APPENDIX A METHODS AND ASSUMPTIONS DOCUMENT

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54 APPENDIX C PUBLIC INPUT

55 Stakeholder and Public Input Meeting 1

56 1. Meeting Attendees Record of Meeting East Rapid City Corridor Study Public Input Meeting (PIM) 1A - Stakeholder September 13, 218 3: pm 4:3 pm Western Dakota Technical Institute Library There were 6 staff and 1 non-staff in attendance at the meeting. A copy of the meeting sign-in sheet is attached. An informational sheet of frequently asked questions and a blank comment sheet were provided to guests when signing in. 2. Welcome & Introductions Those in attendance were greeted and introductions were made. 3. Review Project Displays Prior to and after the presentation, the stakeholders had the opportunity to meet with staff and review boards on display. Mr. Grabill reviewed and summarized the four boards that were displayed. There were two stations presented with the same boards at each station to accommodate easy participation of the attendees. The boards covered pedestrian and bicycle traffic, vehicular traffic, average daily traffic and a study area map where attendees were able to identify issues using color-coded dots. Attendees were also encouraged to indicate topics of concern on the pedestrian and bicycle traffic and vehicular traffic maps. 4. Provide PowerPoint Presentation Mr. Grabill provided a PowerPoint presentation. The presentation covered the study area, study purposes, data analysis to date, existing and future needs assessments, environmental assessment, proceeding steps in the study process, and a schedule. He said the next public input meeting was tentatively scheduled for December 218. Mr. Grabill provided technical insight regarding how traffic congestion is measured to determine level of service (LOS) for intersections and corridors, and how LOS for

57 bicycle and pedestrian mobility is determined. The approved Rapid City major street plan and proposed Valley Drive amendment were also presented. Mr. Grabill emphasized to the audience that no alternatives have been developed or studied yet to resolve identified needs. He concluded the presentation by stating the different methods to provide feedback: speaking with himself or another representative of the Study Advisory Team; filling out a comment form to either leave, mail, or back; participating in the Dotmocracy activity; or commenting via the website. A deadline of September 28, 218 was provided for submitting comments. Mr. Grabill opened the meeting to comments and questions. 5. Comments and Questions Mr. Grabill asked for comments and questions regarding the presentation. Feedback he received is summarized in the following bullets: Are presentation slides available on the website? Mr. Grabill confirmed that they would be shortly and listed the other information that is available on the website. A stakeholder inquired about the benefits of adding a turn lane and if that option has been considered, and another asked if access was being considered. Mr. Grabill stated that it was part of the study process to look at all the data but restated that to date no alternatives have been developed or studied yet. A question was presented regarding crash causation particularly regarding left turn lane issues. Mr. Grabill stated that there is detailed crash data available including types and locations of crashes. Are underdeveloped areas part of the study? Mr. Grabill explained that since any new development would impact traffic conditions, the Study Advisory Team is working with the Rapid City Planning Department and hope to hear from developers to understand the developments. The traffic generated by future development will be modeled, and recommendations made accordingly. Page 2 of 4

58 An attendee inquired about the possibility of new road extension projects being federally funded. Kip Harrington, Rapid City MPO Project Manager, replied that it is not likely that projects of this type would receive federal funds. A business owner asked whether recommendations would include the skewed intersection at Campbell Street and Philadelphia Street. Mr. Grabill explained that the data has been examined, but since no recommendations have been generated yet, he could not say if this intersection would be included in any suggested alternatives. Audience members inquired about what happens next. Mr. Grabill explained the next steps of the study process and displayed the project schedule. 6. Dotmocracy Activity Following the comments and questions, Mr. Grabill conducted an activity in which stakeholders were asked to identify areas of concern using dots which were placed on the display boards. This provided an opportunity for feedback and continued discussion between the stakeholders and Study Advisory Team. On the Issues Mapping board, orange dots represented vehicular issues, green dots represented pedestrian issues, yellow dots represented bicycle issues, and blue dots represented other issues. On the Vehicular Traffic board, participants placed dots in four topic boxes located at the bottom of the board. From left to right the topics were as follows: Topic 1 Congestion Delays Topic 2 Crashes/Safety Topic 3 Property Access Topic 4 Existing With the Issues Mapping Board, it was evident that the two top issues are westbound traffic on East North Street approaching the Campbell Street Intersection and pedestrian issues along Campbell Street. Also noted as a concern are bicycle issues, particularly along SD 44. Page 3 of 4

59 The Vehicular Traffic board demonstrated that the top two issues regarding vehicle travel are congestion/delays and property access. Crashes and safety were also a concern. 7. Adjournment Mr. Grabill adjourned the meeting at 4:3 p.m. Page 4 of 4

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62 1. Meeting Attendees Record of Meeting East Rapid City Corridor Study Public Input Meeting (PIM) 1A - Public September 13, 218 6: pm 7:3 pm Western Dakota Technical Institute Library There were 6 staff and 16 non-staff in attendance at the meeting. A copy of the meeting sign-in sheet is attached. An informational sheet of frequently asked questions and a blank comment sheet were provided to guests when signing in. 2. Welcome & Introductions Those in attendance were greeted and introductions were made. 3. Review Project Displays Prior to and after the presentation, the public had the opportunity to meet with staff and review boards on display. Mr. Grabill reviewed and summarized the four boards that were displayed. There were two stations presented with the same boards at each station to accommodate easy participation of the attendees. The boards covered pedestrian and bicycle traffic, vehicular traffic, average daily traffic and a study area map where attendees were able to identify issues using color-coded dots. Attendees were also encouraged to indicate topics of concern on the pedestrian and bicycle traffic and vehicular traffic maps. 4. Provide PowerPoint Presentation Mr. Grabill provided a PowerPoint presentation. The presentation covered the study area, study purposes, data analysis to date, existing and future needs assessments, environmental assessment to date, proceeding steps in the study process, and a schedule. Mr. Grabill provided technical insight regarding how traffic congestion is measured to determine level of service (LOS) for intersections and corridors, and how LOS for bicycle and pedestrian mobility is determined. The approved Rapid City major street plan and proposed Valley Drive amendment were also presented.

63 Mr. Grabill emphasized to the audience that no alternatives have been developed or studied yet to resolve identified needs. He concluded the presentation by stating the different methods to provide feedback: speaking with himself or another representative of the Study Advisory Team; filling out a comment form to either leave, mail, or back; participating in the Dotmocracy activity; or commenting via the website. A deadline of September 28, 218 was provided for submitting comments. Mr. Grabill opened the meeting to comments and questions. 5. Comments and Questions Mr. Grabill asked for comments and questions regarding the presentation. Feedback he received is summarized in the following bullets: Several homeowners living on Valley Drive expressed that it is difficult and unsafe to make a left turn onto SD 44. A written comment left after the meeting echoed this concern. A resident asked how priorities are determined once projects have been approved. Mr. Grabill explained that the top considerations are safety, traffic congestion, and cost. An inquiry was made regarding the effect on taxes as projects are completed. Kip Harrington, Rapid City MPO project manager, explained that there will not be tax increases due to these projects. A homeowner expressed concern that the approved major street plan will worsen the traffic congestion on existing streets unless the existing streets are widened. Multiple attendees expressed concern about the lack of pedestrian and bicycle facilities in the study area, particularly on Campbell Street and SD 44 (Omaha Street). On Campbell Street, transit riders have difficulty crossing north to south to reach the food bank located in the SE quadrant of the Campbell East North Street intersection. There is no pedestrian friendly crossing along the Page 2 of 3

64 entire length of Campbell, and the problem is compounded by the free right turns at the major intersections of Campbell East North and Campbell SD Dotmocracy Activity Following the comments and questions, Mr. Grabill conducted an activity in which attendees were asked to identify areas of concern using dots which were placed on the display boards. This provided an opportunity for feedback and continued discussion between the public and Study Advisory Team. On the Issues Mapping board, orange dots represented vehicular issues, green dots represented pedestrian issues, yellow dots represented bicycle issues, and blue dots represented other issues. On the Vehicular Traffic board, participants placed dots in four topic boxes located at the bottom of the board. From left to right the topics were as follows: Topic 1 Congestion Delays Topic 2 Crashes/Safety Topic 3 Property Access Topic 4 Existing Roadway Design With the Issues Mapping Board, it was evident that the two top issues are westbound traffic on East North Street approaching the Campbell Street Intersection and pedestrian issues along Campbell Street. Also noted as a concern are bicycle issues, particularly along SD 44. The Vehicular Traffic board demonstrated that the top two issues regarding vehicle travel are congestion/delays and property access. Crashes and safety were also a concern. 7. Adjournment Mr. Grabill adjourned the meeting at 4:3 p.m. Page 3 of 3

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68 3/13/219 Study Advisory Team Rapid City Area Metropolitan Planning Organization (MPO) City of Rapid City South Dakota Department of Transportation (SDDOT) Federal Highway Administration (FHWA) KLJ (Consultant) Study Purposes Respond to recent and continued growth in East Rapid City, which has resulted in increased traffic, leading to congestion, safety issues, and multimodal (pedestrian, bicycle, and transit) needs. Consider transportation network challenges and opportunities This study will evaluate the existing and future conditions of the East Rapid City traffic network to develop a set of solutions. 1

69 3/13/219 Study Area Key Corridors Cambell Street East North Street Omaha Street/SD 44 Anamosa Street Valley Drive Analysis to Date Existing Needs Assessment Future Needs Assessment Environmental Scan Reports can be viewed at No alternatives have been developed or studied yet to resolve identified needs. How is Traffic Congestion Measured? Vehicle Level of Service 2

70 3/13/219 How is Bicycle and Pedestrian Mobility Measured? Bicycle/Pedestrian Level of Service Existing Needs Assessment Traffic Existing Needs Assessment Pedestrians/Bicyclists 3

71 3/13/219 Existing Needs Assessment Crashes Critical Crash Rate: A statistical analysis to determine if differences between observed crash rates and average crash rate are statistically significant Future Needs Assessment Traffic 225 Level of Service 245 Level of Service 245 Major Queues Future Needs Assessment Pedestrians/Bicyclists Existing/Programmed Facilities 225 Level of Service 245 Level of Service 4

72 3/13/219 Environmental Conditions Potential Impacts Roadway Corridors Resources Environmental Justice E. North Street from Eglin Cambell Street from the E. E. Omaha Street from the S. Street to the North North Street intersection to LaCrosse St. intersection to Proposed Roads LaCrosse Street Saint Patrick Street the N Valley Drive Street intersection intersection intersection No environmental justice populations are located within the Study Area. Wetlands, Waterways, and Water Quality Identified desktop wetland areas. Identified desktop wetland areas. Cultural Resources Bicyclists, Pedestrians, Recreational Resources Legend Additional Analysis needed to determine Potential Impact Resource Would Likely Not Be Impacted by Corridor Resource Could Be Impacted by Corridor Resource Would Likely Be Impacted by Corridor Environmental Conditions Potential Impacts Roadway Corridors Resources E. North Street from Eglin Street to the North LaCrosse Street intersection Cambell Street from the E. E. Omaha Street from the S. North Street intersection to LaCrosse St. intersection to Saint Patrick Street the N Valley Drive Street intersection intersection Proposed Roads Section 4(f) and 6(f) Resources Economic Resources Potentially affect businesses during construction. Noise Analysis Floodplain Rapid Creek floodplain present. Legend Additional Analysis needed to determine Potential Impact Resource Would Likely Not Be Impacted by Corridor Resource Could Be Impacted by Corridor Resource Would Likely Be Impacted by Corridor We Desire Your Input Study area needs Problem locations Existing and future corridors Vehicular, bike, pedestrian, and transit needs Potential improvements Comment Methods Talk to us today! Dotmocracy maps Fill out comment form (leave at table, mail, or ) Comment via website Comments due September 28, 218 5

73 3/13/219 Next Steps Develop and Assess Alternatives September December 218 Public Meeting #2 December 218 Implementation Plan December February 219 Draft Report February 219 Public Meeting #3 March 219 Final Report March 219 Overall Schedule Thank you! Project Website Next Meeting Tentative December 218 Contacts Kip Harrington MPO Project Manager (65) Steve Grabill KLJ Project Manager (Consultant)

74 3/13/219 Approved Major Street Plan Proposed Valley Drive Amendment 7

75 Stakeholder and Public Input Meeting 2

76 Record of Meeting East Rapid City Corridor Study Public Input Meeting (PIM) 2A Stakeholder Meeting 1 East North Street February 28, 219 1:3 11:3 AM Western Dakota Technical Institute Dakota Lecture Hall 1. Meeting Attendees There were six staff and five non-staff in attendance at the meeting. A copy of the meeting sign-in sheet is attached. An informational sheet of frequently asked questions, a project flyer, and a blank comment sheet were provided to guests when signing in. Guests were also provided with a ResponseCard RF, or clicker which was used to answer questions during the presentation. 2. Welcome & Introductions Those in attendance were greeted and introductions were made. 3. Review Project Displays Prior to and after the presentation, the stakeholders had the opportunity to meet with staff and review the study area and large-scale plots of alternatives on display. There were 4 different plots displayed showing the following alternatives scenarios: East North Street Cambell Street Five Lane Cambell Street Six Lane Omaha Street/SD 44 The plots also exhibited blow-ups of the key intersections along the corridors. Attendees were encouraged to review the plots and discuss concerns with staff and to leave sticky notes on the plots with comments.

