0 343 97 0 86 0 180 0
RT Vol 0 19 0 142 167 0 0 57
Lane Flow Rate 144 398 158 156 289 90 198 63
Geometry Grp 88888888
Degree of Util (X) 0.368 0.956 0.421 0.377 0.715 0.245 0.509 0.149 Departure Headway (Hd) 9.208 8.649 9.588 8.694 8.912 9.792 9.271 8.543 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 390 418 375 412 405 366 388 418
Service Time 6.989 6.429 7.379 6.483 6.696 7.58 7.059 6.33 HCM Lane V/C Ratio 0.369 0.952 0.421 0.379 0.714 0.246 0.51 0.151 HCM Control Delay 17.3 63.6 19.2 16.7 31.3 15.8 21.4 12.8 HCM Lane LOS C F CCDCCB
HCM 95th-tile Q 1.7 11.1 2 1.7 5.4 0.9 2.8 0.5
1-32 526 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
11: Monroe St. & Avenue 60/60th Avenue With Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 47 97 142 10 86 167 131 343 19 82 180 57 Future Volume (vph) 47 97 142 10 86 167 131 343 19 82 180 57 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 0 150 150 100 150 320 150
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 50 50
Link Distance (ft) 598 1045 1022 1291
Travel Time (s) 9.1 15.8 13.9 17.6
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%)
Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8 6
Detector Phase 44488 52 166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 22.5 Total Split (s) 42.0 42.0 42.0 42.0 42.0 28.0 57.0 21.0 50.0 50.0 Total Split (%) 35.0% 35.0% 35.0% 35.0% 35.0% 23.3% 47.5% 17.5% 41.7% 41.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 1-33 527 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 97 142 10 86 167 131 343 19 82 180 57 Future Volume (veh/h) 47 97 142 10 86 167 131 343 19 82 180 57 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 52 107 156 11 95 184 144 377 21 90 198 63 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 95 175 336 36 114 207 172 1033 58 113 1038 880 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.10 0.60 0.60 0.07 0.57 0.57 Sat Flow, veh/h 252 803 1543 22 524 949 1734 1709 95 1734 1821 1543 Grp Volume(v), veh/h 159 0 156 290 0 0 144 0 398 90 198 63 Grp Sat Flow(s),veh/h/ln 1055 0 1543 1495 0 0 1734 0 1804 1734 1821 1543 Q Serve(g_s), s 0.0 0.0 10.6 6.3 0.0 0.0 9.8 0.0 13.4 6.1 6.3 2.2 Cycle Q Clear(g_c), s 16.6 0.0 10.6 22.9 0.0 0.0 9.8 0.0 13.4 6.1 6.3 2.2 Prop In Lane 0.33 1.00 0.04 0.63 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 270 0 336 357 0 0 172 0 1090 113 1038 880 V/C Ratio(X) 0.59 0.00 0.46 0.81 0.00 0.00 0.83 0.00 0.37 0.80 0.19 0.07 Avail Cap(c_a), veh/h 412 0 482 508 0 0 340 0 1090 238 1038 880 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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.8 0.0 40.8 45.2 0.0 0.0 53.1 0.0 12.0 55.3 12.4 11.6 Incr Delay (d2), s/veh 2.1 0.0 1.0 6.6 0.0 0.0 10.0 0.0 0.9 11.8 0.4 0.2 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 BackOfQ(50%),veh/ln 4.3 0.0 4.0 8.8 0.0 0.0 4.6 0.0 5.1 3.0 2.5 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.9 0.0 41.8 51.8 0.0 0.0 63.1 0.0 13.0 67.1 12.8 11.7 LnGrp LOS D A D D AAEABEBB
Approach Vol, veh/h 315 290 542 351
Approach Delay, s/veh 42.9 51.8 26.3 26.6
Approach LOS DDCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.3 77.0 30.6 16.4 72.9 30.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 16.5 52.5 37.5 23.5 45.5 37.5 Max Q Clear Time (g_c+I1), s 8.1 15.4 18.6 11.8 8.3 24.9 Green Ext Time (p_c), s 0.1 2.2 1.2 0.2 1.2 1.3
Intersection Summary
HCM 6th Ctrl Delay 34.8
HCM 6th LOS C
1-34 528 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
12: Monroe St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 90 133 62 30 73 41 50 456 49 31 285 60 Future Volume (vph) 90 133 62 30 73 41 50 456 49 31 285 60 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 0 0 150 150 150 150
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Link Speed (mph) 50 30 50 50
Link Distance (ft) 670 5266 913 1519
Travel Time (s) 9.1 119.7 12.5 20.7
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-35 529 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) AM Peak hour
12: Monroe St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 94.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 90 133 62 30 73 41 50 456 49 31 285 60 Future Vol, veh/h 90 133 62 30 73 41 50 456 49 31 285 60 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 222222222222
Mvmt Flow 107 158 74 36 87 49 60 543 58 37 339 71
Number of Lanes 010010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1121
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1211
HCM Control Delay 30.8 18.5 188.3 35

HCM LOS D C F D

Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 9% 32% 21% 10% 0%
Vol Thru, % 82% 47% 51% 90% 0%
Vol Right, % 9% 22% 28% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 555 285 144 316 60
LT Vol 50 90 30 31 0
Through Vol 456 133 73 285 0
RT Vol 49 62 41 0 60
Lane Flow Rate 661 339 171 376 71
Geometry Grp 52277
Degree of Util (X) 1.34 0.724 0.399 0.817 0.14
Departure Headway (Hd) 7.301 8.512 9.383 8.493 7.715
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 496 428 386 429 468
Service Time 5.368 6.512 7.383 6.193 5.415
HCM Lane V/C Ratio 1.333 0.792 0.443 0.876 0.152
HCM Control Delay 188.3 30.8 18.5 39.4 11.7
HCM Lane LOS F D C E B
HCM 95th-tile Q 29.2 5.7 1.9 7.5 0.5
1-36 530 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
12: Monroe St. & Avenue 58 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 90 133 62 30 73 41 50 456 49 31 285 60 Future Volume (vph) 90 133 62 30 73 41 50 456 49 31 285 60 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 150 0 150 150 150 150
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 30 50 50
Link Distance (ft) 670 5266 913 1519
Travel Time (s) 9.1 119.7 12.5 20.7
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 Total Split (s) 35.0 35.0 35.0 35.0 16.0 72.0 13.0 69.0 Total Split (%) 29.2% 29.2% 29.2% 29.2% 13.3% 60.0% 10.8% 57.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 12: Monroe St. & Avenue 58
1-37 531 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 12: Monroe St. & Avenue 58 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 133 62 30 73 41 50 456 49 31 285 60 Future Volume (veh/h) 90 133 62 30 73 41 50 456 49 31 285 60 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 107 158 74 36 87 49 60 543 58 37 339 71 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 222222222222
Cap, veh/h 196 211 99 120 197 111 87 1078 115 72 960 201 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.05 0.67 0.67 0.04 0.66 0.66 Sat Flow, veh/h 1253 1173 549 1148 1094 616 1734 1617 173 1734 1460 306 Grp Volume(v), veh/h 107 0 232 36 0 136 60 0 601 37 0 410 Grp Sat Flow(s),veh/h/ln 1253 0 1722 1148 0 1710 1734 0 1790 1734 0 1766 Q Serve(g_s), s 10.0 0.0 15.3 3.7 0.0 8.5 4.1 0.0 20.2 2.5 0.0 12.4 Cycle Q Clear(g_c), s 18.5 0.0 15.3 19.0 0.0 8.5 4.1 0.0 20.2 2.5 0.0 12.4 Prop In Lane 1.00 0.32 1.00 0.36 1.00 0.10 1.00 0.17
Lane Grp Cap(c), veh/h 196 0 309 120 0 307 87 0 1193 72 0 1161 V/C Ratio(X) 0.55 0.00 0.75 0.30 0.00 0.44 0.69 0.00 0.50 0.52 0.00 0.35 Avail Cap(c_a), veh/h 290 0 438 205 0 435 166 0 1193 123 0 1161 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.1 0.0 46.7 55.7 0.0 43.9 56.0 0.0 10.0 56.3 0.0 9.2 Incr Delay (d2), s/veh 2.3 0.0 4.4 1.4 0.0 1.0 9.1 0.0 1.5 5.6 0.0 0.8 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 BackOfQ(50%),veh/ln 3.2 0.0 6.7 1.1 0.0 3.7 2.0 0.0 7.1 1.2 0.0 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.5 0.0 51.1 57.1 0.0 44.9 65.2 0.0 11.6 62.0 0.0 10.0 LnGrp LOS D A D E A D EABEAB
Approach Vol, veh/h 339 172 661 447
Approach Delay, s/veh 52.1 47.4 16.4 14.3
Approach LOS D D B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.5 84.5 26.1 10.6 83.4 26.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.5 67.5 30.5 11.5 64.5 30.5 Max Q Clear Time (g_c+I1), s 4.5 22.2 20.5 6.1 14.4 21.0 Green Ext Time (p_c), s 0.0 3.9 1.1 0.0 2.4 0.5
Intersection Summary
HCM 6th Ctrl Delay 26.6
HCM 6th LOS C
1-38 532 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
13: Monroe St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 133 19 33 81 36 29 468 65 71 296 13 Future Volume (vph) 0 133 19 33 81 36 29 468 65 71 296 13 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 280 150 150 150 105 150 160 50
Storage Lanes 1 0 0 0 1 0 1 1
Taper Length (ft) 60 25 90 90
Link Speed (mph) 50 50 50 50
Link Distance (ft) 5252 1251 918 726
Travel Time (s) 71.6 17.1 12.5 9.9
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-39 533 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) AM Peak hour
13: Monroe St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\Unsig_Mod\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh80.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 133 19 33 81 36 29 468 65 71 296 13 Future Vol, veh/h 0 133 19 33 81 36 29 468 65 71 296 13 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 156 22 39 95 42 34 551 76 84 348 15
Number of Lanes 1 11010110120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 3 1 3
HCM Control Delay 15.4 18.2 157.3 16.5

HCM LOS C C F C
Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 0% 0% 22% 100% 0% 0%
Vol Thru, % 0% 88% 100% 100% 0% 54% 0% 100% 88%
Vol Right, % 0% 12% 0% 0% 100% 24% 0% 0% 12%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 29 533 0 133 19 150 71 197 112
LT Vol 29 0 0 0 0 33 71 0 0
Through Vol 0 468 0 133 0 81 0 197 99
RT Vol 0 65 0 0 19 36 0 0 13
Lane Flow Rate 34 627 0 156 22 176 84 232 131
Geometry Grp 887778888
Degree of Util (X) 0.076 1.283 0 0.35 0.046 0.415 0.19 0.496 0.278 Departure Headway (Hd) 7.967 7.366 8.712 8.712 7.986 9.166 8.829 8.313 8.229 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 448 495 0 416 451 395 409 436 440
Service Time 5.747 5.146 6.412 6.412 5.686 6.866 6.529 6.013 5.929 HCM Lane V/C Ratio 0.076 1.267 0 0.375 0.049 0.446 0.205 0.532 0.298 HCM Control Delay 11.4 165.2 11.4 16 11.1 18.2 13.6 18.9 14.1 HCM Lane LOS B F N C B C B C B
HCM 95th-tile Q 0.2 26 0 1.5 0.1 2 0.7 2.7 1.1
1-40 534 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
13: Monroe St. & Airport Bl. With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 133 19 33 81 36 29 468 65 71 296 13 Future Volume (vph) 0 133 19 33 81 36 29 468 65 71 296 13 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 280 150 150 150 105 150 160 50
Storage Lanes 1 0 0 0 1 0 1 1
Taper Length (ft) 60 25 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 5252 1251 918 726
Travel Time (s) 71.6 17.1 12.5 9.9
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%)
Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8 6
Detector Phase 44488 52 166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 22.5 Total Split (s) 30.0 30.0 30.0 30.0 30.0 12.0 71.0 19.0 78.0 78.0 Total Split (%) 25.0% 25.0% 25.0% 25.0% 25.0% 10.0% 59.2% 15.8% 65.0% 65.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 13: Monroe St. & Airport Bl.
1-41 535 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 13: Monroe St. & Airport Bl. With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 133 19 33 81 36 29 468 65 71 296 13 Future Volume (veh/h) 0 133 19 33 81 36 29 468 65 71 296 13 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 156 22 39 95 42 34 551 76 84 348 15 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 222222222222
Cap, veh/h 60 294 249 66 126 49 69 1041 144 106 2375 1059 Arrive On Green 0.00 0.16 0.16 0.16 0.16 0.16 0.04 0.66 0.66 0.06 0.69 0.69 Sat Flow, veh/h 1252 1821 1543 179 782 301 1734 1566 216 1734 3460 1543 Grp Volume(v), veh/h 0 156 22 176 0 0 34 0 627 84 348 15 Grp Sat Flow(s),veh/h/ln 1252 1821 1543 1263 0 0 1734 0 1782 1734 1730 1543 Q Serve(g_s), s 0.0 9.4 1.5 7.6 0.0 0.0 2.3 0.0 21.8 5.7 4.2 0.4 Cycle Q Clear(g_c), s 0.0 9.4 1.5 17.0 0.0 0.0 2.3 0.0 21.8 5.7 4.2 0.4 Prop In Lane 1.00 1.00 0.22 0.24 1.00 0.12 1.00 1.00
Lane Grp Cap(c), veh/h 60 294 249 241 0 0 69 0 1185 106 2375 1059 V/C Ratio(X) 0.00 0.53 0.09 0.73 0.00 0.00 0.50 0.00 0.53 0.79 0.15 0.01 Avail Cap(c_a), veh/h 124 387 328 321 0 0 108 0 1185 210 2375 1059 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) 0.00 0.95 0.95 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 46.1 42.8 49.5 0.0 0.0 56.5 0.0 10.4 55.6 6.6 6.0 Incr Delay (d2), s/veh 0.0 1.4 0.1 5.7 0.0 0.0 5.4 0.0 1.7 12.3 0.1 0.0 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 BackOfQ(50%),veh/ln 0.0 4.2 0.5 5.4 0.0 0.0 1.1 0.0 7.7 2.8 1.3 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 47.5 42.9 55.1 0.0 0.0 61.9 0.0 12.1 67.9 6.7 6.0 LnGrp LOS A D D EAAEABEAA
Approach Vol, veh/h 178 176 661 447
Approach Delay, s/veh 47.0 55.1 14.7 18.2
Approach LOS D E B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.8 84.3 23.9 9.2 86.9 23.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 66.5 25.5 7.5 73.5 25.5 Max Q Clear Time (g_c+I1), s 7.7 23.8 11.4 4.3 6.2 19.0 Green Ext Time (p_c), s 0.1 4.2 0.6 0.0 2.2 0.4
Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C
1-42 536 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
14: Monroe St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 44 202 60 37 267 52 107 449 30 51 356 110 Future Volume (vph) 44 202 60 37 267 52 107 449 30 51 356 110 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 305 150 150 150 150 150 150 700
Storage Lanes 1 0 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Link Speed (mph) 55 55 50 50
Link Distance (ft) 672 623 677 775
Travel Time (s) 8.3 7.7 9.2 10.6
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-43 537 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) AM Peak hour
14: Monroe St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 245.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 44 202 60 37 267 52 107 449 30 51 356 110 Future Vol, veh/h 44 202 60 37 267 52 107 449 30 51 356 110 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 222222222222
Mvmt Flow 54 249 74 46 330 64 132 554 37 63 440 136
Number of Lanes 110010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1221
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2121
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1212
HCM Control Delay 55.2 153.9 475.3 161.6

HCM LOS FFFF

Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 18% 100% 0% 10% 13% 0%
Vol Thru, % 77% 0% 77% 75% 87% 0%
Vol Right, % 5% 0% 23% 15% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 586 44 262 356 407 110
LT Vol 107 44 0 37 51 0
Through Vol 449 0 202 267 356 0
RT Vol 30 0 60 52 0 110
Lane Flow Rate 723 54 323 440 502 136
Geometry Grp 677677
Degree of Util (X) 1.976 0.154 0.86 1.192 1.322 0.329
Departure Headway (Hd) 11.305 13.562 12.855 13.179 12.386 11.571 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 333 266 285 281 296 314
Service Time 9.305 11.262 10.555 11.179 10.086 9.271
HCM Lane V/C Ratio 2.171 0.203 1.133 1.566 1.696 0.433
HCM Control Delay 475.3 18.7 61.3 153.9 199.9 19.8
HCM Lane LOS F C F F F C
HCM 95th-tile Q 44.2 0.5 7.4 14.8 19.2 1.4
1-44 538 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
14: Monroe St. & Avenue 54 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 44 202 60 37 267 52 107 449 30 51 356 110 Future Volume (vph) 44 202 60 37 267 52 107 449 30 51 356 110 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 305 150 150 150 150 150 150 700
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 100 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 50 50
Link Distance (ft) 672 623 677 775
Travel Time (s) 8.3 7.7 9.2 10.6
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 Total Split (s) 41.0 41.0 41.0 41.0 20.0 64.0 15.0 59.0 Total Split (%) 34.2% 34.2% 34.2% 34.2% 16.7% 53.3% 12.5% 49.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 14: Monroe St. & Avenue 54
1-45 539 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 202 60 37 267 52 107 449 30 51 356 110 Future Volume (veh/h) 44 202 60 37 267 52 107 449 30 51 356 110 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 54 249 74 46 330 64 132 554 37 63 440 136 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 222222222222
Cap, veh/h 134 379 113 185 417 81 158 937 63 89 687 212 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.09 0.56 0.56 0.05 0.52 0.52 Sat Flow, veh/h 990 1348 401 1057 1482 287 1734 1688 113 1734 1334 412 Grp Volume(v), veh/h 54 0 323 46 0 394 132 0 591 63 0 576 Grp Sat Flow(s),veh/h/ln 990 0 1749 1057 0 1769 1734 0 1801 1734 0 1747 Q Serve(g_s), s 6.4 0.0 19.5 4.8 0.0 24.7 9.0 0.0 26.1 4.3 0.0 28.6 Cycle Q Clear(g_c), s 31.1 0.0 19.5 24.4 0.0 24.7 9.0 0.0 26.1 4.3 0.0 28.6 Prop In Lane 1.00 0.23 1.00 0.16 1.00 0.06 1.00 0.24
Lane Grp Cap(c), veh/h 134 0 492 185 0 497 158 0 1000 89 0 900 V/C Ratio(X) 0.40 0.00 0.66 0.25 0.00 0.79 0.83 0.00 0.59 0.71 0.00 0.64 Avail Cap(c_a), veh/h 157 0 532 209 0 538 224 0 1000 152 0 900 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.3 0.0 38.0 48.8 0.0 39.9 53.6 0.0 17.7 56.1 0.0 21.0 Incr Delay (d2), s/veh 1.9 0.0 2.6 0.7 0.0 7.4 16.6 0.0 2.6 9.9 0.0 3.5 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 BackOfQ(50%),veh/ln 1.6 0.0 8.3 1.3 0.0 11.1 4.5 0.0 10.4 2.1 0.0 11.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.2 0.0 40.7 49.5 0.0 47.3 70.2 0.0 20.2 66.0 0.0 24.5 LnGrp LOS E A D D A D E A C E A C
Approach Vol, veh/h 377 440 723 639
Approach Delay, s/veh 42.9 47.5 29.4 28.6
Approach LOS DDCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.6 71.1 38.2 15.5 66.3 38.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.5 59.5 36.5 15.5 54.5 36.5 Max Q Clear Time (g_c+I1), s 6.3 28.1 33.1 11.0 30.6 26.7 Green Ext Time (p_c), s 0.0 3.7 0.6 0.1 3.5 1.6
Intersection Summary
HCM 6th Ctrl Delay 35.2
HCM 6th LOS D
1-46 540 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
15: Monroe St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 106 363 54 34 365 138 66 404 51 112 385 59 Future Volume (vph) 106 363 54 34 365 138 66 404 51 112 385 59 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 190 200 100 50 150 150 195 150
Storage Lanes 1 0 1 1 0 0 1 0
Taper Length (ft) 90 90 25 90
Link Speed (mph) 55 55 50 50
Link Distance (ft) 817 587 676 1348
Travel Time (s) 10.1 7.3 9.2 18.4
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-47 541 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) AM Peak hour
15: Monroe St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\Unsig_Mod\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh186.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 106 363 54 34 365 138 66 404 51 112 385 59 Future Vol, veh/h 106 363 54 34 365 138 66 404 51 112 385 59 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 22222222222
Mvmt Flow 128 437 65 41 440 166 80 487 61 135 464 71
Number of Lanes 1 11021010120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 1 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 3 3 3
HCM Control Delay 170.5 53.2 492.5 44.8

HCM LOS F F F E
Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 13% 100% 0% 0% 22% 0% 0% 100% 0% 0%
Vol Thru, % 78% 0% 100% 0% 78% 100% 0% 0% 100% 69%
Vol Right, % 10% 0% 0% 100% 0% 0% 100% 0% 0% 31%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 521 106 363 54 156 243 138 112 257 187 LT Vol 66 106 0 0 34 0 0 112 0 0
Through Vol 404 0 363 0 122 243 0 0 257 128
RT Vol 51 0 0 54 0 0 138 0 0 59
Lane Flow Rate 628 128 437 65 188 293 166 135 309 226
Geometry Grp 8888888777
Degree of Util (X) 2.011 0.425 1.395 0.195 0.59 0.914 0.486 0.394 0.861 0.615 Departure Headway (Hd) 12.057 14.562 14.007 13.23 14.686 14.563 13.776 13.462 12.912 12.67 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 308 249 262 273 248 252 264 270 284 287
Service Time 9.757 12.262 11.707 10.93 12.386 12.263 11.476 11.162 10.612 10.37 HCM Lane V/C Ratio 2.039 0.514 1.668 0.238 0.758 1.163 0.629 0.5 1.088 0.787 HCM Control Delay 492.5 27.6 234.8 19.1 36.5 77.7 28.8 24.7 61.7 33.7 HCM Lane LOS F D F C E F D C F D
HCM 95th-tile Q 43 2 19.6 0.7 3.4 8 2.5 1.8 7.4 3.8
1-48 542 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
15: Monroe St. & Avenue 52 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 106 363 54 34 365 138 66 404 51 112 385 59 Future Volume (vph) 106 363 54 34 365 138 66 404 51 112 385 59 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 190 200 100 50 150 150 195 150
Storage Lanes 1 0 1 1 0 0 1 0
Taper Length (ft) 90 90 25 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 50 50
Link Distance (ft) 817 587 676 1348
Travel Time (s) 10.1 7.3 9.2 18.4
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 74438822 66
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 21.1 42.0 42.0 11.5 32.4 32.4 66.5 66.5 66.5 66.5 Total Split (%) 17.6% 35.0% 35.0% 9.6% 27.0% 27.0% 55.4% 55.4% 55.4% 55.4% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max C-Max C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 15: Monroe St. & Avenue 52
1-49 543 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 363 54 34 365 138 66 404 51 112 385 59 Future Volume (veh/h) 106 363 54 34 365 138 66 404 51 112 385 59 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 128 437 65 41 440 166 80 487 61 135 464 71 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222222
Cap, veh/h 154 477 405 75 749 334 130 750 91 428 1752 267 Arrive On Green 0.09 0.26 0.26 0.04 0.22 0.22 0.58 0.58 0.58 0.58 0.58 0.58 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 166 1290 157 859 3011 458 Grp Volume(v), veh/h 128 437 65 41 440 166 628 0 0 135 266 269 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1612 0 0 859 1730 1739 Q Serve(g_s), s 8.7 28.0 3.9 2.8 13.7 11.3 18.3 0.0 0.0 0.8 9.1 9.2 Cycle Q Clear(g_c), s 8.7 28.0 3.9 2.8 13.7 11.3 30.5 0.0 0.0 31.3 9.1 9.2 Prop In Lane 1.00 1.00 1.00 1.00 0.13 0.10 1.00 0.26
Lane Grp Cap(c), veh/h 154 477 405 75 749 334 972 0 0 428 1007 1012 V/C Ratio(X) 0.83 0.92 0.16 0.54 0.59 0.50 0.65 0.00 0.00 0.32 0.26 0.27 Avail Cap(c_a), veh/h 240 569 482 101 804 359 972 0 0 428 1007 1012 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 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.8 43.0 34.1 56.2 42.2 41.3 16.6 0.0 0.0 17.4 12.4 12.4 Incr Delay (d2), s/veh 13.0 17.7 0.2 6.0 1.0 1.1 3.3 0.0 0.0 1.9 0.6 0.6 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 BackOfQ(50%),veh/ln 4.2 14.2 1.4 1.3 5.7 4.2 11.0 0.0 0.0 2.5 3.4 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.7 60.7 34.3 62.2 43.2 42.4 19.9 0.0 0.0 19.3 13.0 13.1 LnGrp LOS E E C E D D BAABBB
Approach Vol, veh/h 630 647 628 670
Approach Delay, s/veh 59.2 44.2 19.9 14.3
Approach LOS E D B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 74.3 9.7 36.0 74.3 15.2 30.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 62.0 7.0 37.5 62.0 16.6 27.9 Max Q Clear Time (g_c+I1), s 32.5 4.8 30.0 33.3 10.7 15.7 Green Ext Time (p_c), s 4.4 0.0 1.5 3.8 0.1 2.4
Intersection Summary
HCM 6th Ctrl Delay 34.2
HCM 6th LOS C
1-50 544 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
16: Monroe St. & 50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 30 281 44 40 383 124 30 517 53 77 463 44 Future Volume (vph) 30 281 44 40 383 124 30 517 53 77 463 44 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 210 120 220 150 200 150 170 150
Storage Lanes 1 1 1 0 1 0 1 0
Taper Length (ft) 120 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 710 640 1322 436
Travel Time (s) 9.7 8.7 18.0 5.9
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%)
Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA
Protected Phases 4 8152 16
Permitted Phases 4 4 8 8
Detector Phase 44488152 16
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s) 26.0 26.0 26.0 26.0 26.0 12.0 11.5 22.0 12.0 22.5 Total Split (%) 43.3% 43.3% 43.3% 43.3% 43.3% 20.0% 19.2% 36.7% 20.0% 37.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 16: Monroe St. & 50th Avenue
1-51 545 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 16: Monroe St. & 50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 281 44 40 383 124 30 517 53 77 463 44 Future Volume (veh/h) 30 281 44 40 383 124 30 517 53 77 463 44 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 35 331 52 47 451 146 35 608 62 91 545 52 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 222222222222
Cap, veh/h 197 580 491 287 580 645 104 1212 123 172 1346 128 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.06 0.38 0.37 0.10 0.42 0.41 Sat Flow, veh/h 821 1821 1543 1000 1821 1543 1734 3170 323 1734 3193 304 Grp Volume(v), veh/h 35 331 52 47 451 146 35 331 339 91 295 302 Grp Sat Flow(s),veh/h/ln 821 1821 1543 1000 1821 1543 1734 1730 1763 1734 1730 1766 Q Serve(g_s), s 2.4 9.1 1.4 2.5 13.5 3.7 1.2 8.8 8.8 3.0 7.1 7.2 Cycle Q Clear(g_c), s 15.9 9.1 1.4 11.5 13.5 3.7 1.2 8.8 8.8 3.0 7.1 7.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 0.17
Lane Grp Cap(c), veh/h 197 580 491 287 580 645 104 661 674 172 730 745 V/C Ratio(X) 0.18 0.57 0.11 0.16 0.78 0.23 0.34 0.50 0.50 0.53 0.40 0.41 Avail Cap(c_a), veh/h 237 668 566 335 668 719 217 661 674 231 730 745 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.7 17.0 14.4 21.8 18.5 11.2 27.1 14.2 14.2 25.7 12.1 12.1 Incr Delay (d2), s/veh 0.4 0.9 0.1 0.3 5.1 0.2 1.9 2.7 2.7 2.5 1.7 1.6 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 BackOfQ(50%),veh/ln 0.4 3.2 0.4 0.5 5.4 1.0 0.5 3.2 3.2 1.2 2.4 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.1 17.9 14.5 22.1 23.6 11.4 29.0 16.9 16.9 28.2 13.8 13.8 LnGrp LOS C B B C C B C B B C B B
Approach Vol, veh/h 418 644 705 688
Approach Delay, s/veh 18.2 20.7 17.5 15.7
Approach LOS B C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.0 26.9 23.1 7.6 29.3 23.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 7.5 17.5 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 5.0 10.8 17.9 3.2 9.2 15.5 Green Ext Time (p_c), s 0.0 2.0 0.7 0.0 2.1 1.7
Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
1-52 546 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
17: Jackson St. & 58th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 41 148 12 2 102 4 6 168 3 13 168 24 Future Volume (vph) 41 148 12 2 102 4 6 168 3 13 168 24 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 150 150 150 150 150 150
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Link Speed (mph) 50 50 55 55
Link Distance (ft) 5266 1079 1013 510
Travel Time (s) 71.8 14.7 12.6 6.3
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-53 547 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) AM Peak hour
17: Jackson St. & 58th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 10.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 41 148 12 2 102 4 6 168 3 13 168 24
Future Vol, veh/h 41 148 12 2 102 4 6 168 3 13 168 24
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, % 222222222222
Mvmt Flow 44 157 13 2 109 4 6 179 3 14 179 26
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 10.4 9.4 10 10.2

HCM LOS BAAB

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 3% 20% 2% 6%
Vol Thru, % 95% 74% 94% 82%
Vol Right, % 2% 6% 4% 12%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 177 201 108 205
LT Vol 6 41 2 13
Through Vol 168 148 102 168
RT Vol 3 12 4 24
Lane Flow Rate 188 214 115 218
Geometry Grp 1111
Degree of Util (X) 0.264 0.302 0.17 0.3
Departure Headway (Hd) 5.049 5.092 5.315 4.958
Convergence, Y/N Yes Yes Yes Yes
Cap 702 697 679 715
Service Time 3.147 3.186 3.315 3.053
HCM Lane V/C Ratio 0.268 0.307 0.169 0.305
HCM Control Delay 10 10.4 9.4 10.2
HCM Lane LOS ABAB
HCM 95th-tile Q 1.1 1.3 0.6 1.3
1-54 548 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
18: Avenue 60 & S. Access With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 33 95 0
Future Volume (vph) 0 0 0 33 95 0
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Link Speed (mph) 40 40 25
Link Distance (ft) 207 1772 380
Travel Time (s) 3.5 30.2 10.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-55 549 CLICK HERE to Return to Agenda
HCM 6th TWSC EAPC (2026) AM Peak hour
18: Avenue 60 & S. Access With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 6.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 33 95 0
Future Vol, veh/h 0 0 0 33 95 0
Conflicting Peds, #/hr 0 00000
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 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 0 0 36 103 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 36 0 - 0 18 18
Stage 1 - - - - 18 -
Stage 2 - - - - 0 -
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 1575 - - - 1000 1061
Stage 1 - - - - 1005 -
Stage 2 - -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1575 - - - 1000 1061
Mov Cap-2 Maneuver - - - - 1000 -
Stage 1 - - - - 1005 -
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0 0 9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1575 - - - 1000
HCM Lane V/C Ratio ---- 0.103
HCM Control Delay (s) 0 - - - 9
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0.3
1-56 550 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
19: Madison St. & Main Access With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 276 20 24 327 316 105
Future Volume (vph) 276 20 24 327 316 105
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Storage Length (ft) 100 0 150 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 25 50 50
Link Distance (ft) 499 880 159
Travel Time (s) 13.6 12.0 2.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 44526
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 22.5 22.5 11.5 22.5 22.5
Total Split (s) 24.0 24.0 11.5 36.0 24.5
Total Split (%) 40.0% 40.0% 19.2% 60.0% 40.8%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 19: Madison St. & Main Access
1-57 551 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 19: Madison St. & Main Access With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 276 20 24 327 316 105
Future Volume (veh/h) 276 20 24 327 316 105
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 300 22 26 355 343 114
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222
Cap, veh/h 361 321 71 2220 1347 441
Arrive On Green 0.21 0.21 0.04 0.64 0.53 0.53
Sat Flow, veh/h 1734 1543 1734 3551 2653 838
Grp Volume(v), veh/h 300 22 26 355 230 227
Grp Sat Flow(s),veh/h/ln 1734 1543 1734 1730 1730 1670
Q Serve(g_s), s 9.9 0.7 0.9 2.5 4.4 4.5
Cycle Q Clear(g_c), s 9.9 0.7 0.9 2.5 4.4 4.5
Prop In Lane 1.00 1.00 1.00 0.50
Lane Grp Cap(c), veh/h 361 321 71 2220 909 878
V/C Ratio(X) 0.83 0.07 0.37 0.16 0.25 0.26
Avail Cap(c_a), veh/h 564 502 202 2220 909 878
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 22.7 19.1 28.0 4.3 7.8 7.8
Incr Delay (d2), s/veh 6.0 0.1 3.1 0.2 0.7 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.4 0.7 0.4 0.5 1.3 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.8 19.2 31.1 4.4 8.5 8.5
LnGrp LOS C B C A A A
Approach Vol, veh/h 322 381 457
Approach Delay, s/veh 28.1 6.3 8.5
Approach LOS C A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 43.0 17.0 7.0 36.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 19.5 7.0 20.0
Max Q Clear Time (g_c+I1), s 4.5 11.9 2.9 6.5
Green Ext Time (p_c), s 2.0 0.6 0.0 2.0
Intersection Summary
HCM 6th Ctrl Delay 13.2
HCM 6th LOS B
1-58 552 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
20: Project Access 1 & Avenue 58 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 201 4 13 161 6 3
Future Volume (vph) 201 4 13 161 6 3
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Storage Length (ft) 0 50 0 0
Storage Lanes 0 1 1 0
Taper Length (ft) 60 60
Link Speed (mph) 50 50 25
Link Distance (ft) 403 335 383
Travel Time (s) 5.5 4.6 10.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-59 553 CLICK HERE to Return to Agenda
HCM 6th TWSC EAPC (2026) AM Peak hour
20: Project Access 1 & Avenue 58 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 201 4 13 161 6 3
Future Vol, veh/h 201 4 13 161 6 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 218 4 14 175 7 3
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 222 0 336 220
Stage 1 - - - - 220 -
Stage 2 - - - - 116 -
Critical Hdwy - - 4.13 - 6.63 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.83 -
Follow-up Hdwy - - 2.219 - 3.519 3.319
Pot Cap-1 Maneuver - - 1346 - 646 819
Stage 1 - - - - 816 -
Stage 2 - - - - 897 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1346 - 640 819
Mov Cap-2 Maneuver - - - - 678 -
Stage 1 - - - - 816 -
Stage 2 - - - - 888 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 10.1