77 4. Provide PowerPoint Presentation Mr. Grabill provided a PowerPoint presentation. The presentation covered a brief refresher of the study area, purpose, and analysis before delving into the alternatives being considered. Mr. Grabill emphasized to the audience that the plots presented were at a planning level only and did not have the detail of survey and weren t design level plots. The three main corridors of the study, East North Street, Cambell Street, and Omaha Street/SD 44 were discussed in that order along with the intersections of each corridor. Included in the slideshow was a video demonstrating how displaced left turn lanes operate. After each alternative was discussed, Mr. Grabill explained the alternatives comparison process with tables illustrating the results. Once the comparisons were reviewed, audience members were asked to answer questions relevant to the alternatives. This was achieved through the use of TurningPoint interactive polling software. The four questions asked along with results are shown below: Question One: Which type of improvement do you prefer at the East North Street and Cambell Street intersection? o Standard o Displaced Left Turn Lanes Results: Page 2 of 5

78 Question Two: How important is it to add pedestrian and bicycle facilities along East North Street? o Not Important o Moderately Important o Very Important Results: Question Three: Which alternative along Cambell Street do you prefer? o Five Lane with Boulevards o Five Lane without Boulevards o Six Lane Section Results: Page 3 of 5

79 Question Four: Which type of improvement do you prefer at the Cambell Street and Omaha Street/SD 44 intersection? o Standard o Displaced Left Turn Lanes Results: Mr. Grabill concluded the presentation by stating the different methods to provide feedback: speaking with himself or another representative of the Study Advisory Team (SAT); filling out a comment form to either leave, mail, or back; or commenting via the website. A revised schedule was reviewed providing a time frame of late April 219 for the next public input meeting, following completion of a draft report and a sixth SAT meeting. A final report is anticipated by mid-june 219. Mr. Grabill opened the meeting to comments and questions. 5. Comments and Questions Mr. Grabill asked for comments and questions regarding the presentation. Mr. Grabill and Mr. Harrington responded to the comments they received, summarized as follows: A local business owner commented that while the double SB left turn lanes alternative at the intersection of East North Street and Cambell Street is good, a second NB right turn lane is needed more. The same business owner is also Page 4 of 5

80 not in favor of a six-lane section on Cambell as this would prevent a full turn access into his business and customers would need to travel further to navigate a U turn. Page 5 of 5

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82 Record of Meeting East Rapid City Corridor Study Public Input Meeting (PIM) 2B Stakeholder Meeting 2 Cambell Street February 28, 219 1:3 2:3 PM Western Dakota Technical Institute Dakota Lecture Hall 1. Meeting Attendees There were six staff and four non-staff in attendance at the meeting. A copy of the meeting sign-in sheet is attached. An informational sheet of frequently asked questions, a project flyer, and a blank comment sheet were provided to guests when signing in. Guests were also provided with a ResponseCard RF, or clicker which was used to answer questions during the presentation. 2. Welcome & Introductions Those in attendance were greeted and introductions were made. 3. Review Project Displays Prior to and after the presentation, the stakeholders had the opportunity to meet with staff and review boards and 15-scale alternatives plots on display. There were two boards on display: a study area map and an average daily traffic map. There were 4 different plots displayed showing the following alternatives scenarios: East North Street Cambell Street Five Lane Cambell Street Six Lane Omaha Street/SD 44 The plots also exhibited blow-ups of the key intersections along the corridors. Attendees were encouraged to review the plots and discuss concerns with staff and to leave sticky notes on the plots with comments.

83 4. Provide PowerPoint Presentation Mr. Grabill provided a PowerPoint presentation. The presentation covered a brief refresher of the study area, purpose, and analysis before delving into the alternatives being considered. Mr. Grabill emphasized to the audience that the plots presented were at a planning level only and did not have the detail of survey and weren t design level plots. The three main corridors of the study, East North Street, Cambell Street, and Omaha Street/SD 44 were discussed in that order along with the intersections of each corridor. Included in the slideshow was a video demonstrating how displaced left turn lanes operate. After each alternative was discussed, Mr. Grabill explained the alternatives comparison process with tables illustrating the results. Once the comparisons were reviewed, audience members were asked to answer questions relevant to the alternatives. This was achieved through the use of TurningPoint interactive polling software. The four questions asked along with results are shown below: Question One: Which type of improvement do you prefer at the East North Street and Cambell Street intersection? o Standard o Displaced Left Turn Lanes Results: Page 2 of 5

84 Question Two: How important is it to add pedestrian and bicycle facilities along East North Street? o Not Important o Moderately Important o Very Important Results: Question Three: Which alternative along Cambell Street do you prefer? o Five Lane with Boulevards o Five Lane without Boulevards o Six Lane Section Results: Page 3 of 5

85 Question Four: Which type of improvement do you prefer at the Cambell Street and Omaha Street/SD 44 intersection? o Standard o Displaced Left Turn Lanes Results: Mr. Grabill concluded the presentation by stating the different methods to provide feedback: speaking with himself or another representative of the Study Advisory Team (SAT); filling out a comment form to either leave, mail, or back; or commenting via the website. A revised schedule was reviewed providing a time frame of late April 219 for the next public input meeting, following completion of a draft report and a sixth SAT meeting. A final report is anticipated by mid-june 219. Mr. Grabill opened the meeting to comments and questions. 5. Comments and Questions Mr. Grabill asked for comments and questions regarding the presentation. Mr. Grabill and Mr. Harrington responded to the comments they received, summarized as follows: A stakeholder expressed concerns about Jess Street. There is only one way to exit and that is to turn right onto Cambell Street, which is usually very congested at the Jess Street location. Mr. Grabill and Kip Harrington from the Page 4 of 5

86 RCMPO explained that until new development occurs there will be no new roadways to alleviate this situation, but that adding improvements on the Cambell Street corridor and at Cambell Street intersections should help somewhat with this problem. A question was raised regarding the necessity of having bicycle/pedestrian facilities on both sides of Cambell Street. Mr. Grabill explained that this was mostly for safety purposes so that multimodal users would not have to cross the street at many uncontrolled locations to use the facilities. Page 5 of 5

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94 Record of Meeting East Rapid City Corridor Study Public Input Meeting (PIM) 2C Stakeholder Meeting 3 Omaha Street/SD 44 February 28, 219 3: 4: PM Western Dakota Technical Institute Dakota Lecture Hall 1. Meeting Attendees There were nine staff and six non-staff in attendance at the meeting. A copy of the meeting sign-in sheet is attached. An informational sheet of frequently asked questions, a project flyer, and a blank comment sheet were provided to guests when signing in. Guests were also provided with a ResponseCard RF, or clicker, which was used to answer questions during the presentation. 2. Welcome & Introductions Those in attendance were greeted and introductions were made. 3. Review Project Displays Prior to and after the presentation, the stakeholders had the opportunity to meet with staff and review boards and 15-scale alternatives plots on display. There were two boards on display: a study area map and an average daily traffic map. There were 4 different plots displayed showing the following alternatives scenarios: East North Street Cambell Street Five Lane Cambell Street Six Lane Omaha Street/SD 44 The plots also exhibited blow-ups of the key intersections along the corridors. Attendees were encouraged to review the plots and discuss concerns with staff and to leave sticky notes on the plots at the areas of concern with their comments.

95 4. Provide PowerPoint Presentation Mr. Grabill provided a PowerPoint presentation. The presentation covered a brief refresher of the study area, purpose, and analysis performed before delving into the alternatives being considered. Mr. Grabill emphasized to the audience that the plots presented were at a planning level only and did not have the detail of survey and weren t design level plots. The three main corridors of the study, East North Street, Cambell Street, and Omaha Street/SD 44 were discussed in that order along with the intersections of each corridor. Included in the slideshow was a video demonstrating how displaced left turn lanes operate. After each alternative was discussed, Mr. Grabill explained the alternatives comparison process with tables illustrating the results. Once the comparisons were reviewed, audience members were asked to answer questions relevant to the alternatives. This was achieved through the use of TurningPoint interactive polling software along with the clickers and a receiver. The four questions asked along with results are shown below: Question One: Which type of improvement do you prefer at the East North Street and Cambell Street intersection? o Standard o Displaced Left Turn Lanes Results: Page 2 of 5

96 Question Two: How important is it to add pedestrian and bicycle facilities along East North Street? o Not Important o Moderately Important o Very Important Results: Question Three: Which alternative along Cambell Street do you prefer? o Five Lane with Boulevards o Five Lane without Boulevards o Six Lane Section Results: Page 3 of 5

97 Question Four: Which type of improvement do you prefer at the Cambell Street and Omaha Street/SD 44 intersection? o Standard o Displaced Left Turn Lanes Results: Mr. Grabill concluded the presentation by stating the different methods to provide feedback: speaking with himself or another representative of the Study Advisory Team (SAT); filling out a comment form to either leave, mail, or back; or commenting via the website. A revised schedule was reviewed providing a time frame of late April 219 for the next public input meeting, following completion of a draft report and a sixth SAT meeting. A final report is anticipated by mid-june 219. Mr. Grabill opened the meeting to comments and questions. 5. Comments and Questions Mr. Grabill asked for comments and questions regarding the presentation. Mr. Grabill and Mr. Harrington responded to the comments they received, summarized as follows: An attendee asked if displaced left turn lanes can be navigated by 18-wheel trucks. Mr. Grabill explained that the design of displaced left turn lanes Page 4 of 5

98 accommodates truck movements. He also said an analysis at the Cambell Street/Omaha SD 44 intersection was completed to provide an alternative that would allow north-south truck traffic to make left turns concurrently. A stakeholder wanted to know if there has been a decrease in crashes with the implementation of displaced left turn lanes. According to Kip Harrington from the RCMPO, the use of displaced left turn lanes in Utah has shown a reduction in crash numbers. An audience member asked whether it takes longer to complete a turn movement with displaced left turn lanes because of the extra traffic signal. Mr. Grabill explained that it does not because the signals are synchronized to provide optimal through movements. A comment was made that the website for the study, is very good. A question was asked regarding the possibility of having one through lane and use the second as a turn lane at WB East North and Cambell Street intersection. Mr. Grabill stated that this alternative is not being considered because safety issues arise in this scenario due to merging. Page 5 of 5

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100 Record of Meeting East Rapid City Corridor Study Public Input Meeting (PIM) 2D Public Meeting February 28, 219 5: 6: PM Western Dakota Technical Institute Dakota Lecture Hall 1. Meeting Attendees There were eight staff and 23 non-staff in attendance at the meeting. A copy of the meeting sign-in sheet is attached. An informational sheet of frequently asked questions, a project flyer, and a blank comment sheet were provided to guests when signing in. Guests were also provided with a ResponseCard RF, or clicker, which was used to answer questions during the presentation. 2. Welcome & Introductions Those in attendance were greeted and introductions were made. 3. Review Project Displays Prior to and after the presentation, the public had the opportunity to meet with staff and review boards and 15-scale alternatives plots on display. There were two boards on display: a study area map and an average daily traffic map. There were 4 different plots displayed showing the following alternatives scenarios: East North Street Cambell Street Five Lane Cambell Street Six Lane Omaha Street/SD 44 The plots also exhibited blow-ups of the key intersections along the corridors. Attendees were encouraged to review the plots and discuss concerns with staff and to leave sticky notes on the plots at the areas of concern with their comments.