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 719 - - 1346 -
HCM Lane V/C Ratio 0.014 - - 0.01 -
HCM Control Delay (s) 10.1 - - 7.7 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
1-60 554 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
21: Project Access 2 & Avenue 58 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 197 7 0 174 0 4
Future Volume (vph) 197 7 0 174 0 4
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Link Speed (mph) 50 50 25
Link Distance (ft) 335 276 233
Travel Time (s) 4.6 3.8 6.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-61 555 CLICK HERE to Return to Agenda
HCM 6th TWSC EAPC (2026) AM Peak hour
21: Project Access 2 & Avenue 58 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 197 7 0 174 0 4
Future Vol, veh/h 197 7 0 174 0 4
Conflicting Peds, #/hr 0 00000
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 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 214 8 0 189 0 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 218
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - ---- 6.23
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.319
Pot Cap-1 Maneuver - - 0 - 0 821
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 821
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 9.4

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 821 - - -
HCM Lane V/C Ratio 0.005 - - -
HCM Control Delay (s) 9.4 - - -
HCM Lane LOS A - - -
HCM 95th %tile Q(veh) 0 - - -
1-62 556 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
22: Madison St. & Project Access 3 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 10 0 603 411 14
Future Volume (vph) 0 10 0 603 411 14
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Link Speed (mph) 25 50 50
Link Distance (ft) 210 234 288
Travel Time (s) 5.7 3.2 3.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-63 557 CLICK HERE to Return to Agenda
HCM 6th TWSC EAPC (2026) AM Peak hour
22: Madison St. & Project Access 3 With Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 10 0 603 411 14
Future Vol, veh/h 0 10 0 603 411 14
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 11 0 655 447 15
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 231 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.32 ----
Pot Cap-1 Maneuver 0 771 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 771 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 9.7 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 771 - -
HCM Lane V/C Ratio - 0.014 - -
HCM Control Delay (s) - 9.7 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - 0 - -
1-64 558 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) AM Peak hour
23: Madison St. & Golf Course S. Access With Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 1 1 1 259 255 1
Future Volume (vph) 1 1 1 259 255 1
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Storage Length (ft) 0 0 150 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 90
Link Speed (mph) 25 40 40
Link Distance (ft) 306 593 547
Travel Time (s) 8.3 10.1 9.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-65 559 CLICK HERE to Return to Agenda
HCM 6th TWSC EAPC (2026) AM Peak hour
23: Madison St. & Golf Course S. Access With Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 1 1 259 255 1
Future Vol, veh/h 1 1 1 259 255 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 150 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1 1 1 282 277 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 421 139 278 0 - 0
Stage 1 278 -----
Stage 2 143 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 561 884 1282 - - -
Stage 1 744 -----
Stage 2 869 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 560 884 1282 - - -
Mov Cap-2 Maneuver 560 -----
Stage 1 743 -----
Stage 2 869 -----
Approach EB NB SB
HCM Control Delay, s 10.3 0 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1282 - 686 - -
HCM Lane V/C Ratio 0.001 - 0.003 - -
HCM Control Delay (s) 7.8 - 10.3 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0 - -
1-66 560 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
1: Madison St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 134 136 22 138 115 166 15 452 85 130 654 131 Future Volume (vph) 134 136 22 138 115 166 15 452 85 130 654 131 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 100 100 180 180 330 160 160 50
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 90 90 90 90
Link Speed (mph) 50 50 50 50
Link Distance (ft) 276 988 288 752
Travel Time (s) 3.8 13.5 3.9 10.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-67 561 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) PM Peak hour
1: Madison St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\Unsig_Mod\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 87.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 134 136 22 138 115 166 15 452 85 130 654 131 Future Vol, veh/h 134 136 22 138 115 166 15 452 85 130 654 131 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222
Mvmt Flow 146 148 24 150 125 180 16 491 92 141 711 142
Number of Lanes 111120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3333
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3333
HCM Control Delay 26.7 30.6 70.1 144.4

HCM LOS D D F F

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 64% 0% 100% 0% 0% 100% 19% 0% 100%
Vol Right, % 0% 0% 36% 0% 0% 100% 0% 0% 81% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 15 301 236 134 136 22 138 77 204 130 436 LT Vol 15 0 0 134 0 0 138 0 0 130 0
Through Vol 0 301 151 0 136 0 0 77 38 0 436
RT Vol 0 0 85 0 0 22 0 0 166 0 0
Lane Flow Rate 16 328 256 146 148 24 150 83 222 141 474 Geometry Grp 88888888888
Degree of Util (X) 0.053 1.024 0.783 0.514 0.502 0.077 0.514 0.274 0.695 0.429 1.376 Departure Headway (Hd) 12.007 11.507 11.254 12.852 12.352 11.652 12.55 12.05 11.481 10.939 10.453 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 300 318 323 283 294 309 290 300 318 329 351
Service Time 9.707 9.207 8.954 10.552 10.052 9.352 10.25 9.75 9.181 8.697 8.197 HCM Lane V/C Ratio 0.053 1.031 0.793 0.516 0.503 0.078 0.517 0.277 0.698 0.429 1.35 HCM Control Delay 15.4 92.6 44.8 28.4 26.9 15.3 27.8 19.2 36.7 21.7 214.7 HCM Lane LOS C F E DDCDCECF
HCM 95th-tile Q 0.2 11.4 6.3 2.7 2.6 0.2 2.7 1.1 4.9 2.1 23.6 1-68 562 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
1: Madison St. & Avenue 58 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 134 136 22 138 115 166 15 452 85 130 654 131 Future Volume (vph) 134 136 22 138 115 166 15 452 85 130 654 131 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 100 100 180 180 330 160 160 50
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 276 988 288 752
Travel Time (s) 3.8 13.5 3.9 10.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s) 28.0 27.0 27.0 28.0 27.0 27.0 13.0 38.0 38.0 27.0 52.0 52.0 Total Split (%) 23.3% 22.5% 22.5% 23.3% 22.5% 22.5% 10.8% 31.7% 31.7% 22.5% 43.3% 43.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 1: Madison St. & Avenue 58
1-69 563 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 1: Madison St. & Avenue 58 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 134 136 22 138 115 166 15 452 85 130 654 131 Future Volume (veh/h) 134 136 22 138 115 166 15 452 85 130 654 131 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 146 148 24 150 125 180 16 491 92 141 711 142 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 175 244 207 179 472 210 42 1784 796 169 2038 909 Arrive On Green 0.10 0.13 0.13 0.10 0.14 0.14 0.02 0.52 0.52 0.10 0.59 0.59 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 146 148 24 150 125 180 16 491 92 141 711 142 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 9.9 9.2 1.6 10.2 3.9 13.7 1.1 9.6 3.7 9.6 12.8 5.0 Cycle Q Clear(g_c), s 9.9 9.2 1.6 10.2 3.9 13.7 1.1 9.6 3.7 9.6 12.8 5.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 175 244 207 179 472 210 42 1784 796 169 2038 909 V/C Ratio(X) 0.84 0.61 0.12 0.84 0.27 0.86 0.38 0.28 0.12 0.83 0.35 0.16 Avail Cap(c_a), veh/h 340 341 289 340 649 289 123 1784 796 325 2038 909 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.0 49.0 45.7 52.8 46.4 50.7 57.7 16.4 15.0 53.2 12.8 11.2 Incr Delay (d2), s/veh 10.0 2.4 0.2 10.0 0.3 16.5 5.6 0.4 0.3 10.1 0.5 0.4 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 BackOfQ(50%),veh/ln 4.7 4.2 0.6 4.8 1.6 6.1 0.5 3.6 1.3 4.5 4.6 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.0 51.4 46.0 62.8 46.7 67.1 63.3 16.8 15.3 63.3 13.2 11.5 LnGrp LOS E D D E D EEBBEBB
Approach Vol, veh/h 318 455 599 994
Approach Delay, s/veh 56.3 60.1 17.8 20.1
Approach LOS E E B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.2 66.4 16.9 20.6 7.4 75.2 16.6 20.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.5 33.5 23.5 22.5 8.5 47.5 23.5 22.5 Max Q Clear Time (g_c+I1), s 11.6 11.6 12.2 11.2 3.1 14.8 11.9 15.7 Green Ext Time (p_c), s 0.2 3.1 0.3 0.5 0.0 5.2 0.3 0.7 Intersection Summary
HCM 6th Ctrl Delay 32.1
HCM 6th LOS C
1-70 564 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
2: Madison St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 88 108 1 623 75 76 764
Future Volume (vph) 88 108 1 623 75 76 764
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850
Storage Length (ft) 150 150 150 50 150
Storage Lanes 0 0 1 1 1
Taper Length (ft) 25 140 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 50
Link Distance (ft) 5252 767 818
Travel Time (s) 71.6 10.5 11.2
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89
Shared Lane Traffic (%)
Turn Type Prot Perm Prot NA Perm Prot NA
Protected Phases 3 5 2 1 6
Permitted Phases 8 2
Detector Phase 3852216
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 11.5 20.5 11.5 20.5 20.5 11.5 20.5
Total Split (s) 20.5 20.5 11.5 28.0 28.0 11.5 28.0
Total Split (%) 34.2% 34.2% 19.2% 46.7% 46.7% 19.2% 46.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lead Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None C-Max C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 28 (47%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 2: Madison St. & Airport Bl.
1-71 565 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 2: Madison St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 88 108 1 623 75 76 764
Future Volume (veh/h) 88 108 1 623 75 76 764
Initial Q (Qb), veh 0 0 0000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 99 121 700 84 85 858
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 2 2 2222
Cap, veh/h 212 188 1384 617 482 2577
Arrive On Green 0.12 0.12 0.40 0.40 0.28 0.74
Sat Flow, veh/h 1734 1543 3551 1543 1734 3551
Grp Volume(v), veh/h 99 121 700 84 85 858
Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730
Q Serve(g_s), s 3.2 4.5 9.1 1.1 2.2 5.1
Cycle Q Clear(g_c), s 3.2 4.5 9.1 1.1 2.2 5.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 212 188 1384 617 482 2577
V/C Ratio(X) 0.47 0.64 0.51 0.14 0.18 0.33
Avail Cap(c_a), veh/h 477 424 1384 617 482 2577
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 24.5 25.1 13.5 3.6 16.4 2.6
Incr Delay (d2), s/veh 1.6 3.6 1.3 0.5 0.2 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 1.6 3.0 0.6 0.8 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.1 28.7 14.9 4.0 16.6 2.9
LnGrp LOS C C BABA
Approach Vol, veh/h 220 784 943
Approach Delay, s/veh 27.6 13.7 4.2
Approach LOS C B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 20.7 28.0 48.7 11.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 7.0 23.5 23.5 16.0
Max Q Clear Time (g_c+I1), s 4.2 11.1 7.1 6.5
Green Ext Time (p_c), s 0.0 3.6 4.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
1-72 566 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
3: Madison St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 24 329 510 56 206 134 395 535 103 108 427 18 Future Volume (vph) 24 329 510 56 206 134 395 535 103 108 427 18 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 160 150 910 150 160 120 305 150
Storage Lanes 1 0 1 1 2 1 1 0
Taper Length (ft) 80 120 120 100
Link Speed (mph) 55 55 50 50
Link Distance (ft) 5080 840 924 2398
Travel Time (s) 63.0 10.4 12.6 32.7
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-73 567 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) PM Peak hour
3: Madison St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\Unsig_Mod\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh250.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 329 510 56 206 134 395 535 103 108 427 18 Future Vol, veh/h 24 329 510 56 206 134 395 535 103 108 427 18 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222
Mvmt Flow 27 370 573 63 231 151 444 601 116 121 480 20
Number of Lanes 1 20120120120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 496.8 37.4 210 92.3

HCM LOS F E F F

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 63% 0% 100% 18% 0% 100% 34% 0% 100% 89% Vol Right, % 0% 0% 37% 0% 0% 82% 0% 0% 66% 0% 0% 11%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 395 357 281 24 219 620 56 137 203 108 285 160 LT Vol 395 0 0 24 0 0 56 0 0 108 0 0
Through Vol 0 357 178 0 219 110 0 137 69 0 285 142
RT Vol 0 0 103 0 0 510 0 0 134 0 0 18
Lane Flow Rate 444 401 316 27 246 696 63 154 228 121 320 180 Geometry Grp 888888888888
Degree of Util (X) 1.533 1.33 1.027 0.101 0.89 2.403 0.238 0.564 0.803 0.457 1.162 0.65 Departure Headway (Hd) 13.882 13.382 13.126 13.494 12.997 12.425 12.452 11.952 11.489 14.521 14.021 13.942 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 266 277 278 265 278 299 290 304 317 250 262 261
Service Time 11.582 11.082 10.826 11.287 10.787 10.211 10.152 9.652 9.189 12.221 11.721 11.642 HCM Lane V/C Ratio 1.669 1.448 1.137 0.102 0.885 2.328 0.217 0.507 0.719 0.484 1.221 0.69 HCM Control Delay 291.3 206.6 100 17.8 67.5 667.3 19 29.1 48.1 28.9 146.2 39.3 HCM Lane LOS F F F C F F C D E D F E
HCM 95th-tile Q 23.6 18.4 10.8 0.3 7.9 55.2 0.9 3.2 6.6 2.2 13.5 4.1 1-74 568 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
3: Madison St. & Avenue 54 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 24 329 510 56 206 134 395 535 103 108 427 18 Future Volume (vph) 24 329 510 56 206 134 395 535 103 108 427 18 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 160 150 910 150 160 120 305 150
Storage Lanes 1 0 1 1 2 1 1 0
Taper Length (ft) 80 120 120 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 50 50
Link Distance (ft) 5080 840 924 2398
Travel Time (s) 63.0 10.4 12.6 32.7
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2
Detector Phase 7 4 38852216
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s) 11.6 44.0 14.8 47.2 47.2 28.6 40.2 40.2 21.0 32.6 Total Split (%) 9.7% 36.7% 12.3% 39.3% 39.3% 23.8% 33.5% 33.5% 17.5% 27.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases: 3: Madison St. & Avenue 54
1-75 569 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 3: Madison St. & Avenue 54 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 329 510 56 206 134 395 535 103 108 427 18 Future Volume (veh/h) 24 329 510 56 206 134 395 535 103 108 427 18 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 27 370 573 63 231 151 444 601 116 121 480 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 60 569 508 89 1196 534 515 1332 594 147 1072 45 Arrive On Green 0.03 0.33 0.33 0.05 0.35 0.35 0.15 0.38 0.38 0.08 0.32 0.32 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3385 141 Grp Volume(v), veh/h 27 370 573 63 231 151 444 601 116 121 245 255 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1796 Q Serve(g_s), s 1.8 21.9 39.5 4.3 5.6 8.5 15.5 15.5 6.0 8.2 13.5 13.6 Cycle Q Clear(g_c), s 1.8 21.9 39.5 4.3 5.6 8.5 15.5 15.5 6.0 8.2 13.5 13.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.08
Lane Grp Cap(c), veh/h 60 569 508 89 1196 534 515 1332 594 147 548 569 V/C Ratio(X) 0.45 0.65 1.13 0.71 0.19 0.28 0.86 0.45 0.20 0.82 0.45 0.45 Avail Cap(c_a), veh/h 103 569 508 149 1231 549 676 1332 594 238 548 569 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) 0.84 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.8 34.3 40.3 56.1 27.5 28.5 49.6 27.5 24.6 54.0 32.6 32.6 Incr Delay (d2), s/veh 4.4 2.2 77.1 9.9 0.1 0.3 8.9 1.1 0.7 11.3 2.6 2.5 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 BackOfQ(50%),veh/ln 0.8 9.0 24.8 2.0 2.2 3.0 6.9 6.3 2.2 3.9 5.8 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.2 36.5 117.4 66.0 27.6 28.8 58.5 28.6 25.3 65.3 35.3 35.2 LnGrp LOS E D F E C C E C C E D D
Approach Vol, veh/h 970 445 1161 621
Approach Delay, s/veh 85.0 33.4 39.7 41.1
Approach LOS F C D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.7 50.7 10.6 44.0 22.8 42.5 8.7 46.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 35.7 10.3 39.5 24.1 28.1 7.1 42.7 Max Q Clear Time (g_c+I1), s 10.2 17.5 6.3 41.5 17.5 15.6 3.8 10.5 Green Ext Time (p_c), s 0.1 3.7 0.0 0.0 0.9 2.1 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 52.8
HCM 6th LOS D
1-76 570 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
4: Madison St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 86 547 106 49 497 70 131 453 60 79 395 77 Future Volume (vph) 86 547 106 49 497 70 131 453 60 79 395 77 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 435 50 200 325 160 160 255 50
Storage Lanes 1 1 1 1 2 1 2 1
Taper Length (ft) 105 120 140 160
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 55 50 50
Link Distance (ft) 1169 798 1237 1379
Travel Time (s) 17.7 9.9 16.9 18.8
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s) 22.0 48.0 48.0 17.0 43.0 43.0 18.0 41.0 41.0 14.0 37.0 37.0 Total Split (%) 18.3% 40.0% 40.0% 14.2% 35.8% 35.8% 15.0% 34.2% 34.2% 11.7% 30.8% 30.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85
Control Type: Actuated-Coordinated
Splits and Phases: 4: Madison St. & Avenue 52
1-77 571 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 4: Madison St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 547 106 49 497 70 131 453 60 79 395 77 Future Volume (veh/h) 86 547 106 49 497 70 131 453 60 79 395 77 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 100 636 123 57 578 81 152 527 70 92 459 90 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 222222222222
Cap, veh/h 125 1525 680 86 1448 646 210 1052 469 187 1029 459 Arrive On Green 0.07 0.44 0.44 0.05 0.42 0.42 0.06 0.30 0.30 0.06 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 100 636 123 57 578 81 152 527 70 92 459 90 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.8 15.1 5.8 3.9 14.0 3.9 5.3 15.0 4.0 3.2 12.9 5.2 Cycle Q Clear(g_c), s 6.8 15.1 5.8 3.9 14.0 3.9 5.3 15.0 4.0 3.2 12.9 5.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 125 1525 680 86 1448 646 210 1052 469 187 1029 459 V/C Ratio(X) 0.80 0.42 0.18 0.66 0.40 0.13 0.72 0.50 0.15 0.49 0.45 0.20 Avail Cap(c_a), veh/h 253 1525 680 181 1448 646 379 1052 469 266 1029 459 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 23.0 20.4 56.0 24.4 21.4 55.2 34.3 30.4 55.0 34.1 31.4 Incr Delay (d2), s/veh 11.3 0.8 0.6 8.4 0.8 0.4 4.7 1.7 0.7 2.0 1.4 1.0 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 BackOfQ(50%),veh/ln 3.3 6.1 2.1 1.8 5.5 1.4 2.3 6.3 1.5 1.4 5.4 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.1 23.8 21.0 64.4 25.2 21.8 59.9 36.0 31.1 57.0 35.5 32.4 LnGrp LOS E C C E C C E D C E D C
Approach Vol, veh/h 859 716 749 641
Approach Delay, s/veh 28.4 27.9 40.4 38.2
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.2 41.0 10.5 57.4 12.0 40.2 13.1 54.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 36.5 12.5 43.5 13.5 32.5 17.5 38.5 Max Q Clear Time (g_c+I1), s 5.2 17.0 5.9 17.1 7.3 14.9 8.8 16.0 Green Ext Time (p_c), s 0.1 3.2 0.0 4.5 0.2 2.7 0.1 3.6 Intersection Summary
HCM 6th Ctrl Delay 33.4
HCM 6th LOS C
1-78 572 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
5: Madison St. & Avenue 50/50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 111 498 179 55 427 77 144 521 44 73 375 115 Future Volume (vph) 111 498 179 55 427 77 144 521 44 73 375 115 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 305 210 300 240 290 220 200 200
Storage Lanes 1 1 1 1 2 1 2 1
Taper Length (ft) 120 90 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 50 50 50
Link Distance (ft) 579 1049 1270 550
Travel Time (s) 8.8 14.3 17.3 7.5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 522166388744
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s) 26.0 45.0 45.0 19.0 38.0 38.0 19.0 41.0 41.0 15.0 37.0 37.0 Total Split (%) 21.7% 37.5% 37.5% 15.8% 31.7% 31.7% 15.8% 34.2% 34.2% 12.5% 30.8% 30.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85
Control Type: Actuated-Coordinated
Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 1-79 573 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 111 498 179 55 427 77 144 521 44 73 375 115 Future Volume (veh/h) 111 498 179 55 427 77 144 521 44 73 375 115 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 117 524 188 58 449 81 152 548 46 77 395 121 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 144 1530 682 87 1416 631 210 1052 469 181 1022 456 Arrive On Green 0.08 0.44 0.44 0.05 0.41 0.41 0.06 0.30 0.30 0.05 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 117 524 188 58 449 81 152 548 46 77 395 121 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 8.0 11.9 9.3 3.9 10.6 3.9 5.3 15.7 2.6 2.7 10.9 7.2 Cycle Q Clear(g_c), s 8.0 11.9 9.3 3.9 10.6 3.9 5.3 15.7 2.6 2.7 10.9 7.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 144 1530 682 87 1416 631 210 1052 469 181 1022 456 V/C Ratio(X) 0.81 0.34 0.28 0.67 0.32 0.13 0.72 0.52 0.10 0.42 0.39 0.27 Avail Cap(c_a), veh/h 311 1530 682 210 1416 631 407 1052 469 294 1022 456 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.1 22.0 21.3 56.0 24.1 22.1 55.2 34.5 29.9 55.0 33.6 32.3 Incr Delay (d2), s/veh 10.5 0.6 1.0 8.6 0.6 0.4 4.6 1.8 0.4 1.6 1.1 1.4 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 BackOfQ(50%),veh/ln 3.8 4.8 3.4 1.9 4.2 1.4 2.3 6.6 1.0 1.1 4.5 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.6 22.6 22.3 64.7 24.7 22.5 59.9 36.4 30.4 56.5 34.7 33.7 LnGrp LOS E C C E C C E D C E C C
Approach Vol, veh/h 829 588 746 593
Approach Delay, s/veh 28.5 28.3 40.8 37.4
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.5 57.6 12.0 40.0 14.4 53.6 11.0 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 40.5 14.5 32.5 21.5 33.5 10.5 36.5 Max Q Clear Time (g_c+I1), s 5.9 13.9 7.3 12.9 10.0 12.6 4.7 17.7 Green Ext Time (p_c), s 0.1 3.9 0.2 2.5 0.2 2.8 0.1 3.2 Intersection Summary
HCM 6th Ctrl Delay 33.7
HCM 6th LOS C
1-80 574 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
6: Jefferson St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 24 2 34 10 589 6 252 53 761 305 2 Future Volume (vph) 31 24 2 34 10 589 6 252 53 761 305 2 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 110 110 140 140 150 150 240 0
Storage Lanes 0 2 1 0 0 0 2 1
Taper Length (ft) 0 110 25 140
Link Speed (mph) 55 55 55 55
Link Distance (ft) 531 5080 436 1277
Travel Time (s) 6.6 63.0 5.4 15.8
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-81 575 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) PM Peak hour
6: Jefferson St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\Unsig_Mod\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 180
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 24 2 34 10 589 6 252 53 761 305 2 Future Vol, veh/h 31 24 2 34 10 589 6 252 53 761 305 2
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222
Mvmt Flow 38 29 2 41 12 718 7 307 65 928 372 2
Number of Lanes 1 20111020210
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 3 3 3
HCM Control Delay 17.7 396.9 28.4 104.3

HCM LOS C F D F

Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 5% 0% 100% 0% 0% 100% 0% 0% 100% 100% 0%
Vol Thru, % 95% 70% 0% 100% 80% 0% 100% 0% 0% 0% 99%
Vol Right, % 0% 30% 0% 0% 20% 0% 0% 100% 0% 0% 1%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 132 179 31 16 10 34 10 589 381 381 307 LT Vol 6 0 31 0 0 34 0 0 381 381 0
Through Vol 126 126 0 16 8 0 10 0 0 0 305
RT Vol 0 53 0 0 2 0 0 589 0 0 2
Lane Flow Rate 161 218 38 20 12 41 12 718 464 464 374
Geometry Grp 88888888888
Degree of Util (X) 0.458 0.607 0.127 0.063 0.039 0.122 0.034 1.873 1.142 1.142 0.869 Departure Headway (Hd) 12.04 11.81 13.874 13.344 13.195 11.04 10.528 9.813 10.505 10.505 9.991 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 301 308 260 270 273 327 342 381 348 348 367
Service Time 9.74 9.51 11.574 11.044 10.895 8.74 8.228 7.513 8.205 8.205 7.691 HCM Lane V/C Ratio 0.535 0.708 0.146 0.074 0.044 0.125 0.035 1.885 1.333 1.333 1.019 HCM Control Delay 24.5 31.2 18.6 16.9 16.4 15.3 13.6 425.4 125.3 125.3 52.3 HCM Lane LOS CDCCCCBFFFF
HCM 95th-tile Q 2.3 3.7 0.4 0.2 0.1 0.4 0.1 45.7 15.5 15.5 8.3 1-82 576 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
6: Jefferson St. & Avenue 54 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 24 2 34 10 589 6 252 53 761 305 2 Future Volume (vph) 31 24 2 34 10 589 6 252 53 761 305 2 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 110 110 140 140 150 150 240 0
Storage Lanes 0 2 1 0 0 0 2 1
Taper Length (ft) 0 110 25 140
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 531 5080 436 1277
Travel Time (s) 6.6 63.0 5.4 15.8
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA pm+ov Split NA Split NA Perm
Protected Phases 2 6488 44
Permitted Phases 2 6 6 4
Detector Phase 2 2 66488 444
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 27.0 27.0 27.0 27.0 66.0 27.0 27.0 66.0 66.0 66.0 Total Split (%) 22.5% 22.5% 22.5% 22.5% 55.0% 22.5% 22.5% 55.0% 55.0% 55.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Max C-Max None None Max Max Max Max Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 6: Jefferson St. & Avenue 54
1-83 577 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 24 2 34 10 589 6 252 53 761 305 2 Future Volume (veh/h) 31 24 2 34 10 589 6 252 53 761 305 2 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 29 2 41 12 718 7 307 65 928 372 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 222222222222
Cap, veh/h 192 616 42 308 341 1080 12 532 118 1724 1773 791 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.51 0.51 0.51 Sat Flow, veh/h 726 3287 224 1378 1821 1543 63 2835 628 3365 3460 1543 Grp Volume(v), veh/h 38 15 16 41 12 718 202 0 177 928 372 2 Grp Sat Flow(s),veh/h/ln 726 1730 1781 1378 1821 1543 1818 0 1708 1682 1730 1543 Q Serve(g_s), s 5.4 0.9 0.9 3.0 0.6 22.5 12.2 0.0 11.3 22.3 7.0 0.1 Cycle Q Clear(g_c), s 6.1 0.9 0.9 3.9 0.6 22.5 12.2 0.0 11.3 22.3 7.0 0.1 Prop In Lane 1.00 0.13 1.00 1.00 0.03 0.37 1.00 1.00
Lane Grp Cap(c), veh/h 192 324 334 308 341 1080 341 0 320 1724 1773 791 V/C Ratio(X) 0.20 0.05 0.05 0.13 0.04 0.66 0.59 0.00 0.55 0.54 0.21 0.00 Avail Cap(c_a), veh/h 192 324 334 308 341 1080 341 0 320 1724 1773 791 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 0.78 0.78 0.78 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.4 40.0 40.0 41.6 39.9 8.8 44.6 0.0 44.2 19.7 16.0 14.3 Incr Delay (d2), s/veh 2.3 0.3 0.3 0.2 0.0 1.2 7.4 0.0 6.7 1.2 0.3 0.0 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 BackOfQ(50%),veh/ln 1.1 0.4 0.4 1.0 0.3 21.4 5.9 0.0 5.1 8.1 2.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.6 40.2 40.2 41.7 39.9 10.0 52.0 0.0 50.9 20.9 16.2 14.3 LnGrp LOS DDDDDADADCBB
Approach Vol, veh/h 69 771 379 1302
Approach Delay, s/veh 42.7 12.1 51.5 19.6
Approach LOS D B D B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 27.0 66.0 27.0 27.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 61.5 22.5 22.5
Max Q Clear Time (g_c+I1), s 8.1 24.3 24.5 14.2
Green Ext Time (p_c), s 0.2 6.4 0.0 1.2
Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C
1-84 578 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
7: Jefferson St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 108 429 364 31 470 334 253 727 77 200 781 155 Future Volume (vph) 108 429 364 31 470 334 253 727 77 200 781 155 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph) 50 50 50 55
Link Distance (ft) 709 813 334 462
Travel Time (s) 9.7 11.1 4.6 5.7
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Sign Control Yield Yield Yield Yield
Intersection Summary
Area Type: Other
Control Type: Roundabout
1-85 579 CLICK HERE to Return to Agenda
HCM 6th Roundabout EAPC (2026) PM Peak hour
7: Jefferson St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 241.0
Intersection LOS F
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 968 897 1137 1222
Demand Flow Rate, veh/h 987 915 1160 1246
Vehicles Circulating, veh/h 1110 1193 807 826
Vehicles Exiting, veh/h 792 689 891 916
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 111.1 118.7 345.6 336.1
Approach LOS FFFF
Lane Left Bypass Left Bypass Left Bypass Left Bypass
Designated Moves LT R LT R LT R LT R
Assumed Moves LT R LT R LT R LT R
RT Channelized Free Free Free Free
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 399 4.976 366 4.976 85 4.976 170 Entry Flow, veh/h 588 1887 549 1887 1075 1887 1076 1887 Cap Entry Lane, veh/h 445 0.980 409 0.980 606 0.980 594 0.980 Entry HV Adj Factor 0.981 391 0.980 359 0.981 83 0.981 167 Flow Entry, veh/h 577 1850 538 1850 1054 1850 1055 1850 Cap Entry, veh/h 436 0.211 400 0.194 594 0.045 583 0.090 V/C Ratio 1.322 0.0 1.343 0.0 1.774 0.0 1.811 0.0
Control Delay, s/veh 186.4 A 198.0 A 372.8 A 389.3 A
LOS F 1F 1F 0F 0
95th %tile Queue, veh 26 25 64 65
1-86 580 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
7: Jefferson St. & Avenue 52 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 108 429 364 31 470 334 253 727 77 200 781 155 Future Volume (vph) 108 429 364 31 470 334 253 727 77 200 781 155 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 0 100 0 100 0 0 0 0
Storage Lanes 0 1 0 1 0 1 0 1
Taper Length (ft) 60 60 60 60
Link Speed (mph) 50 50 50 55
Link Distance (ft) 709 813 334 462
Travel Time (s) 9.7 11.1 4.6 5.7
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Sign Control Yield Yield Yield Yield
Intersection Summary
Area Type: Other
Control Type: Roundabout
1-87 581 CLICK HERE to Return to Agenda
HCM 6th Roundabout EAPC (2026) PM Peak hour
7: Jefferson St. & Avenue 52 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 34.8
Intersection LOS D
Approach EB WB NB SB
Entry Lanes 1122
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 968 897 1137 1222
Demand Flow Rate, veh/h 987 915 1160 1246
Vehicles Circulating, veh/h 1110 1193 807 826
Vehicles Exiting, veh/h 792 689 891 916
Ped Vol Crossing Leg, #/h 0000
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 47.4 49.6 24.1 23.8
Approach LOS E E C C
Lane Left Bypass Left Bypass Left Right Bypass Left Right Bypass Designated Moves LT R LT R LT TR R LT TR R
Assumed Moves LT R LT R LT TR R LT TR R
RT Channelized Free Free Free Free
Lane Util 1.000 1.000 0.470 0.530 0.470 0.530
Follow-Up Headway, s 2.480 2.480 2.667 2.480 2.667 2.480 Critical Headway, s 4.328 399 4.328 366 4.645 4.328 85 4.645 4.328 170 Entry Flow, veh/h 588 1887 549 1887 505 570 1887 506 570 1887 Cap Entry Lane, veh/h 560 0.980 522 0.980 643 726 0.980 631 715 0.980 Entry HV Adj Factor 0.981 391 0.980 359 0.981 0.980 83 0.980 0.981 167 Flow Entry, veh/h 577 1850 538 1850 496 559 1850 496 559 1850 Cap Entry, veh/h 550 0.211 511 0.194 630 712 0.045 619 701 0.090 V/C Ratio 1.050 0.0 1.052 0.0 0.786 0.785 0.0 0.801 0.798 0.0 Control Delay, s/veh 79.5 A 82.8 A 27.3 24.8 A 29.1 26.2 A LOS F 1F 1DC 0DD 0
95th %tile Queue, veh 17 16 8 8 8 8
1-88 582 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
8: Jefferson St. & Pomelo
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 66 2 21 9 1 42 3 1184 7 23 1195 68 Future Volume (vph) 66 2 21 9 1 42 3 1184 7 23 1195 68
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 0 0 0 0 160 0 180 0
Storage Lanes 0 1 0 1 1 0 1 0
Taper Length (ft) 60 60 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 25 25 55 55
Link Distance (ft) 509 561 1820 1343
Travel Time (s) 13.9 15.3 22.6 16.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8 8
Detector Phase 44488852 16
Switch Phase
Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 18.0 54.0 18.0 54.0 Total Split (%) 40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 45.0% 15.0% 45.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None C-Min None C-Min Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 8: Jefferson St. & Pomelo
1-89 583 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 8: Jefferson St. & Pomelo
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 2 21 9 1 42 3 1184 7 23 1195 68 Future Volume (veh/h) 66 2 21 9 1 42 3 1184 7 23 1195 68 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 69 2 22 9 1 44 3 1246 7 24 1258 72 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 73 1 524 66 4 524 17 2260 13 96 2350 135
Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.01 0.44 0.44 0.02 0.16 0.16 Sat Flow, veh/h 41 4 1543 27 13 1543 1734 5102 29 1734 4811 275 Grp Volume(v), veh/h 71 0 22 10 0 44 3 809 444 24 867 463 Grp Sat Flow(s),veh/h/ln 44 0 1543 40 0 1543 1734 1657 1816 1734 1657 1772 Q Serve(g_s), s 1.2 0.0 1.1 0.6 0.0 2.3 0.2 21.6 21.6 1.6 28.8 28.8 Cycle Q Clear(g_c), s 40.7 0.0 1.1 40.4 0.0 2.3 0.2 21.6 21.6 1.6 28.8 28.8 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.02 1.00 0.16
Lane Grp Cap(c), veh/h 74 0 524 71 0 524 17 1468 805 96 1619 866 V/C Ratio(X) 0.96 0.00 0.04 0.14 0.00 0.08 0.18 0.55 0.55 0.25 0.54 0.54 Avail Cap(c_a), veh/h 89 0 540 86 0 540 173 1468 805 173 1619 866 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Uniform Delay (d), s/veh 59.4 0.0 26.6 45.9 0.0 27.0 59.0 24.6 24.6 56.5 37.8 37.8 Incr Delay (d2), s/veh 81.4 0.0 0.1 1.9 0.0 0.1 10.9 1.5 2.7 1.9 0.9 1.6 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 BackOfQ(50%),veh/ln 3.9 0.0 0.4 0.3 0.0 0.9 0.1 8.1 9.2 0.7 12.8 13.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 140.7 0.0 26.6 47.8 0.0 27.1 69.8 26.1 27.3 58.4 38.7 39.4 LnGrp LOS F A C D A C E C C E D D
Approach Vol, veh/h 93 54 1256 1354
Approach Delay, s/veh 113.7 30.9 26.7 39.3
Approach LOS F C C D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.6 60.0 47.4 7.1 65.5 47.4
Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0
Max Green Setting (Gmax), s 12.0 46.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 3.6 23.6 42.7 2.2 30.8 42.4 Green Ext Time (p_c), s 0.0 13.7 0.0 0.0 11.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 35.9
HCM 6th LOS D
1-90 584 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
9: Jefferson St. & Avenue 50
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 362 408 152 153 371 214 142 1047 102 303 975 239 Future Volume (vph) 362 408 152 153 371 214 142 1047 102 303 975 239 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 245 100 105 0 360 220 280 230
Storage Lanes 1 1 1 1 1 1 2 1
Taper Length (ft) 120 60 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 45 55 55
Link Distance (ft) 693 995 1343 697
Travel Time (s) 9.5 15.1 16.6 8.6
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s) 23.0 36.5 36.5 25.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%) 19.2% 30.4% 30.4% 20.8% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s) 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125
Control Type: Actuated-Coordinated
Splits and Phases: 9: Jefferson St. & Avenue 50
1-91 585 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 9: Jefferson St. & Avenue 50
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 362 408 152 153 371 214 142 1047 102 303 975 239 Future Volume (veh/h) 362 408 152 153 371 214 142 1047 102 303 975 239 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 373 421 157 158 382 221 146 1079 105 312 1005 246 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222
Cap, veh/h 308 582 260 427 431 365 173 1295 402 336 1297 403 Arrive On Green 0.18 0.17 0.17 0.25 0.24 0.24 0.03 0.09 0.09 0.10 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 373 421 157 158 382 221 146 1079 105 312 1005 246 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 21.3 13.8 8.4 9.1 24.3 11.0 10.0 25.6 3.9 11.0 22.5 10.2 Cycle Q Clear(g_c), s 21.3 13.8 8.4 9.1 24.3 11.0 10.0 25.6 3.9 11.0 22.5 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 308 582 260 427 431 365 173 1295 402 336 1297 403 V/C Ratio(X) 1.21 0.72 0.60 0.37 0.89 0.61 0.84 0.83 0.26 0.93 0.77 0.61 Avail Cap(c_a), veh/h 308 836 373 427 470 399 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.3 47.3 25.6 37.5 44.2 21.3 57.1 52.3 11.7 53.6 41.1 14.4 Incr Delay (d2), s/veh 120.6 7.6 10.0 0.2 22.6 7.3 27.2 4.4 0.5 30.6 2.9 2.9 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 BackOfQ(50%),veh/ln 19.2 6.4 3.7 3.8 13.3 4.6 5.8 11.8 2.9 5.9 9.0 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 169.9 54.9 35.7 37.7 66.9 28.5 84.3 56.6 12.1 84.1 44.0 17.3 LnGrp LOS F D D D E C F E B F D B
Approach Vol, veh/h 951 761 1330 1563
Approach Delay, s/veh 96.8 49.7 56.2 47.8
Approach LOS F D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.0 38.8 35.5 27.7 18.0 38.8 27.3 35.9 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 19.0 29.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 13.0 27.6 11.1 15.8 12.0 24.5 23.3 26.3 Green Ext Time (p_c), s 0.0 3.6 0.1 4.4 0.0 5.4 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 60.6
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green. 1-92 586 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
9: Jefferson St. & Avenue 50 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 362 408 152 153 371 214 142 1047 102 303 975 239 Future Volume (vph) 362 408 152 153 371 214 142 1047 102 303 975 239 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 245 100 105 0 360 220 280 230
Storage Lanes 1 1 1 1 1 1 2 1
Taper Length (ft) 120 60 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 45 55 55
Link Distance (ft) 693 995 1343 697
Travel Time (s) 9.5 15.1 16.6 8.6
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s) 23.0 36.5 36.5 25.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%) 19.2% 30.4% 30.4% 20.8% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s) 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125
Control Type: Actuated-Coordinated
Splits and Phases: 9: Jefferson St. & Avenue 50
1-93 587 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 9: Jefferson St. & Avenue 50 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 362 408 152 153 371 214 142 1047 102 303 975 239 Future Volume (veh/h) 362 408 152 153 371 214 142 1047 102 303 975 239 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 373 421 157 158 382 221 146 1079 105 312 1005 246 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222
Cap, veh/h 435 582 260 427 566 253 173 1295 402 336 1297 403 Arrive On Green 0.25 0.17 0.17 0.25 0.16 0.16 0.03 0.09 0.09 0.10 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 373 421 157 158 382 221 146 1079 105 312 1005 246 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 24.6 13.8 8.4 9.1 12.5 12.5 10.0 25.6 3.9 11.0 22.5 8.6 Cycle Q Clear(g_c), s 24.6 13.8 8.4 9.1 12.5 12.5 10.0 25.6 3.9 11.0 22.5 8.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 435 582 260 427 566 253 173 1295 402 336 1297 403 V/C Ratio(X) 0.86 0.72 0.60 0.37 0.67 0.88 0.84 0.83 0.26 0.93 0.77 0.61 Avail Cap(c_a), veh/h 435 836 373 427 894 399 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.9 47.3 25.6 37.5 47.2 27.3 57.1 52.3 11.7 53.6 41.1 10.1 Incr Delay (d2), s/veh 15.3 7.6 10.0 0.2 6.3 31.9 27.2 4.4 0.5 30.6 2.9 2.9 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 BackOfQ(50%),veh/ln 11.9 6.4 3.7 3.8 5.7 6.7 5.8 11.8 2.9 5.9 9.0 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.2 54.9 35.7 37.7 53.5 59.1 84.3 56.6 12.1 84.1 44.0 13.0 LnGrp LOS E DDDDEFEBFDB
Approach Vol, veh/h 951 761 1330 1563
Approach Delay, s/veh 53.0 51.8 56.2 47.1
Approach LOS D D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.0 38.8 35.5 27.7 18.0 38.8 36.1 27.1 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 19.0 29.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 13.0 27.6 11.1 15.8 12.0 24.5 26.6 14.5 Green Ext Time (p_c), s 0.0 3.6 0.1 4.4 0.0 5.4 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 51.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 1-94 588 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
10: Avenue 60 & Madison St.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 54 55 82 179 325 82
Future Volume (vph) 54 55 82 179 325 82
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Link Speed (mph) 40 40 40
Link Distance (ft) 1772 661 437
Travel Time (s) 30.2 11.3 7.4
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82
Shared Lane Traffic (%)
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-95 589 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) PM Peak hour
10: Avenue 60 & Madison St.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 15.4
Intersection LOS C
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 54 55 82 179 325 82
Future Vol, veh/h 54 55 82 179 325 82
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82
Heavy Vehicles, % 222222
Mvmt Flow 66 67 100 218 396 100
Number of Lanes 011111
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 2 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 1
HCM Control Delay 11.4 10.8 19.5

HCM LOS B B C

Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 50% 0% 0% 100% 0%
Vol Thru, % 50% 100% 0% 0% 0%
Vol Right, % 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 109 82 179 325 82
LT Vol 54 0 0 325 0
Through Vol 55 82 0 0 0
RT Vol 0 0 179 0 82
Lane Flow Rate 133 100 218 396 100
Geometry Grp 47777
Degree of Util (X) 0.235 0.174 0.337 0.695 0.142
Departure Headway (Hd) 6.375 6.262 5.552 6.314 5.103
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 564 573 646 575 703
Service Time 4.417 4.001 3.291 4.04 2.83
HCM Lane V/C Ratio 0.236 0.175 0.337 0.689 0.142
HCM Control Delay 11.4 10.3 11.1 22.2 8.7
HCM Lane LOS B B B C A
HCM 95th-tile Q 0.9 0.6 1.5 5.5 0.5
1-96 590 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
11: Monroe St. & Avenue 60/60th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 51 175 157 21 108 131 108 330 15 204 416 54 Future Volume (vph) 51 175 157 21 108 131 108 330 15 204 416 54 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 0 150 150 100 150 320 150
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Link Speed (mph) 45 45 50 50
Link Distance (ft) 598 1045 1022 1291
Travel Time (s) 9.1 15.8 13.9 17.6
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-97 591 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) PM Peak hour
11: Monroe St. & Avenue 60/60th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 98.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 51 175 157 21 108 131 108 330 15 204 416 54 Future Vol, veh/h 51 175 157 21 108 131 108 330 15 204 416 54 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 222222222222
Mvmt Flow 58 199 178 24 123 149 123 375 17 232 473 61
Number of Lanes 011010110111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1232
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3221
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2312
HCM Control Delay 37.5 62.4 110 140.4

HCM LOS E F F F

Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 23% 0% 8% 100% 0% 0%
Vol Thru, % 0% 96% 77% 0% 42% 0% 100% 0%
Vol Right, % 0% 4% 0% 100% 50% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 108 345 226 157 260 204 416 54
LT Vol 108 0 51 0 21 204 0 0
Through Vol 0 330 175 0 108 0 416 0
RT Vol 0 15 0 157 131 0 0 54
Lane Flow Rate 123 392 257 178 295 232 473 61
Geometry Grp 88888888
Degree of Util (X) 0.384 1.167 0.779 0.501 0.887 0.697 1.356 0.164 Departure Headway (Hd) 11.944 11.378 11.977 11.118 11.833 11.34 10.813 10.075 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 303 321 306 326 307 320 340 358
Service Time 9.644 9.078 9.677 8.818 9.533 9.04 8.513 7.775 HCM Lane V/C Ratio 0.406 1.221 0.84 0.546 0.961 0.725 1.391 0.17 HCM Control Delay 21.9 137.6 46.6 24.5 62.4 36.4 207.7 14.7 HCM Lane LOS C F E C F E F B
HCM 95th-tile Q 1.7 15.5 6.1 2.7 8.1 4.9 22.4 0.6
1-98 592 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
11: Monroe St. & Avenue 60/60th Avenue With Improvements The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 51 175 157 21 108 131 108 330 15 204 416 54 Future Volume (vph) 51 175 157 21 108 131 108 330 15 204 416 54 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 0 150 150 100 150 320 150
Storage Lanes 0 1 0 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 50 50
Link Distance (ft) 598 1045 1022 1291
Travel Time (s) 9.1 15.8 13.9 17.6
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%)
Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8 6
Detector Phase 44488 52 166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 22.5 Total Split (s) 41.0 41.0 41.0 41.0 41.0 22.0 47.0 32.0 57.0 57.0 Total Split (%) 34.2% 34.2% 34.2% 34.2% 34.2% 18.3% 39.2% 26.7% 47.5% 47.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 1-99 593 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Improvements The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 51 175 157 21 108 131 108 330 15 204 416 54 Future Volume (veh/h) 51 175 157 21 108 131 108 330 15 204 416 54 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 58 199 178 24 123 149 123 375 17 232 473 61 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 87 270 444 42 150 162 149 776 35 262 936 793 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.09 0.45 0.45 0.15 0.51 0.51 Sat Flow, veh/h 175 938 1543 34 521 563 1734 1729 78 1734 1821 1543 Grp Volume(v), veh/h 257 0 178 296 0 0 123 0 392 232 473 61 Grp Sat Flow(s),veh/h/ln 1113 0 1543 1118 0 0 1734 0 1807 1734 1821 1543 Q Serve(g_s), s 0.0 0.0 11.1 6.9 0.0 0.0 8.4 0.0 18.3 15.7 20.5 2.4 Cycle Q Clear(g_c), s 25.2 0.0 11.1 32.1 0.0 0.0 8.4 0.0 18.3 15.7 20.5 2.4 Prop In Lane 0.23 1.00 0.08 0.50 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 357 0 444 354 0 0 149 0 811 262 936 793 V/C Ratio(X) 0.72 0.00 0.40 0.84 0.00 0.00 0.82 0.00 0.48 0.88 0.51 0.08 Avail Cap(c_a), veh/h 383 0 469 380 0 0 253 0 811 397 936 793 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 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 0.0 34.4 39.8 0.0 0.0 53.9 0.0 23.3 49.9 19.2 14.8 Incr Delay (d2), s/veh 6.0 0.0 0.6 14.3 0.0 0.0 10.7 0.0 2.1 14.3 1.9 0.2 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 BackOfQ(50%),veh/ln 7.2 0.0 4.1 9.8 0.0 0.0 4.0 0.0 7.8 7.6 8.4 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.6 0.0 35.0 54.0 0.0 0.0 64.6 0.0 25.3 64.2 21.1 15.0 LnGrp LOS D A D D AAEACECB
Approach Vol, veh/h 435 296 515 766
Approach Delay, s/veh 40.1 54.0 34.7 33.7
Approach LOS DDCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 22.6 58.4 39.0 14.8 66.2 39.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.5 42.5 36.5 17.5 52.5 36.5 Max Q Clear Time (g_c+I1), s 17.7 20.3 27.2 10.4 22.5 34.1 Green Ext Time (p_c), s 0.4 2.0 1.4 0.1 2.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 38.3
HCM 6th LOS D
1-100 594 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
12: Monroe St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 99 180 62 66 167 62 88 468 72 53 542 114 Future Volume (vph) 99 180 62 66 167 62 88 468 72 53 542 114 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 0 0 150 150 150 150
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Link Speed (mph) 50 30 50 50
Link Distance (ft) 670 5266 913 1519
Travel Time (s) 9.1 119.7 12.5 20.7
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-101 595 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) PM Peak hour
12: Monroe St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 408.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 99 180 62 66 167 62 88 468 72 53 542 114 Future Vol, veh/h 99 180 62 66 167 62 88 468 72 53 542 114 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, % 222222222222
Mvmt Flow 132 240 83 88 223 83 117 624 96 71 723 152
Number of Lanes 010010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1121
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1211
HCM Control Delay 169.3 118 601.8 473.4

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 14% 29% 22% 9% 0%
Vol Thru, % 75% 53% 57% 91% 0%
Vol Right, % 11% 18% 21% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 628 341 295 595 114
LT Vol 88 99 66 53 0
Through Vol 468 180 167 542 0
RT Vol 72 62 62 0 114
Lane Flow Rate 837 455 393 793 152
Geometry Grp 52277
Degree of Util (X) 2.253 1.21 1.043 2.154 0.381
Departure Headway (Hd) 12.786 15.574 16.582 13.548 12.753 Convergence, Y/N Yes Yes Yes Yes Yes
Cap 293 236 224 278 284
Service Time 10.786 13.574 14.582 11.248 10.453
HCM Lane V/C Ratio 2.857 1.928 1.754 2.853 0.535
HCM Control Delay 601.8 169.3 118 559.7 23.1
HCM Lane LOS FFFFC
HCM 95th-tile Q 49 13.7 9.8 43.3 1.7
1-102 596 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
12: Monroe St. & Avenue 58 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 99 180 62 66 167 62 88 468 72 53 542 114 Future Volume (vph) 99 180 62 66 167 62 88 468 72 53 542 114 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 150 0 150 150 150 150
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 30 50 50
Link Distance (ft) 670 5266 913 1519
Travel Time (s) 9.1 119.7 12.5 20.7
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 Total Split (s) 36.0 36.0 36.0 36.0 15.0 71.4 12.6 69.0 Total Split (%) 30.0% 30.0% 30.0% 30.0% 12.5% 59.5% 10.5% 57.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 12: Monroe St. & Avenue 58
1-103 597 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 12: Monroe St. & Avenue 58 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 99 180 62 66 167 62 88 468 72 53 542 114 Future Volume (veh/h) 99 180 62 66 167 62 88 468 72 53 542 114 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 132 240 83 88 223 83 117 624 96 71 723 152 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, % 222222222222
Cap, veh/h 172 340 117 160 332 124 141 882 136 92 793 167 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.08 0.57 0.57 0.05 0.54 0.54 Sat Flow, veh/h 1073 1293 447 1057 1265 471 1734 1541 237 1734 1459 307 Grp Volume(v), veh/h 132 0 323 88 0 306 117 0 720 71 0 875 Grp Sat Flow(s),veh/h/ln 1073 0 1741 1057 0 1736 1734 0 1778 1734 0 1766 Q Serve(g_s), s 12.6 0.0 20.2 9.9 0.0 18.9 8.0 0.0 34.9 4.9 0.0 53.8 Cycle Q Clear(g_c), s 31.5 0.0 20.2 30.0 0.0 18.9 8.0 0.0 34.9 4.9 0.0 53.8 Prop In Lane 1.00 0.26 1.00 0.27 1.00 0.13 1.00 0.17
Lane Grp Cap(c), veh/h 172 0 457 160 0 456 141 0 1018 92 0 960 V/C Ratio(X) 0.77 0.00 0.71 0.55 0.00 0.67 0.83 0.00 0.71 0.77 0.00 0.91 Avail Cap(c_a), veh/h 172 0 457 160 0 456 152 0 1018 117 0 960 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.6 0.0 40.1 53.7 0.0 39.6 54.3 0.0 18.5 56.1 0.0 24.8 Incr Delay (d2), s/veh 18.4 0.0 4.9 4.0 0.0 3.8 28.6 0.0 4.2 21.3 0.0 14.3 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 BackOfQ(50%),veh/ln 4.8 0.0 8.9 2.8 0.0 8.5 4.5 0.0 13.9 2.6 0.0 23.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.0 0.0 45.0 57.7 0.0 43.4 82.9 0.0 22.6 77.4 0.0 39.0 LnGrp LOS E A D E A D F A C E A D
Approach Vol, veh/h 455 394 837 946
Approach Delay, s/veh 53.1 46.6 31.0 41.9
Approach LOS DDCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.8 73.2 36.0 14.3 69.7 36.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.1 66.9 31.5 10.5 64.5 31.5 Max Q Clear Time (g_c+I1), s 6.9 36.9 33.5 10.0 55.8 32.0 Green Ext Time (p_c), s 0.0 4.9 0.0 0.0 3.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 41.1
HCM 6th LOS D
1-104 598 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
13: Monroe St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 111 30 77 121 66 28 496 67 67 595 19 Future Volume (vph) 10 111 30 77 121 66 28 496 67 67 595 19 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 280 150 150 150 105 150 160 50
Storage Lanes 1 0 0 0 1 0 1 1
Taper Length (ft) 60 25 90 90
Link Speed (mph) 50 50 50 50
Link Distance (ft) 5252 1251 918 726
Travel Time (s) 71.6 17.1 12.5 9.9
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-105 599 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) PM Peak hour
13: Monroe St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\Unsig_Mod\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh141.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 111 30 77 121 66 28 496 67 67 595 19 Future Vol, veh/h 10 111 30 77 121 66 28 496 67 67 595 19 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222
Mvmt Flow 11 128 34 89 139 76 32 570 77 77 684 22
Number of Lanes 1 11010110120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 3 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 3 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 3 1 3
HCM Control Delay 17.5 45.3 298.8 70.2

HCM LOS C E F F
Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 0% 29% 100% 0% 0%
Vol Thru, % 0% 88% 0% 100% 0% 46% 0% 100% 91%
Vol Right, % 0% 12% 0% 0% 100% 25% 0% 0% 9%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 28 563 10 111 30 264 67 397 217
LT Vol 28 0 10 0 0 77 67 0 0
Through Vol 0 496 0 111 0 121 0 397 198
RT Vol 0 67 0 0 30 66 0 0 19
Lane Flow Rate 32 647 11 128 34 303 77 456 250
Geometry Grp 887778888
Degree of Util (X) 0.086 1.619 0.032 0.333 0.083 0.801 0.194 1.086 0.591 Departure Headway (Hd) 9.904 9.297 11.303 10.771 10.025 10.736 10.346 9.821 9.756 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 364 395 319 336 360 340 349 374 372
Service Time 7.604 6.997 9.003 8.471 7.725 8.436 8.046 7.521 7.456 HCM Lane V/C Ratio 0.088 1.638 0.034 0.381 0.094 0.891 0.221 1.219 0.672 HCM Control Delay 13.5 313 14.4 18.8 13.6 45.3 15.5 103.8 25.6 HCM Lane LOS B F B C B E C F D
HCM 95th-tile Q 0.3 36.4 0.1 1.4 0.3 6.7 0.7 14.3 3.6
1-106 600 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
13: Monroe St. & Airport Bl. With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 111 30 77 121 66 28 496 67 67 595 19 Future Volume (vph) 10 111 30 77 121 66 28 496 67 67 595 19 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 280 150 150 150 105 150 160 50
Storage Lanes 1 0 0 0 1 0 1 1
Taper Length (ft) 60 25 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 5252 1251 918 726
Travel Time (s) 71.6 17.1 12.5 9.9
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%)
Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8 6
Detector Phase 44488 52 166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 22.5 Total Split (s) 39.0 39.0 39.0 39.0 39.0 11.8 65.0 16.0 69.2 69.2 Total Split (%) 32.5% 32.5% 32.5% 32.5% 32.5% 9.8% 54.2% 13.3% 57.7% 57.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 13: Monroe St. & Airport Bl.
1-107 601 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 13: Monroe St. & Airport Bl. With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 111 30 77 121 66 28 496 67 67 595 19 Future Volume (veh/h) 10 111 30 77 121 66 28 496 67 67 595 19 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 11 128 34 89 139 76 32 570 77 77 684 22 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 214 443 375 122 166 83 66 924 125 98 2098 936 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.04 0.59 0.59 0.06 0.61 0.61 Sat Flow, veh/h 1166 1821 1543 343 684 342 1734 1571 212 1734 3460 1543 Grp Volume(v), veh/h 11 128 34 304 0 0 32 0 647 77 684 22 Grp Sat Flow(s),veh/h/ln 1166 1821 1543 1370 0 0 1734 0 1783 1734 1730 1543 Q Serve(g_s), s 0.0 6.9 2.0 19.5 0.0 0.0 2.2 0.0 28.1 5.3 11.6 0.7 Cycle Q Clear(g_c), s 1.8 6.9 2.0 26.3 0.0 0.0 2.2 0.0 28.1 5.3 11.6 0.7 Prop In Lane 1.00 1.00 0.29 0.25 1.00 0.12 1.00 1.00
Lane Grp Cap(c), veh/h 214 443 375 372 0 0 66 0 1049 98 2098 936 V/C Ratio(X) 0.05 0.29 0.09 0.82 0.00 0.00 0.48 0.00 0.62 0.79 0.33 0.02 Avail Cap(c_a), veh/h 266 524 444 440 0 0 106 0 1049 166 2098 936 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) 0.98 0.98 0.98 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.0 37.0 35.2 45.3 0.0 0.0 56.5 0.0 16.0 55.9 11.6 9.4 Incr Delay (d2), s/veh 0.1 0.4 0.1 10.0 0.0 0.0 5.3 0.0 2.7 13.2 0.4 0.0 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 BackOfQ(50%),veh/ln 0.2 3.0 0.8 9.5 0.0 0.0 1.0 0.0 10.9 2.6 4.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 37.3 35.3 55.4 0.0 0.0 61.9 0.0 18.7 69.1 12.0 9.5 LnGrp LOS D D D EAAEABEBA
Approach Vol, veh/h 173 304 679 783
Approach Delay, s/veh 36.8 55.4 20.7 17.6
Approach LOS D E C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.2 75.1 33.7 9.1 77.2 33.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.5 60.5 34.5 7.3 64.7 34.5 Max Q Clear Time (g_c+I1), s 7.3 30.1 8.9 4.2 13.6 28.3 Green Ext Time (p_c), s 0.0 4.2 0.7 0.0 4.7 0.8
Intersection Summary
HCM 6th Ctrl Delay 26.3
HCM 6th LOS C
1-108 602 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
14: Monroe St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 89 291 133 38 214 66 81 544 39 94 508 45 Future Volume (vph) 89 291 133 38 214 66 81 544 39 94 508 45 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 305 150 150 150 150 150 150 700
Storage Lanes 1 0 0 0 0 0 0 0
Taper Length (ft) 100 25 25 25
Link Speed (mph) 55 55 50 50
Link Distance (ft) 672 623 677 775
Travel Time (s) 8.3 7.7 9.2 10.6
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-109 603 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) PM Peak hour
14: Monroe St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 319.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 89 291 133 38 214 66 81 544 39 94 508 45 Future Vol, veh/h 89 291 133 38 214 66 81 544 39 94 508 45 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, % 222222222222
Mvmt Flow 98 320 146 42 235 73 89 598 43 103 558 49
Number of Lanes 110010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1221
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2121
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1212
HCM Control Delay 139.1 100.4 512.8 370.4