101 4. Provide PowerPoint Presentation Mr. Grabill provided a PowerPoint presentation. The presentation covered a brief refresher of the study area, purpose, and analysis performed before delving into the alternatives being considered. Mr. Grabill emphasized to the audience that the plots presented were at a planning level only and did not have the detail of survey and weren t design level plots. The three main corridors of the study, East North Street, Cambell Street, and Omaha Street/SD 44 were discussed in that order along with the intersections of each corridor. Included in the slideshow was a video demonstrating how displaced left turn lanes operate. After each alternative was discussed, Mr. Grabill explained the alternatives comparison process with tables illustrating the results. Once the comparisons were reviewed, audience members were asked to answer questions relevant to the alternatives. This was achieved through the use of TurningPoint interactive polling software along with the clickers and a receiver. The four questions asked along with results are shown below: Question One: Which type of improvement do you prefer at the East North Street and Cambell Street intersection? o Standard o Displaced Left Turn Lanes Results: Page 2 of 7

102 Question Two: How important is it to add pedestrian and bicycle facilities along East North Street? o Not Important o Moderately Important o Very Important Results: Question Three: Which alternative along Cambell Street do you prefer? o Five Lane with Boulevards o Five Lane without Boulevards o Six Lane Section Results: Page 3 of 7

103 Question Four: Which type of improvement do you prefer at the Cambell Street and Omaha Street/SD 44 intersection? o Standard o Displaced Left Turn Lanes Results: Mr. Grabill concluded the presentation by stating the different methods to provide feedback: speaking with himself or another representative of the Study Advisory Team (SAT); filling out a comment form to either leave, mail, or back; or commenting via the website. A revised schedule was reviewed providing a time frame of late April 219 for the next public input meeting, following completion of a draft report and a sixth SAT meeting. A final report is anticipated by mid-june 219. Mr. Grabill opened the meeting to comments and questions. 5. Comments and Questions Mr. Grabill asked for comments and questions regarding the presentation. Mr. Grabill and Mr. Harrington responded to the comments they received, summarized as follows: An audience member asked why improvements at East Philadelphia Street are occurring prior to improvements at Jess Street, where they are needed more. Kip Harrington, RCMPO, answered that the improvements at East Philadelphia Street are driven and paid for by the developer. Page 4 of 7

104 A recurring question was Why doesn t Rapid City build streets first, prior to development? Mr. Harrington stated that the City does not have the funds for this type of new construction, and Mr. Grabill explained that building new streets reduces the amount of funds available for maintenance of existing streets. An attendee wanted to know why a six-lane alternative along Omaha Street was considered. Mr. Grabill answered that many of the turn lane capacity issues can be resolved with more through lanes. Someone wanted to know the costs of displaced left turn lanes versus standard, and Mr. Grabill stated that they are more expensive. An audience member who had researched roundabouts prior to attending the meeting inquired about the reason they are not being considered as an alternative. Mr. Grabill explained that while there are benefits to roundabouts, particularly in safety, none of the intersections to be improved would be a good application. This is because roundabouts do not perform as well with the projected traffic counts of 3,-4, vehicles a day. A citizen asked if Rapid City looked at bigger cities to see what they do in their suburbs regarding traffic improvements. Mr. Harrington said that Rapid City does look at similar sized urban areas. He further explained that construction of a new intersection provides more options than improving an existing one. An attendee asked if extensions on existing streets were being considered to relieve congestion on Cambell Street. Mr. Harrington explained that yes, they are, and are part of Rapid City s approved major street plan to be constructed by 245. Someone wanted to know what was going to be done to alleviate the issues on Jess Street, in particular why Creek Drive can t be extended to connect. The only existing access is Cambell Street and it is typically necessary to take a right because of congestion. Mr. Harrington explained that this won t happen until development drives the construction, and Mr. Grabill explained that with improvements on Cambell queues will be reduced, and this will help on Jess Street somewhat. Page 5 of 7

105 A couple questions were asked regarding the Rapid City area in general: o Have you looked at signal timing? Mr. Harrington replied yes, it is always considered. o When an intersection has room for double turn lanes, why aren t they always used? Mr. Harrington explained that sometimes the additional lane is intended to be an offset for other intersection movements, and others will be developed into an additional turn lane when warranted by traffic volumes. Mr. Grabill added that sometimes a hatched area is placed so that when the double turn lanes are beneficial, the hatching can be restriped. An audience member wanted to know if extending Mickelson Drive north would help with congestion at the Omaha/SD 44 and Cambell Street intersection. Mr. Harrington said that this was considered, and analysis showed that while it does help, it wouldn t remove enough traffic to make an appreciable difference. The situation with traffic backing up on Cambell Street to make a right at the East North Street intersection was brought up. Mr. Grabill explained that this will be looked at more thoroughly to see if an improvement can be recommended. There were two questions asked with respect to displaced left turn lanes: o If a displaced left turn is missed, how long must one travel to make a U- turn? Mr. Grabill replied that this will vary. He said that similar to roundabouts, the displaced left turn lanes would be new for some drivers but that they would get used to it. o How do you keep traffic from backing up to the next intersection? Mr. Grabill explained that the synchronized signal timing helps keep traffic from backing up. Additionally, more time would be available within the signal cycle for left turning vehicles to progress through the intersections. 6. Media Presence Page 6 of 7

106 A representative from NewsCenter1 arrived prior to the meeting and filmed an interview with Mr. Grabill. Toward the end of the meeting, a representative from KOTA/Fox News arrived and conducted an interview with Mr. Harrington following the conclusion of the meeting. Page 7 of 7

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117 3/14/219 Study Advisory Team Rapid City Area Metropolitan Planning Organization (MPO) City of Rapid City South Dakota Department of Transportation (SDDOT) Federal Highway Administration (FHWA) KLJ (Consultant) Study Purposes Address increased traffic, safety issues, and pedestrian, bicycle, and transit needs. Consider future transportation challenges and opportunities. This study will evaluate the existing and future conditions of the East Rapid City transportation system to develop a set of solutions. 1

118 3/14/219 Study Area Key Corridors East North Street Cambell Street Omaha Street/SD Average Daily Traffic Crash Analysis Summary 2

119 3/14/219 East North Street Corridor Issues Lack of Pedestrian/Bicycle Facilities High Crash Rates from Lacrosse Street to Cambell Street East North Street North of Camden Drive Facing North East North Street just East of LaCrosse Street Facing East East North Street Intersection Issues Eglin Street Left Turn Capacity at West Approach High Crash Rate (Angle and Rear End Crashes) Eglin Street Intersection Facing East Anamosa Street None Identified Anamosa Street Intersection Facing North East North Street Intersection Issues Cambell Street Left Turn Capacity at East Approach Longer Delays High Crash Rate (Angle and Rear End Crashes) LaCrosse Street Right Turn Capacity at North and South Approaches Lacrosse Street Intersection Facing East Cambell Street Intersection Facing West 3

120 3/14/219 East North Street Corridor Alternatives Five Lane Typical Section Add Shared Use Path and Sidewalk Existing ROW: 26 to 3 East North Street Intersection Alternatives West Approach Turn Lane Improvements at Eglin Street East North Street Intersection Alternatives Cambell Street Standards Left Turn Lane Improvements Displaced Left Turn Lane Improvements 4

121 3/14/219 Displaced Left Turn Lanes Also Referred to as Continuous Flow Intersections From FHWA Video Displaced Left Turn Lanes Flow of Right Turn Traffic East North Street Intersection Alternatives LaCrosse Street North South Right Turn Lane Improvements 5

122 3/14/219 East North Street Intersection Alternative Comparisons Eglin Street Anamosa Street East North Street Intersection Alternative Comparisons Cambell Street (Standard Configurations) Cambell Street (Displaced Left Turns Configurations) East North Street Intersection Alternative Comparisons LaCrosse Street 6

123 3/14/219 Instant Feedback Smart Phones Visit Enter Session Name: ERC228 Enter as much information as you d like Select Join Test Question How is your day going? 1% A. Good B. Bad C. Don t ask! % % Good Bad Don t ask! Question One Which type of improvement do you prefer at the East North Street and Cambell Street intersection? A. Standard B. Displaced Left Turn Lanes 5% 5% STANDARD DISPLACED LEFT TURN LANES 7

124 3/14/219 Question Two How important is it to add pedestrian and bicycle facilities along East North Street? A. Not Important B. Moderately Important C. Very Important 5% 5% % Not Important Moderately Important Very Important Cambell Street Corridor Issues Lack Of Pedestrian/Bicycle Facilities Cambell Street North Of Centre Street Facing North Cambell Street Intersection Issues East North Street Left Turn Capacity at East and South Approaches Longer Delays East North Street Intersection Facing West Omaha Street/SD 44 Left Turn Capacity at North and South Approaches Longer Delays Omaha Street/SD 44 Intersection Facing North 8

125 3/14/219 Cambell Street Intersection Issues Saint Patrick Street Right Turn Capacity at East Approach Left Turn Capacity at West Approach Saint Patrick Street Intersection Facing North Cambell Street Corridor Alternatives Five Lane With Boulevards Without Boulevards Six Lane Section Median Divided Cambell Street Corridor Alternatives Five Lane Five Lane Typical Sections Sidewalk on West Side, Shared Use Path on East Side ROW Saint Patrick Street to Omaha Street = 1 To 116 Omaha Street to East North Street = 78 To 87 9

126 3/14/219 Cambell Street Intersection Alternatives East North Street Standards Left Turn Lane Improvements Displaced Left Turn Lane Improvements Cambell Street Intersection Alternatives Five Lane Standard Turn Lane Improvements Omaha Street/SD 44 Displaced Left Turn Lane Improvements Cambell Street Standard Turn Lane Improvements 1

127 3/14/219 Cambell Street Intersection Alternatives Five Lane Saint Patrick Street E W Standard Turn Lane Improvements Cambell Street Alternatives Six Lane Six Lane Typical Sections Sidewalk on West Side, Shared Use Path on East Side ROW Saint Patrick Street to Omaha Street = 1 To 116 Omaha Street to East North Street = 78 To 87 Cambell Street Intersection Alternatives: Six Lane Standard Turn Lane Improvements Omaha Street East North Street Saint Patrick Street 11

128 3/14/219 Cambell Street Intersection Alternative Comparisons East North Street (Standard Configurations) East North Street (Displaced Left Turns Configurations) Cambell Street Intersection Alternative Comparisons Omaha Street (Standard Configurations) Omaha Street (Displaced Left Turns Configuration) Cambell Street Intersection Alternative Comparisons Saint Patrick Street 12

129 3/14/219 Question Three Which alternative along Cambell Street do you prefer? A. 5 Lane With Boulevards B. 5 Lane Without Boulevards C. 6 Lane Section % % % 5 Lane With Boulevards 5 Lane Without Boulevards 6 Lane Section Question Four Which type of improvement do you prefer at the Cambell Street and Omaha Street/SD 44 intersection? A. Standard B. Displaced Left Turn Lanes % % Standard Displaced Left Turn Lanes Omaha Street/SD 44 Corridor Issues Omaha Street/SD 44 Corridor Lack of Pedestrian/Bicycle Facilities Omaha Street/SD 44 West of Sedivy Lane Facing West 13

130 3/14/219 Omaha Street/SD 44 Intersection Issues Cambell Street Left Turn Capacity at North and South Approaches High Crash Rate (Rear End and Angle Crashes) LaCrosse Street High Crash Rate (Angle Crashes) Cambell Street Intersection Facing North Lacrosse Street Intersection Facing West Omaha Street/SD 44 Corridor Alternatives Five Lane Typical Section Add Shared Use Path (Programmed For 221 Construction) Existing ROW: 15 Omaha Street/SD 44 Intersection Alternatives Standard Turn Lane Improvements Cambell Street Displaced Left Turn Lane Improvements 14

131 3/14/219 Omaha Street/SD 44 Intersection Alternative Comparisons LaCrosse Street What s Next? Thank you! Project Website Next Public Meeting Tentative April 219 Contacts Kip Harrington MPO Project Manager kip.harrington@rcgov.org (65) Steve Grabill KLJ Project Manager (Consultant) Steve.Grabill@kljeng.com

132 3/14/219 16

133 LANDOWNER MEETINGS

134

135

136

137 NOTICES and SOCIAL MEDIA

138

139

140 Facebook and Twitter August 218

141 eastrapidstudy.com homepage

142 EAST RAPID CITY TRAFFIC AND CORRIDOR ANALYSIS STUDY, RAPID CITY, SD. Public Meeting: Thursday, September 13, 218 5:3 7 p.m. Communication Recommendations August 218

143 Primary Objective Public Awareness: Increasing awareness of the study to help the public stay informed during the decision-making process. Issues Addressed: Existing conditions, future conditions, environmental conditions analysis. Includes interactive stations, mapping exercises, and alternative brainstorming exercises. Follow-Up: Feedback from public for alternatives developed, recommendations and implementation. Social Media Outreach Strategy: For driving traffic to the website (prior to the Public Input Meeting) KLJ will share the project website: ( to help the East Rapid City project gain traction. This site link will be shared on both Facebook, and Twitter, and will be shared two weeks prior to the meeting date, Thursday, August 3. For the Public Input Meeting, KLJ s design team has created a graphic within ad guidelines for boosted posts. It is recommended that the City of Rapid City post this graphic on their social media platforms (Facebook and Twitter) along with a short post of information the morning of Monday, September 1. Once the post is shared on their social media, KLJ will share the post on our social media to help drive traffic back to Rapid City s pages. 2

144 Drive Traffic to Website KLJ s Social Media Team will share the East Rapid City Corridor Analysis Study website as follows: Facebook Thursday, August 3. Do you drive, walk, or bike and live in Rapid City, SD? If so, the East Rapid City Corridor Study our team is working on with is something you might want to find out more about, check out to learn more. Twitter Thursday, August 3 If you re in the community of #RapidCity #SD we d love to hear from you! We re working with on the East Rapid City Corridor Study (this effects driving, biking, and walking) check out: to learn more. Public Input Meeting KLJ s design team has created a graphic within ad guidelines for boosted posts. It is recommended that the City of Rapid City post this graphic on their social media platforms (Facebook and Twitter) along with a short post of information by the morning of Monday, September 1. Once the post is shared on their social media, KLJ will share the post on our social media to help drive traffic back to Rapid City s pages. The text to accompany the share the City of Rapid City s post from KLJ s pages would be as follows: 3

145 Facebook Rapid City, SD has some exciting transportation planning activities coming their way, join on Thursday, September 13 from 5:3 7: p.m. to learn more and contribute to these activities. Twitter: If you re in the community of Rapid City, SD you know how much the city has grown! Join on Thursday, Sept. 13 from 5:3 7: p.m. for a Public Input Meeting regarding some changes in transportation. 4

146 East Rapid City TRAFFIC AND CORRIDOR ANALYSIS STUDY Frequently Asked Questions What is the Study s Purpose? Recent and continued growth in Rapid City has brought new development to northeast Rapid City, bringing challenges and opportunities for this portion of the City s transportation network. Increased development has resulted in localized growth, and with it increased traffic, leading to congestion, safety issues, and multimodal (pedestrian, bicycle, and transit) needs along these corridors. This study will evaluate existing and future conditions of the east Rapid City traffic network to develop a set of solutions. What Efforts have been Completed? Traffic count data has been collected at key intersections and along primary corridors. Additional data has been collected, preliminary mapping has been completed, and existing conditions have been documented. When will Improvements be Made? This study will provide recommendations to prioritize improvements as future short or long range projects. These will proceed as local funding and priorities allow. How will Improvements be Paid for? Funding will depend on the type and scale of the improvements. Most projects will rely on federal funding. Federal funds can be used on 8 percent of total project costs, the remaining 2 percent of project costs will need to be funded through local measures to be identified by the appropriate governmental entity at a future date. What is Being Done to Address Environmental Issues? An Environmental Scan was completed to conduct a cursory review of potential environmental issues. Issues regarding stormwater or other environmental concerns will be addressed as future projects move forward. How will the Study Consider Future Development? The study team is working closely with the Rapid City Planning Department and will seek input from developers to understand the types of development that could occur in east Rapid City. Traffic generated by future development will be modeled and recommendations will account for this added traffic.