HCM LOS FFFF

Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 12% 100% 0% 12% 16% 0%
Vol Thru, % 82% 0% 69% 67% 84% 0%
Vol Right, % 6% 0% 31% 21% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 664 89 424 318 602 45
LT Vol 81 89 0 38 94 0
Through Vol 544 0 291 214 508 0
RT Vol 39 0 133 66 0 45
Lane Flow Rate 730 98 466 349 662 49
Geometry Grp 677677
Degree of Util (X) 2.051 0.276 1.221 0.983 1.788 0.123
Departure Headway (Hd) 12.892 13.829 13.057 16.266 12.728 11.896 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 292 262 284 227 291 303
Service Time 10.892 11.529 10.757 14.266 10.428 9.596
HCM Lane V/C Ratio 2.5 0.374 1.641 1.537 2.275 0.162
HCM Control Delay 512.8 21.7 163.7 100.4 396.9 16.3
HCM Lane LOS F C F F F C
HCM 95th-tile Q 41.8 1.1 15.7 8.8 33.5 0.4
1-110 604 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
14: Monroe St. & Avenue 54 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 89 291 133 38 214 66 81 544 39 94 508 45 Future Volume (vph) 89 291 133 38 214 66 81 544 39 94 508 45 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 305 150 150 150 150 150 150 700
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 100 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 50 50
Link Distance (ft) 672 623 677 775
Travel Time (s) 8.3 7.7 9.2 10.6
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 4 4 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 Total Split (s) 44.0 44.0 44.0 44.0 15.0 60.0 16.0 61.0 Total Split (%) 36.7% 36.7% 36.7% 36.7% 12.5% 50.0% 13.3% 50.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases: 14: Monroe St. & Avenue 54
1-111 605 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 291 133 38 214 66 81 544 39 94 508 45 Future Volume (veh/h) 89 291 133 38 214 66 81 544 39 94 508 45 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 98 320 146 42 235 73 89 598 43 103 558 49 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 243 375 171 119 422 131 111 835 60 127 836 73 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.06 0.50 0.50 0.07 0.51 0.51 Sat Flow, veh/h 1071 1184 540 927 1333 414 1734 1679 121 1734 1650 145 Grp Volume(v), veh/h 98 0 466 42 0 308 89 0 641 103 0 607 Grp Sat Flow(s),veh/h/ln 1071 0 1724 927 0 1747 1734 0 1799 1734 0 1795 Q Serve(g_s), s 10.0 0.0 30.4 5.3 0.0 17.6 6.1 0.0 33.4 7.0 0.0 30.3 Cycle Q Clear(g_c), s 27.6 0.0 30.4 35.7 0.0 17.6 6.1 0.0 33.4 7.0 0.0 30.3 Prop In Lane 1.00 0.31 1.00 0.24 1.00 0.07 1.00 0.08
Lane Grp Cap(c), veh/h 243 0 546 119 0 553 111 0 895 127 0 909 V/C Ratio(X) 0.40 0.00 0.85 0.35 0.00 0.56 0.80 0.00 0.72 0.81 0.00 0.67 Avail Cap(c_a), veh/h 256 0 567 131 0 575 152 0 895 166 0 909 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.4 0.0 38.4 55.1 0.0 34.0 55.4 0.0 23.5 54.8 0.0 22.1 Incr Delay (d2), s/veh 1.1 0.0 11.7 1.8 0.0 1.1 18.9 0.0 4.9 20.0 0.0 3.9 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 BackOfQ(50%),veh/ln 2.6 0.0 13.7 1.3 0.0 7.2 3.2 0.0 14.1 3.7 0.0 12.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.5 0.0 50.1 56.9 0.0 35.1 74.3 0.0 28.4 74.8 0.0 26.0 LnGrp LOS D A D E A D E A C E A C
Approach Vol, veh/h 564 350 730 710
Approach Delay, s/veh 49.5 37.7 34.0 33.0
Approach LOS DDCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.3 64.2 42.5 12.2 65.3 42.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.5 55.5 39.5 10.5 56.5 39.5 Max Q Clear Time (g_c+I1), s 9.0 35.4 32.4 8.1 32.3 37.7 Green Ext Time (p_c), s 0.0 3.7 1.7 0.0 3.6 0.3
Intersection Summary
HCM 6th Ctrl Delay 38.0
HCM 6th LOS D
1-112 606 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
15: Monroe St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 116 444 92 68 445 124 64 540 78 128 509 97 Future Volume (vph) 116 444 92 68 445 124 64 540 78 128 509 97 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 190 200 100 50 150 150 195 150
Storage Lanes 1 0 1 1 0 0 1 0
Taper Length (ft) 90 90 25 90
Link Speed (mph) 55 55 50 50
Link Distance (ft) 817 587 676 1348
Travel Time (s) 10.1 7.3 9.2 18.4
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-113 607 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) PM Peak hour
15: Monroe St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\Unsig_Mod\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh330.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 116 444 92 68 445 124 64 540 78 128 509 97 Future Vol, veh/h 116 444 92 68 445 124 64 540 78 128 509 97 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 2 22222222222
Mvmt Flow 135 516 107 79 517 144 74 628 91 149 592 113
Number of Lanes 1 11021010120
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 1 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 3 3 3
HCM Control Delay 282.9 100.4 841 99.1

HCM LOS F F F F
Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 9% 100% 0% 0% 31% 0% 0% 100% 0% 0%
Vol Thru, % 79% 0% 100% 0% 69% 100% 0% 0% 100% 64%
Vol Right, % 11% 0% 0% 100% 0% 0% 100% 0% 0% 36%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 682 116 444 92 216 297 124 128 339 267 LT Vol 64 116 0 0 68 0 0 128 0 0
Through Vol 540 0 444 0 148 297 0 0 339 170
RT Vol 78 0 0 92 0 0 124 0 0 97
Lane Flow Rate 793 135 516 107 252 345 144 149 395 310
Geometry Grp 8888888777
Degree of Util (X) 2.79 0.483 1.777 0.347 0.844 1.143 0.45 0.451 1.14 0.874 Departure Headway (Hd) 13.002 16.441 15.868 15.065 16.962 16.778 15.96 16.324 15.756 15.466 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 285 221 232 241 216 221 228 223 233 239
Service Time 10.702 14.141 13.568 12.765 14.662 14.478 13.66 14.024 13.456 13.166 HCM Lane V/C Ratio 2.782 0.611 2.224 0.444 1.167 1.561 0.632 0.668 1.695 1.297 HCM Control Delay 841 33.6 401.4 25.6 72.2 150 31.1 31.8 145.2 72.8 HCM Lane LOS F D F D F F D D F F
HCM 95th-tile Q 66.3 2.4 27.5 1.5 6.4 11.7 2.2 2.2 12.1 7.1 1-114 608 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 444 92 68 445 124 64 540 78 128 509 97 Future Volume (veh/h) 116 444 92 68 445 124 64 540 78 128 509 97 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 136 522 108 80 524 146 75 635 92 151 599 114 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 222222222222
Cap, veh/h 162 533 451 100 890 397 94 676 95 194 1558 296 Arrive On Green 0.09 0.29 0.29 0.06 0.26 0.26 0.54 0.54 0.54 0.54 0.54 0.54 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 114 1258 178 728 2901 551 Grp Volume(v), veh/h 136 522 108 80 524 146 802 0 0 151 357 356 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1550 0 0 728 1730 1722 Q Serve(g_s), s 9.3 34.1 6.4 5.5 15.9 9.3 45.2 0.0 0.0 4.7 14.4 14.5 Cycle Q Clear(g_c), s 9.3 34.1 6.4 5.5 15.9 9.3 59.7 0.0 0.0 64.5 14.4 14.5 Prop In Lane 1.00 1.00 1.00 1.00 0.09 0.11 1.00 0.32
Lane Grp Cap(c), veh/h 162 533 451 100 890 397 865 0 0 194 929 925 V/C Ratio(X) 0.84 0.98 0.24 0.80 0.59 0.37 0.93 0.00 0.00 0.78 0.38 0.39 Avail Cap(c_a), veh/h 192 533 451 101 890 397 865 0 0 194 929 925 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 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 42.1 32.3 55.8 39.0 36.6 26.7 0.0 0.0 35.4 16.2 16.2 Incr Delay (d2), s/veh 23.8 33.7 0.3 34.3 1.0 0.6 17.3 0.0 0.0 25.8 1.2 1.2 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 BackOfQ(50%),veh/ln 4.9 19.3 2.3 3.3 6.5 3.4 23.7 0.0 0.0 5.8 5.6 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.4 75.8 32.6 90.1 40.0 37.1 44.1 0.0 0.0 61.2 17.4 17.4 LnGrp LOS E E C F D D D AAEBB
Approach Vol, veh/h 766 750 802 864
Approach Delay, s/veh 70.0 44.8 44.1 25.1
Approach LOS E D D C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 69.0 11.4 39.6 69.0 15.7 35.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 64.4 7.0 35.1 64.4 13.3 28.8 Max Q Clear Time (g_c+I1), s 61.7 7.5 36.1 66.5 11.3 17.9 Green Ext Time (p_c), s 1.4 0.0 0.0 0.0 0.1 2.6
Intersection Summary
HCM 6th Ctrl Delay 45.3
HCM 6th LOS D
1-115 609 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 444 92 68 445 124 64 540 78 128 509 97 Future Volume (veh/h) 116 444 92 68 445 124 64 540 78 128 509 97 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 136 522 108 80 524 146 75 635 92 151 599 114 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 222222222222
Cap, veh/h 162 533 451 100 890 397 94 676 95 194 1558 296 Arrive On Green 0.09 0.29 0.29 0.06 0.26 0.26 0.54 0.54 0.54 0.54 0.54 0.54 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 114 1258 178 728 2901 551 Grp Volume(v), veh/h 136 522 108 80 524 146 802 0 0 151 357 356 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1550 0 0 728 1730 1722 Q Serve(g_s), s 9.3 34.1 6.4 5.5 15.9 9.3 45.2 0.0 0.0 4.7 14.4 14.5 Cycle Q Clear(g_c), s 9.3 34.1 6.4 5.5 15.9 9.3 59.7 0.0 0.0 64.5 14.4 14.5 Prop In Lane 1.00 1.00 1.00 1.00 0.09 0.11 1.00 0.32
Lane Grp Cap(c), veh/h 162 533 451 100 890 397 865 0 0 194 929 925 V/C Ratio(X) 0.84 0.98 0.24 0.80 0.59 0.37 0.93 0.00 0.00 0.78 0.38 0.39 Avail Cap(c_a), veh/h 192 533 451 101 890 397 865 0 0 194 929 925 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 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 42.1 32.3 55.8 39.0 36.6 26.7 0.0 0.0 35.4 16.2 16.2 Incr Delay (d2), s/veh 23.8 33.7 0.3 34.3 1.0 0.6 17.3 0.0 0.0 25.8 1.2 1.2 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 BackOfQ(50%),veh/ln 4.9 19.3 2.3 3.3 6.5 3.4 23.7 0.0 0.0 5.8 5.6 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.4 75.8 32.6 90.1 40.0 37.1 44.1 0.0 0.0 61.2 17.4 17.4 LnGrp LOS E E C F D D D AAEBB
Approach Vol, veh/h 766 750 802 864
Approach Delay, s/veh 70.0 44.8 44.1 25.1
Approach LOS E D D C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 69.0 11.4 39.6 69.0 15.7 35.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 64.4 7.0 35.1 64.4 13.3 28.8 Max Q Clear Time (g_c+I1), s 61.7 7.5 36.1 66.5 11.3 17.9 Green Ext Time (p_c), s 1.4 0.0 0.0 0.0 0.1 2.6
Intersection Summary
HCM 6th Ctrl Delay 45.3
HCM 6th LOS D
1-116 610 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
16: Monroe St. & 50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 60 516 58 54 424 126 50 723 85 137 589 43 Future Volume (vph) 60 516 58 54 424 126 50 723 85 137 589 43 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 210 120 220 150 200 150 170 150
Storage Lanes 1 1 1 0 1 0 1 0
Taper Length (ft) 120 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 710 640 1322 436
Travel Time (s) 9.7 8.7 18.0 5.9
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA
Protected Phases 4 8152 16
Permitted Phases 4 4 8 8
Detector Phase 44488152 16
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s) 26.0 26.0 26.0 26.0 26.0 12.0 11.5 22.0 12.0 22.5 Total Split (%) 43.3% 43.3% 43.3% 43.3% 43.3% 20.0% 19.2% 36.7% 20.0% 37.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 14.6 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 16: Monroe St. & 50th Avenue
1-117 611 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 16: Monroe St. & 50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 516 58 54 424 126 50 723 85 137 589 43 Future Volume (veh/h) 60 516 58 54 424 126 50 723 85 137 589 43 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 67 573 64 60 471 140 56 803 94 152 654 48 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, % 222222222222
Cap, veh/h 238 668 566 180 668 747 217 986 115 203 1008 74 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.13 0.32 0.31 0.12 0.31 0.30 Sat Flow, veh/h 810 1821 1543 791 1821 1543 1734 3120 365 1734 3268 240 Grp Volume(v), veh/h 67 573 64 60 471 140 56 445 452 152 346 356 Grp Sat Flow(s),veh/h/ln 810 1821 1543 791 1821 1543 1734 1730 1755 1734 1730 1778 Q Serve(g_s), s 4.6 17.4 1.6 4.6 13.3 3.1 1.8 14.2 14.2 5.1 10.4 10.4 Cycle Q Clear(g_c), s 17.9 17.4 1.6 22.0 13.3 3.1 1.8 14.2 14.2 5.1 10.4 10.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 0.13
Lane Grp Cap(c), veh/h 238 668 566 180 668 747 217 547 555 203 533 548 V/C Ratio(X) 0.28 0.86 0.11 0.33 0.71 0.19 0.26 0.81 0.81 0.75 0.65 0.65 Avail Cap(c_a), veh/h 238 668 566 180 668 747 217 547 555 231 533 548 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.9 17.6 12.6 27.7 16.2 8.8 23.7 18.9 18.9 25.6 17.9 18.0 Incr Delay (d2), s/veh 0.6 10.8 0.1 1.1 3.4 0.1 0.6 12.5 12.4 11.0 6.0 5.9 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 BackOfQ(50%),veh/ln 0.8 7.7 0.5 0.8 4.9 0.8 0.7 6.5 6.6 2.4 4.2 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.5 28.4 12.6 28.8 19.6 8.9 24.4 31.4 31.3 36.6 23.9 23.8 LnGrp LOS C C B C B A CCCDCC
Approach Vol, veh/h 704 671 953 854
Approach Delay, s/veh 26.6 18.2 31.0 26.2
Approach LOS C B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.0 23.0 26.0 11.5 22.5 26.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 7.5 17.5 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 7.1 16.2 19.9 3.8 12.4 24.0 Green Ext Time (p_c), s 0.0 0.7 0.7 0.0 1.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 26.0
HCM 6th LOS C
1-118 612 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
17: Jackson St. & 58th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 55 206 10 0 177 12 16 245 18 7 217 57 Future Volume (vph) 55 206 10 0 177 12 16 245 18 7 217 57 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 150 150 150 150 150 150
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Link Speed (mph) 50 50 55 55
Link Distance (ft) 5266 1079 1013 510
Travel Time (s) 71.8 14.7 12.6 6.3
Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-119 613 CLICK HERE to Return to Agenda
HCM 6th AWSC EAPC (2026) PM Peak hour
17: Jackson St. & 58th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc.

Intersection
Intersection Delay, s/veh 23.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 55 206 10 0 177 12 16 245 18 7 217 57 Future Vol, veh/h 55 206 10 0 177 12 16 245 18 7 217 57 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 222222222222
Mvmt Flow 70 261 13 0 224 15 20 310 23 9 275 72
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 24.8 17.9 24.8 24.4

HCM LOS C C C C

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 6% 20% 0% 2%
Vol Thru, % 88% 76% 94% 77%
Vol Right, % 6% 4% 6% 20%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 279 271 189 281
LT Vol 16 55 0 7
Through Vol 245 206 177 217
RT Vol 18 10 12 57
Lane Flow Rate 353 343 239 356
Geometry Grp 1111
Degree of Util (X) 0.694 0.687 0.498 0.691
Departure Headway (Hd) 7.078 7.208 7.497 6.992
Convergence, Y/N Yes Yes Yes Yes
Cap 509 501 478 516
Service Time 5.153 5.282 5.582 5.065
HCM Lane V/C Ratio 0.694 0.685 0.5 0.69
HCM Control Delay 24.8 24.8 17.9 24.4
HCM Lane LOS CCCC
HCM 95th-tile Q 5.3 5.2 2.7 5.3
1-120 614 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
18: Avenue 60 & S. Access With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 104 59 0
Future Volume (vph) 0 0 0 104 59 0
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Link Speed (mph) 40 40 25
Link Distance (ft) 207 1772 380
Travel Time (s) 3.5 30.2 10.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-121 615 CLICK HERE to Return to Agenda
HCM 6th TWSC EAPC (2026) PM Peak hour
18: Avenue 60 & S. Access With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 104 59 0
Future Vol, veh/h 0 0 0 104 59 0
Conflicting Peds, #/hr 0 00000
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 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 0 0 113 64 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 113 0 - 0 57 57
Stage 1 - - - - 57 -
Stage 2 - - - - 0 -
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 1476 - - - 950 1009
Stage 1 - - - - 966 -
Stage 2 - -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1476 - - - 950 1009
Mov Cap-2 Maneuver - - - - 950 -
Stage 1 - - - - 966 -
Stage 2 - -----
Approach EB WB SB
HCM Control Delay, s 0 0 9.1

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1476 - - - 950
HCM Lane V/C Ratio ---- 0.068
HCM Control Delay (s) 0 - - - 9.1
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0.2
1-122 616 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
19: Madison St. & Main Access With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 203 17 56 347 509 299
Future Volume (vph) 203 17 56 347 509 299
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Storage Length (ft) 100 0 150 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 25 50 50
Link Distance (ft) 499 880 169
Travel Time (s) 13.6 12.0 2.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 44526
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 22.5 22.5 11.5 22.5 22.5
Total Split (s) 22.6 22.6 11.6 37.4 25.8
Total Split (%) 37.7% 37.7% 19.3% 62.3% 43.0%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 19: Madison St. & Main Access
1-123 617 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 19: Madison St. & Main Access With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 203 17 56 347 509 299
Future Volume (veh/h) 203 17 56 347 509 299
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 221 18 61 377 553 325
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222
Cap, veh/h 278 248 129 2386 1133 665
Arrive On Green 0.16 0.16 0.07 0.69 0.54 0.54
Sat Flow, veh/h 1734 1543 1734 3551 2189 1232
Grp Volume(v), veh/h 221 18 61 377 456 422
Grp Sat Flow(s),veh/h/ln 1734 1543 1734 1730 1730 1599
Q Serve(g_s), s 7.4 0.6 2.0 2.3 9.9 9.9
Cycle Q Clear(g_c), s 7.4 0.6 2.0 2.3 9.9 9.9
Prop In Lane 1.00 1.00 1.00 0.77
Lane Grp Cap(c), veh/h 278 248 129 2386 934 864
V/C Ratio(X) 0.79 0.07 0.47 0.16 0.49 0.49
Avail Cap(c_a), veh/h 523 466 205 2386 934 864
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 24.2 21.4 26.6 3.2 8.6 8.6
Incr Delay (d2), s/veh 5.1 0.1 2.7 0.1 1.8 2.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.3 0.6 0.8 0.3 2.9 2.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.3 21.5 29.3 3.4 10.4 10.6
LnGrp LOS C C C A B B
Approach Vol, veh/h 239 438 878
Approach Delay, s/veh 28.7 7.0 10.5
Approach LOS C A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 45.9 14.1 9.0 36.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.9 18.1 7.1 21.3
Max Q Clear Time (g_c+I1), s 4.3 9.4 4.0 11.9
Green Ext Time (p_c), s 2.2 0.5 0.0 3.5
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B
1-124 618 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
20: Project Access 1 & Avenue 58 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 277 8 28 232 25 13
Future Volume (vph) 277 8 28 232 25 13
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Storage Length (ft) 0 50 0 0
Storage Lanes 0 1 1 0
Taper Length (ft) 60 60
Link Speed (mph) 50 50 25
Link Distance (ft) 403 335 383
Travel Time (s) 5.5 4.6 10.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-125 619 CLICK HERE to Return to Agenda
HCM 6th TWSC EAPC (2026) PM Peak hour
20: Project Access 1 & Avenue 58 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 277 8 28 232 25 13
Future Vol, veh/h 277 8 28 232 25 13
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 301 9 30 252 27 14
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 310 0 492 306
Stage 1 - - - - 306 -
Stage 2 - - - - 186 -
Critical Hdwy - - 4.13 - 6.63 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.83 -
Follow-up Hdwy - - 2.219 - 3.519 3.319
Pot Cap-1 Maneuver - - 1249 - 521 733
Stage 1 - - - - 746 -
Stage 2 - - - - 828 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1249 - 508 733
Mov Cap-2 Maneuver - - - - 585 -
Stage 1 - - - - 746 -
Stage 2 - - - - 808 -
Approach EB WB NB
HCM Control Delay, s 0 0.9 11.1

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 628 - - 1249 -
HCM Lane V/C Ratio 0.066 - - 0.024 -
HCM Control Delay (s) 11.1 - - 8 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.2 - - 0.1 -
1-126 620 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
21: Project Access 2 & Avenue 58 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 274 16 0 260 0 17
Future Volume (vph) 274 16 0 260 0 17
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Link Speed (mph) 50 50 25
Link Distance (ft) 335 276 233
Travel Time (s) 4.6 3.8 6.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-127 621 CLICK HERE to Return to Agenda
HCM 6th TWSC EAPC (2026) PM Peak hour
21: Project Access 2 & Avenue 58 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 274 16 0 260 0 17
Future Vol, veh/h 274 16 0 260 0 17
Conflicting Peds, #/hr 0 00000
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 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 298 17 0 283 0 18
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 307
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - ---- 6.23
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.319
Pot Cap-1 Maneuver - - 0 - 0 732
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 732
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 10

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 732 - - -
HCM Lane V/C Ratio 0.025 - - -
HCM Control Delay (s) 10 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.1 - - -
1-128 622 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
22: Madison St. & Project Access 3 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 35 0 550 773 34
Future Volume (vph) 0 35 0 550 773 34
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Link Speed (mph) 25 50 50
Link Distance (ft) 210 224 288
Travel Time (s) 5.7 3.1 3.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-129 623 CLICK HERE to Return to Agenda
HCM 6th TWSC EAPC (2026) PM Peak hour
22: Madison St. & Project Access 3 With Improvements
The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 35 0 550 773 34
Future Vol, veh/h 0 35 0 550 773 34
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 38 0 598 840 37
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 439 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.32 ----
Pot Cap-1 Maneuver 0 566 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 566 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 11.8 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 566 - -
HCM Lane V/C Ratio - 0.067 - -
HCM Control Delay (s) - 11.8 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.2 - -
1-130 624 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings EAPC (2026) PM Peak hour
23: Madison St. & Golf Course S. Access With Improvements The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 1 1 1 233 406 1
Future Volume (vph) 1 1 1 233 406 1
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Link Speed (mph) 25 40 40
Link Distance (ft) 306 597 522
Travel Time (s) 8.3 10.2 8.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
1-131 625 CLICK HERE to Return to Agenda
HCM 6th TWSC EAPC (2026) PM Peak hour
23: Madison St. & Golf Course S. Access With Improvements The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 1 1 233 406 1
Future Vol, veh/h 1 1 1 233 406 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1 1 1 253 441 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 571 221 442 0 - 0
Stage 1 442 -----
Stage 2 129 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 451 783 1114 - - -
Stage 1 615 -----
Stage 2 883 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 451 783 1114 - - -
Mov Cap-2 Maneuver 451 -----
Stage 1 614 -----
Stage 2 883 -----
Approach EB NB SB
HCM Control Delay, s 11.3 0 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1114 - 572 - -
HCM Lane V/C Ratio 0.001 - 0.004 - -
HCM Control Delay (s) 8.2 0 11.3 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0 - -
1-132 626 CLICK HERE to Return to Agenda
Queuing and Blocking Report EAPC (2026) AM Peak hour
Club at Coral Mountain Urban Crossroads, Inc.

F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn SimTraffic Report Intersection: 18: Avenue 60 & S. Access
Movement SB
Directions Served LR
Maximum Queue (ft) 56
Average Queue (ft) 34
95th Queue (ft) 59
Link Distance (ft) 352
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 19: Madison St. & Main Access
Movement EB EB NB NB NB SB SB B51
Directions Served L R L T T T TR T
Maximum Queue (ft) 178 132 44 65 56 113 124 13
Average Queue (ft) 127 26 21 35 22 59 69 2
95th Queue (ft) 191 130 52 71 57 120 133 21
Link Distance (ft) 452 848 848 96 96 183
Upstream Blk Time (%) 2 2
Queuing Penalty (veh) 5 6
Storage Bay Dist (ft) 100 150
Storage Blk Time (%) 15 0
Queuing Penalty (veh) 3 0
Intersection: 20: Project Access 1 & Avenue 58
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 20 26
Average Queue (ft) 2 7
95th Queue (ft) 15 28
Link Distance (ft) 348
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50
Storage Blk Time (%)
Queuing Penalty (veh)
1-133 627 CLICK HERE to Return to Agenda
Queuing and Blocking Report EAPC (2026) AM Peak hour
Club at Coral Mountain Urban Crossroads, Inc.

F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) AM Imps.syn SimTraffic Report Intersection: 21: Project Access 2 & Avenue 58
Movement NB
Directions Served R
Maximum Queue (ft) 26
Average Queue (ft) 4
95th Queue (ft) 22
Link Distance (ft) 199
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 22: Madison St. & Project Access 3
Movement EB
Directions Served R
Maximum Queue (ft) 24
Average Queue (ft) 7
95th Queue (ft) 28
Link Distance (ft) 164
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 23: Madison St. & Golf Course S. Access
Movement EB
Directions Served LR
Maximum Queue (ft) 15
Average Queue (ft) 2
95th Queue (ft) 15
Link Distance (ft) 259
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 14
1-134 628 CLICK HERE to Return to Agenda
Queuing and Blocking Report EAPC (2026) PM Peak hour
The Wave - Coral Mountain Urban Crossroads, Inc.

F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn SimTraffic Report Intersection: 18: Avenue 60 & S. Access
Movement SB
Directions Served LR
Maximum Queue (ft) 49
Average Queue (ft) 31
95th Queue (ft) 56
Link Distance (ft) 352
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 19: Madison St. & Main Access
Movement EB EB NB NB NB SB SB B51 B51
Directions Served L R L T T T TR T T
Maximum Queue (ft) 141 71 76 66 47 159 180 13 54
Average Queue (ft) 98 22 43 31 18 92 114 2 11
95th Queue (ft) 154 86 76 64 49 164 188 22 49
Link Distance (ft) 452 848 848 105 105 173 173
Upstream Blk Time (%) 5 8
Queuing Penalty (veh) 20 33
Storage Bay Dist (ft) 100 150
Storage Blk Time (%) 7 0
Queuing Penalty (veh) 1 0
Intersection: 20: Project Access 1 & Avenue 58
Movement WB NB
Directions Served L LR
Maximum Queue (ft) 26 51
Average Queue (ft) 8 23
95th Queue (ft) 30 55
Link Distance (ft) 348
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
1-135 629 CLICK HERE to Return to Agenda
Queuing and Blocking Report EAPC (2026) PM Peak hour
The Wave - Coral Mountain Urban Crossroads, Inc.

F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn SimTraffic Report Intersection: 21: Project Access 2 & Avenue 58
Movement EB NB
Directions Served TR R
Maximum Queue (ft) 20 34
Average Queue (ft) 3 15
95th Queue (ft) 25 40
Link Distance (ft) 285 199
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 22: Madison St. & Project Access 3
Movement EB
Directions Served R
Maximum Queue (ft) 36
Average Queue (ft) 20
95th Queue (ft) 46
Link Distance (ft) 164
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 55
1-136 630 CLICK HERE to Return to Agenda
Queuing and Blocking Report EAPC (2026) PM Peak hour
The Wave - Coral Mountain Urban Crossroads, Inc.

F:\UXRjobs\_15100-15500\_15400\15455\Synchro\106 - EAPC (2026) PM Imps.syn SimTraffic Report Intersection: 23: Madison St. & Golf Course S. Access
Movement EB
Directions Served LR
Maximum Queue (ft) 10
Average Queue (ft) 2
95th Queue (ft) 13
Link Distance (ft) 265
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
1-137 631 CLICK HERE to Return to Agenda
Club at Coral Mountain
15455-03 Club at Coral Mtn Supplemental LOS Assessment.docx This Page Intentionally Left Blank
1-138 632 CLICK HERE to Return to Agenda
Club at Coral Mountain
15455-03 Club at Coral Mtn Supplemental LOS Assessment.docx ATTACHMENT 2:
2040 WITH PROJECT INTERSECTION OPERATIONS ANALYSIS

WORKSHEETS AND QUEUEING ANALYSIS WORKSHEETS
633 CLICK HERE to Return to Agenda
Club at Coral Mountain
15455-03 Club at Coral Mtn Supplemental LOS Assessment.docx This Page Intentionally Left Blank
634 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
1: Madison St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 322 183 38 55 188 138 40 650 121 320 1080 143 Future Volume (vph) 322 183 38 55 188 138 40 650 121 320 1080 143 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 100 100 180 180 330 160 160 50
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 276 988 288 752
Travel Time (s) 3.8 13.5 3.9 10.3
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16
Permitted Phases 8 2 6
Detector Phase 7 4 381522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s) 32.5 43.4 11.6 22.5 32.4 11.5 32.6 32.6 32.4 53.5 53.5 Total Split (%) 27.1% 36.2% 9.7% 18.8% 27.0% 9.6% 27.2% 27.2% 27.0% 44.6% 44.6% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 87.9 (73%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 1: Madison St. & Avenue 58
2-1 635 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 1: Madison St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 322 183 38 55 188 138 40 650 121 320 1080 143 Future Volume (veh/h) 322 183 38 55 188 138 40 650 121 320 1080 143 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 329 187 39 56 192 141 41 663 123 327 1102 146 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 357 674 138 86 274 633 272 810 361 574 1413 630 Arrive On Green 0.21 0.24 0.24 0.05 0.08 0.08 0.16 0.23 0.23 0.33 0.41 0.41 Sat Flow, veh/h 1734 2862 585 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 329 112 114 56 192 141 41 663 123 327 1102 146 Grp Sat Flow(s),veh/h/ln 1734 1730 1716 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 22.3 6.3 6.6 3.8 6.5 2.9 2.4 21.8 6.7 18.6 33.2 3.9 Cycle Q Clear(g_c), s 22.3 6.3 6.6 3.8 6.5 2.9 2.4 21.8 6.7 18.6 33.2 3.9 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 357 407 404 86 274 633 272 810 361 574 1413 630 V/C Ratio(X) 0.92 0.27 0.28 0.65 0.70 0.22 0.15 0.82 0.34 0.57 0.78 0.23 Avail Cap(c_a), veh/h 405 561 556 103 519 743 272 810 361 574 1413 630 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 37.5 37.6 56.0 53.9 8.8 43.7 43.5 26.8 33.1 30.8 6.4 Incr Delay (d2), s/veh 24.9 0.4 0.4 10.7 3.3 0.2 0.3 9.0 2.5 1.3 4.3 0.9 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 BackOfQ(50%),veh/ln 11.7 2.6 2.7 1.9 2.9 1.0 1.0 9.9 3.1 7.7 13.7 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.6 37.9 38.0 66.8 57.1 9.0 43.9 52.5 29.4 34.4 35.1 7.3 LnGrp LOS E D D E E A DDCCDA
Approach Vol, veh/h 555 389 827 1575
Approach Delay, s/veh 57.9 41.1 48.7 32.4
Approach LOS E D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 44.2 32.6 10.4 32.7 23.3 53.5 29.2 14.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.9 28.1 7.1 38.9 7.0 49.0 28.0 18.0 Max Q Clear Time (g_c+I1), s 20.6 23.8 5.8 8.6 4.4 35.2 24.3 8.5 Green Ext Time (p_c), s 0.6 1.7 0.0 1.1 0.0 6.3 0.4 1.0 Intersection Summary
HCM 6th Ctrl Delay 41.7
HCM 6th LOS D
2-2 636 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
1: Madison St. & Avenue 58 With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 322 183 38 55 188 138 40 650 121 320 1080 143 Future Volume (vph) 322 183 38 55 188 138 40 650 121 320 1080 143 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 100 100 180 180 330 160 160 50
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 276 988 288 752
Travel Time (s) 3.8 13.5 3.9 10.3
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16
Permitted Phases 8 2 6
Detector Phase 7 4 381522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s) 22.0 30.4 14.1 22.5 38.0 11.7 37.5 37.5 38.0 63.8 63.8 Total Split (%) 18.3% 25.3% 11.8% 18.8% 31.7% 9.8% 31.3% 31.3% 31.7% 53.2% 53.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 87.9 (73%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 1: Madison St. & Avenue 58
2-3 637 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 1: Madison St. & Avenue 58 With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 322 183 38 55 188 138 40 650 121 320 1080 143 Future Volume (veh/h) 322 183 38 55 188 138 40 650 121 320 1080 143 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 329 187 39 56 192 141 41 663 123 327 1102 146 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 390 417 85 86 274 708 279 952 424 659 1710 763 Arrive On Green 0.12 0.15 0.15 0.05 0.08 0.08 0.16 0.28 0.28 0.38 0.49 0.49 Sat Flow, veh/h 3365 2862 585 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 329 112 114 56 192 141 41 663 123 327 1102 146 Grp Sat Flow(s),veh/h/ln 1682 1730 1716 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 11.5 7.1 7.3 3.8 6.5 1.9 2.4 20.6 6.2 17.3 28.4 3.9 Cycle Q Clear(g_c), s 11.5 7.1 7.3 3.8 6.5 1.9 2.4 20.6 6.2 17.3 28.4 3.9 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 390 252 250 86 274 708 279 952 424 659 1710 763 V/C Ratio(X) 0.84 0.44 0.46 0.65 0.70 0.20 0.15 0.70 0.29 0.50 0.64 0.19 Avail Cap(c_a), veh/h 491 373 370 139 519 818 279 952 424 659 1710 763 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 46.8 46.9 56.0 53.9 8.0 43.3 39.0 23.5 28.4 22.5 6.6 Incr Delay (d2), s/veh 10.4 1.2 1.3 8.2 3.3 0.1 0.2 4.2 1.7 0.6 1.9 0.6 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 BackOfQ(50%),veh/ln 5.2 3.0 3.1 1.8 2.9 1.1 1.0 8.9 2.9 6.9 11.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.4 48.0 48.2 64.2 57.1 8.1 43.5 43.2 25.2 29.0 24.4 7.1 LnGrp LOS E D D E E A DDCCCA
Approach Vol, veh/h 555 389 827 1575
Approach Delay, s/veh 56.6 40.4 40.6 23.8
Approach LOS E D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 50.1 37.5 10.4 22.0 23.8 63.8 18.4 14.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.5 33.0 9.6 25.9 7.2 59.3 17.5 18.0 Max Q Clear Time (g_c+I1), s 19.3 22.6 5.8 9.3 4.4 30.4 13.5 8.5 Green Ext Time (p_c), s 0.8 3.2 0.0 0.9 0.0 8.7 0.4 1.0 Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D
2-4 638 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
2: Madison St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 167 167 1 1090 154 372 1367
Future Volume (vph) 167 167 1 1090 154 372 1367
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850
Storage Length (ft) 150 150 150 50 150
Storage Lanes 0 0 1 1 1
Taper Length (ft) 25 140 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 50
Link Distance (ft) 5252 767 818
Travel Time (s) 71.6 10.5 11.2
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Shared Lane Traffic (%)
Turn Type Prot Perm Prot NA Perm Prot NA
Protected Phases 3 5 2 1 6
Permitted Phases 8 2
Detector Phase 3852216
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 11.5 20.5 11.5 20.5 20.5 11.5 20.5
Total Split (s) 24.0 24.0 11.5 54.0 54.0 42.0 84.5
Total Split (%) 20.0% 20.0% 9.6% 45.0% 45.0% 35.0% 70.4% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lead Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None C-Max C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 2: Madison St. & Airport Bl.
2-5 639 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 2: Madison St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 167 167 1 1090 154 372 1367
Future Volume (veh/h) 167 167 1 1090 154 372 1367
Initial Q (Qb), veh 0 0 0000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 170 170 1112 157 380 1395
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 2 2 2222
Cap, veh/h 229 204 1442 643 609 2773
Arrive On Green 0.13 0.13 0.42 0.42 0.35 0.80
Sat Flow, veh/h 1734 1543 3551 1543 1734 3551
Grp Volume(v), veh/h 170 170 1112 157 380 1395
Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730
Q Serve(g_s), s 11.3 12.9 33.1 5.1 21.8 16.1
Cycle Q Clear(g_c), s 11.3 12.9 33.1 5.1 21.8 16.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 229 204 1442 643 609 2773
V/C Ratio(X) 0.74 0.83 0.77 0.24 0.62 0.50
Avail Cap(c_a), veh/h 289 257 1442 643 609 2773
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.97 0.97 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 50.1 50.8 30.1 9.6 32.3 4.0
Incr Delay (d2), s/veh 7.3 16.6 4.1 0.9 2.0 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.2 5.7 13.6 2.8 9.0 3.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.4 67.4 34.1 10.6 34.3 4.6
LnGrp LOS E E C B C A
Approach Vol, veh/h 340 1269 1775
Approach Delay, s/veh 62.4 31.2 11.0
Approach LOS E C B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 46.2 54.0 100.2 19.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 37.5 49.5 80.0 19.5
Max Q Clear Time (g_c+I1), s 23.8 35.1 18.1 14.9
Green Ext Time (p_c), s 0.9 6.5 13.5 0.4
Intersection Summary
HCM 6th Ctrl Delay 23.7
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.
2-6 640 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
3: Madison St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 84 583 1183 139 319 160 421 964 74 228 1012 57 Future Volume (vph) 84 583 1183 139 319 160 421 964 74 228 1012 57 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 160 150 910 150 160 120 305 150
Storage Lanes 1 1 1 1 2 1 1 0
Taper Length (ft) 80 120 120 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 50 50
Link Distance (ft) 5080 840 924 2398
Travel Time (s) 63.0 10.4 12.6 32.7
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Free Prot NA pm+ov Prot NA Perm Prot NA Protected Phases 7 4 38152 16
Permitted Phases Free 8 2
Detector Phase 7 4 38152216
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 Total Split (s) 17.2 29.0 18.2 30.0 25.2 23.6 47.6 47.6 25.2 49.2 Total Split (%) 14.3% 24.2% 15.2% 25.0% 21.0% 19.7% 39.7% 39.7% 21.0% 41.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 3: Madison St. & Avenue 54
2-7 641 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 3: Madison St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 583 1183 139 319 160 421 964 74 228 1012 57 Future Volume (veh/h) 84 583 1183 139 319 160 421 964 74 228 1012 57 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 86 595 0 142 326 163 430 984 76 233 1033 58 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 108 662 168 782 661 637 1243 554 351 1241 70 Arrive On Green 0.06 0.19 0.00 0.10 0.23 0.23 0.19 0.36 0.36 0.20 0.37 0.37 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 1734 3331 187 Grp Volume(v), veh/h 86 595 0 142 326 163 430 984 76 233 537 554 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1787 Q Serve(g_s), s 5.9 20.2 0.0 9.7 9.7 1.4 14.3 30.6 2.9 14.8 33.8 33.9 Cycle Q Clear(g_c), s 5.9 20.2 0.0 9.7 9.7 1.4 14.3 30.6 2.9 14.8 33.8 33.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 108 662 168 782 661 637 1243 554 351 644 666 V/C Ratio(X) 0.80 0.90 0.85 0.42 0.25 0.68 0.79 0.14 0.66 0.83 0.83 Avail Cap(c_a), veh/h 184 706 198 782 661 637 1243 554 351 644 666 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) 0.09 0.09 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.5 47.4 0.0 53.3 39.7 11.2 45.2 34.4 13.9 44.1 34.2 34.2 Incr Delay (d2), s/veh 1.2 1.6 0.0 24.2 0.4 0.2 2.8 5.2 0.5 4.6 12.0 11.7 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 BackOfQ(50%),veh/ln 2.5 8.4 0.0 5.2 4.0 1.7 6.0 13.0 1.4 6.6 15.5 15.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.7 49.0 0.0 77.5 40.1 11.4 48.0 39.6 14.4 48.7 46.2 45.9 LnGrp LOS E D E D B D D B D D D
Approach Vol, veh/h 681 A 631 1490 1324
Approach Delay, s/veh 49.9 41.1 40.8 46.5
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 28.8 47.6 16.1 27.5 27.2 49.2 12.0 31.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.7 43.1 13.7 24.5 19.1 44.7 12.7 25.5 Max Q Clear Time (g_c+I1), s 16.8 32.6 11.7 22.2 16.3 35.9 7.9 11.7 Green Ext Time (p_c), s 0.2 4.6 0.1 0.8 0.5 4.1 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 44.2
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 2-8 642 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
4: Madison St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 100 748 122 87 622 137 236 921 65 173 1009 115 Future Volume (vph) 100 748 122 87 622 137 236 921 65 173 1009 115 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 435 50 200 325 160 160 255 50
Storage Lanes 1 1 1 1 2 1 2 1
Taper Length (ft) 105 120 140 160
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 55 50 50
Link Distance (ft) 1169 798 1237 1379
Travel Time (s) 17.7 9.9 16.9 18.8
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s) 16.0 40.0 40.0 15.0 39.0 39.0 17.0 49.0 49.0 16.0 48.0 48.0 Total Split (%) 13.3% 33.3% 33.3% 12.5% 32.5% 32.5% 14.2% 40.8% 40.8% 13.3% 40.0% 40.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85
Control Type: Actuated-Coordinated
Splits and Phases: 4: Madison St. & Avenue 52
2-9 643 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 4: Madison St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 748 122 87 622 137 236 921 65 173 1009 115 Future Volume (veh/h) 100 748 122 87 622 137 236 921 65 173 1009 115 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 102 763 124 89 635 140 241 940 66 177 1030 117 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 126 1160 517 111 1130 504 297 1283 572 269 1254 559 Arrive On Green 0.07 0.34 0.34 0.06 0.33 0.33 0.09 0.37 0.37 0.08 0.36 0.36 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 102 763 124 89 635 140 241 940 66 177 1030 117 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 7.0 22.6 5.3 6.1 18.2 6.2 8.4 28.2 2.6 6.1 32.4 4.8 Cycle Q Clear(g_c), s 7.0 22.6 5.3 6.1 18.2 6.2 8.4 28.2 2.6 6.1 32.4 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 126 1160 517 111 1130 504 297 1283 572 269 1254 559 V/C Ratio(X) 0.81 0.66 0.24 0.80 0.56 0.28 0.81 0.73 0.12 0.66 0.82 0.21 Avail Cap(c_a), veh/h 166 1160 517 152 1130 504 350 1283 572 322 1254 559 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.8 34.0 16.4 55.4 33.3 17.7 53.7 32.6 15.1 53.6 34.7 15.6 Incr Delay (d2), s/veh 19.7 2.9 1.1 18.9 2.0 1.4 11.7 3.7 0.4 3.7 6.1 0.8 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 BackOfQ(50%),veh/ln 3.7 9.6 2.5 3.1 7.5 3.0 3.9 11.7 1.2 2.6 13.9 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.5 37.0 17.5 74.3 35.3 19.1 65.4 36.3 15.5 57.3 40.8 16.4 LnGrp LOS E D B E D B E D B E D B
Approach Vol, veh/h 989 864 1247 1324
Approach Delay, s/veh 38.4 36.7 40.8 40.9
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.1 49.0 12.2 44.7 15.1 48.0 13.2 43.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 44.5 10.5 35.5 12.5 43.5 11.5 34.5 Max Q Clear Time (g_c+I1), s 8.1 30.2 8.1 24.6 10.4 34.4 9.0 20.2 Green Ext Time (p_c), s 0.2 5.2 0.0 3.9 0.2 4.5 0.0 3.6 Intersection Summary
HCM 6th Ctrl Delay 39.5
HCM 6th LOS D
2-10 644 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
5: Madison St. & Avenue 50/50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 165 546 86 39 626 124 225 895 82 296 1250 253 Future Volume (vph) 165 546 86 39 626 124 225 895 82 296 1250 253 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 305 210 300 240 290 220 200 200
Storage Lanes 1 1 1 1 2 1 2 1
Taper Length (ft) 120 90 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 50 50 50
Link Distance (ft) 579 1049 1270 550
Travel Time (s) 8.8 14.3 17.3 7.5
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 5 2 16738 74
Permitted Phases 2684
Detector Phase 522167388744
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 30.5 30.5 11.5 30.5 11.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s) 20.0 40.4 40.4 11.6 32.0 21.9 15.0 46.1 46.1 21.9 53.0 53.0 Total Split (%) 16.7% 33.7% 33.7% 9.7% 26.7% 18.3% 12.5% 38.4% 38.4% 18.3% 44.2% 44.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None None Max Max None Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 77.7 (65%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 95
Control Type: Actuated-Coordinated
Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 2-11 645 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 5: Madison St. & Avenue 50/50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 165 546 86 39 626 124 225 895 82 296 1250 253 Future Volume (veh/h) 165 546 86 39 626 124 225 895 82 296 1250 253 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 168 557 88 40 639 127 230 913 84 302 1276 258 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 194 1104 492 75 865 604 282 1724 535 476 1398 624 Arrive On Green 0.13 0.38 0.38 0.05 0.30 0.30 0.10 0.42 0.42 0.17 0.49 0.49 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 4972 1543 3365 3460 1543 Grp Volume(v), veh/h 168 557 88 40 639 127 230 913 84 302 1276 258 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1657 1543 1682 1730 1543 Q Serve(g_s), s 11.4 14.8 3.5 2.7 19.9 1.5 8.0 16.5 3.3 10.0 40.9 8.9 Cycle Q Clear(g_c), s 11.4 14.8 3.5 2.7 19.9 1.5 8.0 16.5 3.3 10.0 40.9 8.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 194 1104 492 75 865 604 282 1724 535 476 1398 624 V/C Ratio(X) 0.87 0.50 0.18 0.54 0.74 0.21 0.81 0.53 0.16 0.63 0.91 0.41 Avail Cap(c_a), veh/h 224 1104 492 103 865 604 294 1724 535 488 1398 624 HCM Platoon Ratio 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.1 29.8 15.6 55.7 38.5 10.3 53.0 27.7 16.2 46.9 28.9 10.2 Incr Delay (d2), s/veh 25.6 1.6 0.8 5.9 5.6 0.8 15.5 1.2 0.6 2.6 10.6 2.0 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 BackOfQ(50%),veh/ln 6.1 5.9 1.7 1.3 8.4 1.3 3.8 6.0 1.5 4.1 16.5 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.7 31.4 16.4 61.6 44.1 11.1 68.6 28.9 16.8 49.5 39.5 12.3 LnGrp LOS E C B E D B E C B D D B
Approach Vol, veh/h 813 806 1227 1836
Approach Delay, s/veh 39.2 39.7 35.5 37.3
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.7 42.8 14.6 53.0 17.9 34.5 21.5 46.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.1 35.9 10.5 48.5 15.5 27.5 17.4 41.6 Max Q Clear Time (g_c+I1), s 4.7 16.8 10.0 42.9 13.4 21.9 12.0 18.5 Green Ext Time (p_c), s 0.0 3.5 0.0 3.9 0.1 2.1 0.5 6.2 Intersection Summary
HCM 6th Ctrl Delay 37.6
HCM 6th LOS D
2-12 646 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
6: Jefferson St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 10 13 43 8 771 5 249 29 1778 194 27 Future Volume (vph) 8 10 13 43 8 771 5 249 29 1778 194 27 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 110 110 140 140 150 150 240 0
Storage Lanes 0 1 1 0 1 1 2 1
Taper Length (ft) 0 110 90 140
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 531 5080 436 1277
Travel Time (s) 6.6 63.0 5.4 15.8
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16
Permitted Phases 4826
Detector Phase 744381522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 11.5 22.5 22.5 11.5 22.5 63.0 22.5 23.0 23.0 63.0 63.5 63.5 Total Split (%) 9.6% 18.8% 18.8% 9.6% 18.8% 52.5% 18.8% 19.2% 19.2% 52.5% 52.9% 52.9% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Max Max C-Max C-Max Max Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 22.5 (19%), Referenced to phase 2:NBT, Start of Yellow Natural Cycle: 130
Control Type: Actuated-Coordinated
Splits and Phases: 6: Jefferson St. & Avenue 54
2-13 647 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 6: Jefferson St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 10 13 43 8 771 5 249 29 1778 194 27 Future Volume (veh/h) 8 10 13 43 8 771 5 249 29 1778 194 27 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 8 10 13 44 8 787 5 254 30 1814 198 28 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 24 106 90 78 163 1853 442 533 238 1994 1701 759 Arrive On Green 0.01 0.06 0.06 0.04 0.09 0.09 0.26 0.15 0.15 0.59 0.49 0.49 Sat Flow, veh/h 1734 1821 1543 1734 1821 2716 1734 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 8 10 13 44 8 787 5 254 30 1814 198 28 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1358 1734 1730 1543 1682 1730 1543 Q Serve(g_s), s 0.5 0.6 0.6 3.0 0.5 2.5 0.3 8.0 1.7 57.2 3.7 0.9 Cycle Q Clear(g_c), s 0.5 0.6 0.6 3.0 0.5 2.5 0.3 8.0 1.7 57.2 3.7 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 24 106 90 78 163 1853 442 533 238 1994 1701 759 V/C Ratio(X) 0.34 0.09 0.14 0.57 0.05 0.42 0.01 0.48 0.13 0.91 0.12 0.04 Avail Cap(c_a), veh/h 101 273 232 101 273 2017 442 533 238 1994 1701 759 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 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.6 53.5 22.6 56.2 50.0 3.3 33.4 46.3 32.2 21.6 16.4 10.8 Incr Delay (d2), s/veh 8.2 0.4 0.7 4.5 0.1 0.1 0.0 3.0 1.1 7.7 0.1 0.1 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 BackOfQ(50%),veh/ln 0.3 0.3 0.4 1.4 0.2 1.4 0.1 3.5 0.8 20.9 1.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.8 53.9 23.4 60.7 50.0 3.4 33.4 49.4 33.3 29.3 16.6 10.9 LnGrp LOS E D C E D A CDCCBB
Approach Vol, veh/h 31 839 289 2040
Approach Delay, s/veh 44.4 6.9 47.4 27.8
Approach LOS D A D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 75.6 23.0 9.9 11.5 35.1 63.5 6.1 15.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 58.5 18.5 7.0 18.0 18.0 59.0 7.0 18.0 Max Q Clear Time (g_c+I1), s 59.2 10.0 5.0 2.6 2.3 5.7 2.5 4.5 Green Ext Time (p_c), s 0.0 0.9 0.0 0.0 0.0 1.2 0.0 2.8 Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
2-14 648 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
7: Jefferson St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 140 572 664 59 515 428 336 592 60 390 1106 187 Future Volume (vph) 140 572 664 59 515 428 336 592 60 390 1106 187 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph) 50 50 50 55
Link Distance (ft) 709 813 334 462
Travel Time (s) 9.7 11.1 4.6 5.7
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Sign Control Yield Yield Yield Yield
Intersection Summary
Area Type: Other
Control Type: Roundabout
2-15 649 CLICK HERE to Return to Agenda
MITIG8 - 2040WP_AM Thu May 25, 2023 19:33:00 Page 1-1
-------------------------------------------------------------------------------- Club at Coral Mountain TIA (JN:15455)
2040 With Project
AM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
FHWA Roundabout Method (Future Volume Alternative)
******************************************************************************** Intersection #7 Jefferson St. / Avenue 52
******************************************************************************** Average Delay (sec/veh): 5.9 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Yield Sign Yield Sign Yield Sign Yield Sign
Lanes: 2 2 3 3
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 336 592 60 390 1106 187 140 572 664 59 515 428 Growth 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 Initial Bse: 336 592 60 390 1106 187 140 572 664 59 515 428 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 336 592 60 390 1106 187 140 572 664 59 515 428 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.00 PHF Volume: 343 604 61 398 1129 191 143 584 0 60 526 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 343 604 61 398 1129 191 143 584 0 60 526 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 343 604 61 398 1129 191 143 584 0 60 526 0 ------------|---------------||---------------||---------------||---------------| PCE Module:

AutoPCE: 343 604 61 398 1129 191 143 584 0 60 526 0
TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0
ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0
BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0
AdjVolume: 343 604 61 398 1129 191 143 584 0 60 526 0
------------|---------------||---------------||---------------||---------------| Delay Module: >> Time Period: 0.25 hours <<
CircVolume: 398 343 1527 947
MaxVolume: 2137 2177 xxxxxx xxxxxx
PedVolume: 0 0 0 0
AdjMaxVol: 2137 2177 xxxxxx xxxxxx
ApproachVol: 1008 1717 xxxxxx xxxxxx
ApproachV/C: 0.47 0.79 1.00 1.00
ApproachDel: 3.2 7.5 xxxxxx xxxxxx
ApproachLOS: A A * *
Queue: 2.6 9.6 xxxx xxxx
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2-16 650 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
8: Jefferson St. & Pomelo
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 37 1 2 4 1 16 13 1047 13 40 1657 51 Future Volume (vph) 37 1 2 4 1 16 13 1047 13 40 1657 51 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 0 0 0 0 160 0 180 0
Storage Lanes 0 1 0 1 1 0 1 0
Taper Length (ft) 60 60 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 25 25 55 55
Link Distance (ft) 509 561 1820 1343
Travel Time (s) 13.9 15.3 22.6 16.6
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8 8
Detector Phase 44488852 16
Switch Phase
Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 18.0 54.0 18.0 54.0 Total Split (%) 40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 45.0% 15.0% 45.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None C-Min None C-Min Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 8: Jefferson St. & Pomelo
2-17 651 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 8: Jefferson St. & Pomelo
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 1 2 4 1 16 13 1047 13 40 1657 51 Future Volume (veh/h) 37 1 2 4 1 16 13 1047 13 40 1657 51 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 1 2 4 1 16 13 1068 13 41 1691 52 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 62 1 182 55 8 182 61 3265 40 129 3391 104
Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.04 0.64 0.64 0.15 1.00 1.00 Sat Flow, veh/h 19 7 1543 10 67 1543 1734 5063 62 1734 4956 152 Grp Volume(v), veh/h 39 0 2 5 0 16 13 699 382 41 1131 612 Grp Sat Flow(s),veh/h/ln 27 0 1543 76 0 1543 1734 1657 1810 1734 1657 1794 Q Serve(g_s), s 0.2 0.0 0.1 0.0 0.0 1.1 0.9 11.4 11.4 2.5 0.0 0.0 Cycle Q Clear(g_c), s 14.2 0.0 0.1 14.1 0.0 1.1 0.9 11.4 11.4 2.5 0.0 0.0 Prop In Lane 0.97 1.00 0.80 1.00 1.00 0.03 1.00 0.08
Lane Grp Cap(c), veh/h 62 0 182 63 0 182 61 2137 1167 129 2268 1227 V/C Ratio(X) 0.63 0.00 0.01 0.08 0.00 0.09 0.21 0.33 0.33 0.32 0.50 0.50 Avail Cap(c_a), veh/h 388 0 540 406 0 540 173 2137 1167 173 2268 1227 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.47 0.47 0.47 Uniform Delay (d), s/veh 59.7 0.0 46.7 47.6 0.0 47.2 56.3 9.6 9.6 48.3 0.0 0.0 Incr Delay (d2), s/veh 19.9 0.0 0.1 1.1 0.0 0.4 3.7 0.4 0.7 1.4 0.4 0.7 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 BackOfQ(50%),veh/ln 1.5 0.0 0.1 0.2 0.0 0.5 0.4 3.6 4.0 1.1 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.6 0.0 46.8 48.7 0.0 47.6 59.9 10.0 10.3 49.7 0.4 0.7 LnGrp LOS E A D D A D E A B D A A
Approach Vol, veh/h 41 21 1094 1784
Approach Delay, s/veh 78.0 47.9 10.7 1.6
Approach LOS E D B A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.9 84.8 20.3 10.2 89.5 20.3
Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0
Max Green Setting (Gmax), s 12.0 46.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 4.5 13.4 16.2 2.9 2.0 16.1 Green Ext Time (p_c), s 0.1 14.3 0.3 0.0 30.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 6.4
HCM 6th LOS A
2-18 652 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
9: Jefferson St. & Avenue 50
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 256 347 81 236 390 385 140 857 108 359 1440 362 Future Volume (vph) 256 347 81 236 390 385 140 857 108 359 1440 362 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 245 100 105 0 360 220 280 230
Storage Lanes 2 1 2 1 1 1 2 1
Taper Length (ft) 120 60 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 45 55 55
Link Distance (ft) 693 995 1343 697
Travel Time (s) 9.5 15.1 16.6 8.6
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s) 18.0 37.0 37.0 20.0 39.0 39.0 18.0 41.0 41.0 22.0 45.0 45.0 Total Split (%) 15.0% 30.8% 30.8% 16.7% 32.5% 32.5% 15.0% 34.2% 34.2% 18.3% 37.5% 37.5% Yellow Time (s) 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115
Control Type: Actuated-Coordinated
Splits and Phases: 9: Jefferson St. & Avenue 50
2-19 653 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 9: Jefferson St. & Avenue 50
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 256 347 81 236 390 385 140 857 108 359 1440 362 Future Volume (veh/h) 256 347 81 236 390 385 140 857 108 359 1440 362 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 354 83 241 398 393 143 874 110 366 1469 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 336 916 408 336 916 408 172 1116 346 584 1547 480 Arrive On Green 0.15 0.40 0.40 0.15 0.40 0.40 0.15 0.34 0.34 0.26 0.47 0.47 Sat Flow, veh/h 3365 3460 1543 3365 3460 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 354 83 241 398 393 143 874 110 366 1469 369 Grp Sat Flow(s),veh/h/ln 1682 1730 1543 1682 1730 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 9.0 8.7 4.2 8.2 10.1 17.7 9.6 19.0 4.6 11.5 34.0 23.9 Cycle Q Clear(g_c), s 9.0 8.7 4.2 8.2 10.1 17.7 9.6 19.0 4.6 11.5 34.0 23.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 336 916 408 336 916 408 172 1116 346 584 1547 480 V/C Ratio(X) 0.78 0.39 0.20 0.72 0.43 0.96 0.83 0.78 0.32 0.63 0.95 0.77 Avail Cap(c_a), veh/h 336 916 408 393 916 408 173 1388 431 584 1554 482 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.7 29.2 27.9 49.4 29.6 12.6 50.1 37.2 17.4 41.0 31.1 28.4 Incr Delay (d2), s/veh 10.4 1.2 1.1 3.8 1.5 36.0 25.2 2.7 0.7 1.6 12.9 7.8 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 BackOfQ(50%),veh/ln 4.0 3.4 1.6 3.4 4.0 8.6 5.0 6.7 2.3 4.4 12.2 8.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.2 30.5 29.0 53.2 31.1 48.6 75.3 39.8 18.1 42.6 44.0 36.2 LnGrp LOS E CCDCDEDBDDD
Approach Vol, veh/h 698 1032 1127 2204
Approach Delay, s/veh 41.4 42.9 42.2 42.4
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 28.3 34.4 18.0 39.3 17.9 44.8 18.0 39.3 Change Period (Y+Rc), s 7.5 * 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 16.0 * 34 14.0 29.5 12.0 37.5 12.0 31.5 Max Q Clear Time (g_c+I1), s 13.5 21.0 10.2 10.7 11.6 36.0 11.0 19.7 Green Ext Time (p_c), s 0.1 5.9 0.1 4.0 0.0 1.4 0.1 5.4 Intersection Summary
HCM 6th Ctrl Delay 42.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2-20 654 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
10: Avenue 60 & Madison St.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 375 411 1 1 672 270 1 2 1 351 1 789 Future Volume (vph) 375 411 1 1 672 270 1 2 1 351 1 789 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 0 150 150 150 0 150 150
Storage Lanes 2 0 1 1 0 0 2 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 40 40 25 40
Link Distance (ft) 973 661 281 437
Travel Time (s) 16.6 11.3 7.7 7.4
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Perm NA Prot NA pm+ov
Protected Phases 5 2 1 6 8 7 4 5
Permitted Phases 6 8 4
Detector Phase 5 2 16688 745
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 11.5 Total Split (s) 41.0 63.5 11.5 34.0 34.0 22.5 22.5 22.5 45.0 41.0 Total Split (%) 34.2% 52.9% 9.6% 28.3% 28.3% 18.8% 18.8% 18.8% 37.5% 34.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None None None Max Max Max Max None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 10: Avenue 60 & Madison St.
2-21 655 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 10: Avenue 60 & Madison St.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 375 411 1 1 672 270 1 2 1 351 1 789 Future Volume (veh/h) 375 411 1 1 672 270 1 2 1 351 1 789 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 383 419 1 1 686 276 1 2 1 358 1 805 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 467 1941 5 3 1513 641 70 125 52 520 615 729
Arrive On Green 0.13 0.55 0.55 0.00 0.42 0.42 0.15 0.15 0.15 0.15 0.34 0.34 Sat Flow, veh/h 3469 3541 8 1734 3642 1543 214 832 349 3469 1821 1543 Grp Volume(v), veh/h 383 205 215 1 686 276 4 0 0 358 1 805 Grp Sat Flow(s),veh/h/ln 1734 1730 1820 1734 1821 1543 1395 0 0 1734 1821 1543 Q Serve(g_s), s 12.9 7.3 7.3 0.1 16.3 9.4 0.0 0.0 0.0 11.7 0.0 40.5 Cycle Q Clear(g_c), s 12.9 7.3 7.3 0.1 16.3 9.4 0.2 0.0 0.0 11.7 0.0 40.5 Prop In Lane 1.00 0.00 1.00 1.00 0.25 0.25 1.00 1.00
Lane Grp Cap(c), veh/h 467 948 997 3 1513 641 247 0 0 520 615 729 V/C Ratio(X) 0.82 0.22 0.22 0.30 0.45 0.43 0.02 0.00 0.00 0.69 0.00 1.10 Avail Cap(c_a), veh/h 1055 948 997 101 1513 641 247 0 0 520 615 729 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 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.5 13.9 13.9 59.8 25.3 9.5 43.5 0.0 0.0 48.3 26.3 31.7 Incr Delay (d2), s/veh 3.6 0.5 0.5 44.3 0.2 0.5 0.1 0.0 0.0 7.3 0.0 65.7 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 BackOfQ(50%),veh/ln 5.7 2.9 3.0 0.1 6.9 3.2 0.1 0.0 0.0 5.5 0.0 33.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.1 14.4 14.4 104.2 25.5 9.9 43.6 0.0 0.0 55.6 26.4 97.4 LnGrp LOS D B B F C A D A A E C F
Approach Vol, veh/h 803 963 4 1164
Approach Delay, s/veh 33.3 21.1 43.6 84.5
Approach LOS C C D F
Timer - Assigned Phs 1 2 45678
Phs Duration (G+Y+Rc), s 4.7 70.3 45.0 20.7 54.3 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 7.0 59.0 40.5 36.5 29.5 18.0 18.0 Max Q Clear Time (g_c+I1), s 2.1 9.3 42.5 14.9 18.3 13.7 2.2 Green Ext Time (p_c), s 0.0 2.5 0.0 1.3 4.1 0.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 49.6
HCM 6th LOS D
2-22 656 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
11: Monroe St. & Avenue 60/60th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 150 225 373 18 268 284 279 545 39 183 434 296 Future Volume (vph) 150 225 373 18 268 284 279 545 39 183 434 296 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 0 150 150 100 150 320 150
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 50 50
Link Distance (ft) 598 1045 1022 1291
Travel Time (s) 9.1 15.8 13.9 17.6
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA
Protected Phases 7 4 38152 16
Permitted Phases 8
Detector Phase 7 4 38152 16
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 Total Split (s) 21.0 39.5 11.5 30.0 26.5 32.0 42.5 26.5 37.0 Total Split (%) 17.5% 32.9% 9.6% 25.0% 22.1% 26.7% 35.4% 22.1% 30.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 2-23 657 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 225 373 18 268 284 279 545 39 183 434 296 Future Volume (veh/h) 150 225 373 18 268 284 279 545 39 183 434 296 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 153 230 381 18 273 290 285 556 40 187 443 302 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 180 464 414 46 347 486 314 1411 101 216 739 500 Arrive On Green 0.10 0.27 0.27 0.03 0.19 0.19 0.18 0.43 0.43 0.12 0.37 0.37 Sat Flow, veh/h 1734 1730 1543 1734 1821 1543 1734 3274 235 1734 1974 1337 Grp Volume(v), veh/h 153 230 381 18 273 290 285 293 303 187 388 357 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1730 1779 1734 1730 1580 Q Serve(g_s), s 10.4 13.5 28.8 1.2 17.1 19.0 19.3 13.9 14.0 12.7 21.7 21.9 Cycle Q Clear(g_c), s 10.4 13.5 28.8 1.2 17.1 19.0 19.3 13.9 14.0 12.7 21.7 21.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 0.85
Lane Grp Cap(c), veh/h 180 464 414 46 347 486 314 746 767 216 648 592 V/C Ratio(X) 0.85 0.50 0.92 0.39 0.79 0.60 0.91 0.39 0.39 0.87 0.60 0.60 Avail Cap(c_a), veh/h 238 505 450 101 387 520 397 746 767 318 648 592 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 37.1 42.7 57.5 46.2 34.7 48.1 23.4 23.4 51.6 30.3 30.3 Incr Delay (d2), s/veh 19.3 0.8 23.2 5.4 9.3 1.7 20.8 1.6 1.5 15.3 4.1 4.5 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 BackOfQ(50%),veh/ln 5.4 5.6 13.2 0.6 8.4 7.1 9.8 5.7 5.9 6.2 9.3 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.1 37.9 65.8 62.9 55.6 36.3 68.9 24.9 24.9 66.8 34.3 34.9 LnGrp LOS E D E E E D E C C E C C
Approach Vol, veh/h 764 581 881 932
Approach Delay, s/veh 58.7 46.2 39.2 41.1
Approach LOS E D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.4 56.2 7.7 36.7 26.2 49.4 17.0 27.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.0 38.0 7.0 35.0 27.5 32.5 16.5 25.5 Max Q Clear Time (g_c+I1), s 14.7 16.0 3.2 30.8 21.3 23.9 12.4 21.0 Green Ext Time (p_c), s 0.3 3.1 0.0 1.4 0.4 2.8 0.1 1.1 Intersection Summary
HCM 6th Ctrl Delay 45.7
HCM 6th LOS D
2-24 658 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
11: Monroe St. & Avenue 60/60th Avenue With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 150 225 373 18 268 284 279 545 39 183 434 296 Future Volume (vph) 150 225 373 18 268 284 279 545 39 183 434 296 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 150 150 100 150 320 150
Storage Lanes 1 1 1 1 1 0 1 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 50 50
Link Distance (ft) 598 1045 1022 1291
Travel Time (s) 9.1 15.8 13.9 17.6
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA Perm Protected Phases 74538152 16
Permitted Phases 4 8 6
Detector Phase 74538152 166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 22.5 Total Split (s) 25.0 37.0 39.0 12.0 24.0 28.0 39.0 43.0 28.0 32.0 32.0 Total Split (%) 20.8% 30.8% 32.5% 10.0% 20.0% 23.3% 32.5% 35.8% 23.3% 26.7% 26.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 2-25 659 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 225 373 18 268 284 279 545 39 183 434 296 Future Volume (veh/h) 150 225 373 18 268 284 279 545 39 183 434 296 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 153 230 381 18 273 290 285 556 40 187 443 302 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 181 833 653 46 562 443 317 1500 108 216 1385 618 Arrive On Green 0.10 0.24 0.24 0.03 0.16 0.16 0.18 0.46 0.46 0.12 0.40 0.40 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 1734 3274 235 1734 3460 1543 Grp Volume(v), veh/h 153 230 381 18 273 290 285 293 303 187 443 302 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1734 1730 1779 1734 1730 1543 Q Serve(g_s), s 10.4 6.5 22.7 1.2 8.6 19.5 19.3 13.3 13.3 12.7 10.6 17.5 Cycle Q Clear(g_c), s 10.4 6.5 22.7 1.2 8.6 19.5 19.3 13.3 13.3 12.7 10.6 17.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00
Lane Grp Cap(c), veh/h 181 833 653 46 562 443 317 793 815 216 1385 618 V/C Ratio(X) 0.84 0.28 0.58 0.39 0.49 0.65 0.90 0.37 0.37 0.86 0.32 0.49 Avail Cap(c_a), veh/h 296 937 700 108 562 443 499 793 815 340 1385 618 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.8 37.1 26.5 57.5 45.7 37.5 48.0 21.2 21.2 51.5 24.7 26.8 Incr Delay (d2), s/veh 11.2 0.2 1.1 5.4 0.7 3.4 12.9 1.3 1.3 13.0 0.6 2.8 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 BackOfQ(50%),veh/ln 5.0 2.7 8.1 0.6 3.7 7.6 9.1 5.3 5.5 6.1 4.2 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.0 37.2 27.6 62.9 46.3 41.0 60.9 22.5 22.5 64.5 25.4 29.6 LnGrp LOS E D C E D D E C C E C C
Approach Vol, veh/h 764 581 881 932
Approach Delay, s/veh 37.8 44.2 34.9 34.6
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.5 59.5 7.7 33.4 26.4 52.5 17.0 24.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 38.5 7.5 32.5 34.5 27.5 20.5 19.5 Max Q Clear Time (g_c+I1), s 14.7 15.3 3.2 24.7 21.3 19.5 12.4 21.5 Green Ext Time (p_c), s 0.3 3.1 0.0 1.7 0.6 2.3 0.2 0.0 Intersection Summary
HCM 6th Ctrl Delay 37.2
HCM 6th LOS D
2-26 660 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
12: Monroe St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 121 345 129 344 102 104 139 603 276 134 939 75 Future Volume (vph) 121 345 129 344 102 104 139 603 276 134 939 75 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 150 0 150 150 150 150
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 30 50 50
Link Distance (ft) 670 732 913 1519
Travel Time (s) 9.1 16.6 12.5 20.7
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 2
Detector Phase 7 4 3 8 52216
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s) 20.8 23.0 33.0 35.2 17.0 41.6 41.6 22.4 47.0 Total Split (%) 17.3% 19.2% 27.5% 29.3% 14.2% 34.7% 34.7% 18.7% 39.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 12: Monroe St. & Avenue 58
2-27 661 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 12: Monroe St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 121 345 129 344 102 104 139 603 276 134 939 75 Future Volume (veh/h) 121 345 129 344 102 104 139 603 276 134 939 75 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 123 352 132 351 104 106 142 615 282 137 958 77 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 149 381 141 378 495 441 168 1327 592 164 1237 99 Arrive On Green 0.09 0.15 0.15 0.22 0.29 0.29 0.10 0.38 0.38 0.09 0.38 0.38 Sat Flow, veh/h 1734 2474 913 1734 1730 1543 1734 3460 1543 1734 3244 261 Grp Volume(v), veh/h 123 244 240 351 104 106 142 615 282 137 511 524 Grp Sat Flow(s),veh/h/ln 1734 1730 1657 1734 1730 1543 1734 1730 1543 1734 1730 1774 Q Serve(g_s), s 8.4 16.7 17.2 23.8 5.5 6.3 9.7 16.0 16.5 9.3 31.1 31.1 Cycle Q Clear(g_c), s 8.4 16.7 17.2 23.8 5.5 6.3 9.7 16.0 16.5 9.3 31.1 31.1 Prop In Lane 1.00 0.55 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 149 267 255 378 495 441 168 1327 592 164 660 677 V/C Ratio(X) 0.82 0.92 0.94 0.93 0.21 0.24 0.85 0.46 0.48 0.83 0.77 0.77 Avail Cap(c_a), veh/h 236 267 255 412 495 441 181 1327 592 259 660 677 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.9 50.0 50.2 46.0 32.6 32.8 53.3 27.7 27.9 53.4 32.6 32.6 Incr Delay (d2), s/veh 12.3 33.9 39.7 26.3 0.2 0.3 28.2 1.2 2.7 12.4 8.6 8.4 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 BackOfQ(50%),veh/ln 4.0 9.4 9.6 13.0 2.3 2.4 5.4 6.5 6.5 4.5 13.8 14.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.2 83.8 89.9 72.3 32.8 33.1 81.5 28.9 30.6 65.8 41.2 41.0 LnGrp LOS E F F E C C F C C E D D
Approach Vol, veh/h 607 561 1039 1172
Approach Delay, s/veh 82.7 57.6 36.6 44.0
Approach LOS F E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.9 50.5 30.6 23.0 16.1 50.3 14.8 38.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 17.9 37.1 28.5 18.5 12.5 42.5 16.3 30.7 Max Q Clear Time (g_c+I1), s 11.3 18.5 25.8 19.2 11.7 33.1 10.4 8.3 Green Ext Time (p_c), s 0.2 4.4 0.3 0.0 0.0 4.0 0.1 1.2 Intersection Summary
HCM 6th Ctrl Delay 50.9
HCM 6th LOS D
2-28 662 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
12: Monroe St. & Avenue 58 With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 121 345 129 344 102 104 139 603 276 134 939 75 Future Volume (vph) 121 345 129 344 102 104 139 603 276 134 939 75 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 150 0 150 150 150 150
Storage Lanes 1 1 1 0 2 1 2 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 30 50 50
Link Distance (ft) 670 732 913 1519
Travel Time (s) 9.1 16.6 12.5 20.7
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA pm+ov Prot NA
Protected Phases 7 4 3 8 52316
Permitted Phases 4 2
Detector Phase 74438 52316
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 22.5 11.5 22.5 11.5 22.5 11.5 11.5 22.5 Total Split (s) 20.8 22.6 22.6 36.0 37.8 12.2 47.2 36.0 14.2 49.2 Total Split (%) 17.3% 18.8% 18.8% 30.0% 31.5% 10.2% 39.3% 30.0% 11.8% 41.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 12: Monroe St. & Avenue 58
2-29 663 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 12: Monroe St. & Avenue 58 With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 121 345 129 344 102 104 139 603 276 134 939 75 Future Volume (veh/h) 121 345 129 344 102 104 139 603 276 134 939 75 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 123 352 132 351 104 106 142 615 282 137 958 77 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 149 429 191 381 445 397 195 1553 1032 194 1456 117 Arrive On Green 0.09 0.12 0.12 0.22 0.26 0.26 0.06 0.45 0.45 0.06 0.45 0.45 Sat Flow, veh/h 1734 3460 1543 1734 1730 1543 3365 3460 1543 3365 3244 261 Grp Volume(v), veh/h 123 352 132 351 104 106 142 615 282 137 511 524 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1774 Q Serve(g_s), s 8.4 11.9 9.8 23.8 5.7 6.6 5.0 14.3 8.9 4.8 27.7 27.7 Cycle Q Clear(g_c), s 8.4 11.9 9.8 23.8 5.7 6.6 5.0 14.3 8.9 4.8 27.7 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 149 429 191 381 445 397 195 1553 1032 194 776 796 V/C Ratio(X) 0.82 0.82 0.69 0.92 0.23 0.27 0.73 0.40 0.27 0.71 0.66 0.66 Avail Cap(c_a), veh/h 236 522 233 455 480 428 216 1553 1032 272 776 796 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.9 51.3 50.4 45.8 35.2 35.5 55.6 22.2 8.1 55.5 25.9 25.9 Incr Delay (d2), s/veh 12.3 8.5 6.5 22.0 0.3 0.4 10.6 0.8 0.7 4.8 4.3 4.2 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 BackOfQ(50%),veh/ln 4.0 5.5 4.1 12.5 2.5 2.5 2.3 5.6 3.0 2.1 11.5 11.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.2 59.8 56.8 67.9 35.5 35.9 66.2 22.9 8.7 60.3 30.2 30.1 LnGrp LOS EEEEDDECAECC
Approach Vol, veh/h 607 561 1039 1172
Approach Delay, s/veh 60.5 55.8 25.0 33.7
Approach LOS E E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.4 58.4 30.8 19.4 11.4 58.4 14.8 35.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.7 42.7 31.5 18.1 7.7 44.7 16.3 33.3 Max Q Clear Time (g_c+I1), s 6.8 16.3 25.8 13.9 7.0 29.7 10.4 8.6 Green Ext Time (p_c), s 0.1 4.9 0.6 1.0 0.0 5.2 0.1 1.2 Intersection Summary
HCM 6th Ctrl Delay 39.5
HCM 6th LOS D
2-30 664 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
13: Monroe St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 32 391 97 54 224 235 49 789 94 234 936 65 Future Volume (vph) 32 391 97 54 224 235 49 789 94 234 936 65 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 280 150 150 150 105 150 160 50
Storage Lanes 1 0 1 1 1 0 1 1
Taper Length (ft) 60 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 5252 1251 918 726
Travel Time (s) 71.6 17.1 12.5 9.9
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Perm
Protected Phases 7 4 38152 16
Permitted Phases 8 6
Detector Phase 7 4 38152 166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 22.5 Total Split (s) 11.6 28.0 13.0 29.4 30.0 13.8 49.0 30.0 65.2 65.2 Total Split (%) 9.7% 23.3% 10.8% 24.5% 25.0% 11.5% 40.8% 25.0% 54.3% 54.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 13: Monroe St. & Airport Bl.
2-31 665 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 13: Monroe St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 391 97 54 224 235 49 789 94 234 936 65 Future Volume (veh/h) 32 391 97 54 224 235 49 789 94 234 936 65 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 33 399 99 55 229 240 50 805 96 239 955 66 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 67 463 114 85 617 514 82 1488 177 268 2026 904 Arrive On Green 0.04 0.17 0.17 0.05 0.18 0.18 0.05 0.48 0.48 0.15 0.59 0.59 Sat Flow, veh/h 1734 2753 676 1734 3460 1543 1734 3113 371 1734 3460 1543 Grp Volume(v), veh/h 33 249 249 55 229 240 50 447 454 239 955 66 Grp Sat Flow(s),veh/h/ln 1734 1730 1699 1734 1730 1543 1734 1730 1754 1734 1730 1543 Q Serve(g_s), s 2.2 16.8 17.1 3.7 7.0 14.7 3.4 21.8 21.8 16.2 19.0 2.2 Cycle Q Clear(g_c), s 2.2 16.8 17.1 3.7 7.0 14.7 3.4 21.8 21.8 16.2 19.0 2.2 Prop In Lane 1.00 0.40 1.00 1.00 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 67 291 286 85 617 514 82 827 839 268 2026 904 V/C Ratio(X) 0.49 0.86 0.87 0.65 0.37 0.47 0.61 0.54 0.54 0.89 0.47 0.07 Avail Cap(c_a), veh/h 103 339 333 123 718 559 134 827 839 369 2026 904 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) 0.72 0.72 0.72 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 48.5 48.6 56.0 43.4 31.6 56.1 22.0 22.0 49.7 14.2 10.8 Incr Delay (d2), s/veh 3.9 13.0 14.7 8.0 0.4 0.7 7.1 2.5 2.5 17.9 0.8 0.2 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 BackOfQ(50%),veh/ln 1.0 8.0 8.1 1.8 2.9 5.3 1.6 8.8 8.9 8.1 6.8 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.4 61.5 63.3 64.0 43.8 32.3 63.2 24.6 24.5 67.6 15.0 10.9 LnGrp LOS EEEEDCECCEBB
Approach Vol, veh/h 531 524 951 1260
Approach Delay, s/veh 62.3 40.6 26.6 24.8
Approach LOS E D C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 23.1 61.9 10.4 24.7 10.2 74.8 9.2 25.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 44.5 8.5 23.5 9.3 60.7 7.1 24.9 Max Q Clear Time (g_c+I1), s 18.2 23.8 5.7 19.1 5.4 21.0 4.2 16.7 Green Ext Time (p_c), s 0.4 5.0 0.0 1.1 0.0 7.3 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 34.0
HCM 6th LOS C
2-32 666 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
14: Monroe St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 169 480 217 108 397 52 79 939 152 51 1134 209 Future Volume (vph) 169 480 217 108 397 52 79 939 152 51 1134 209 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 305 150 150 150 150 150 150 700
Storage Lanes 2 1 1 1 1 1 1 1
Taper Length (ft) 100 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 50 50
Link Distance (ft) 672 623 677 775
Travel Time (s) 8.3 7.7 9.2 10.6
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s) 15.0 28.1 28.1 19.1 32.2 32.2 16.3 59.4 59.4 13.4 56.5 56.5 Total Split (%) 12.5% 23.4% 23.4% 15.9% 26.8% 26.8% 13.6% 49.5% 49.5% 11.2% 47.1% 47.1% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 14: Monroe St. & Avenue 54
2-33 667 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 14: Monroe St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 169 480 217 108 397 52 79 939 152 51 1134 209 Future Volume (veh/h) 169 480 217 108 397 52 79 939 152 51 1134 209 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 172 490 221 110 405 53 81 958 155 52 1157 213 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 346 591 250 135 511 217 102 2047 867 83 2007 850 Arrive On Green 0.10 0.16 0.16 0.08 0.14 0.14 0.06 0.56 0.56 0.05 0.55 0.55 Sat Flow, veh/h 3469 3642 1543 1734 3642 1543 1734 3642 1543 1734 3642 1543 Grp Volume(v), veh/h 172 490 221 110 405 53 81 958 155 52 1157 213 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1734 1821 1543 1734 1821 1543 Q Serve(g_s), s 5.6 15.6 14.1 7.5 12.9 3.1 5.5 18.8 3.8 3.5 25.1 5.3 Cycle Q Clear(g_c), s 5.6 15.6 14.1 7.5 12.9 3.1 5.5 18.8 3.8 3.5 25.1 5.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 346 591 250 135 511 217 102 2047 867 83 2007 850 V/C Ratio(X) 0.50 0.83 0.88 0.81 0.79 0.24 0.79 0.47 0.18 0.62 0.58 0.25 Avail Cap(c_a), veh/h 346 716 304 211 841 356 171 2047 867 129 2007 850 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.2 48.7 34.7 54.5 49.9 33.7 55.7 15.6 5.4 56.1 17.7 5.2 Incr Delay (d2), s/veh 1.1 6.9 21.9 12.7 2.8 0.6 12.8 0.8 0.5 7.4 1.2 0.7 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 BackOfQ(50%),veh/ln 2.4 7.3 6.5 3.6 5.8 1.4 2.7 7.3 1.8 1.7 9.8 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.3 55.5 56.6 67.2 52.7 34.3 68.5 16.4 5.9 63.5 18.9 5.9 LnGrp LOS D E E E D C EBAEBA
Approach Vol, veh/h 883 568 1194 1422
Approach Delay, s/veh 55.2 53.8 18.6 18.6
Approach LOS E D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.3 71.9 13.8 24.0 11.6 70.6 16.5 21.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.9 54.9 14.6 23.6 11.8 52.0 10.5 27.7 Max Q Clear Time (g_c+I1), s 5.5 20.8 9.5 17.6 7.5 27.1 7.6 14.9 Green Ext Time (p_c), s 0.0 7.6 0.1 1.8 0.0 9.1 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 31.4
HCM 6th LOS C
2-34 668 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
15: Monroe St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 135 601 213 71 559 178 237 790 51 188 1089 62 Future Volume (vph) 135 601 213 71 559 178 237 790 51 188 1089 62 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 190 200 100 50 150 150 195 150
Storage Lanes 1 1 1 1 2 1 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 50 50
Link Distance (ft) 817 587 676 1348
Travel Time (s) 10.1 7.3 9.2 18.4
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s) 21.0 35.8 35.8 15.2 30.0 30.0 18.0 52.5 52.5 16.5 51.0 51.0 Total Split (%) 17.5% 29.8% 29.8% 12.7% 25.0% 25.0% 15.0% 43.8% 43.8% 13.8% 42.5% 42.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 15: Monroe St. & Avenue 52
2-35 669 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 15: Monroe St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 135 601 213 71 559 178 237 790 51 188 1089 62 Future Volume (veh/h) 135 601 213 71 559 178 237 790 51 188 1089 62 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 138 613 217 72 570 182 242 806 52 192 1111 63 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 165 821 348 92 669 283 300 1812 768 249 1757 744 Arrive On Green 0.10 0.23 0.23 0.05 0.18 0.18 0.09 0.50 0.50 0.07 0.48 0.48 Sat Flow, veh/h 1734 3642 1543 1734 3642 1543 3365 3642 1543 3365 3642 1543 Grp Volume(v), veh/h 138 613 217 72 570 182 242 806 52 192 1111 63 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1682 1821 1543 1682 1821 1543 Q Serve(g_s), s 9.4 18.8 15.2 4.9 18.2 13.1 8.5 17.1 2.1 6.7 27.3 2.6 Cycle Q Clear(g_c), s 9.4 18.8 15.2 4.9 18.2 13.1 8.5 17.1 2.1 6.7 27.3 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 165 821 348 92 669 283 300 1812 768 249 1757 744 V/C Ratio(X) 0.84 0.75 0.62 0.78 0.85 0.64 0.81 0.44 0.07 0.77 0.63 0.08 Avail Cap(c_a), veh/h 238 950 403 155 774 328 379 1812 768 336 1757 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.4 43.3 41.9 56.1 47.4 45.3 53.6 19.5 15.7 54.6 23.1 16.8 Incr Delay (d2), s/veh 15.7 2.8 2.3 13.4 8.1 3.4 9.8 0.8 0.2 7.4 1.7 0.2 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 BackOfQ(50%),veh/ln 4.6 8.4 5.7 2.4 8.6 5.1 3.9 6.9 0.7 3.0 11.2 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.1 46.1 44.2 69.5 55.6 48.7 63.5 20.3 15.9 62.0 24.9 17.0 LnGrp LOS E D D E E D E C B E C B
Approach Vol, veh/h 968 824 1100 1366
Approach Delay, s/veh 48.9 55.3 29.6 29.7
Approach LOS D E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.4 64.2 10.9 31.6 15.2 62.4 15.9 26.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.0 48.0 10.7 31.3 13.5 46.5 16.5 25.5 Max Q Clear Time (g_c+I1), s 8.7 19.1 6.9 20.8 10.5 29.3 11.4 20.2 Green Ext Time (p_c), s 0.2 5.6 0.0 3.2 0.2 6.9 0.1 1.8 Intersection Summary
HCM 6th Ctrl Delay 39.0
HCM 6th LOS D
2-36 670 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
16: Monroe St. & 50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 30 760 101 45 654 130 79 958 67 102 1347 53 Future Volume (vph) 30 760 101 45 654 130 79 958 67 102 1347 53 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 210 120 220 150 200 150 170 150
Storage Lanes 2 1 1 1 2 1 2 0
Taper Length (ft) 120 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 710 640 1322 436
Travel Time (s) 9.7 8.7 18.0 5.9
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Protected Phases 7 4 38152 16
Permitted Phases 4 8 2
Detector Phase 74438152216
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 20.5 20.5 11.5 20.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s) 11.5 36.0 36.0 12.0 36.5 11.6 11.6 60.4 60.4 11.6 60.4 Total Split (%) 9.6% 30.0% 30.0% 10.0% 30.4% 9.7% 9.7% 50.3% 50.3% 9.7% 50.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 0.0 -0.5 -0.5 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 11.5 (10%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 16: Monroe St. & 50th Avenue
2-37 671 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 16: Monroe St. & 50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 760 101 45 654 130 79 958 67 102 1347 53 Future Volume (veh/h) 30 760 101 45 654 130 79 958 67 102 1347 53 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 31 776 103 46 667 133 81 978 68 104 1374 54 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 254 888 376 87 803 434 203 1866 784 210 1790 70 Arrive On Green 0.07 0.24 0.24 0.05 0.22 0.22 0.06 0.54 0.53 0.06 0.54 0.54 Sat Flow, veh/h 3469 3642 1543 1734 3642 1543 3469 3642 1543 3469 3481 137 Grp Volume(v), veh/h 31 776 103 46 667 133 81 978 68 104 718 710 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1734 1821 1543 1734 1821 1797 Q Serve(g_s), s 1.0 24.6 5.3 3.1 21.0 6.1 2.7 20.7 2.0 3.5 37.1 37.3 Cycle Q Clear(g_c), s 1.0 24.6 5.3 3.1 21.0 6.1 2.7 20.7 2.0 3.5 37.1 37.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.08
Lane Grp Cap(c), veh/h 254 888 376 87 803 434 203 1866 784 210 937 924 V/C Ratio(X) 0.12 0.87 0.27 0.53 0.83 0.31 0.40 0.52 0.09 0.49 0.77 0.77 Avail Cap(c_a), veh/h 254 971 412 116 986 512 220 1866 784 220 937 924 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 43.6 24.9 55.6 44.6 19.9 54.3 18.3 8.2 54.4 21.9 22.0 Incr Delay (d2), s/veh 0.2 8.4 0.4 5.0 5.1 0.4 1.3 1.1 0.2 1.8 6.0 6.1 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 BackOfQ(50%),veh/ln 0.4 11.6 2.4 1.4 9.6 2.5 1.2 8.1 0.9 1.5 15.5 15.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.2 52.0 25.3 60.6 49.7 20.3 55.5 19.4 8.4 56.2 27.9 28.1 LnGrp LOS D D C E D C EBAECC
Approach Vol, veh/h 910 846 1127 1532
Approach Delay, s/veh 49.0 45.7 21.3 29.9
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.3 65.5 10.0 33.3 11.0 65.7 12.8 30.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.1 55.9 7.5 31.5 7.1 55.9 7.0 32.0 Max Q Clear Time (g_c+I1), s 5.5 22.7 5.1 26.6 4.7 39.3 3.0 23.0 Green Ext Time (p_c), s 0.0 7.4 0.0 2.2 0.0 8.2 0.0 3.0 Intersection Summary
HCM 6th Ctrl Delay 34.7
HCM 6th LOS C
2-38 672 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
17: Jackson St. & 58th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 55 531 39 15 361 20 45 708 5 23 769 30 Future Volume (vph) 55 531 39 15 361 20 45 708 5 23 769 30 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 150 150 150 150 150 150
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 55 55
Link Distance (ft) 4534 1079 1013 510
Travel Time (s) 61.8 14.7 12.6 6.3
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 22.5 11.5 22.5 Total Split (s) 16.0 38.0 13.0 35.0 16.0 56.0 13.0 53.0 Total Split (%) 13.3% 31.7% 10.8% 29.2% 13.3% 46.7% 10.8% 44.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 17: Jackson St. & 58th Avenue
2-39 673 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 17: Jackson St. & 58th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 531 39 15 361 20 45 708 5 23 769 30 Future Volume (veh/h) 55 531 39 15 361 20 45 708 5 23 769 30 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 56 542 40 15 368 20 46 722 5 23 785 31 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 86 644 47 40 570 31 79 2109 15 54 1982 78
Arrive On Green 0.05 0.20 0.20 0.02 0.17 0.17 0.05 0.60 0.60 0.03 0.58 0.58 Sat Flow, veh/h 1734 3267 241 1734 3338 181 1734 3522 24 1734 3393 134 Grp Volume(v), veh/h 56 286 296 15 190 198 46 355 372 23 400 416 Grp Sat Flow(s),veh/h/ln 1734 1730 1778 1734 1730 1789 1734 1730 1817 1734 1730 1797 Q Serve(g_s), s 3.8 19.1 19.2 1.0 12.3 12.4 3.1 12.4 12.4 1.6 15.0 15.0 Cycle Q Clear(g_c), s 3.8 19.1 19.2 1.0 12.3 12.4 3.1 12.4 12.4 1.6 15.0 15.0 Prop In Lane 1.00 0.14 1.00 0.10 1.00 0.01 1.00 0.07
Lane Grp Cap(c), veh/h 86 341 350 40 295 305 79 1036 1088 54 1011 1050 V/C Ratio(X) 0.65 0.84 0.84 0.38 0.64 0.65 0.58 0.34 0.34 0.42 0.40 0.40 Avail Cap(c_a), veh/h 166 483 496 123 440 455 166 1036 1088 123 1011 1050 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 46.4 46.4 57.8 46.4 46.4 56.1 12.1 12.2 57.1 13.5 13.5 Incr Delay (d2), s/veh 8.2 8.9 9.0 5.8 2.3 2.3 6.5 0.9 0.9 5.2 1.2 1.1 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 BackOfQ(50%),veh/ln 1.8 8.7 9.0 0.5 5.3 5.5 1.5 4.4 4.6 0.7 5.4 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 55.3 55.4 63.6 48.7 48.7 62.7 13.1 13.0 62.3 14.7 14.6 LnGrp LOS EEEEDDEBBEBB
Approach Vol, veh/h 638 403 773 839
Approach Delay, s/veh 56.1 49.3 16.0 15.9
Approach LOS E D B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.2 76.4 7.3 28.1 10.0 74.6 10.4 25.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 51.5 8.5 33.5 11.5 48.5 11.5 30.5 Max Q Clear Time (g_c+I1), s 3.6 14.4 3.0 21.2 5.1 17.0 5.8 14.4 Green Ext Time (p_c), s 0.0 4.1 0.0 2.4 0.0 4.6 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 30.7
HCM 6th LOS C
2-40 674 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
18: Avenue 60 & S. Access With Additional Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 1 661 1370 33 95 1
Future Volume (vph) 1 661 1370 33 95 1
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Storage Length (ft) 0 150 0 0
Storage Lanes 0 1 1 0
Taper Length (ft) 60 60
Link Speed (mph) 40 40 25
Link Distance (ft) 207 1350 380
Travel Time (s) 3.5 23.0 10.4
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Heavy Vehicles (%) 2% 2% 2% 2% 0% 0%
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
2-41 675 CLICK HERE to Return to Agenda
HCM 6th TWSC 2040 WP AM Peak hour
18: Avenue 60 & S. Access With Additional Improvements
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 661 1370 33 95 1
Future Vol, veh/h 1 661 1370 33 95 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 150 0 -
Veh in Median Storage, # - 0 0 - 1 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 98 98 98 98 98 98
Heavy Vehicles, % 2 22200
Mvmt Flow 1 674 1398 34 97 1
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1432 0 - 0 2074 1398
Stage 1 - - - - 1398 -
Stage 2 - - - - 676 -
Critical Hdwy 4.12 - - - 5.6 6.2
Critical Hdwy Stg 1 - - - - 5 -
Critical Hdwy Stg 2 - - - - 5 -
Follow-up Hdwy 2.218 - - - 3 3.3
Pot Cap-1 Maneuver 474 - - - 100 174
Stage 1 - - - - 291 -
Stage 2 - - - - 614 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 474 - - - 100 174
Mov Cap-2 Maneuver - - - - 218 -
Stage 1 - - - - 290 -
Stage 2 - - - - 614 -
Approach EB WB SB
HCM Control Delay, s 0 0 34.6

HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 474 - - - 217
HCM Lane V/C Ratio 0.002 - - - 0.451
HCM Control Delay (s) 12.6 0 - - 34.6
HCM Lane LOS B A - - D
HCM 95th %tile Q(veh) 0 - - - 2.2
2-42 676 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
19: Madison St. & Main Access With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 276 20 24 507 1048 105
Future Volume (vph) 276 20 24 507 1048 105
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Storage Length (ft) 100 0 150 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 25 50 50
Link Distance (ft) 499 880 169
Travel Time (s) 13.6 12.0 2.3
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Shared Lane Traffic (%)
Turn Type Prot Perm Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Detector Phase 44226
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 23.2 23.2 36.8 36.8 36.8
Total Split (%) 38.7% 38.7% 61.3% 61.3% 61.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None C-Max C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 50
Control Type: Actuated-Coordinated
Splits and Phases: 19: Madison St. & Main Access
2-43 677 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 19: Madison St. & Main Access With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 276 20 24 507 1048 105
Future Volume (veh/h) 276 20 24 507 1048 105
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 282 20 24 517 1069 107
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 222222
Cap, veh/h 342 304 347 2259 2073 207
Arrive On Green 0.20 0.20 0.65 0.65 0.65 0.65
Sat Flow, veh/h 1734 1543 477 3551 3267 318
Grp Volume(v), veh/h 282 20 24 517 582 594
Grp Sat Flow(s),veh/h/ln 1734 1543 477 1730 1730 1764
Q Serve(g_s), s 9.4 0.6 1.7 3.7 10.6 10.6
Cycle Q Clear(g_c), s 9.4 0.6 12.2 3.7 10.6 10.6
Prop In Lane 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 342 304 347 2259 1129 1151
V/C Ratio(X) 0.82 0.07 0.07 0.23 0.52 0.52
Avail Cap(c_a), veh/h 541 481 347 2259 1129 1151
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 23.1 19.6 8.7 4.3 5.5 5.5
Incr Delay (d2), s/veh 5.8 0.1 0.4 0.2 1.7 1.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.1 0.2 0.2 0.7 2.3 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.8 19.7 9.0 4.5 7.1 7.1
LnGrp LOS C BAAAA
Approach Vol, veh/h 302 541 1176
Approach Delay, s/veh 28.2 4.7 7.1
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 43.7 16.3 43.7
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.3 18.7 32.3
Max Q Clear Time (g_c+I1), s 14.2 11.4 12.6
Green Ext Time (p_c), s 3.1 0.6 7.0
Intersection Summary
HCM 6th Ctrl Delay 9.6
HCM 6th LOS A
2-44 678 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
20: Project Access 1 & Avenue 58 With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 543 4 13 358 6 3
Future Volume (vph) 543 4 13 358 6 3
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Storage Length (ft) 0 50 0 0
Storage Lanes 0 1 1 0
Taper Length (ft) 60 60
Link Speed (mph) 50 50 25
Link Distance (ft) 403 335 383
Travel Time (s) 5.5 4.6 10.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
2-45 679 CLICK HERE to Return to Agenda
HCM 6th TWSC 2040 WP AM Peak hour
20: Project Access 1 & Avenue 58 With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 543 4 13 358 6 3
Future Vol, veh/h 543 4 13 358 6 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 590 4 14 389 7 3
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 594 0 815 297
Stage 1 - - - - 592 -
Stage 2 - - - - 223 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 978 - 315 699
Stage 1 - - - - 516 -
Stage 2 - - - - 793 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 978 - 311 699
Mov Cap-2 Maneuver - - - - 414 -
Stage 1 - - - - 516 -
Stage 2 - - - - 782 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 12.7