147 East Rapid City TRAFFIC AND CORRIDOR ANALYSIS STUDY September 218 What Opportunities are there for Input? Three public input meetings have been scheduled throughout the process The first public meeting will be held after the existing and future conditions report is complete, expected around fall 218. The public will be asked to identify and discuss issues and opportunities to make transportation in east Rapid City safer and more efficient. The second public meeting will be held after the alternatives analysis report is complete, expected around winter 218/219. The public will be asked to discuss, evaluate, and refine possible improvement strategies. The third public meeting will be held after the draft plan is compiled, expected around spring 219. This will be the final opportunity to submit comments on the East Rapid City Subarea Study. Specific dates and times will be published in the Rapid City Journal and Native Sun Times and on the project website (www. eastrapidstudy.com). Comments can be submitted by: Attending a public meeting and submitting comments in-person to a member of the study team. Visiting the website at ( Sending written comments to Steve Grabill, Project Manager at 33 Knollwood Drive, Rapid City, SD Or via to steve.grabill@kljeng.com with East Rapid City Study in the subject line. How will Input that is Received be Addressed? This study was designed to incorporate public comments throughout the process through exercises on the website and at the public meeting and through written comments. Exercises will be completed at the first two public meetings to gather input on issues, opportunities, and alternatives. An issues map at the first public meeting will allow the public to identify specific issues. The most significant issues identified through the technical analysis and the public meeting will be addressed through the alternatives development process. Keypad polling at the second meeting will allow the public to select and rank their preferred alternatives. These alternatives will be prioritized based on the technical analysis and public input received. The study team will also compile and incorporate written comments into the final plan. When will the Study be Completed? The study is expected to take approximately 12 months, and should be completed in spring 219. What Decisions have been Made? No decisions have been made so far.

148 TRAFFIC AND CORRIDOR ANALYSIS STUDY East Rapid City, SD Rapid City has grown and brought new development to the northeastern part of the city. This means opportunity and transportation challenges, along East North Street, Omaha Street/ Highway 44, and Cambell Street. Growth in this area has resulted in increased traffic leading to congestion, safety concerns and bicycle, pedestrian, and transit needs along key corridors. Pedestrian safety is also a concern. Without any bicycle or pedestrian facilities, users walk directly adjacent to traffic. Sidewalks do exist, however they lack a cohesive sidewalk network, and there are concerns with utilities and encroaching vehicles. Steve Grabill: steve.grabill@kljeng.com Kip Harrington: kip.harrington@rcgov.com Join us for public input meetings to learn more about the projects and offer feedback! Public Input Meeting 1: Study kick-off. The meeting will include a discussion of the existing conditions, future conditions, and environmental conditions analysis. It will include interactive stations with issues mapping exercises and alternative brainstorming exercises. SEPTEMBER 13, 218 6PM - 7:3PM Western Dakota Technical Institute 8 Michelson Drive, Rapid City, SD Public Input Meeting 2: Gain feedback on alternatives developed. Public Input Meeting 3: Draft plan will be presented with recommendations and implementation strategies included. Upcoming dates, times, and locations for public meetings, as well as study status and details are provided on the project website at

149 APPENDIX D 218 PEAK HOUR TURNING MOVEMENTS A-124

150 Turning Movement Counts File Name : North_Lacrosse_12Hr Site Code : Start Date : 4/6/218 Page No : 1 Groups Printed- Cars + - Trucks North St (EB) Eastbound North St (WB) Westbound Lacrosse St (NB) Northbound Lacross St (SB) Southbound Start Time Left Thru Right Bikes App. Total Left Thru Right Bikes App. Total Left Thru Right Bikes App. Total Left Thru Right Bikes App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM A-125

151 Turning Movement Counts File Name : North_Lacrosse_12Hr Site Code : Start Date : 4/6/218 Page No : 2 Groups Printed- Cars + - Trucks North St (EB) Eastbound North St (WB) Westbound Lacrosse St (NB) Northbound Lacross St (SB) Southbound Start Time Left Thru Right Bikes App. Total Left Thru Right Bikes App. Total Left Thru Right Bikes App. Total Left Thru Right Bikes App. Total Int. Total 5:45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks Lacross St (SB) Out In Total Right Thru Left Bikes North St (EB) Out In Total Left Thru 318 Right Peds /6/218 7: AM 4/6/218 6:45 PM Cars + Trucks North Right Thru Left Peds Out In Total North St (WB) Left Thru Right Peds Out In Total Lacrosse St (NB) A-126

152 Turning Movement Counts File Name : North_Lacrosse_12Hr Site Code : Start Date : 4/6/218 Page No : 3 North St (EB) Eastbound North St (WB) Westbound Lacrosse St (NB) Northbound Lacross St (SB) Southbound Start Time Left Thru Right Bikes App. Total Left Thru Right Bikes App. Total Left Thru Right Bikes App. Total Left Thru Right Bikes App. Total Int. Total Peak Hour Analysis From 7: AM to 9:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 9: AM 9: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Lacross St (SB) Out In Total Right Thru Left Bikes Peak Hour Data North St (EB) Out In Total Left 225 Thru 24 Right 1 1 Peds Peak Hour Begins at 9: AM Cars + Trucks North Right Thru Left Peds Out In Total North St (WB) Left Thru Right Peds Out In Total Lacrosse St (NB) A-127

153 Turning Movement Counts File Name : North_Lacrosse_12Hr Site Code : Start Date : 4/6/218 Page No : 4 North St (EB) Eastbound North St (WB) Westbound Lacrosse St (NB) Northbound Lacross St (SB) Southbound Start Time Left Thr Rig Thr Bikes App. Total Left u ht u Right Bikes App. Total Left Thr u Right Bikes App. Total Left Thr u Right Bikes App. Total Int. Total Peak Hour Analysis From 1: AM to 2:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12: PM 12: PM :15 PM :3 PM :45 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Lacross St (SB) Out In Total Right Thru Left Bikes Peak Hour Data North St (EB) Out In Total Left 4 Thru 23 Right Peds Peak Hour Begins at 12: PM Cars + Trucks North Right Thru Left Peds Out In Total North St (WB) Left Thru Right Peds Out In Total Lacrosse St (NB) A-128

154 Turning Movement Counts File Name : North_Lacrosse_12Hr Site Code : Start Date : 4/6/218 Page No : 5 North St (EB) Eastbound North St (WB) Westbound Lacrosse St (NB) Northbound Lacross St (SB) Southbound Start Time Left Thr Rig Thr Bikes App. Total Left u ht u Right Bikes App. Total Left Thr u Right Bikes App. Total Left Thr u Right Bikes App. Total Int. Total Peak Hour Analysis From 3: PM to 6:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 3:45 PM 3:45 PM : PM :15 PM :3 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Lacross St (SB) Out In Total Right Thru Left Bikes Peak Hour Data North St (EB) Out In Total Left 412 Thru 31 Right Peds Peak Hour Begins at 3:45 PM Cars + Trucks North Right Thru Left Peds Out In Total North St (WB) Left Thru Right Peds Out In Total Lacrosse St (NB) A-129

155 Turning Movement Counts File Name : Omaha_Lacrosse_12Hr Site Code : Start Date : 3/21/218 Page No : 1 Groups Printed- Cars + - Trucks Omaha St (EB) Eastbound Omaha St (WB) Westbound Lacrosse St (NB) Northbound Lacrosse (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM A-13

156 Turning Movement Counts File Name : Omaha_Lacrosse_12Hr Site Code : Start Date : 3/21/218 Page No : 2 Groups Printed- Cars + - Trucks Omaha St (EB) Eastbound Omaha St (WB) Westbound Lacrosse St (NB) Northbound Lacrosse (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 5:45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks Lacrosse (SB) Out In Total Right Thru Left Peds Omaha St (EB) Out In Total Left Thru Right Peds 3 3 3/21/218 7: AM 3/21/218 6:45 PM Cars + Trucks North Right Thru Left Peds Out In Total Omaha St (WB) Left Thru Right Peds Out In Total Lacrosse St (NB) A-131

157 Turning Movement Counts File Name : Omaha_Lacrosse_12Hr Site Code : Start Date : 3/21/218 Page No : 3 Omaha St (EB) Eastbound Omaha St (WB) Westbound Lacrosse St (NB) Northbound Lacrosse (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 7: AM to 9:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:15 AM 7:15 AM :3 AM :45 AM : AM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Lacrosse (SB) Out In Total Right Thru Left Peds Peak Hour Data Omaha St (EB) Out In Total Left Thru 3 Right Peds Peak Hour Begins at 7:15 AM Cars + Trucks North Right Thru Left Peds Out In Total Omaha St (WB) Left Thru Right Peds Out In Total Lacrosse St (NB) A-132

158 Turning Movement Counts File Name : Omaha_Lacrosse_12Hr Site Code : Start Date : 3/21/218 Page No : 4 Omaha St (EB) Eastbound Omaha St (WB) Westbound Lacrosse St (NB) Northbound Lacrosse (SB) Southbound Start Time Left Thr Rig Ped Thr Rig Ped Thr App. Total Left App. Total Left u ht s u ht s u Right Peds App. Total Left Thr u Right Peds App. Total Int. Total Peak Hour Analysis From 1: AM to 2:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 1: PM 1: PM :15 PM :3 PM :45 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Lacrosse (SB) Out In Total Right Thru Left Peds Peak Hour Data Omaha St (EB) Out In Total Left Thru 38 Right Peds Peak Hour Begins at 1: PM Cars + Trucks North Right Thru Left Peds Out In Total Omaha St (WB) Left Thru Right Peds Out In Total Lacrosse St (NB) A-133

159 Turning Movement Counts File Name : Omaha_Lacrosse_12Hr Site Code : Start Date : 3/21/218 Page No : 5 Omaha St (EB) Eastbound Omaha St (WB) Westbound Lacrosse St (NB) Northbound Lacrosse (SB) Southbound Start Time Left Thr Rig Ped Thr Rig Ped Thr App. Total Left App. Total Left u ht s u ht s u Right Peds App. Total Left Thr u Right Peds App. Total Int. Total Peak Hour Analysis From 3: PM to 6:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:3 PM 4:3 PM :45 PM : PM :15 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Lacrosse (SB) Out In Total Right Thru Left Peds Peak Hour Data Omaha St (EB) Out In Total Left 747 Thru 32 Right 2 2 Peds Peak Hour Begins at 4:3 PM Cars + Trucks North Right Thru Left Peds Out In Total Omaha St (WB) Left Thru Right Peds Out In Total Lacrosse St (NB) A-134

160 Turning Movement Counts File Name : EStPatrick_Campbell_12Hr Site Code : Start Date : 3/21/218 Page No : 1 Groups Printed- Cars + - Trucks St Patrick St (EB) Eastbound St Patrick St (WB) Westbound Campbell (NB) Northbound Campbell (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM A-135

161 Turning Movement Counts File Name : EStPatrick_Campbell_12Hr Site Code : Start Date : 3/21/218 Page No : 2 Groups Printed- Cars + - Trucks St Patrick St (EB) Eastbound St Patrick St (WB) Westbound Campbell (NB) Northbound Campbell (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 5:45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks Campbell (SB) Out In Total Right Thru Left Peds St Patrick St (EB) Out In Total Left Thru 24 Right 2 Peds 3/21/218 7: AM 3/21/218 6:45 PM Cars + Trucks North Right Thru Left Peds Out In Total St Patrick St (WB) Left Thru Right Peds Out In Total Campbell (NB) A-136

162 Turning Movement Counts File Name : EStPatrick_Campbell_12Hr Site Code : Start Date : 3/21/218 Page No : 3 St Patrick St (EB) Eastbound St Patrick St (WB) Westbound Campbell (NB) Northbound Campbell (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 7: AM to 9:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:15 AM 7:15 AM :3 AM :45 AM : AM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Campbell (SB) Out In Total Right Thru Left Peds Peak Hour Data St Patrick St (EB) Out In Total Left 31 Thru 27 Right Peds Peak Hour Begins at 7:15 AM Cars + Trucks North Right Thru Left Peds Out In Total St Patrick St (WB) Left Thru Right Peds Out In Total Campbell (NB) A-137

163 Turning Movement Counts File Name : EStPatrick_Campbell_12Hr Site Code : Start Date : 3/21/218 Page No : 4 St Patrick St (EB) Eastbound St Patrick St (WB) Westbound Campbell (NB) Northbound Campbell (SB) Southbound Start Time Left Thr Rig Ped Thr Rig Ped Thr App. Total Left App. Total Left u ht s u ht s u Right Peds App. Total Left Thr u Right Peds App. Total Int. Total Peak Hour Analysis From 1: AM to 2:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 2: PM 2: PM :15 PM :3 PM :45 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Campbell (SB) Out In Total Right Thru Left Peds Peak Hour Data St Patrick St (EB) Out In Total Left 268 Thru 22 Right 4 4 Peds Peak Hour Begins at 2: PM Cars + Trucks North Right Thru Left Peds Out In Total St Patrick St (WB) Left Thru Right Peds Out In Total Campbell (NB) A-138

164 Turning Movement Counts File Name : EStPatrick_Campbell_12Hr Site Code : Start Date : 3/21/218 Page No : 5 St Patrick St (EB) Eastbound St Patrick St (WB) Westbound Campbell (NB) Northbound Campbell (SB) Southbound Start Time Left Thr Rig Ped Thr Rig Ped Thr App. Total Left App. Total Left u ht s u ht s u Right Peds App. Total Left Thr u Right Peds App. Total Int. Total Peak Hour Analysis From 3: PM to 6:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:3 PM 4:3 PM :45 PM : PM :15 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Campbell (SB) Out In Total Right Thru Left Peds Peak Hour Data St Patrick St (EB) Out In Total Left 422 Thru 17 Right 3 3 Peds Peak Hour Begins at 4:3 PM Cars + Trucks North Right Thru Left Peds Out In Total St Patrick St (WB) Left Thru Right Peds Out In Total Campbell (NB) A-139

165 Turning Movement Counts File Name : Omaha_Cambell_12Hr Site Code : Start Date : 3/27/218 Page No : 1 Groups Printed- Cars + - Trucks Omaha (EB) Eastbound Omaha (WB) Westbound Cambell St (NB) Northbound Cambell St (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM A-14

166 Turning Movement Counts File Name : Omaha_Cambell_12Hr Site Code : Start Date : 3/27/218 Page No : 2 Groups Printed- Cars + - Trucks Omaha (EB) Eastbound Omaha (WB) Westbound Cambell St (NB) Northbound Cambell St (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 5:45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks Cambell St (SB) Out In Total Right Thru Left Peds Omaha (EB) Out In Total Left Thru Right 13 Peds 3/27/218 7: AM 3/27/218 6:45 PM Cars + Trucks North Right Thru Left Peds Out In Total Omaha (WB) Left Thru Right Peds Out In Total Cambell St (NB) A-141

167 Turning Movement Counts File Name : Omaha_Cambell_12Hr Site Code : Start Date : 3/27/218 Page No : 3 Omaha (EB) Eastbound Omaha (WB) Westbound Cambell St (NB) Northbound Cambell St (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 7: AM to 9:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:15 AM 7:15 AM :3 AM :45 AM : AM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Cambell St (SB) Out In Total Right Thru Left Peds Peak Hour Data Omaha (EB) Out In Total Left 331 Thru Right Peds 2 2 Peak Hour Begins at 7:15 AM Cars + Trucks North Right Thru Left Peds Out In Total Omaha (WB) Left Thru Right Peds Out In Total Cambell St (NB) A-142

168 Turning Movement Counts File Name : Omaha_Cambell_12Hr Site Code : Start Date : 3/27/218 Page No : 4 Omaha (EB) Eastbound Omaha (WB) Westbound Cambell St (NB) Northbound Cambell St (SB) Southbound Start Time Left Thr Rig Ped Thr Rig Ped Thr App. Total Left App. Total Left u ht s u ht s u Right Peds App. Total Left Thr u Right Peds App. Total Int. Total Peak Hour Analysis From 1: AM to 2:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:3 AM 11:3 AM :45 AM : PM :15 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Cambell St (SB) Out In Total Right Thru Left Peds Peak Hour Data Omaha (EB) Out In Total Left Thru Right Peds Peak Hour Begins at 11:3 AM Cars + Trucks North Right Thru Left Peds Out In Total Omaha (WB) Left Thru Right Peds Out In Total Cambell St (NB) A-143

169 Turning Movement Counts File Name : Omaha_Cambell_12Hr Site Code : Start Date : 3/27/218 Page No : 5 Omaha (EB) Eastbound Omaha (WB) Westbound Cambell St (NB) Northbound Cambell St (SB) Southbound Start Time Left Thr Rig Ped Thr Rig Ped Thr App. Total Left App. Total Left u ht s u ht s u Right Peds App. Total Left Thr u Right Peds App. Total Int. Total Peak Hour Analysis From 3: PM to 6:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:3 PM 4:3 PM :45 PM : PM :15 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Cambell St (SB) Out In Total Right Thru Left Peds Peak Hour Data Omaha (EB) Out In Total Left Thru 212 Right Peds Peak Hour Begins at 4:3 PM Cars + Trucks North Right Thru Left Peds Out In Total Omaha (WB) Left Thru Right Peds Out In Total Cambell St (NB) A-144

170 Turning Movement Counts File Name : North_Campbell_12Hr Site Code : Start Date : 3/28/218 Page No : 1 Groups Printed- Cars + - Trucks East North Street (EB) Eastbound East North Street (WB) Westbound North Campbell Street (NB) Northbound North Campbell Street (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM A-145

171 Turning Movement Counts File Name : North_Campbell_12Hr Site Code : Start Date : 3/28/218 Page No : 2 Groups Printed- Cars + - Trucks East North Street (EB) Eastbound East North Street (WB) Westbound North Campbell Street (NB) Northbound North Campbell Street (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 5:45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks North Campbell Street (SB) Out In Total Right Thru Left Peds East North Street (EB) Out In Total Left Thru Right Peds 3/28/218 7: AM 3/28/218 6:45 PM Cars + Trucks North Right Thru Left Peds Out In Total East North Street (WB) Left Thru Right Peds Out In Total North Campbell Street (NB) A-146

172 Turning Movement Counts File Name : North_Campbell_12Hr Site Code : Start Date : 3/28/218 Page No : 3 East North Street (EB) Eastbound East North Street (WB) Westbound North Campbell Street (NB) Northbound North Campbell Street (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 7: AM to 9:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 9: AM 9: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks North Campbell Street (SB) Out In Total Right Thru Left Peds Peak Hour Data East North Street (EB) Out In Total Left Thru 144 Right Peds Peak Hour Begins at 9: AM Cars + Trucks North Right Thru Left Peds Out In Total East North Street (WB) Left Thru Right Peds Out In Total North Campbell Street (NB) A-147

173 Turning Movement Counts File Name : North_Campbell_12Hr Site Code : Start Date : 3/28/218 Page No : 4 East North Street (EB) Eastbound East North Street (WB) Westbound North Campbell Street (NB) Northbound North Campbell Street (SB) Southbound Start Time Left Thr Rig Ped Thr Rig Ped Thr App. Total Left App. Total Left u ht s u ht s u Right Peds App. Total Left Thr u Right Peds App. Total Int. Total Peak Hour Analysis From 1: AM to 2:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12: PM 12: PM :15 PM :3 PM :45 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks North Campbell Street (SB) Out In Total Right Thru Left Peds Peak Hour Data East North Street (EB) Out In Total Left Thru 281 Right Peds Peak Hour Begins at 12: PM Cars + Trucks North Right Thru Left Peds Out In Total East North Street (WB) Left Thru Right Peds Out In Total North Campbell Street (NB) A-148

174 Turning Movement Counts File Name : North_Campbell_12Hr Site Code : Start Date : 3/28/218 Page No : 5 East North Street (EB) Eastbound East North Street (WB) Westbound North Campbell Street (NB) Northbound North Campbell Street (SB) Southbound Start Time Left Thr Rig Ped Thr Rig Ped Thr App. Total Left App. Total Left u ht s u ht s u Right Peds App. Total Left Thr u Right Peds App. Total Int. Total Peak Hour Analysis From 3: PM to 6:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:3 PM 4:3 PM :45 PM : PM :15 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks North Campbell Street (SB) Out In Total Right 4 4 Thru 4 4 Left Peds Peak Hour Data East North Street (EB) Out In Total Left Thru 25 Right Peds Peak Hour Begins at 4:3 PM Cars + Trucks North Right Thru Left Peds Out In Total East North Street (WB) Left Thru Right Peds Out In Total North Campbell Street (NB) A-149

175 E North St (EB) Eastbound Turning Movement Counts Groups Printed- Cars + - Trucks E North St (WB) Westbound Anamosa (NB) Northbound File Name : ENorth_Anamosa Site Code : Start Date : 3/29/218 Page No : 1 Anamosa (SB) Southbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM A-15

176 E North St (EB) Eastbound Turning Movement Counts Groups Printed- Cars + - Trucks E North St (WB) Westbound Anamosa (NB) Northbound File Name : ENorth_Anamosa Site Code : Start Date : 3/29/218 Page No : 2 Anamosa (SB) Southbound Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total 5:45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks Anamosa (SB) Out In Total Right Thru Left Peds E North St (EB) Out In Total Left Thru Right Peds 2 2 3/29/218 7: AM 3/29/218 6:45 PM Cars + Trucks North Right Thru Left Peds Out In Total E North St (WB) Left Thru Right Peds Out In Total Anamosa (NB) A-151

177 Turning Movement Counts File Name : ENorth_Anamosa Site Code : Start Date : 3/29/218 Page No : 3 E North St (EB) Eastbound E North St (WB) Westbound Anamosa (NB) Northbound Anamosa (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 7: AM to 9:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:3 AM 7:3 AM :45 AM : AM :15 AM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Anamosa (SB) Out In Total Right Thru Left Peds Peak Hour Data E North St (EB) Out In Total Left Thru 124 Right Peds Peak Hour Begins at 7:3 AM Cars + Trucks North Right Thru Left Peds Out In Total E North St (WB) Left Thru Right Peds Out In Total Anamosa (NB) A-152

178 Turning Movement Counts File Name : ENorth_Anamosa Site Code : Start Date : 3/29/218 Page No : 4 E North St (EB) Eastbound E North St (WB) Westbound Anamosa (NB) Northbound Anamosa (SB) Southbound Start Time Left Thr Rig Ped Thr Rig Ped Thr App. Total Left App. Total Left u ht s u ht s u Right Peds App. Total Left Thr u Right Peds App. Total Int. Total Peak Hour Analysis From 1: AM to 2:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12: PM 12: PM :15 PM :3 PM :45 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Anamosa (SB) Out In Total Right Thru Left Peds Peak Hour Data E North St (EB) Out In Total Left Thru 167 Right Peds Peak Hour Begins at 12: PM Cars + Trucks North Right Thru Left Peds Out In Total E North St (WB) Left Thru Right Peds Out In Total Anamosa (NB) A-153

179 Turning Movement Counts File Name : ENorth_Anamosa Site Code : Start Date : 3/29/218 Page No : 5 E North St (EB) Eastbound E North St (WB) Westbound Anamosa (NB) Northbound Anamosa (SB) Southbound Start Time Left Thr Rig Ped Thr Rig Ped Thr App. Total Left App. Total Left u ht s u ht s u Right Peds App. Total Left Thr u Right Peds App. Total Int. Total Peak Hour Analysis From 3: PM to 6:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:15 PM 4:15 PM :3 PM :45 PM : PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Anamosa (SB) Out In Total Right Thru Left Peds Peak Hour Data E North St (EB) Out In Total Left Thru 129 Right Peds Peak Hour Begins at 4:15 PM Cars + Trucks North Right Thru Left Peds Out In Total E North St (WB) Left Thru Right Peds Out In Total Anamosa (NB) A-154

180 Turning Movement Counts File Name : ENorthSt_Eglin_12Hr Site Code : Start Date : 3/29/218 Page No : 1 Groups Printed- Cars + - Trucks E North St (EB) Eastbound E North St (WB) Westbound Eglin (NB) Northbound Eglin (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM A-155

181 Turning Movement Counts File Name : ENorthSt_Eglin_12Hr Site Code : Start Date : 3/29/218 Page No : 2 Groups Printed- Cars + - Trucks E North St (EB) Eastbound E North St (WB) Westbound Eglin (NB) Northbound Eglin (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 5:45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks Eglin (SB) Out In Total Right Thru Left Peds E North St (EB) Out In Total Left Thru Right Peds 2 2 3/29/218 7: AM 3/29/218 6:45 PM Cars + Trucks North Right Thru Left Peds Out In Total E North St (WB) Left Thru Right Peds Out In Total Eglin (NB) A-156

182 Turning Movement Counts File Name : ENorthSt_Eglin_12Hr Site Code : Start Date : 3/29/218 Page No : 3 E North St (EB) Eastbound E North St (WB) Westbound Eglin (NB) Northbound Eglin (SB) Southbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 7: AM to 9:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 9: AM 9: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Eglin (SB) Out In Total Right Thru Left Peds Peak Hour Data E North St (EB) Out In Total Left 56 Thru 4 12 Right Peds 1 1 Peak Hour Begins at 9: AM Cars + Trucks North Right Thru Left Peds Out In Total E North St (WB) Left Thru Right Peds Out In Total Eglin (NB) A-157

183 Turning Movement Counts File Name : ENorthSt_Eglin_12Hr Site Code : Start Date : 3/29/218 Page No : 4 E North St (EB) Eastbound E North St (WB) Westbound Eglin (NB) Northbound Eglin (SB) Southbound Start Time Left Thr Rig Ped Thr Rig Ped Thr App. Total Left App. Total Left u ht s u ht s u Right Peds App. Total Left Thr u Right Peds App. Total Int. Total Peak Hour Analysis From 1: AM to 2:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:3 PM 12:3 PM :45 PM : PM :15 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Eglin (SB) Out In Total Right Thru Left Peds Peak Hour Data E North St (EB) Out In Total Left 149 Thru 268 Right Peds Peak Hour Begins at 12:3 PM Cars + Trucks North Right Thru Left Peds Out In Total E North St (WB) Left Thru Right Peds Out In Total Eglin (NB) A-158

184 Turning Movement Counts File Name : ENorthSt_Eglin_12Hr Site Code : Start Date : 3/29/218 Page No : 5 E North St (EB) Eastbound E North St (WB) Westbound Eglin (NB) Northbound Eglin (SB) Southbound Start Time Left Thr Rig Ped Thr Rig Ped Thr App. Total Left App. Total Left u ht s u ht s u Right Peds App. Total Left Thr u Right Peds App. Total Int. Total Peak Hour Analysis From 3: PM to 6:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:3 PM 4:3 PM :45 PM : PM :15 PM Total Volume % App. Total PHF Cars % Cars Trucks % Trucks Eglin (SB) Out In Total Right Thru Left Peds Peak Hour Data E North St (EB) Out In Total Left 16 Thru 144 Right Peds Peak Hour Begins at 4:3 PM Cars + Trucks North Right Thru Left Peds Out In Total E North St (WB) Left Thru Right Peds Out In Total Eglin (NB) A-159

185 APPENDIX E HCS WORKSHEETS A-16

186 NO BUILD A-161

187 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.85 Urban Street Analysis Year 218 Analysis Period 1> 7: Intersection Cambell and St Patrick File Name 218 AM Peak - Cambell St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 87.6 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) B C C B C C C C C C C C Approach Delay, s/veh / LOS 22.1 C 23.9 C 31.3 C 25.7 C Intersection Delay, s/veh / LOS 26.2 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.45 B 2.45 B 2.3 B 2.3 B Bicycle LOS Score / LOS 3.6 C 3.19 C 3.44 C 3.24 C Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 8:51:9 AM A-162

188 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 225 Analysis Period 1> 7: Intersection Cambell and St Patrick File Name 225 AM Peak - Cambell St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 91.6 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C C C C C C C C C C C C Approach Delay, s/veh / LOS 24.2 C 26.5 C 32.9 C 26.6 C Intersection Delay, s/veh / LOS 27.9 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.46 B 2.46 B 2.3 B 2.3 B Bicycle LOS Score / LOS 3.11 C 3.22 C 3.46 C 3.28 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:28:58 PM A-163

189 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 245 Analysis Period 1> 7: Intersection Cambell and St Patrick File Name 245 AM Peak - Cambell St_FutureNetworkA.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C C C D D D C D C E C C Approach Delay, s/veh / LOS 29.3 C 42.5 D 36.3 D 36.8 D Intersection Delay, s/veh / LOS 36.1 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.46 B 2.46 B 2.31 B 2.31 B Bicycle LOS Score / LOS 3.33 C 3.44 C 3.69 D 3.5 D Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:55:42 PM A-164

190 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 218 Analysis Period 1> 4: Intersection Cambell and St Patrick File Name 218 PM Peak - Cambell St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 91.1 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C C C C C C C C C C C C Approach Delay, s/veh / LOS 25. C 27.1 C 31.7 C 28.3 C Intersection Delay, s/veh / LOS 28.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.45 B 2.45 B 2.3 B 2.3 B Bicycle LOS Score / LOS 3.15 C 3.22 C 3.43 C 3.59 D Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 8:2:7 AM A-165

191 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 225 Analysis Period 1> 4: Intersection Cambell and St Patrick File Name 225 PM Peak - Cambell St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 97.9 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C C C C C C C D C C C C Approach Delay, s/veh / LOS 29.3 C 31.4 C 34.6 C 3.9 C Intersection Delay, s/veh / LOS 31.5 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.46 B 2.46 B 2.31 B 2.31 B Bicycle LOS Score / LOS 3.24 C 3.27 C 3.48 C 3.69 D Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:51:59 PM A-166

192 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Cambell and St Patrick File Name 245 PM Peak - Cambell St_FutureNetworkA.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 19.5 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) F C C C D D C D C F D D Approach Delay, s/veh / LOS 73.6 E 38.2 D 34.5 C 49. D Intersection Delay, s/veh / LOS 49. D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.46 B 2.46 B 2.31 B 2.31 B Bicycle LOS Score / LOS 3.49 C 3.49 C 3.72 D 4.2 D Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 12:36: PM A-167

193 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.85 Urban Street Analysis Year 218 Analysis Period 1> 7: Intersection Omaha and Cambell File Name 218 AM Peak - Cambell St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 98. Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C D A C C A B C A C C A Approach Delay, s/veh / LOS 25.8 C 24.7 C 25.6 C 23. C Intersection Delay, s/veh / LOS 24.8 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.46 B 2.46 B 2.46 B 2.46 B Bicycle LOS Score / LOS 3.22 C 3.34 C 3.46 C 2.2 B Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 8:51:9 AM A-168

194 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 225 Analysis Period 1> 7: Intersection Omaha and Cambell File Name 225 AM Peak - Cambell St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 98.4 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C D D C C C C D D C C C Approach Delay, s/veh / LOS 34.8 C 31.5 C 32.5 C 27.9 C Intersection Delay, s/veh / LOS 31.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.26 B 2.26 B 2.45 B 2.44 B Bicycle LOS Score / LOS 3.28 C 3.41 C 3.51 D 2.23 B Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:28:58 PM A-169

195 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 245 Analysis Period 1> 7: Intersection Omaha and Cambell File Name 245 AM Peak - Cambell St_FutureNetworkA.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 98.2 Reference Phase 2 Offset, s 65 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C D D C C C C C C D C C Approach Delay, s/veh / LOS 4.1 D 33.6 C 29.7 C 29.2 C Intersection Delay, s/veh / LOS 33. C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.21 B 2.21 B 2.4 B 2.39 B Bicycle LOS Score / LOS 3.45 C 3.57 D 3.7 D 2.34 B Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:55:42 PM A-17

196 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.95 Urban Street Analysis Year 218 Analysis Period 1> 4: Intersection Omaha and Cambell File Name 218 PM Peak - Cambell St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D D A D D A C C A C C A Approach Delay, s/veh / LOS 39.6 D 3. C 3.8 C 28.4 C Intersection Delay, s/veh / LOS 31.8 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.41 B 2.39 B 2.42 B 2.41 B Bicycle LOS Score / LOS 3.66 D 3.33 C 3.67 D 2.48 B Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 8:2:7 AM A-171

197 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 225 Analysis Period 1> 4: Intersection Omaha and Cambell File Name 225 PM Peak - Cambell St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D E D D D D C D D C C C Approach Delay, s/veh / LOS 52.2 D 5.3 D 34.3 C 3.2 C Intersection Delay, s/veh / LOS 4.1 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.16 B 2.13 B 2.37 B 2.36 B Bicycle LOS Score / LOS 3.87 D 3.46 C 3.83 D 2.62 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:51:59 PM A-172

198 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Omaha and Cambell File Name 245 PM Peak - Cambell St_FutureNetworkA.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 79 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) F F E F F E D D D D D D Approach Delay, s/veh / LOS F 89. F 49.8 D 41.8 D Intersection Delay, s/veh / LOS 69.1 E Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.6 B 2.6 B 2.32 B 2.3 B Bicycle LOS Score / LOS 4.18 D 3.63 D 4.13 D 2.81 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 12:36: PM A-173

199 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.88 Urban Street Analysis Year 218 Analysis Period 1> 7: Intersection Cambell and North File Name 218 AM Peak - Cambell St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 77. Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C C A D B C C A D Approach Delay, s/veh / LOS 16.3 B 3.2 C 8.6 A 48.4 D Intersection Delay, s/veh / LOS 18. B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.7 B 1.71 B 2.47 B 2.45 B Bicycle LOS Score / LOS 3.6 C 2.69 C 4.15 D 2.34 B Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 8:51:9 AM A-174

200 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 225 Analysis Period 1> 7: Intersection Cambell and North File Name 225 AM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 98.1 Reference Phase 2 Offset, s 16 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C C A C B B D C A E Approach Delay, s/veh / LOS 19.9 B 17.2 B 1.9 B 6.2 E Intersection Delay, s/veh / LOS 16.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.6 B 1.72 B 2.46 B 2.46 B Bicycle LOS Score / LOS 3.12 C 2.79 C 4.27 D 2.35 B Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:41:53 PM A-175

201 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 245 Analysis Period 1> 7: Intersection Cambell and North File Name 245 AM Peak - North St - Lacrosse St_FutureNe Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 62 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C D A C B A E D A F Approach Delay, s/veh / LOS 24.9 C 22.2 C 23.1 C 83.5 F Intersection Delay, s/veh / LOS 24.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.1 B 1.74 B 2.42 B 2.47 B Bicycle LOS Score / LOS 3.22 C 2.94 C 4.62 E 2.35 B Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:58:22 PM A-176

202 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.93 Urban Street Analysis Year 218 Analysis Period 1> 4: Intersection Cambell and North File Name 218 PM Peak - Cambell St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 99.7 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C D A F B B F C A E Approach Delay, s/veh / LOS 26. C 56.8 E 26.8 C 62.8 E Intersection Delay, s/veh / LOS 36.5 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.95 B 1.72 B 2.18 B 2.46 B Bicycle LOS Score / LOS 3.23 C 3.1 C 5.2 E 2.31 B Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 8:2:7 AM A-177

203 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 225 Analysis Period 1> 4: Intersection Cambell and North File Name 225 PM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 5 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D D A F B A F D A E Approach Delay, s/veh / LOS 34.9 C 7.1 E 51.3 D 74.5 E Intersection Delay, s/veh / LOS 52.6 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.92 B 1.73 B 2.35 B 2.47 B Bicycle LOS Score / LOS 3.34 C 3.16 C 5.24 E 2.32 B Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:53:15 PM A-178

204 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Cambell and North File Name 245 PM Peak - North St - Lacrosse St_FutureNe Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 68 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D F A F B B F D A F Approach Delay, s/veh / LOS 69.9 E 123. F 96.9 F 19.4 F Intersection Delay, s/veh / LOS 96.7 F Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.88 B 1.75 B 2.29 B 2.49 B Bicycle LOS Score / LOS 3.56 D 3.47 C 5.57 F 2.32 B Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 2:2:3 PM A-179

205 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.85 Urban Street Analysis Year 218 Analysis Period 1> 7: Intersection Omaha and Lacrosse File Name 218 AM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) A A A A A B D C C D C C Approach Delay, s/veh / LOS 9.6 A 7.9 A 31.5 C 34.7 C Intersection Delay, s/veh / LOS 17.2 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.7 B 2.24 B 2.46 B 2.3 B Bicycle LOS Score / LOS 3.2 C 3.67 D 2.45 B 3.15 C Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 1:54:1 AM A-18

206 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 225 Analysis Period 1> 7: Intersection Omaha and Lacrosse File Name 225 AM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) A B B A A B C C C D C C Approach Delay, s/veh / LOS 11.1 B 9.5 A 3. C 33.7 C Intersection Delay, s/veh / LOS 17.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.7 B 2.25 B 2.46 B 2.3 B Bicycle LOS Score / LOS 3.24 C 3.74 D 2.47 B 3.21 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:41:53 PM A-181

207 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 245 Analysis Period 1> 7: Intersection Omaha and Lacrosse File Name 245 AM Peak - North St - Lacrosse St_FutureNe Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) B B B B B A C C C D C C Approach Delay, s/veh / LOS 15.4 B 12. B 28. C 32.7 C Intersection Delay, s/veh / LOS 19.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 B 2.25 B 2.46 B 2.3 B Bicycle LOS Score / LOS 3.41 C 4.3 D 2.53 C 3.37 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:58:22 PM A-182

208 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 218 Analysis Period 1> 4: Intersection Omaha and Lacrosse File Name 218 PM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) A B B B C C C C C D C C Approach Delay, s/veh / LOS 12.3 B 25.7 C 29.2 C 32.7 C Intersection Delay, s/veh / LOS 21.5 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.7 B 2.25 B 2.46 B 2.3 B Bicycle LOS Score / LOS 3.4 C 3.4 C 2.51 C 3.29 C Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 7:54:25 AM A-183

209 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 225 Analysis Period 1> 4: Intersection Omaha and Lacrosse File Name 225 PM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) B B B B B A C C C C C C Approach Delay, s/veh / LOS 16.1 B 9. A 26.4 C 3.1 C Intersection Delay, s/veh / LOS 18.3 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 B 2.26 B 2.46 B 2.3 B Bicycle LOS Score / LOS 3.48 C 3.49 C 2.54 C 3.42 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:53:15 PM A-184

210 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Omaha and Lacrosse File Name 245 PM Peak - North St - Lacrosse St_FutureNe Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) B C C C B A C C C D C C Approach Delay, s/veh / LOS 28.4 C 13.1 B 22.9 C 28.5 C Intersection Delay, s/veh / LOS 23.9 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 B 2.27 B 2.46 B 2.3 B Bicycle LOS Score / LOS 3.73 D 3.75 D 2.64 C 3.7 D Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 2:2:3 PM A-185

211 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.91 Urban Street Analysis Year 218 Analysis Period 1> 7: Intersection North and Lacrosse File Name 218 AM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D A A B B B C D D C D D Approach Delay, s/veh / LOS 2.3 C 14.6 B 4.4 D 36.8 D Intersection Delay, s/veh / LOS 25. C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.45 B 2.45 B Bicycle LOS Score / LOS 2.92 C 3.9 C 2.67 C 2.82 C Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 1:54:1 AM A-186

212 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 225 Analysis Period 1> 7: Intersection North and Lacrosse File Name 225 AM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D A A B B B C D D C D D Approach Delay, s/veh / LOS 2.7 C 15.9 B 4.2 D 35.8 D Intersection Delay, s/veh / LOS 25.4 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.45 B 2.45 B Bicycle LOS Score / LOS 2.97 C 3.16 C 2.71 C 2.87 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:41:53 PM A-187

213 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 245 Analysis Period 1> 7: Intersection North and Lacrosse File Name 245 AM Peak - North St - Lacrosse St_FutureNe Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s 41 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C B B B B C C D D C C C Approach Delay, s/veh / LOS 22.6 C 2. B 38.5 D 32.1 C Intersection Delay, s/veh / LOS 26.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.45 B 2.45 B Bicycle LOS Score / LOS 3.12 C 3.37 C 2.79 C 2.95 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:58:22 PM A-188

214 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.98 Urban Street Analysis Year 218 Analysis Period 1> 4: Intersection North and Lacrosse File Name 218 PM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D B B B C C C D D C C C Approach Delay, s/veh / LOS 24.9 C 22.1 C 37.7 D 28.7 C Intersection Delay, s/veh / LOS 26.9 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.45 B 2.45 B Bicycle LOS Score / LOS 3.12 C 3.34 C 2.86 C 2.9 C Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 7:54:25 AM A-189

215 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 225 Analysis Period 1> 4: Intersection North and Lacrosse File Name 225 PM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s 46 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C C C C C C C D D C C C Approach Delay, s/veh / LOS 3. C 26.5 C 35.4 D 27.5 C Intersection Delay, s/veh / LOS 29.4 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.45 B 2.45 B Bicycle LOS Score / LOS 3.25 C 3.5 C 2.95 C 3.14 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:53:15 PM A-19

216 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection North and Lacrosse File Name 245 PM Peak - North St - Lacrosse St_FutureNe Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s 48 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D D D C C C C D D F C C Approach Delay, s/veh / LOS 4.1 D 28.7 C 36.9 D 67. E Intersection Delay, s/veh / LOS 42.7 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.45 B 2.45 B Bicycle LOS Score / LOS 3.52 D 3.86 D 3.11 C 3.28 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 2:2:3 PM A-191

217 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.87 Urban Street Analysis Year 218 Analysis Period 1> 7: Intersection North and Anamosa File Name 218 AM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 42.5 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) A A A A B B D B B C B C Approach Delay, s/veh / LOS 7.7 A 1.7 B 33.5 C 23.5 C Intersection Delay, s/veh / LOS 11.7 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.39 B 2.4 B 2.27 B 2.42 B Bicycle LOS Score / LOS 3.9 C 2.74 C 3.3 C 2.99 C Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 1:54:1 AM A-192

218 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 225 Analysis Period 1> 7: Intersection North and Anamosa File Name 225 AM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 48.6 Reference Phase 2 Offset, s 38 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) A B A A B B B B B C C C Approach Delay, s/veh / LOS 7.9 A 12. B 18.5 B 28.4 C Intersection Delay, s/veh / LOS 11.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.24 B 2.4 B 2.43 B 2.42 B Bicycle LOS Score / LOS 3.18 C 2.79 C 3.6 C 3.2 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:41:53 PM A-193

219 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 245 Analysis Period 1> 7: Intersection North and Anamosa File Name 245 AM Peak - North St - Lacrosse St_FutureNe Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 49.2 Reference Phase 2 Offset, s 6 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) B B A B B B B B B C B C Approach Delay, s/veh / LOS 1.4 B 16.4 B 16.6 B 24.7 C Intersection Delay, s/veh / LOS 14.5 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.25 B 2.41 B 2.42 B 2.42 B Bicycle LOS Score / LOS 3.39 C 3.1 C 3.15 C 3.11 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:58:22 PM A-194

220 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 218 Analysis Period 1> 4: Intersection North and Anamosa File Name 218 PM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 6.1 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) B B A B B B D C C C C D Approach Delay, s/veh / LOS 12.2 B 18.2 B 31.5 C 33. C Intersection Delay, s/veh / LOS 18.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.41 B 2.41 B 2.28 B 2.44 B Bicycle LOS Score / LOS 3.57 D 2.86 C 3.17 C 3.9 C Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 7:54:25 AM A-195

221 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 225 Analysis Period 1> 4: Intersection North and Anamosa File Name 225 PM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 77.4 Reference Phase 2 Offset, s 13 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) B B A B C B C C C D C D Approach Delay, s/veh / LOS 15.3 B 21.3 C 21.8 C 36.6 D Intersection Delay, s/veh / LOS 2.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.26 B 2.42 B 2.43 B 2.45 B Bicycle LOS Score / LOS 3.72 D 2.91 C 3.25 C 3.15 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:53:15 PM A-196

222 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection North and Anamosa File Name 245 PM Peak - North St - Lacrosse St_FutureNe Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 77.1 Reference Phase 2 Offset, s 47 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C C A C C C C C C D B C Approach Delay, s/veh / LOS 19.1 B 26.8 C 25.3 C 27.1 C Intersection Delay, s/veh / LOS 23.5 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.27 B 2.43 B 2.43 B 2.45 B Bicycle LOS Score / LOS 4.17 D 3.14 C 3.43 C 3.31 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 2:2:3 PM A-197

223 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 218 Analysis Period 1> 7: Intersection North and Eglin File Name 218 AM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 93.9 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C C A D D D B B B B B B Approach Delay, s/veh / LOS 19.9 B 4.9 D 16.1 B 17.8 B Intersection Delay, s/veh / LOS 2.3 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.45 B 2.13 B 2.13 B Bicycle LOS Score / LOS 2.65 C 2.86 C 3.15 C 2.86 C Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 1:54:1 AM A-198

224 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 225 Analysis Period 1> 7: Intersection North and Eglin File Name 225 AM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 63.4 Reference Phase 2 Offset, s 26 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C C A C C C B B B B B B Approach Delay, s/veh / LOS 16.3 B 27.4 C 16.4 B 17.5 B Intersection Delay, s/veh / LOS 17.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.28 B 2.43 B 2.11 B 2.11 B Bicycle LOS Score / LOS 2.7 C 2.89 C 3.19 C 2.93 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:41:53 PM A-199

225 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.9 Urban Street Analysis Year 245 Analysis Period 1> 7: Intersection North and Eglin File Name 245 AM Peak - North St - Lacrosse St_FutureNe Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 82.1 Reference Phase 2 Offset, s 3 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D C A C C D B B B B B B Approach Delay, s/veh / LOS 23.3 C 34.3 C 17.8 B 18.3 B Intersection Delay, s/veh / LOS 2.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.29 B 2.45 B 2.13 B 2.13 B Bicycle LOS Score / LOS 2.82 C 2.85 C 3.34 C 3.13 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:58:22 PM A-2

226 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.91 Urban Street Analysis Year 218 Analysis Period 1> 4: Intersection North and Eglin File Name 218 PM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 13.7 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) F D A D D D B C C B C C Approach Delay, s/veh / LOS 57.5 E 43.9 D 2.6 C 26.4 C Intersection Delay, s/veh / LOS 34.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.31 B 2.46 B 2.14 B 2.14 B Bicycle LOS Score / LOS 3.26 C 3.7 C 3.57 D 3.17 C Copyright 218 University of Florida, All Rights Reserved. HCS7 Streets Version 7.4 Generated: 5/23/218 7:54:25 AM A-21

227 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 225 Analysis Period 1> 4: Intersection North and Eglin File Name 225 PM Peak - North St - Lacrosse St.xus Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 94.5 Reference Phase 2 Offset, s 45 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D C A C D D D C C C C C Approach Delay, s/veh / LOS 33.5 C 38.3 D 31.8 C 27.1 C Intersection Delay, s/veh / LOS 31.3 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.45 B 2.13 B 2.13 B Bicycle LOS Score / LOS 3.34 C 3.1 C 3.66 D 3.27 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 1:53:15 PM A-22

228 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection North and Eglin File Name 245 PM Peak - North St - Lacrosse St_FutureNe Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 133. Reference Phase 2 Offset, s 39 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) F C A D E E F D D C D D Approach Delay, s/veh / LOS 45. D 6.4 E 66.5 E 41.3 D Intersection Delay, s/veh / LOS 52. D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.32 B 2.47 B 2.15 B 2.15 B Bicycle LOS Score / LOS 3.48 C 3.7 C 3.87 D 3.58 D Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/12/219 2:2:3 PM A-23

229 BUILD ALTERNATIVES (245 PM PEAK) A-24

230 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Cambell and St Patrick File Name 245 PM Peak - Cambell St_FutureNetworkA.xus Project Description Turn Lane Improvements Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 16.2 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D D D C D D C C C D D B Approach Delay, s/veh / LOS 45.8 D 36.6 D 32.1 C 34.5 C Intersection Delay, s/veh / LOS 37. D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.46 B 2.46 B 2.46 B 2.46 B Bicycle LOS Score / LOS 3.49 C 3.49 C 3.72 D 4.2 D Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 5:47:45 PM A-25

231 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Cambell and St Patrick File Name 245 PM Peak - Cambell St_FutureNetworkA.xus Project Description 6 Lanes on Cambell St Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 12.1 Reference Phase 2 Offset, s Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) E C C C D D E D D D C C Approach Delay, s/veh / LOS 45.8 D 34.9 C 5.7 D 33.1 C Intersection Delay, s/veh / LOS 4.5 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.73 C 2.73 C 2.31 B 2.46 B Bicycle LOS Score / LOS 3.49 C 3.49 C 3.39 C 3.59 D Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 5:57:56 PM A-26

232 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Omaha and Cambell File Name 245 PM Peak - Cambell St_FutureNetworkA.xus Project Description Turn Lane Improvements Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 123. Reference Phase 2 Offset, s 19 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) F E D E D C E D B E D C Approach Delay, s/veh / LOS 63.5 E 44.6 D 44.5 D 42.4 D Intersection Delay, s/veh / LOS 47.9 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.48 B 2.47 B 2.32 B 2.3 B Bicycle LOS Score / LOS 4.18 D 3.63 D 4.13 D 2.81 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 5:47:45 PM A-27

233 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 5/17/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Omaha and Cambell File Name 245 PM Peak - Cambell St_FutureNetworkA.xus Project Description 6 Lanes on Cambell St Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 11.2 Reference Phase 2 Offset, s 145 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D D C D D C D D D D C D Approach Delay, s/veh / LOS 44.1 D 36.5 D 43.7 D 37.8 D Intersection Delay, s/veh / LOS 4.6 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.64 C 2.63 C 2.32 B 2.3 B Bicycle LOS Score / LOS 4.18 D 3.63 D 3.68 D 2.41 B Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 5:57:56 PM A-28

234 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 12/17/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 7: Intersection Omaha and Cambell File Name 245 PM Peak - CFI-Cambell-Omaha_FutureNet Project Description Displaced Left Turns Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 12. Reference Phase 2 Offset, s 62 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C D C D C C F F E E Approach Delay, s/veh / LOS 32.9 C 29.4 C 76. E 66.4 E Intersection Delay, s/veh / LOS 49.4 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.82 B 1.81 B 2.36 B 2.34 B Bicycle LOS Score / LOS 4.18 D 3.63 D 3.84 D 2.55 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 6:13:24 PM A-29

235 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 12/17/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 7: Intersection Omaha and Cambell do File Name 245 PM Peak - CFI-Cambell-Omaha_FutureNet Project Description Displaced Left Turns Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 12. Reference Phase 2 Offset, s 7 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s 24.3 Green Extension Time ( g e ), s... Phase Call Probability 1. Max Out Probability. Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile)..8. Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh... Control Delay ( d ), s/veh Level of Service (LOS) A D A Approach Delay, s/veh / LOS A 11.8 B Intersection Delay, s/veh / LOS 1.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.85 B 2.8 B 1.33 A.72 A Bicycle LOS Score / LOS 4.26 D 2.81 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 6:13:24 PM A-21

236 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 12/17/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 7: Intersection Omaha and Cambell up File Name 245 PM Peak - CFI-Cambell-Omaha_FutureNet Project Description Displaced Left Turns Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 12. Reference Phase 6 Offset, s 7 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s 27.3 Green Extension Time ( g e ), s... Phase Call Probability 1. Max Out Probability. Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile).9.. Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh... Control Delay ( d ), s/veh Level of Service (LOS) D A A Approach Delay, s/veh / LOS B 8.7 A Intersection Delay, s/veh / LOS 1. B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 B 1.86 B.72 A 1.31 A Bicycle LOS Score / LOS 4.13 D 2.93 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 6:13:24 PM A-211

237 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Cambell and North File Name 245 PM Peak - Cambell and North_FutureNetwo Project Description Remove Channelizing Islands Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 86 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s..... Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) E F F F B B F E F F Approach Delay, s/veh / LOS F 66.5 E F F Intersection Delay, s/veh / LOS F Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.88 B 1.75 B 2.29 B 2.49 B Bicycle LOS Score / LOS 3.56 D 3.47 C 5.57 F 2.32 B Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 6:3:42 PM A-212

238 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction WB 2x Left Turn Lanes Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Cambell and North File Name 245 PM Peak - Cambell and North_FutureNetwo Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 137. Reference Phase 2 Offset, s 86 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D F A D B B F C F F Approach Delay, s/veh / LOS 84.5 F 34.9 C F 81.9 F Intersection Delay, s/veh / LOS 98.4 F Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.13 B 1.74 B 2.47 B 2.47 B Bicycle LOS Score / LOS 3.56 D 3.47 C 5.57 F 2.32 B Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 6:5:1 PM A-213

239 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction 2 x WB Left Turn + 2 x NB Time Period PHF.92 Right Turn Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Cambell and North File Name 245 PM Peak - Cambell and North_FutureNetwo Project Description Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 13.2 Reference Phase 2 Offset, s 86 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D E E E B B F C C E Approach Delay, s/veh / LOS 7. E 42. D 61.9 E 78. E Intersection Delay, s/veh / LOS 56.4 E Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.34 B 1.73 B 2.47 B 2.47 B Bicycle LOS Score / LOS 3.56 D 3.47 C 5.57 F 2.32 B Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 6:9:7 PM A-214

240 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Cambell and North File Name 245 PM Peak - CFI-Cambell-North_FutureNetwo Project Description Displaced Left Turns Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s 55 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s.... Phase Call Probability Max Out Probability 1.. Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C A C B C B A E Approach Delay, s/veh / LOS 15.2 B 21.9 C 1.5 B 55.3 E Intersection Delay, s/veh / LOS 14.5 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.99 B 1.72 B 2.14 B 2.3 B Bicycle LOS Score / LOS 3.55 D 2.75 C 5.57 F 2.32 B Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 6:16:22 PM A-215

241 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection Cambell and North dow File Name 245 PM Peak - CFI-Cambell-North_FutureNetwo Project Description Displaced Left Turns Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s 1 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s 26.8 Green Extension Time ( g e ), s Phase Call Probability 1. Max Out Probability.4 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile)..88. Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh... Control Delay ( d ), s/veh Level of Service (LOS) B C A Approach Delay, s/veh / LOS 16.9 B 14.6 B.. Intersection Delay, s/veh / LOS 15.7 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.62 B.74 A 2.26 B 2.13 B Bicycle LOS Score / LOS 4.28 D 3.47 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 6:16:22 PM A-216

242 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection North and Lacrosse File Name 245 PM Peak - North St - Lacrosse St_FutureNe Project Description Turn Lane Improvements Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 9. Reference Phase 2 Offset, s 47 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) C D D C C C C C C E C C Approach Delay, s/veh / LOS 35.3 D 28.5 C 33.6 C 37.8 D Intersection Delay, s/veh / LOS 33.8 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.45 B 2.45 B 2.45 B 2.45 B Bicycle LOS Score / LOS 3.52 D 3.86 D 3.11 C 3.28 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 5:5:18 PM A-217

243 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection North and Anamosa File Name 245 PM Peak - North St - Lacrosse St_FutureNe Project Description 6 Lanes on E. North St Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 93.1 Reference Phase 2 Offset, s 27 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D C A D D C D C C D C D Approach Delay, s/veh / LOS 21.3 C 42.1 D 33.7 C 33.8 C Intersection Delay, s/veh / LOS 3.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.27 B 2.44 B 2.71 C 2.73 C Bicycle LOS Score / LOS 3.62 D 2.82 C 3.43 C 3.31 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 6:1:3 PM A-218

244 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection North and Eglin File Name 245 PM Peak - North St - Lacrosse St_FutureNe Project Description Turn Lane Improvements Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s Reference Phase 2 Offset, s 22 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D D A D E E C C C C D B Approach Delay, s/veh / LOS 38. D 65.4 E 33.3 C 32. C Intersection Delay, s/veh / LOS 36.4 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.32 B 2.47 B 2.15 B 2.32 B Bicycle LOS Score / LOS 3.48 C 3.7 C 3.87 D 3.58 D Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 5:5:18 PM A-219

245 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 4/19/218 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 245 Analysis Period 1> 4: Intersection North and Eglin File Name 245 PM Peak - North St - Lacrosse St_FutureNe Project Description 6 Lanes on E. North St Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 112. Reference Phase 2 Offset, s 48 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 95 th percentile) Back of Queue ( Q ), veh/ln ( 95 th percentile) Queue Storage Ratio ( RQ ) ( 95 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D C A D D E E C C C C B Approach Delay, s/veh / LOS 3.9 C 53.5 D 36.2 D 21.3 C Intersection Delay, s/veh / LOS 31. C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.6 C 2.74 C 2.14 B 2.31 B Bicycle LOS Score / LOS 3.48 C 3.7 C 3.49 C 3.17 C Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 3/13/219 6:1:3 PM A-22

246 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h.25 Analyst Analysis Date 3/26/219 Area Type Other Jurisdiction Time Period PHF.92 Urban Street Analysis Year 219 Analysis Period 1> 7: Intersection East North Street and V File Name East North and Valley.xus Project Description 245 Future Conditions Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h Signal Information Cycle, s 11. Reference Phase 2 Offset, s Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase Case Number Phase Duration, s Change Period, ( Y+R c ), s Max Allow Headway ( MAH ), s Queue Clearance Time ( g s ), s Green Extension Time ( g e ), s Phase Call Probability Max Out Probability.. Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement Adjusted Flow Rate ( v ), veh/h Adjusted Saturation Flow Rate ( s ), veh/h/ln Queue Service Time ( g s ), s Cycle Queue Clearance Time ( g c ), s Green Ratio ( g/c ) Capacity ( c ), veh/h Volume-to-Capacity Ratio ( X ) Back of Queue ( Q ), ft/ln ( 5 th percentile) Back of Queue ( Q ), veh/ln ( 5 th percentile) Queue Storage Ratio ( RQ ) ( 5 th percentile) Uniform Delay ( d 1 ), s/veh Incremental Delay ( d 2 ), s/veh Initial Queue Delay ( d 3 ), s/veh Control Delay ( d ), s/veh Level of Service (LOS) D D C D C A Approach Delay, s/veh / LOS. 42. D 31.5 C 15. B Intersection Delay, s/veh / LOS 28. C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.32 B 2.32 B 1.91 B.67 A Bicycle LOS Score / LOS F 1.93 B 1.52 B Copyright 219 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 4/2/219 1:37:53 AM A-221

247 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Intersection Anamosa St and Valley Dr Agency/Co. Jurisdiction Date Performed 3/26/219 East/West Street Anamosa St Analysis Year 245 North/South Street Valley Dr Time Analyzed Peak Hour Factor.92 Intersection Orientation North-South Analysis Time Period (hrs).25 Project Description Lanes Vehicle Volumes and Adjustments Major Street: North-South Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority U U Number of Lanes Configuration L R L T T R Volume (veh/h) Percent Heavy Vehicles (%) Proportion Time Blocked Percent Grade (%) Right Turn Channelized No No Median Type Storage Critical and Follow-up Headways Undivided Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) Capacity, c (veh/h) v/c Ratio % Queue Length, Q₉₅ (veh) Control Delay (s/veh) Level of Service (LOS) C A A Approach Delay (s/veh) Approach LOS B Copyright 219 University of Florida. All Rights Reserved. HCS TWSC Version 7.5 Generated: 4/2/219 11:41:32 AM Anamosa and Valley_TWSC.xaw A-222

248 APPENDIX F BUILD ALTERNATIVES LAYOUTS AND TYPICAL CROSS SECTIONS A-223

249 RECOMMENDED BUILD ALTERNATIVES A-224

250 Multigle Intersection Alternatives Available - Shown is Standard Turn Lane Improvements Cambell St \ \ \ \ ' ' 1 ( 1 ( I I II..c t::: +.J Q) z Q) L.. +.J +.J -en w Sheet 1 of 4 A-225 LEGEND Proposed Roadway Shared Use Path Sidewalk Shared Use Path / Sidewalk with Boulevard Raised Median

251 LEGEND Proposed Roadway A-226 Shared Use Path Sidewalk Shared Use Path / Sidewalk with Boulevard Raised Median 14' 127' East North Street Displaced Left Turns 138' 91' 99' Cambel St

252 Standard Turn Lane Improvements Cambel St 123' 123' 113' 89' A-227 Proposed Roadway Shared Use Path Sidewalk LEGEND Shared Use Path / Sidewalk with Boulevard Raised Median 97' 91' East Omaha Street 91'97'

253 Cambell St 11' 91' 89' 79' 3rd SB through lane only applies to Displaced Left Turn Alternative. LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 2 of 4 A-228 Shared Use Path / Sidewalk with Boulevard Raised Median

254 89' 79' Cambell St LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 3 of 4 A-229 Shared Use Path / Sidewalk with Boulevard Raised Median

255 St Patrick Street 113' Cambell St 79' 89' 11' 91' 96' 74' 84' 91' LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 4 of 4 A-23 Shared Use Path / Sidewalk with Boulevard Raised Median

256 Eglin Street 89' East North Street 95' 17' 95' 64' LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 1 of 3 A-231 Shared Use Path / Sidewalk with Boulevard Raised Median

257 East North Street 95' 95' LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 2 of 3 A-232 Shared Use Path / Sidewalk with Boulevard Raised Median

258 East North Street 95' 17' E Anamosa Street 97' 13' LEGEND Proposed Roadway Shared Use Path Sidewalk 95' Sheet 3 of 3 A-233 Shared Use Path / Sidewalk with Boulevard Raised Median

259 N Lacrosse St Proposed Roadway Shared Use Path Sidewalk LEGEND Shared Use Path / Sidewalk with Boulevard Raised Median Standard Turn Lane Improvements East North Street 64' A ' 76' 76' 64' 76'

260 East Omaha Street Poplar Avenue 64' 95' LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 1 of 6 A-235 Shared Use Path / Sidewalk with Boulevard Raised Median

261 East Omaha Street 82' 82' LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 2 of 6 A-236 Shared Use Path / Sidewalk with Boulevard Raised Median

262 M ickelson Drive East Omaha Street 82' LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 3 of 6 A-237 Shared Use Path / Sidewalk with Boulevard Raised Median

263 East Omaha Street 82' Sedivy Lane LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 4 of 6 A-238 Shared Use Path / Sidewalk with Boulevard Raised Median

264 Valey Drive East Omaha Street 82' 64' LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 5 of 6 A-239 Shared Use Path / Sidewalk with Boulevard Raised Median

265 East Omaha Street 32' 64' 64' 76' 64.5' Sheet 6 of 6 A-24 52' St Patrick Street Proposed Roadway Shared Use Path Sidewalk LEGEND Shared Use Path / Sidewalk with Boulevard Raised Median

266 RECOMMENDED CORRIDOR BUILD ALTERNATIVES - TYPICAL CROSS SECTIONS A-241

267 A-242

268 A-243

269 A-244

270 A-245

271 A-246

272 OTHER BUILD ALTERNATIVES A-247

273 Street 17' Cambell St 4' 11' 1' LEGEND 64' East North Sheet 1 of 5 A-248 Proposed Roadway Shared Use Path Sidewalk Shared Use Path / Sidewalk with Boulevard Raised Median

274 Street 79' 91' Cambell St 11' 1' 11' 1' East Om aha 91' LEGEND Proposed Roadway Shared Use Path Sheet 2 of 5 A ' Sidewalk Shared Use Path / Sidewalk with Boulevard Raised Median

275 Cambell St 11' 1' LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 3 of 5 A-25 Shared Use Path / Sidewalk with Boulevard Raised Median

276 Cambell St 11' 1' LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 4 of 5 A-251 Shared Use Path / Sidewalk with Boulevard Raised Median

277 St Patrick Street 113' Cambell St 1' 11' 91' LEGEND Proposed Roadway Shared Use Path Sidewalk Sheet 5 of 5 A-252 Shared Use Path / Sidewalk with Boulevard Raised Median

278 Standard Turn Lane Improvements 13' 69' 81' LEGEND Proposed Roadway Shared Use Path A-253 Sidewalk Shared Use Path / Sidewalk with Boulevard Raised Median East North Street Cambel St

279 Cambel St A-254 Proposed Roadway Shared Use Path Sidewalk LEGEND Shared Use Path / Sidewalk with Boulevard Raised Median East Omaha Street 131' 121' 131' Displaced Left Turns

280 APPENDIX G ENVIRONMENTAL SCAN MEMORANDUM A-255

281 A-256

282 A-257

283 A-258

284 A-259

285 A-26

286 A-261

287 A-262

288 A-263

289 A-264

290 A-265

291 A-266

292 A-267

293 A-268

294 A-269

295 A-27

296 A-271

297 A-272

298 A-273