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 479 - - 978 -
HCM Lane V/C Ratio 0.02 - - 0.014 -
HCM Control Delay (s) 12.7 - - 8.7 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.1 - - 0 -
2-46 680 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
21: Project Access 2 & Avenue 58 With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 539 7 0 371 0 4
Future Volume (vph) 539 7 0 371 0 4
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Link Speed (mph) 50 50 25
Link Distance (ft) 335 276 233
Travel Time (s) 4.6 3.8 6.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
2-47 681 CLICK HERE to Return to Agenda
HCM 6th TWSC 2040 WP AM Peak hour
21: Project Access 2 & Avenue 58 With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 539 7 0 371 0 4
Future Vol, veh/h 539 7 0 371 0 4
Conflicting Peds, #/hr 0 00000
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 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 586 8 0 403 0 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 297
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - ---- 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.32
Pot Cap-1 Maneuver - - 0 - 0 699
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 699
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 10.2

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 699 - - -
HCM Lane V/C Ratio 0.006 - - -
HCM Control Delay (s) 10.2 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0 - - -
2-48 682 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
22: Madison St. & Project Access 3 With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 10 0 783 1143 14
Future Volume (vph) 0 10 0 783 1143 14
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Link Speed (mph) 25 50 50
Link Distance (ft) 210 224 288
Travel Time (s) 5.7 3.1 3.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
2-49 683 CLICK HERE to Return to Agenda
HCM 6th TWSC 2040 WP AM Peak hour
22: Madison St. & Project Access 3 With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 10 0 783 1143 14
Future Vol, veh/h 0 10 0 783 1143 14
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 11 0 851 1242 15
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 629 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.32 ----
Pot Cap-1 Maneuver 0 425 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 425 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach EB NB SB
HCM Control Delay, s 13.7 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 425 - -
HCM Lane V/C Ratio - 0.026 - -
HCM Control Delay (s) - 13.7 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.1 - -
2-50 684 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP AM Peak hour
23: Madison St. & Golf Course S. Access With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 1 1 1 647 1141 1
Future Volume (vph) 1 1 1 647 1141 1
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850
Storage Length (ft) 0 0 150 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 90
Link Speed (mph) 25 40 40
Link Distance (ft) 306 596 577
Travel Time (s) 8.3 10.2 9.8
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
2-51 685 CLICK HERE to Return to Agenda
HCM 6th TWSC 2040 WP AM Peak hour
23: Madison St. & Golf Course S. Access With Additional Improvements Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 1 1 647 1141 1
Future Vol, veh/h 1 1 1 647 1141 1
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 150 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 98 98 98 98 98 98
Heavy Vehicles, % 2 22222
Mvmt Flow 1 1 1 660 1164 1
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1497 583 1165 0 - 0
Stage 1 1165 -----
Stage 2 332 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 113 456 595 - - -
Stage 1 259 -----
Stage 2 699 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 113 456 595 - - -
Mov Cap-2 Maneuver 113 -----
Stage 1 258 -----
Stage 2 699 -----
Approach EB NB SB
HCM Control Delay, s 25.1 0 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 595 - 181 - -
HCM Lane V/C Ratio 0.002 - 0.011 - -
HCM Control Delay (s) 11.1 - 25.1 - -
HCM Lane LOS B - D - -
HCM 95th %tile Q(veh) 0 - 0 - -
2-52 686 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
1: Madison St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 292 227 45 138 269 684 80 1120 85 413 1045 350 Future Volume (vph) 292 227 45 138 269 684 80 1120 85 413 1045 350 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 100 100 180 180 330 160 160 50
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 276 988 288 752
Travel Time (s) 3.8 13.5 3.9 10.3
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16
Permitted Phases 8 2 6
Detector Phase 7 4 381522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s) 24.0 28.1 18.4 22.5 32.0 16.9 41.5 41.5 32.0 56.6 56.6 Total Split (%) 20.0% 23.4% 15.3% 18.8% 26.7% 14.1% 34.6% 34.6% 26.7% 47.2% 47.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 87.9 (73%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 130
Control Type: Actuated-Coordinated
Splits and Phases: 1: Madison St. & Avenue 58
2-53 687 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 1: Madison St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 292 227 45 138 269 684 80 1120 85 413 1045 350 Future Volume (veh/h) 292 227 45 138 269 684 80 1120 85 413 1045 350 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 298 232 46 141 274 698 82 1143 87 421 1066 357 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 282 608 118 167 500 585 189 1067 476 407 1502 670 Arrive On Green 0.16 0.21 0.21 0.10 0.14 0.14 0.11 0.31 0.31 0.23 0.43 0.43 Sat Flow, veh/h 1734 2887 563 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 298 137 141 141 274 698 82 1143 87 421 1066 357 Grp Sat Flow(s),veh/h/ln 1734 1730 1720 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 19.5 8.2 8.4 9.6 8.8 14.7 5.3 37.0 3.7 28.2 30.2 11.9 Cycle Q Clear(g_c), s 19.5 8.2 8.4 9.6 8.8 14.7 5.3 37.0 3.7 28.2 30.2 11.9 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 282 364 362 167 500 585 189 1067 476 407 1502 670 V/C Ratio(X) 1.06 0.38 0.39 0.84 0.55 1.19 0.43 1.07 0.18 1.03 0.71 0.53 Avail Cap(c_a), veh/h 282 364 362 201 519 594 189 1067 476 407 1502 670 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.3 40.6 40.7 53.3 47.7 15.4 50.0 41.5 17.2 45.9 27.8 8.4 Incr Delay (d2), s/veh 69.5 0.6 0.7 23.3 1.1 102.8 1.6 48.8 0.8 53.6 2.9 3.0 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 BackOfQ(50%),veh/ln 13.6 3.4 3.5 5.1 3.8 24.0 2.3 22.1 1.9 17.6 12.2 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 119.8 41.3 41.4 76.6 48.8 118.2 51.6 90.3 18.1 99.5 30.6 11.4 LnGrp LOS F D D E D F D F B F C B
Approach Vol, veh/h 576 1113 1312 1844
Approach Delay, s/veh 81.9 95.9 83.1 42.6
Approach LOS F F F D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 32.7 41.5 16.1 29.8 17.6 56.6 24.0 21.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 37.0 13.9 23.6 12.4 52.1 19.5 18.0 Max Q Clear Time (g_c+I1), s 30.2 39.0 11.6 10.4 7.3 32.2 21.5 16.7 Green Ext Time (p_c), s 0.0 0.0 0.1 1.1 0.1 8.2 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 70.5
HCM 6th LOS E
2-54 688 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
1: Madison St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 292 227 45 138 269 684 80 1120 85 413 1045 350 Future Volume (vph) 292 227 45 138 269 684 80 1120 85 413 1045 350 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 100 100 180 180 330 160 160 50
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 276 988 288 752
Travel Time (s) 3.8 13.5 3.9 10.3
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16
Permitted Phases 8 2 6
Detector Phase 7 4 381522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s) 15.4 23.0 15.0 22.6 37.0 16.9 45.0 45.0 37.0 65.1 65.1 Total Split (%) 12.8% 19.2% 12.5% 18.8% 30.8% 14.1% 37.5% 37.5% 30.8% 54.3% 54.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 1: Madison St. & Avenue 58
2-55 689 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 1: Madison St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 292 227 45 138 269 684 80 1120 85 413 1045 350 Future Volume (veh/h) 292 227 45 138 269 684 80 1120 85 413 1045 350 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 298 232 46 141 274 698 82 1143 87 421 1066 357 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 315 228 45 152 522 651 179 1168 521 470 1747 779 Arrive On Green 0.09 0.15 0.15 0.09 0.15 0.15 0.10 0.34 0.34 0.27 0.50 0.50 Sat Flow, veh/h 3469 1476 293 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 298 0 278 141 274 698 82 1143 87 421 1066 357 Grp Sat Flow(s),veh/h/ln 1734 0 1768 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 10.3 0.0 18.5 9.7 8.8 11.5 5.3 39.2 3.6 28.0 26.4 11.9 Cycle Q Clear(g_c), s 10.3 0.0 18.5 9.7 8.8 11.5 5.3 39.2 3.6 28.0 26.4 11.9 Prop In Lane 1.00 0.17 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 315 0 273 152 522 651 179 1168 521 470 1747 779 V/C Ratio(X) 0.95 0.00 1.02 0.93 0.52 1.07 0.46 0.98 0.17 0.90 0.61 0.46 Avail Cap(c_a), veh/h 315 0 273 152 522 651 179 1168 521 470 1747 779 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.3 0.0 50.8 54.4 47.0 16.4 50.6 39.3 15.9 42.1 21.2 8.5 Incr Delay (d2), s/veh 36.5 0.0 59.6 52.3 1.0 56.3 1.8 21.7 0.7 19.5 1.6 1.9 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 BackOfQ(50%),veh/ln 5.9 0.0 12.4 6.3 3.7 20.0 2.3 19.1 1.8 14.0 10.2 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 90.8 0.0 110.4 106.7 48.0 72.7 52.5 61.0 16.6 61.7 22.8 10.4 LnGrp LOS F A F F D F D E B E C B
Approach Vol, veh/h 576 1113 1312 1844
Approach Delay, s/veh 100.2 70.9 57.6 29.3
Approach LOS F E E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 37.0 45.0 15.0 23.0 16.9 65.1 15.4 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 40.5 10.5 18.5 12.4 60.6 10.9 18.1 Max Q Clear Time (g_c+I1), s 30.0 41.2 11.7 20.5 7.3 28.4 12.3 13.5 Green Ext Time (p_c), s 0.4 0.0 0.0 0.0 0.1 9.7 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 54.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. 2-56 690 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
2: Madison St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 365 332 1 1712 313 146 1414
Future Volume (vph) 365 332 1 1712 313 146 1414
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850
Storage Length (ft) 150 150 150 50 150
Storage Lanes 0 0 1 1 1
Taper Length (ft) 25 140 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 50
Link Distance (ft) 5252 767 818
Travel Time (s) 71.6 10.5 11.2
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Shared Lane Traffic (%)
Turn Type Prot Perm Prot NA Perm Prot NA
Protected Phases 3 5 2 1 6
Permitted Phases 8 2
Detector Phase 3852216
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Minimum Split (s) 11.5 20.5 11.5 20.5 20.5 11.5 20.5
Total Split (s) 33.0 33.0 11.5 70.0 70.0 17.0 75.5
Total Split (%) 27.5% 27.5% 9.6% 58.3% 58.3% 14.2% 62.9% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lead Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None C-Max C-Max None C-Max
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 2: Madison St. & Airport Bl.
2-57 691 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 2: Madison St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 365 332 1 1712 313 146 1414
Future Volume (veh/h) 365 332 1 1712 313 146 1414
Initial Q (Qb), veh 0 0 0000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821
Adj Flow Rate, veh/h 372 339 1747 319 149 1443
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 2 2 2222
Cap, veh/h 412 366 1903 849 195 2408
Arrive On Green 0.24 0.24 0.55 0.55 0.11 0.70
Sat Flow, veh/h 1734 1543 3551 1543 1734 3551
Grp Volume(v), veh/h 372 339 1747 319 149 1443
Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730
Q Serve(g_s), s 25.0 25.8 55.1 4.3 10.0 26.1
Cycle Q Clear(g_c), s 25.0 25.8 55.1 4.3 10.0 26.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 412 366 1903 849 195 2408
V/C Ratio(X) 0.90 0.93 0.92 0.38 0.76 0.60
Avail Cap(c_a), veh/h 419 373 1903 849 195 2408
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.71 0.71 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 44.4 44.7 24.5 1.5 51.7 9.5
Incr Delay (d2), s/veh 17.1 22.3 8.6 1.3 16.2 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 12.2 11.7 22.0 3.9 5.1 8.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.6 67.0 33.1 2.8 67.9 10.6
LnGrp LOS E E C A E B
Approach Vol, veh/h 711 2066 1592
Approach Delay, s/veh 64.1 28.4 16.0
Approach LOS E C B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 17.5 70.0 87.5 32.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 12.5 65.5 71.0 28.5
Max Q Clear Time (g_c+I1), s 12.0 57.1 28.1 27.8
Green Ext Time (p_c), s 0.0 6.7 13.4 0.2
Intersection Summary
HCM 6th Ctrl Delay 29.7
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.
2-58 692 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
3: Madison St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 84 521 1231 114 450 470 804 1503 229 263 969 51 Future Volume (vph) 84 521 1231 114 450 470 804 1503 229 263 969 51 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 160 150 910 150 160 120 305 150
Storage Lanes 1 1 1 1 2 1 1 0
Taper Length (ft) 80 120 120 100
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 50 50
Link Distance (ft) 5080 840 924 2398
Travel Time (s) 63.0 10.4 12.6 32.7
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Free Prot NA pm+ov Prot NA Perm Prot NA Protected Phases 7 4 38152 16
Permitted Phases Free 8 2
Detector Phase 7 4 38152216
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 Total Split (s) 11.5 23.1 13.2 24.8 24.0 35.4 59.7 59.7 24.0 48.3 Total Split (%) 9.6% 19.3% 11.0% 20.7% 20.0% 29.5% 49.8% 49.8% 20.0% 40.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 3: Madison St. & Avenue 54
2-59 693 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 3: Madison St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 521 1231 114 450 470 804 1503 229 263 969 51 Future Volume (veh/h) 84 521 1231 114 450 470 804 1503 229 263 969 51 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 86 532 0 116 459 480 820 1534 234 268 989 52 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 101 536 126 585 512 866 1592 710 282 1220 64 Arrive On Green 0.06 0.15 0.00 0.07 0.17 0.17 0.26 0.46 0.46 0.16 0.36 0.36 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 1734 3344 176 Grp Volume(v), veh/h 86 532 0 116 459 480 820 1534 234 268 512 529 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1789 Q Serve(g_s), s 5.9 18.4 0.0 8.0 15.2 12.6 28.7 51.6 8.4 18.4 32.0 32.0 Cycle Q Clear(g_c), s 5.9 18.4 0.0 8.0 15.2 12.6 28.7 51.6 8.4 18.4 32.0 32.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 101 536 126 585 512 866 1592 710 282 631 653 V/C Ratio(X) 0.85 0.99 0.92 0.78 0.94 0.95 0.96 0.33 0.95 0.81 0.81 Avail Cap(c_a), veh/h 101 536 126 585 512 866 1592 710 282 631 653 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) 0.09 0.09 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 50.6 0.0 55.3 47.8 24.6 43.7 31.4 10.9 49.8 34.4 34.4 Incr Delay (d2), s/veh 6.3 9.9 0.0 56.9 6.9 25.2 18.9 15.4 1.2 40.4 10.8 10.5 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 BackOfQ(50%),veh/ln 2.7 8.3 0.0 5.3 6.8 15.8 13.6 23.0 3.9 10.8 14.5 14.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.3 60.5 0.0 112.2 54.7 49.8 62.6 46.9 12.1 90.1 45.2 44.8 LnGrp LOS E E F D D E D B F D D
Approach Vol, veh/h 618 A 1055 2588 1309
Approach Delay, s/veh 60.7 58.8 48.7 54.2
Approach LOS E E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 24.0 59.7 13.2 23.1 35.4 48.3 11.5 24.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 55.2 8.7 18.6 30.9 43.8 7.0 20.3 Max Q Clear Time (g_c+I1), s 20.4 53.6 10.0 20.4 30.7 34.0 7.9 17.2 Green Ext Time (p_c), s 0.0 1.3 0.0 0.0 0.1 4.1 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 53.3
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 2-60 694 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
4: Madison St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 135 696 139 123 940 224 285 1395 180 223 979 139 Future Volume (vph) 135 696 139 123 940 224 285 1395 180 223 979 139 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 435 50 200 325 160 160 255 50
Storage Lanes 1 1 1 1 2 1 2 1
Taper Length (ft) 105 120 140 160
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 55 50 50
Link Distance (ft) 1169 798 1237 1379
Travel Time (s) 17.7 9.9 16.9 18.8
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s) 14.6 36.9 36.9 16.8 39.1 39.1 18.0 53.0 53.0 13.3 48.3 48.3 Total Split (%) 12.2% 30.8% 30.8% 14.0% 32.6% 32.6% 15.0% 44.2% 44.2% 11.1% 40.3% 40.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125
Control Type: Actuated-Coordinated
Splits and Phases: 4: Madison St. & Avenue 52
2-61 695 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 4: Madison St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 135 696 139 123 940 224 285 1395 180 223 979 139 Future Volume (veh/h) 135 696 139 123 940 224 285 1395 180 223 979 139 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 138 710 142 126 959 229 291 1423 184 228 999 142 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 146 987 440 151 998 445 379 1398 624 247 1263 563 Arrive On Green 0.08 0.29 0.29 0.09 0.29 0.29 0.11 0.40 0.40 0.07 0.36 0.36 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 138 710 142 126 959 229 291 1423 184 228 999 142 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 9.5 22.1 6.4 8.6 32.7 11.8 10.1 48.5 7.0 8.1 30.9 5.8 Cycle Q Clear(g_c), s 9.5 22.1 6.4 8.6 32.7 11.8 10.1 48.5 7.0 8.1 30.9 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 146 987 440 151 998 445 379 1398 624 247 1263 563 V/C Ratio(X) 0.95 0.72 0.32 0.83 0.96 0.51 0.77 1.02 0.29 0.92 0.79 0.25 Avail Cap(c_a), veh/h 146 987 440 178 998 445 379 1398 624 247 1263 563 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.7 38.6 18.4 53.9 42.0 22.4 51.7 35.7 12.8 55.3 34.0 15.0 Incr Delay (d2), s/veh 58.0 4.5 1.9 24.4 20.5 4.2 9.3 28.5 1.2 37.3 5.1 1.1 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 BackOfQ(50%),veh/ln 6.4 9.7 3.2 4.6 15.9 4.5 4.6 24.4 3.4 4.6 13.1 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 112.7 43.1 20.3 78.3 62.6 26.6 61.0 64.3 14.0 92.6 39.1 16.0 LnGrp LOS F D C E E C E F B F D B
Approach Vol, veh/h 990 1314 1898 1369
Approach Delay, s/veh 49.5 57.8 58.9 45.6
Approach LOS D E E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.3 53.0 15.0 38.7 18.0 48.3 14.6 39.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.8 48.5 12.3 32.4 13.5 43.8 10.1 34.6 Max Q Clear Time (g_c+I1), s 10.1 50.5 10.6 24.1 12.1 32.9 11.5 34.7 Green Ext Time (p_c), s 0.0 0.0 0.0 3.1 0.1 5.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 53.7
HCM 6th LOS D
2-62 696 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
5: Madison St. & Avenue 50/50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 264 822 195 78 909 439 204 1546 73 352 1257 277 Future Volume (vph) 264 822 195 78 909 439 204 1546 73 352 1257 277 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 305 210 300 240 290 220 200 200
Storage Lanes 1 1 1 1 2 1 2 1
Taper Length (ft) 120 90 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 50 50 50
Link Distance (ft) 579 1049 1270 550
Travel Time (s) 8.8 14.3 17.3 7.5
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 5 2 16738 74
Permitted Phases 2684
Detector Phase 522167388744
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.0 44.8 44.8 13.2 36.0 11.5 12.5 44.2 44.2 11.5 49.5 49.5 Total Split (s) 22.0 44.8 44.8 13.2 36.0 17.4 12.5 44.6 44.6 17.4 49.5 49.5 Total Split (%) 18.3% 37.3% 37.3% 11.0% 30.0% 14.5% 10.4% 37.2% 37.2% 14.5% 41.3% 41.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None None Max Max None Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 2-63 697 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 5: Madison St. & Avenue 50/50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 264 822 195 78 909 439 204 1546 73 352 1257 277 Future Volume (veh/h) 264 822 195 78 909 439 204 1546 73 352 1257 277 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 269 839 199 80 928 448 208 1578 74 359 1283 283 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 253 1213 541 100 908 571 224 1661 516 362 1298 579 Arrive On Green 0.18 0.42 0.42 0.07 0.31 0.31 0.08 0.40 0.40 0.13 0.45 0.45 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 4972 1543 3365 3460 1543 Grp Volume(v), veh/h 269 839 199 80 928 448 208 1578 74 359 1283 283 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1657 1543 1682 1730 1543 Q Serve(g_s), s 17.5 23.8 8.3 5.5 31.5 13.1 7.4 36.8 2.9 12.8 44.1 10.0 Cycle Q Clear(g_c), s 17.5 23.8 8.3 5.5 31.5 13.1 7.4 36.8 2.9 12.8 44.1 10.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 253 1213 541 100 908 571 224 1661 516 362 1298 579 V/C Ratio(X) 1.06 0.69 0.37 0.80 1.02 0.78 0.93 0.95 0.14 0.99 0.99 0.49 Avail Cap(c_a), veh/h 253 1213 541 126 908 571 224 1661 516 362 1298 579 HCM Platoon Ratio 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 29.5 15.7 55.1 41.1 15.5 54.9 35.0 16.0 52.2 32.7 10.4 Incr Delay (d2), s/veh 74.4 3.3 1.9 23.9 35.5 10.4 40.5 13.0 0.6 45.2 22.4 2.9 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 BackOfQ(50%),veh/ln 12.3 9.4 3.8 3.0 16.6 6.5 4.2 15.1 1.4 7.3 20.0 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 123.9 32.7 17.6 79.0 76.6 25.9 95.4 48.0 16.6 97.4 55.2 13.3 LnGrp LOS F C B E F C F D B F E B
Approach Vol, veh/h 1307 1456 1860 1925
Approach Delay, s/veh 49.2 61.1 52.0 56.9
Approach LOS D E D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.4 46.6 12.5 49.5 22.0 36.0 17.4 44.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.7 40.3 8.0 45.0 17.5 31.5 12.9 40.1 Max Q Clear Time (g_c+I1), s 7.5 25.8 9.4 46.1 19.5 33.5 14.8 38.8 Green Ext Time (p_c), s 0.0 5.2 0.0 0.0 0.0 0.0 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 54.9
HCM 6th LOS D
2-64 698 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
6: Jefferson St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 24 2 34 11 1395 6 251 53 1747 315 2 Future Volume (vph) 31 24 2 34 11 1395 6 251 53 1747 315 2 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 110 110 140 140 150 150 240 0
Storage Lanes 0 1 1 0 1 1 2 1
Taper Length (ft) 0 110 90 140
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 55 55
Link Distance (ft) 531 5080 436 1277
Travel Time (s) 6.6 63.0 5.4 15.8
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 5 2 16738 74
Permitted Phases 2684
Detector Phase 522167388744
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 11.5 22.9 22.9 11.5 22.9 63.1 22.5 22.5 22.5 63.1 63.1 63.1 Total Split (%) 9.6% 19.1% 19.1% 9.6% 19.1% 52.6% 18.8% 18.8% 18.8% 52.6% 52.6% 52.6% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None None Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 130
Control Type: Actuated-Coordinated
Splits and Phases: 6: Jefferson St. & Avenue 54
2-65 699 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 6: Jefferson St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 24 2 34 11 1395 6 251 53 1747 315 2 Future Volume (veh/h) 31 24 2 34 11 1395 6 251 53 1747 315 2 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 32 24 2 35 11 1423 6 256 54 1783 321 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 66 312 265 70 316 1797 260 519 232 1643 1690 754 Arrive On Green 0.04 0.17 0.17 0.04 0.17 0.17 0.15 0.15 0.15 0.49 0.49 0.49 Sat Flow, veh/h 1734 1821 1543 1734 1821 2716 1734 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 32 24 2 35 11 1423 6 256 54 1783 321 2 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1358 1734 1730 1543 1682 1730 1543 Q Serve(g_s), s 2.2 1.3 0.1 2.4 0.6 20.8 0.4 8.1 3.7 58.6 6.3 0.1 Cycle Q Clear(g_c), s 2.2 1.3 0.1 2.4 0.6 20.8 0.4 8.1 3.7 58.6 6.3 0.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 66 312 265 70 316 1797 260 519 232 1643 1690 754 V/C Ratio(X) 0.48 0.08 0.01 0.50 0.03 0.79 0.02 0.49 0.23 1.09 0.19 0.00 Avail Cap(c_a), veh/h 101 312 265 101 316 1797 260 519 232 1643 1690 754 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 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 41.7 41.2 56.4 41.2 14.4 43.5 46.8 44.9 30.7 17.3 15.7 Incr Delay (d2), s/veh 5.3 0.5 0.1 1.8 0.0 0.8 0.2 3.3 2.3 49.2 0.2 0.0 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 BackOfQ(50%),veh/ln 1.0 0.6 0.1 1.0 0.3 11.1 0.2 3.6 1.5 32.2 2.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.9 42.2 41.3 58.3 41.3 15.3 43.7 50.1 47.3 79.9 17.6 15.7 LnGrp LOS E D D E D B D D D F B B
Approach Vol, veh/h 58 1469 316 2106
Approach Delay, s/veh 53.0 16.5 49.5 70.3
Approach LOS D B D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.3 25.1 22.5 63.1 9.1 25.3 63.1 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 18.4 18.0 58.6 7.0 18.4 58.6 18.0 Max Q Clear Time (g_c+I1), s 4.4 3.3 2.4 8.3 4.2 22.8 60.6 10.1 Green Ext Time (p_c), s 0.0 0.0 0.0 1.9 0.0 0.0 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 48.4
HCM 6th LOS D
2-66 700 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
7: Jefferson St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 122 553 547 34 885 565 593 1046 99 258 1179 216 Future Volume (vph) 122 553 547 34 885 565 593 1046 99 258 1179 216 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph) 50 50 50 55
Link Distance (ft) 709 813 334 462
Travel Time (s) 9.7 11.1 4.6 5.7
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Sign Control Yield Yield Yield Yield
Intersection Summary
Area Type: Other
Control Type: Roundabout
2-67 701 CLICK HERE to Return to Agenda
MITIG8 - 2040WP_PM Thu May 25, 2023 19:33:32 Page 1-1
-------------------------------------------------------------------------------- Club at Coral Mountain TIA (JN:15455)
2040 With Project
PM Peak Hour
-------------------------------------------------------------------------------- Level Of Service Computation Report
FHWA Roundabout Method (Future Volume Alternative)
******************************************************************************** Intersection #7 Jefferson St. / Avenue 52
******************************************************************************** Average Delay (sec/veh): 9.1 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------| Control: Yield Sign Yield Sign Yield Sign Yield Sign
Lanes: 2 2 3 3
------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 593 1046 99 258 1179 216 122 553 547 34 885 565 Growth 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 Initial Bse: 593 1046 99 258 1179 216 122 553 547 34 885 565 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 593 1046 99 258 1179 216 122 553 547 34 885 565 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.00 PHF Volume: 605 1067 101 263 1203 220 124 564 0 35 903 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 605 1067 101 263 1203 220 124 564 0 35 903 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 605 1067 101 263 1203 220 124 564 0 35 903 0 ------------|---------------||---------------||---------------||---------------| PCE Module:

AutoPCE: 605 1067 101 263 1203 220 124 564 0 35 903 0
TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0
ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0
BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0
AdjVolume: 605 1067 101 263 1203 220 124 564 0 35 903 0 ------------|---------------||---------------||---------------||---------------| Delay Module: >> Time Period: 0.25 hours <<
CircVolume: 263 605 1466 1672
MaxVolume: 2234 1988 xxxxxx xxxxxx
PedVolume: 0 0 0 0
AdjMaxVol: 2234 1988 xxxxxx xxxxxx
ApproachVol: 1773 1687 xxxxxx xxxxxx
ApproachV/C: 0.79 0.85 1.00 1.00
ApproachDel: 7.4 10.8 xxxxxx xxxxxx
ApproachLOS: A B * *
Queue: 9.9 12.6 xxxx xxxx
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 2-68 702 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
8: Jefferson St. & Pomelo
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 66 2 21 9 1 42 3 1834 7 23 1673 68 Future Volume (vph) 66 2 21 9 1 42 3 1834 7 23 1673 68
Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 0 0 0 0 160 0 180 0
Storage Lanes 0 1 0 1 1 0 1 0
Taper Length (ft) 60 60 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 25 25 55 55
Link Distance (ft) 509 561 1820 1343
Travel Time (s) 13.9 15.3 22.6 16.6
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8 8
Detector Phase 44488852 16
Switch Phase
Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s) 48.0 48.0 48.0 48.0 48.0 48.0 18.0 54.0 18.0 54.0 Total Split (%) 40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 45.0% 15.0% 45.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None C-Min None C-Min Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 8: Jefferson St. & Pomelo
2-69 703 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 8: Jefferson St. & Pomelo
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 2 21 9 1 42 3 1834 7 23 1673 68 Future Volume (veh/h) 66 2 21 9 1 42 3 1834 7 23 1673 68 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 67 2 21 9 1 43 3 1871 7 23 1707 69 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 73 1 514 66 4 514 17 2304 9 93 2425 98
Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.01 0.45 0.45 0.11 0.99 0.99 Sat Flow, veh/h 41 4 1543 28 13 1543 1734 5113 19 1734 4902 198 Grp Volume(v), veh/h 69 0 21 10 0 43 3 1213 665 23 1154 622 Grp Sat Flow(s),veh/h/ln 45 0 1543 41 0 1543 1734 1657 1818 1734 1657 1785 Q Serve(g_s), s 1.2 0.0 1.1 0.6 0.0 2.3 0.2 38.0 38.0 1.5 1.5 1.5 Cycle Q Clear(g_c), s 40.0 0.0 1.1 39.7 0.0 2.3 0.2 38.0 38.0 1.5 1.5 1.5 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.01 1.00 0.11
Lane Grp Cap(c), veh/h 74 0 514 71 0 514 17 1494 819 93 1640 883 V/C Ratio(X) 0.93 0.00 0.04 0.14 0.00 0.08 0.18 0.81 0.81 0.25 0.70 0.70 Avail Cap(c_a), veh/h 97 0 540 94 0 540 173 1494 819 173 1640 883 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.54 0.54 0.54 Uniform Delay (d), s/veh 59.3 0.0 27.0 46.2 0.0 27.4 59.0 28.6 28.6 51.4 0.3 0.3 Incr Delay (d2), s/veh 69.5 0.0 0.1 1.9 0.0 0.1 10.9 4.9 8.6 1.6 1.4 2.6 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 BackOfQ(50%),veh/ln 3.5 0.0 0.4 0.3 0.0 0.9 0.1 14.7 17.0 0.6 0.5 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 128.9 0.0 27.1 48.1 0.0 27.6 69.8 33.5 37.2 52.9 1.7 2.9 LnGrp LOS F A C D A C E C D D A A
Approach Vol, veh/h 90 53 1881 1799
Approach Delay, s/veh 105.1 31.5 34.8 2.8
Approach LOS F C C A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.4 60.8 46.8 7.1 66.0 46.8
Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0
Max Green Setting (Gmax), s 12.0 46.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 3.5 40.0 42.0 2.2 3.5 41.7 Green Ext Time (p_c), s 0.0 6.0 0.0 0.0 30.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
2-70 704 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
9: Jefferson St. & Avenue 50
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 362 506 152 382 584 300 159 1498 285 408 1246 285 Future Volume (vph) 362 506 152 382 584 300 159 1498 285 408 1246 285 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 245 100 105 0 360 220 280 230
Storage Lanes 2 1 2 1 1 1 2 1
Taper Length (ft) 120 60 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 45 55 55
Link Distance (ft) 693 995 1343 697
Travel Time (s) 9.5 15.1 16.6 8.6
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s) 18.0 34.0 34.0 23.0 39.0 39.0 20.0 43.0 43.0 20.0 43.0 43.0 Total Split (%) 15.0% 28.3% 28.3% 19.2% 32.5% 32.5% 16.7% 35.8% 35.8% 16.7% 35.8% 35.8% Yellow Time (s) 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125
Control Type: Actuated-Coordinated
Splits and Phases: 9: Jefferson St. & Avenue 50
2-71 705 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 9: Jefferson St. & Avenue 50
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 362 506 152 382 584 300 159 1498 285 408 1246 285 Future Volume (veh/h) 362 506 152 382 584 300 159 1498 285 408 1246 285 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 369 516 155 390 596 306 162 1529 291 416 1271 291 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 336 760 339 439 865 386 186 1471 457 393 1579 490 Arrive On Green 0.15 0.33 0.33 0.20 0.38 0.38 0.16 0.44 0.44 0.17 0.48 0.48 Sat Flow, veh/h 3365 3460 1543 3365 3460 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 369 516 155 390 596 306 162 1529 291 416 1271 291 Grp Sat Flow(s),veh/h/ln 1682 1730 1543 1682 1730 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 12.0 15.5 9.5 13.5 17.4 14.3 10.9 35.5 11.5 14.0 26.1 16.5 Cycle Q Clear(g_c), s 12.0 15.5 9.5 13.5 17.4 14.3 10.9 35.5 11.5 14.0 26.1 16.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 336 760 339 439 865 386 186 1471 457 393 1579 490 V/C Ratio(X) 1.10 0.68 0.46 0.89 0.69 0.79 0.87 1.04 0.64 1.06 0.80 0.59 Avail Cap(c_a), veh/h 336 764 341 477 908 405 202 1471 457 393 1579 490 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0 36.6 34.6 47.4 33.6 16.0 49.5 33.4 12.2 49.5 28.3 25.8 Incr Delay (d2), s/veh 77.5 4.8 4.4 16.5 4.5 15.4 23.8 32.3 2.8 62.1 3.3 2.3 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 BackOfQ(50%),veh/ln 8.2 6.2 3.7 6.1 6.8 5.7 5.5 15.5 3.5 8.6 8.3 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 128.5 41.4 39.0 63.9 38.0 31.3 73.3 65.7 15.0 111.6 31.6 28.1 LnGrp LOS F D D E D C E F B F C C
Approach Vol, veh/h 1040 1292 1982 1978
Approach Delay, s/veh 72.0 44.2 58.9 47.9
Approach LOS E D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 21.5 43.0 21.6 33.9 18.9 45.6 18.0 37.5 Change Period (Y+Rc), s 7.5 * 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 14.0 * 36 17.0 26.5 14.0 35.5 12.0 31.5 Max Q Clear Time (g_c+I1), s 16.0 37.5 15.5 17.5 12.9 28.1 14.0 19.4 Green Ext Time (p_c), s 0.0 0.0 0.1 4.0 0.0 5.6 0.0 6.4 Intersection Summary
HCM 6th Ctrl Delay 54.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2-72 706 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
10: Avenue 60 & Madison St.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 967 790 2 2 699 300 2 2 2 684 2 401 Future Volume (vph) 967 790 2 2 699 300 2 2 2 684 2 401 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 0 150 150 150 0 150 150
Storage Lanes 2 0 1 1 0 0 2 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 40 40 25 40
Link Distance (ft) 1137 661 281 437
Travel Time (s) 19.4 11.3 7.7 7.4
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Perm NA Prot NA pm+ov
Protected Phases 5 2 1 6 8 7 4 5
Permitted Phases 6 8 4
Detector Phase 5 2 16688 745
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 11.5 Total Split (s) 39.0 57.0 11.5 29.5 29.5 22.5 22.5 29.0 51.5 39.0 Total Split (%) 32.5% 47.5% 9.6% 24.6% 24.6% 18.8% 18.8% 24.2% 42.9% 32.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None None None Max Max Max Max None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 10: Avenue 60 & Madison St.
2-73 707 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 10: Avenue 60 & Madison St.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 967 790 2 2 699 300 2 2 2 684 2 401 Future Volume (veh/h) 967 790 2 2 699 300 2 2 2 684 2 401 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 987 806 2 2 713 306 2 2 2 698 2 409 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 997 1742 4 7 759 322 93 90 71 708 713 1048
Arrive On Green 0.29 0.49 0.49 0.00 0.21 0.21 0.15 0.15 0.15 0.20 0.39 0.39 Sat Flow, veh/h 3469 3541 9 1734 3642 1543 352 600 476 3469 1821 1543 Grp Volume(v), veh/h 987 394 414 2 713 306 6 0 0 698 2 409 Grp Sat Flow(s),veh/h/ln 1734 1730 1820 1734 1821 1543 1429 0 0 1734 1821 1543 Q Serve(g_s), s 34.0 18.0 18.0 0.1 23.1 15.2 0.0 0.0 0.0 24.1 0.1 13.9 Cycle Q Clear(g_c), s 34.0 18.0 18.0 0.1 23.1 15.2 0.4 0.0 0.0 24.1 0.1 13.9 Prop In Lane 1.00 0.00 1.00 1.00 0.33 0.33 1.00 1.00
Lane Grp Cap(c), veh/h 997 851 895 7 759 322 254 0 0 708 713 1048 V/C Ratio(X) 0.99 0.46 0.46 0.31 0.94 0.95 0.02 0.00 0.00 0.99 0.00 0.39 Avail Cap(c_a), veh/h 997 851 895 101 759 322 254 0 0 708 713 1048 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 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.6 20.0 20.0 59.6 46.8 19.7 43.5 0.0 0.0 47.6 22.2 8.4 Incr Delay (d2), s/veh 25.9 1.8 1.7 24.4 19.5 37.4 0.2 0.0 0.0 30.5 0.0 1.1 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 BackOfQ(50%),veh/ln 17.7 7.4 7.7 0.1 12.3 8.8 0.2 0.0 0.0 13.1 0.0 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.5 21.8 21.8 84.0 66.2 57.1 43.7 0.0 0.0 78.1 22.2 9.5 LnGrp LOS E C C F E E D A A E C A
Approach Vol, veh/h 1795 1021 6 1109
Approach Delay, s/veh 47.5 63.5 43.7 52.7
Approach LOS D E D D
Timer - Assigned Phs 1 2 45678
Phs Duration (G+Y+Rc), s 5.0 63.5 51.5 39.0 29.5 29.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 7.0 52.5 47.0 34.5 25.0 24.5 18.0 Max Q Clear Time (g_c+I1), s 2.1 20.0 15.9 36.0 25.1 26.1 2.4 Green Ext Time (p_c), s 0.0 5.2 1.5 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 53.1
HCM 6th LOS D
2-74 708 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
11: Monroe St. & Avenue 60/60th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 272 576 583 43 418 324 322 1060 32 381 618 234 Future Volume (vph) 272 576 583 43 418 324 322 1060 32 381 618 234 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 0 150 150 100 150 320 150
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 50 50
Link Distance (ft) 598 1045 1022 1291
Travel Time (s) 9.1 15.8 13.9 17.6
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA
Protected Phases 7 4 38152 16
Permitted Phases 8
Detector Phase 7 4 38152 16
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 Total Split (s) 21.0 39.5 11.5 30.0 28.0 28.6 41.0 28.0 40.4 Total Split (%) 17.5% 32.9% 9.6% 25.0% 23.3% 23.8% 34.2% 23.3% 33.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 130
Control Type: Actuated-Coordinated
Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 2-75 709 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 272 576 583 43 418 324 322 1060 32 381 618 234 Future Volume (veh/h) 272 576 583 43 418 324 322 1060 32 381 618 234 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 278 588 595 44 427 331 329 1082 33 389 631 239 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 238 528 471 78 387 630 348 1043 32 340 734 278 Arrive On Green 0.14 0.31 0.31 0.04 0.21 0.21 0.20 0.30 0.30 0.20 0.30 0.30 Sat Flow, veh/h 1734 1730 1543 1734 1821 1543 1734 3428 105 1734 2455 929 Grp Volume(v), veh/h 278 588 595 44 427 331 329 546 569 389 445 425 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1730 1802 1734 1730 1654 Q Serve(g_s), s 16.5 36.6 36.6 3.0 25.5 19.4 22.4 36.5 36.5 23.5 29.1 29.1 Cycle Q Clear(g_c), s 16.5 36.6 36.6 3.0 25.5 19.4 22.4 36.5 36.5 23.5 29.1 29.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 0.56
Lane Grp Cap(c), veh/h 238 528 471 78 387 630 348 526 548 340 518 495 V/C Ratio(X) 1.17 1.11 1.26 0.57 1.10 0.53 0.94 1.04 1.04 1.15 0.86 0.86 Avail Cap(c_a), veh/h 238 528 471 101 387 630 348 526 548 340 518 495 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.8 41.7 41.7 56.2 47.3 26.7 47.3 41.8 41.8 48.3 39.7 39.7 Incr Delay (d2), s/veh 110.4 74.3 134.7 6.3 76.7 0.8 34.0 49.3 48.6 94.3 16.8 17.5 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 BackOfQ(50%),veh/ln 14.3 25.8 30.9 1.4 19.4 6.9 12.6 21.9 22.7 18.6 14.1 13.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 162.2 116.0 176.4 62.5 123.9 27.5 81.3 91.1 90.3 142.6 56.4 57.1 LnGrp LOS F F F E F C FFFFEE
Approach Vol, veh/h 1461 802 1444 1259
Approach Delay, s/veh 149.4 80.8 88.6 83.3
Approach LOS FFFF
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 28.0 41.0 9.9 41.1 28.6 40.4 21.0 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 36.5 7.0 35.0 24.1 35.9 16.5 25.5 Max Q Clear Time (g_c+I1), s 25.5 38.5 5.0 38.6 24.4 31.1 18.5 27.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 103.9
HCM 6th LOS F
2-76 710 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
11: Monroe St. & Avenue 60/60th Avenue With Additional Improvements The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 272 576 583 43 418 324 322 1060 32 381 618 234 Future Volume (vph) 272 576 583 43 418 324 322 1060 32 381 618 234 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 150 150 100 150 320 150
Storage Lanes 1 1 1 0 1 0 1 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 50 50
Link Distance (ft) 598 1045 1022 1291
Travel Time (s) 9.1 15.8 13.9 17.6
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA Perm Protected Phases 74538152 16
Permitted Phases 4 8 6
Detector Phase 74538152 166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 22.5 Total Split (s) 24.2 34.9 32.6 11.9 22.6 31.6 32.6 41.6 31.6 40.6 40.6 Total Split (%) 20.2% 29.1% 27.2% 9.9% 18.8% 26.3% 27.2% 34.7% 26.3% 33.8% 33.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 2-77 711 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Additional Improvements The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 272 576 583 43 418 324 322 1060 32 381 618 234 Future Volume (veh/h) 272 576 583 43 418 324 322 1060 32 381 618 234 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 278 588 595 44 427 331 329 1082 33 389 631 239 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 285 875 708 94 494 569 357 1115 34 392 1229 521 Arrive On Green 0.16 0.25 0.25 0.05 0.14 0.14 0.21 0.32 0.32 0.23 0.34 0.34 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 1734 3516 107 1734 3642 1543 Grp Volume(v), veh/h 278 588 595 44 427 331 329 560 555 389 631 239 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1734 1821 1802 1734 1821 1543 Q Serve(g_s), s 19.1 18.4 28.2 3.0 14.5 11.6 22.3 36.4 36.4 26.9 16.7 9.3 Cycle Q Clear(g_c), s 19.1 18.4 28.2 3.0 14.5 11.6 22.3 36.4 36.4 26.9 16.7 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 1.00
Lane Grp Cap(c), veh/h 285 875 708 94 494 569 357 578 571 392 1229 521 V/C Ratio(X) 0.98 0.67 0.84 0.47 0.86 0.58 0.92 0.97 0.97 0.99 0.51 0.46 Avail Cap(c_a), veh/h 285 877 708 107 522 581 406 578 571 392 1229 521 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.9 40.4 14.5 55.1 50.3 12.7 46.7 40.4 40.4 46.4 31.9 12.7 Incr Delay (d2), s/veh 46.7 2.0 9.0 3.6 13.5 1.4 24.7 30.8 31.1 43.6 1.5 2.9 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 BackOfQ(50%),veh/ln 11.7 7.8 10.4 1.4 7.0 3.7 11.7 20.3 20.1 15.8 7.3 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 96.6 42.4 23.5 58.6 63.8 14.1 71.4 71.2 71.5 89.9 33.4 15.6 LnGrp LOS F D C EEBEEEFCB
Approach Vol, veh/h 1461 802 1444 1259
Approach Delay, s/veh 45.0 43.0 71.4 47.5
Approach LOS D D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 31.6 42.6 11.0 34.8 29.2 45.0 24.2 21.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.1 37.1 7.4 30.4 28.1 36.1 19.7 18.1 Max Q Clear Time (g_c+I1), s 28.9 38.4 5.0 30.2 24.3 18.7 21.1 16.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 0.4 4.3 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 53.0
HCM 6th LOS D
2-78 712 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
12: Monroe St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 150 512 99 412 511 190 211 1096 280 206 926 149 Future Volume (vph) 150 512 99 412 511 190 211 1096 280 206 926 149 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 150 0 150 150 150 150
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 30 50 50
Link Distance (ft) 670 732 913 1519
Travel Time (s) 9.1 16.6 12.5 20.7
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 2
Detector Phase 7 4 3 8 52216
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s) 19.2 25.0 32.1 37.9 19.6 43.9 43.9 19.0 43.3 Total Split (%) 16.0% 20.8% 26.8% 31.6% 16.3% 36.6% 36.6% 15.8% 36.1% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 12: Monroe St. & Avenue 58
2-79 713 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 12: Monroe St. & Avenue 58
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 512 99 412 511 190 211 1096 280 206 926 149 Future Volume (veh/h) 150 512 99 412 511 190 211 1096 280 206 926 149 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 153 522 101 420 521 194 215 1118 286 210 945 152 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 179 494 95 399 735 272 218 1136 507 210 965 155 Arrive On Green 0.10 0.17 0.17 0.23 0.30 0.30 0.13 0.33 0.33 0.12 0.32 0.32 Sat Flow, veh/h 1734 2893 557 1734 2471 916 1734 3460 1543 1734 2985 480 Grp Volume(v), veh/h 153 311 312 420 364 351 215 1118 286 210 548 549 Grp Sat Flow(s),veh/h/ln 1734 1730 1721 1734 1730 1656 1734 1730 1543 1734 1730 1735 Q Serve(g_s), s 10.4 20.5 20.5 27.6 22.5 22.7 14.8 38.5 18.3 14.5 37.6 37.6 Cycle Q Clear(g_c), s 10.4 20.5 20.5 27.6 22.5 22.7 14.8 38.5 18.3 14.5 37.6 37.6 Prop In Lane 1.00 0.32 1.00 0.55 1.00 1.00 1.00 0.28
Lane Grp Cap(c), veh/h 179 296 294 399 515 493 218 1136 507 210 559 561 V/C Ratio(X) 0.85 1.05 1.06 1.05 0.71 0.71 0.99 0.98 0.56 1.00 0.98 0.98 Avail Cap(c_a), veh/h 212 296 294 399 515 493 218 1136 507 210 559 561 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 49.8 49.8 46.2 37.5 37.6 52.3 40.0 33.2 52.8 40.2 40.2 Incr Delay (d2), s/veh 24.0 67.0 69.4 59.6 4.4 4.8 56.5 23.1 4.5 62.7 33.2 33.3 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 BackOfQ(50%),veh/ln 5.6 14.0 14.1 18.4 10.1 9.8 9.6 19.0 7.5 9.7 20.2 20.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.9 116.7 119.1 105.8 42.0 42.4 108.8 63.1 37.7 115.4 73.4 73.5 LnGrp LOS E F F F D D F E D F E E
Approach Vol, veh/h 776 1135 1619 1307
Approach Delay, s/veh 109.8 65.7 64.7 80.2
Approach LOS F E E F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.0 43.9 32.1 25.0 19.6 43.3 16.9 40.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 39.4 27.6 20.5 15.1 38.8 14.7 33.4 Max Q Clear Time (g_c+I1), s 16.5 40.5 29.6 22.5 16.8 39.6 12.4 24.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.1 3.0 Intersection Summary
HCM 6th Ctrl Delay 76.4
HCM 6th LOS E
2-80 714 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
12: Monroe St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 150 512 99 412 511 190 211 1096 280 206 926 149 Future Volume (vph) 150 512 99 412 511 190 211 1096 280 206 926 149 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 150 150 150 0 150 150 150 150
Storage Lanes 1 1 1 0 2 1 2 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 30 50 50
Link Distance (ft) 670 732 913 1519
Travel Time (s) 9.1 16.6 12.5 20.7
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA pm+ov Prot NA
Protected Phases 7 4 3 8 52316
Permitted Phases 4 2
Detector Phase 74438 52316
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 22.5 11.5 22.5 11.5 22.5 11.5 11.5 22.5 Total Split (s) 19.2 24.0 24.0 37.0 41.8 13.6 46.0 37.0 13.0 45.4 Total Split (%) 16.0% 20.0% 20.0% 30.8% 34.8% 11.3% 38.3% 30.8% 10.8% 37.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Splits and Phases: 12: Monroe St. & Avenue 58
2-81 715 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 12: Monroe St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 512 99 412 511 190 211 1096 280 206 926 149 Future Volume (veh/h) 150 512 99 412 511 190 211 1096 280 206 926 149 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 153 522 101 420 521 194 215 1118 286 210 945 152 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 179 562 251 445 780 289 255 1311 952 238 1086 175 Arrive On Green 0.10 0.16 0.16 0.26 0.32 0.32 0.08 0.36 0.36 0.07 0.35 0.35 Sat Flow, veh/h 1734 3460 1543 1734 2471 916 3365 3642 1543 3365 3061 492 Grp Volume(v), veh/h 153 522 101 420 364 351 215 1118 286 210 562 535 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1656 1682 1821 1543 1682 1821 1733 Q Serve(g_s), s 10.4 17.9 7.0 28.5 21.9 22.1 7.6 34.0 10.5 7.4 34.5 34.6 Cycle Q Clear(g_c), s 10.4 17.9 7.0 28.5 21.9 22.1 7.6 34.0 10.5 7.4 34.5 34.6 Prop In Lane 1.00 1.00 1.00 0.55 1.00 1.00 1.00 0.28
Lane Grp Cap(c), veh/h 179 562 251 445 546 523 255 1311 952 238 646 615 V/C Ratio(X) 0.85 0.93 0.40 0.94 0.67 0.67 0.84 0.85 0.30 0.88 0.87 0.87 Avail Cap(c_a), veh/h 212 562 251 470 546 523 255 1311 952 238 646 615 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 49.6 45.0 43.7 35.6 35.6 54.7 35.5 10.8 55.2 36.1 36.1 Incr Delay (d2), s/veh 24.0 21.9 1.0 27.1 3.1 3.3 21.8 7.2 0.8 29.4 14.8 15.5 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 BackOfQ(50%),veh/ln 5.6 9.1 2.8 15.5 9.7 9.3 3.9 15.5 3.7 4.0 17.1 16.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.9 71.5 46.1 70.8 38.6 38.9 76.5 42.7 11.6 84.6 50.9 51.6 LnGrp LOS E E D E D D E D B F D D
Approach Vol, veh/h 776 1135 1619 1307
Approach Delay, s/veh 69.2 50.7 41.7 56.6
Approach LOS E D D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.0 47.7 35.3 24.0 13.6 47.1 16.9 42.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 41.5 32.5 19.5 9.1 40.9 14.7 37.3 Max Q Clear Time (g_c+I1), s 9.4 36.0 30.5 19.9 9.6 36.6 12.4 24.1 Green Ext Time (p_c), s 0.0 3.5 0.3 0.0 0.0 2.4 0.1 3.8 Intersection Summary
HCM 6th Ctrl Delay 52.2
HCM 6th LOS D
2-82 716 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
13: Monroe St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 71 325 54 119 491 367 102 1317 94 276 1096 130 Future Volume (vph) 71 325 54 119 491 367 102 1317 94 276 1096 130 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 280 150 150 150 105 150 160 50
Storage Lanes 1 0 1 1 1 0 1 1
Taper Length (ft) 60 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 5252 1251 918 726
Travel Time (s) 71.6 17.1 12.5 9.9
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Perm
Protected Phases 7 4 38152 16
Permitted Phases 8 6
Detector Phase 7 4 38152 166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 22.5 Total Split (s) 11.8 22.6 14.4 25.2 26.0 18.5 57.0 26.0 64.5 64.5 Total Split (%) 9.8% 18.8% 12.0% 21.0% 21.7% 15.4% 47.5% 21.7% 53.8% 53.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 13: Monroe St. & Airport Bl.
2-83 717 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 13: Monroe St. & Airport Bl.

Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 71 325 54 119 491 367 102 1317 94 276 1096 130 Future Volume (veh/h) 71 325 54 119 491 367 102 1317 94 276 1096 130 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 72 332 55 121 501 374 104 1344 96 282 1118 133 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 92 426 70 143 597 539 128 1467 104 307 1905 849 Arrive On Green 0.05 0.14 0.14 0.08 0.17 0.17 0.07 0.45 0.45 0.18 0.55 0.55 Sat Flow, veh/h 1734 2975 488 1734 3460 1543 1734 3276 233 1734 3460 1543 Grp Volume(v), veh/h 72 192 195 121 501 374 104 708 732 282 1118 133 Grp Sat Flow(s),veh/h/ln 1734 1730 1733 1734 1730 1543 1734 1730 1779 1734 1730 1543 Q Serve(g_s), s 4.9 12.8 13.1 8.3 16.8 20.7 7.1 45.9 46.3 19.2 25.8 5.1 Cycle Q Clear(g_c), s 4.9 12.8 13.1 8.3 16.8 20.7 7.1 45.9 46.3 19.2 25.8 5.1 Prop In Lane 1.00 0.28 1.00 1.00 1.00 0.13 1.00 1.00
Lane Grp Cap(c), veh/h 92 247 248 143 597 539 128 775 797 307 1905 849 V/C Ratio(X) 0.78 0.77 0.79 0.85 0.84 0.69 0.81 0.91 0.92 0.92 0.59 0.16 Avail Cap(c_a), veh/h 106 261 261 143 597 539 202 775 797 311 1905 849 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) 0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 49.6 49.7 54.3 48.0 33.5 54.7 31.0 31.1 48.6 17.9 13.3 Incr Delay (d2), s/veh 24.1 11.1 12.3 34.8 10.3 3.8 12.4 17.1 17.4 31.0 1.3 0.4 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 BackOfQ(50%),veh/ln 2.7 6.1 6.3 4.9 7.8 9.4 3.4 21.2 22.0 10.6 9.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.3 60.7 61.9 89.1 58.4 37.4 67.1 48.1 48.5 79.6 19.2 13.7 LnGrp LOS F E E F E D E D D E B B
Approach Vol, veh/h 459 996 1544 1533
Approach Delay, s/veh 64.3 54.2 49.6 29.9
Approach LOS E D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 25.7 58.2 14.4 21.7 13.4 70.6 10.9 25.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 52.5 9.9 18.1 14.0 60.0 7.3 20.7 Max Q Clear Time (g_c+I1), s 21.2 48.3 10.3 15.1 9.1 27.8 6.9 22.7 Green Ext Time (p_c), s 0.0 2.9 0.0 0.6 0.1 9.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 45.4
HCM 6th LOS D
2-84 718 CLICK HERE to Return to Agenda
Lanes, Volumes, Timings 2040 WP PM Peak hour
14: Monroe St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 215 609 205 147 820 206 115 1594 48 177 1156 92 Future Volume (vph) 215 609 205 147 820 206 115 1594 48 177 1156 92 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 305 150 150 150 150 150 150 700
Storage Lanes 2 1 1 1 1 1 1 1
Taper Length (ft) 100 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 50 50
Link Distance (ft) 672 623 677 775
Travel Time (s) 8.3 7.7 9.2 10.6
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s) 12.4 29.0 29.0 15.4 32.0 32.0 19.6 58.6 58.6 17.0 56.0 56.0 Total Split (%) 10.3% 24.2% 24.2% 12.8% 26.7% 26.7% 16.3% 48.8% 48.8% 14.2% 46.7% 46.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 14: Monroe St. & Avenue 54
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HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 14: Monroe St. & Avenue 54
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 215 609 205 147 820 206 115 1594 48 177 1156 92 Future Volume (veh/h) 215 609 205 147 820 206 115 1594 48 177 1156 92 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 219 621 209 150 837 210 117 1627 49 181 1180 94 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 228 700 297 178 835 354 143 1642 696 181 1722 730 Arrive On Green 0.07 0.19 0.19 0.10 0.23 0.23 0.08 0.45 0.45 0.10 0.47 0.47 Sat Flow, veh/h 3469 3642 1543 1734 3642 1543 1734 3642 1543 1734 3642 1543 Grp Volume(v), veh/h 219 621 209 150 837 210 117 1627 49 181 1180 94 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1734 1821 1543 1734 1821 1543 Q Serve(g_s), s 7.6 19.9 12.2 10.2 27.5 11.2 8.0 53.2 1.5 12.5 30.3 3.0 Cycle Q Clear(g_c), s 7.6 19.9 12.2 10.2 27.5 11.2 8.0 53.2 1.5 12.5 30.3 3.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 228 700 297 178 835 354 143 1642 696 181 1722 730 V/C Ratio(X) 0.96 0.89 0.70 0.84 1.00 0.59 0.82 0.99 0.07 1.00 0.69 0.13 Avail Cap(c_a), veh/h 228 744 315 178 835 354 218 1642 696 181 1722 730 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 47.2 29.4 52.9 46.3 24.3 54.2 32.7 8.5 53.8 24.7 9.5 Incr Delay (d2), s/veh 47.9 12.1 6.5 28.6 31.8 2.7 13.5 20.1 0.2 67.4 2.2 0.4 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 BackOfQ(50%),veh/ln 4.7 9.8 4.8 5.7 15.4 4.1 3.9 25.9 0.8 8.6 12.6 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 103.8 59.3 35.9 81.4 78.1 27.0 67.7 52.8 8.7 121.2 26.9 9.9 LnGrp LOS F E D F F C E D A F C A
Approach Vol, veh/h 1049 1197 1793 1455
Approach Delay, s/veh 64.0 69.5 52.6 37.5
Approach LOS E E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.0 58.6 16.8 27.6 14.4 61.2 12.4 32.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 54.1 10.9 24.5 15.1 51.5 7.9 27.5 Max Q Clear Time (g_c+I1), s 14.5 55.2 12.2 21.9 10.0 32.3 9.6 29.5 Green Ext Time (p_c), s 0.0 0.0 0.0 1.1 0.1 7.9 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 54.5
HCM 6th LOS D
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Lanes, Volumes, Timings 2040 WP PM Peak hour
15: Monroe St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 179 647 266 95 1034 287 229 1331 144 225 1089 138 Future Volume (vph) 179 647 266 95 1034 287 229 1331 144 225 1089 138 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 190 200 100 50 150 150 195 150
Storage Lanes 1 1 1 1 2 1 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 50 50
Link Distance (ft) 817 587 676 1348
Travel Time (s) 10.1 7.3 9.2 18.4
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4826
Detector Phase 744388522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s) 17.6 38.6 38.6 18.0 39.0 39.0 15.7 50.1 50.1 13.3 47.7 47.7 Total Split (%) 14.7% 32.2% 32.2% 15.0% 32.5% 32.5% 13.1% 41.8% 41.8% 11.1% 39.8% 39.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 15: Monroe St. & Avenue 52
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HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 15: Monroe St. & Avenue 52
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 179 647 266 95 1034 287 229 1331 144 225 1089 138 Future Volume (veh/h) 179 647 266 95 1034 287 229 1331 144 225 1089 138 Initial Q (Qb), veh 000000000000
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 183 660 271 97 1055 293 234 1358 147 230 1111 141 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 189 1191 505 121 1047 444 288 1384 586 247 1339 568 Arrive On Green 0.11 0.33 0.33 0.07 0.29 0.29 0.09 0.38 0.38 0.07 0.37 0.37 Sat Flow, veh/h 1734 3642 1543 1734 3642 1543 3365 3642 1543 3365 3642 1543 Grp Volume(v), veh/h 183 660 271 97 1055 293 234 1358 147 230 1111 141 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1682 1821 1543 1682 1821 1543 Q Serve(g_s), s 12.6 17.9 17.2 6.6 34.5 20.0 8.2 44.2 7.8 8.2 33.3 7.6 Cycle Q Clear(g_c), s 12.6 17.9 17.2 6.6 34.5 20.0 8.2 44.2 7.8 8.2 33.3 7.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 189 1191 505 121 1047 444 288 1384 586 247 1339 568 V/C Ratio(X) 0.97 0.55 0.54 0.80 1.01 0.66 0.81 0.98 0.25 0.93 0.83 0.25 Avail Cap(c_a), veh/h 189 1191 505 195 1047 444 314 1384 586 247 1339 568 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 33.2 33.0 55.0 42.8 37.6 53.9 36.8 25.5 55.3 34.5 26.4 Incr Delay (d2), s/veh 55.5 0.6 1.1 11.7 29.7 3.6 13.9 20.1 1.0 39.2 6.1 1.0 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 BackOfQ(50%),veh/ln 8.2 7.5 6.2 3.2 18.8 7.6 3.9 22.1 2.9 4.7 14.9 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 108.7 33.7 34.1 66.7 72.4 41.2 67.8 56.9 26.5 94.5 40.6 27.4 LnGrp LOS F C C E F D E E C F D C
Approach Vol, veh/h 1114 1445 1739 1482
Approach Delay, s/veh 46.1 65.7 55.8 47.7
Approach LOS D E E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.3 50.1 12.8 43.8 14.8 48.6 17.6 39.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.8 45.6 13.5 34.1 11.2 43.2 13.1 34.5 Max Q Clear Time (g_c+I1), s 10.2 46.2 8.6 19.9 10.2 35.3 14.6 36.5 Green Ext Time (p_c), s 0.0 0.0 0.1 4.1 0.1 4.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 54.3
HCM 6th LOS D
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Lanes, Volumes, Timings 2040 WP PM Peak hour
16: Monroe St. & 50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 59 972 209 70 1124 132 209 1577 116 158 1344 47 Future Volume (vph) 59 972 209 70 1124 132 209 1577 116 158 1344 47 Ideal Flow (vphpl) 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft) 210 120 220 150 200 150 170 150
Storage Lanes 2 1 1 1 2 1 2 0
Taper Length (ft) 120 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 710 640 1322 436
Travel Time (s) 9.7 8.7 18.0 5.9
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Protected Phases 7 4 38152 16
Permitted Phases 4 8 2
Detector Phase 74438152216
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 11.5 20.5 20.5 11.5 20.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s) 11.5 41.1 41.1 11.5 41.1 11.5 12.2 55.9 55.9 11.5 55.2 Total Split (%) 9.6% 34.3% 34.3% 9.6% 34.3% 9.6% 10.2% 46.6% 46.6% 9.6% 46.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 0.0 -0.5 -0.5 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 11.5 (10%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 130
Control Type: Actuated-Coordinated
Splits and Phases: 16: Monroe St. & 50th Avenue
2-89 723 CLICK HERE to Return to Agenda
HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 16: Monroe St. & 50th Avenue
Club at Coral Mountain Synchro 10 Report
F:\UXRjobs\_15100-15500\_15400\15455\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc.