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2.00 Updated Traffic Impact Study w/ Correct Unit Count
LAKE SPRINGS RANCH TRAFFIC IMPACT STUDY GARFIELD COUNTY, COLORADO Prepared by DAN COKLEY, PE, PTOE LICENSE NO. 29799 10/5/26 SGM SGM 10.5.26 Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 Traffic Impact Study ii TABLE OF CONTENTS Executive Summary 1 Introduction 2 2.1 Location 3 2.2 Project Description 3 Methodology and Assumptions 4 3.1 Intersection Capacity Analysis 6 Background Traffic (2028) 7 4.1 Existing Roadways and Intersections 7 4.2 2028 Background Intersection Capacity Analysis 8 Background Traffic (2048) 10 5.1 2048 Background Intersection Capacity Analysis 10 Total Traffic (2048) 11 6.1 Project Trip Generation, Directional Distribution, and Trip Assignment 11 6.2 Total 2048 Traffic Volumes 12 6.3 Total Intersection Capacity Analysis 13 6.4 State Highway Access Permit Evaluation 14 6.5 Project Access to CR 114 14 6.6 Road Impact Fee Calculation 15 6.7 Construction Phasing and Traffic 15 Total Traffic with Improvements (2048) 15 7.1 Summary of Previous Improvement Recommendations 15 7.2 Total Improved Intersection Capacity Analysis 17 Conclusions and Proposed Mitigation Measures 18 8.1 Summary of Conclusions 18 8.2 Proposed Mitigation Measures 18 Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 Traffic Impact Study iii LIST OF TABLES TABLE 1 – PROPOSED DEVELOPMENT LAND USE 4 TABLE 2 – DESIGN HOUR TRIP GENERATION RATE BY LAND USE 6 TABLE 3 – DESIGN HOUR DISTRIBUTION BY LAND USE 6 TABLE 4 - LEVEL OF SERVICE (LOS) CRITERIA SIGNALIZED INTERSECTIONS 6 TABLE 5 - LEVEL OF SERVICE (LOS) CRITERIA UNSIGNALIZED INTERSECTIONS 7 TABLE 6 – 2028 BACKGROUND OVERALL LOS AND MOE BY MOVEMENT SUMMARY 9 TABLE 7 - BACKGROUND INTERSECTION OVERALL LOS AND MOE BY MOVEMENT SUMMARY 10 TABLE 8 - PROJECT TRIP GENERATION 11 TABLE 9 - TOTAL INTERSECTION OVERALL LOS AND MOE BY MOVEMENT SUMMARY 13 TABLE 10 – PROJECT DHV AND AP DHV % 14 TABLE 11 – CR 114 ADT SUMMARY 15 TABLE 12 - TOTAL INTERSECTION OVERALL LOS AND MOE BY MOVEMENT SUMMARY 18 LIST OF FIGURES Figure 1 – Vicinity Map 3 Figure 2 – Site Plan 4 Figure 3 - SH 82 & CR 114 Intersection 7 Figure 4 – Project AM Trip Assignment 12 Figure 5 – Project PM Trip Assignment 12 Figure 6 – Modeled Intersection Improvements 16 LIST OF APPENDICES Appendix A - Illustrative Site Plan Appendix B - Traffic Volume Figures Appendix C - Methodology / Assumptions (Correspondence with CDOT) Appendix D - Synchro Output Appendix E - Trip Generation, Distribution, Assignment Worksheet, CDOT Access Permit Evaluation Appendix F – Traffic Counts and Factored Adjustments Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 1 Executive Summary SGM completed this Level 3 Traffic Impact Study to describe the traffic impacts and proposed mitigation for the proposed development of the Lake Springs Ranch Planned Unit Development (LSR) that will be located along County Road 114 (CR 114) in Spring Valley, south of Glenwood Springs. The approximately 115-acre site is located south and east of the intersection with County Road 115 near the existing Rivendell sod farm. The development is proposed to contain 92 units with 10 of those affordable housing units. This study was prepared in accordance with Traffic Assessment Guidelines for CDOT Access Permits (in conformance with State Highway Access Code, SHAC) and consistent with the requirements of Sections 4-203L of the Garfield County Land Use Development Code 2013 and performs analysis to provide design parameters for a safe access with satisfactory operation for the development and continued acceptable operation of the existing CR 114. The projects access locations to CR 114 and CR 115 will operate efficiently as single lane approaches without the need for auxiliary turn lanes for ingress or egress to the project. The CR 114 roadway capacity is adequate for the 20-year design volumes calculated in this study. Based on comparison of existing traffic volumes to projected Lake Springs Ranch traffic volumes at the CR 114 leg of the SH 82 intersection, a State Highway Access Permit is not required since the increase in traffic is less than the 20% threshold in the State Highway Access Code. The County Road Impact Fee for Lake Springs Ranch is $241,792. Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 2 Introduction This study is prepared as a CDOT Level 3 Traffic Impact Study and in accordance with the criteria set forth in the Garfield County Land Use Development Code, Section 4-203 L and the Traffic Assessment Guidelines for CDOT Access Permits (in conformance with SHAC) and provides an estimate for design hour traffic generation for the Lake Springs Ranch development in Garfield County, Colorado. The purpose of this traffic impact study is to document the existing traffic conditions in the vicinity of the site, provide the trip generation and trip distribution of the proposed development, project traffic volumes to the 20-year planning horizon (2048), and to analyze the proposed accesses, and operational impacts to CR 114 and its intersection with SH 82. This study will assess the operational measures of effectiveness (MOE’s) including Level of Service (LOS), Delay, and 95th percentile queue for the 2028 Background, 2048 Background, and 2048 Total traffic scenarios and include the following analysis. • An evaluation of future traffic impacts caused by the proposed development on the existing roadway network. • Discussion of auxiliary lane warrants at the CR 114 access locations. • A determination of intersection and access improvements that would be necessary to mitigate the traffic impacts caused by the proposed Lake Springs Ranch development. • A calculation of the County’s road impact fee for the development. • A discussion of the probable construction phasing plan and associated traffic impacts during construction. • Modeling of potential Intersection improvements Lake Springs Ranch PUD received prior approvals from Garfield County in 2006 that allow up to 194 single-family lots and 16 multi-family units. During the intervening years since the current Preliminary Plan/PUD approvals were granted, the Applicant has recorded several conservation deeds that have resulted in 84 single-family lots and 10 multi-family lots. The project area is shown in Figure 1. Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 3 Figure 1 – Vicinity Map 2.1 Location The development parcel is located just north of Colorado Mountain College on the east side of CR 114. The development is approximately 3 miles east of the CR 114 and State Highway 82 intersection. The limits of the study include the intersections of State Highway 82 & CR 114, the frontage road intersection on the CR 114, and CR 154 and the project intersections. 2.2 Project Description The proposed Lake Springs Ranch development is shown in a Site Plan is provided in Figure 2, and in Appendix A. Based on the Site Plan from TGMC (September 2023), the proposed development of the Lake Springs Ranch will consist of residential lots comprised of the following land use summarized in Table 1. CR 114 CR 114 SH 82 Lake Springs Ranch CMC Access #317063 ELK SPRINGS Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 4 TABLE 1 – PROPOSED DEVELOPMENT LAND USE Land Use Number Units Free-Market (Single Family Detached) 84 Lots Affordable Housing (Multi-Family) 10 units Figure 2 – Site Plan Methodology and Assumptions This traffic analysis has been prepared in accordance with the Garfield County Land Use Development Code and the Traffic Assessment Guidelines for CDOT Access Permits. For this study, an existing condition and a 20-year buildout plan will be analyzed. The assumptions and methodology were discussed with CDOT and are documented in the December 16, 2016, memo and were reconfirmed in 2026 email from Brian Killian, attached as Appendix C The SH 82 intersection with CR 114 and CR 114 and Frontage Road (Marand) two-way Stop Control intersections were performed using the Synchro 12 analysis package to estimate the capacity of the intersections. The MOE’s that are compared for this study include LOS, delay and 95th percentile queue length. The MOE’s will be reported for each analysis scenario to Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 5 determine if the current intersections operate adequately. The queue length reported is based upon an average of ten 60-minute Simtraffic modeling runs. The traffic modeling output is contained in Appendix D. Baseline Traffic Traffic counts were collected in mid-August 2026. A turning movement count was collected at the SH 82/CR 114 intersection that showed the AM peak hour occurred between 6:45 and 7:45 AM and the PM peak hour occurred between 4:30 and 5:30 PM. The counts were collected in August, so no seasonal factor was applied. Intersection peak hour factors (PHF), heavy vehicle percentages, directional distribution and other inputs are based upon the 2026 traffic data. The current CDOT cycle length is 170 seconds with 120 seconds provided for the southbound and northbound signal timing during peaks. Analysis Years Operational analysis of background traffic (2028), 20-year background traffic (2048), and 20- year total (background + project) traffic (2048) was performed. Baseline volumes were increased by the 20-year factors below to develop future background volumes for analysis of a future condition without Lake Springs Ranch. Baseline 2026 traffic volumes are factored to 2028 background traffic volumes using factors derived from the 20-year factors below. • SH 82 Through Traffic: 2-year factor of 1.023 • CR 114: 2-year factor of 1.018 2028 traffic volumes are factored to 2048 Background traffic volumes using the following 20- year factors. • CDOT Station #000214: 20-year factor of 1.26 – Applied to SH 82 Through Traffic • Garfield County’s Comprehensive Plan 2030: 0.88% per year (20-yr factor 1.19) – Applied to CR 114. Planned Land Development None currently known. Planned Intersection Improvements CDOT has a planned safety improvement project at this intersection, which will consist of lengthening the existing SBL turn lane to 750 feet. There is no known construction date for these improvements, but it is assumed that it will be completed by 2048. This was accounted for in the 2048 Background and Total Traffic scenarios. Development Land Use Rates and Distribution The development analysis of the Lake Springs ranch was completed using trip generation rates from the ITE Trip Generation Manual, 12th Edition. The land use type and units provided in Table 1 were input into the ITE web-based Trip Generation Manual in conjunction with the design hour distribution from the same source resulting in the design hour trip generation rates shown in Table 2. Land use categories of single-family detached (ITE 210) and low-rise multifamily housing (ITE 220) were used to determine the per hour rate. Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 6 TABLE 2 – DESIGN HOUR TRIP GENERATION RATE BY LAND USE The design hour distributions for the corresponding land uses are as shown in Table 3. The trip generation period and calculation methods are also noted in the table. TABLE 3 – DESIGN HOUR DISTRIBUTION BY LAND USE Trip Reductions Multi-modal Multi-modal trips could consist of walking, biking, car-pooling and transit options. The development site in Spring Valley is remote and does not provide a location that is convenient for all transportation modes. A multi-modal trip reduction factor was not applied for this project. This study will assess the operational measures of effectiveness (MOE’s) including Level of Service (LOS), Delay, and 95th percentile queue. The MOE analysis by movement provides an overview of all intersection approach and conflicting movements and provides a more realistic picture of operations by controlled movement or approach as experienced and perceived by users. The MOE’s also provide a valuable reference point for comparison of LOS, Delay, and Queue between scenarios. 3.1 Intersection Capacity Analysis AM and PM level of service estimates were prepared in accordance with the Highway Capacity Manual 7th Edition (Transportation Research Board, 2022). For signalized intersections, the HCM measures level of service in terms of seconds of delay per vehicle. This is also a measure of driver discomfort, fuel consumption, and lost travel time. The table below relates the LOS to seconds of delay per vehicle at a signalized intersection. TABLE 4 - LEVEL OF SERVICE (LOS) CRITERIA SIGNALIZED INTERSECTIONS Level of Service Delay (seconds) A < 10.0 B 10.1 to 20 C 20.1 to 35 D 35.1 to 55 E 55.1 to 80 F > 80.0 Source: Highway Capacity Manual, 2022 For unsignalized intersections, the Highway Capacity Manual defines level of service and delay in terms of seconds of stopped delay per vehicle, which is based on the number of acceptable gaps in the conflicting traffic stream. In general, the traffic movements analyzed Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 7 are those controlled by stop signs or yield signs, and the left turn movements from the uncontrolled major street. The following table represents the level of service criteria for unsignalized intersections: TABLE 5 - LEVEL OF SERVICE (LOS) CRITERIA UNSIGNALIZED INTERSECTIONS Level of Service Delay (seconds) A < 10.0 B 10.1 to 15 C 15.1 to 25 D 25.1 to 35 E 35.1 to 50 F > 50.0 Source: Highway Capacity Manual, 2022 The “overall” intersection level of service at a signalized or an unsignalized intersection corresponds with the average delay experienced on the minor street approaches and the uncontrolled major street movements. The unconflicted major street through movements are considered to have no delay. Because most of the intersection movements are major street movements with no delay, the overall intersection results in a LOS with less delay than the minor street approaches and conflicting major street movements (left turns) experience. In general, CDOT and the County consider the overall intersection operation of LOS “D” or better acceptable during the peak hours. The goal is to also provide a similar LOS for each controlled intersection movement and/or approach. Background Traffic (2028) 4.1 Existing Roadways and Intersections The scope of the study area consists of the following roadways and intersections. • State Highway 82 is a four-lane median divided highway with a posted speed of 55 mph in the vicinity of the CR 114 intersection. Classified as an expressway (Category E-X) by the State Highway Access Category Assignment Schedule (SHACAS), SH 82 provides two 12’ travel lanes in each direction with acceleration and deceleration lanes required at intersections. Garfield County Road 154 is the minor leg at the CMC intersection that accesses southwest of SH 82. Figure 3 - SH 82 & CR 114 Intersection Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 8 • CR 114 is the primary two-lane roadway that connects the Roaring Fork Valley/Highway 82 corridor with Spring Valley, where the Colorado Mountain College campus and mostly limited residential development exist. The speed limit on CR 114 in the vicinity of the site is 35 mph. The roadway provides two 12’ travel lanes and 2’ gravel shoulders. The roadway is classified as a minor collector by Garfield County Roadway Standards. • North Frontage Road is a two-lane collector roadway that intersects CR 114 just north of SH 82 and provides frontage road access to Marand Road. • Marand Road is a two-lane collector roadway that loops to and from the north frontage road, providing local access to numerous businesses. The intersections with the North Frontage Road and SH 82 are controlled by stop signs. 4.2 2028 Background Intersection Capacity Analysis Using the 2028 background traffic volumes shown in Appendix B, the capacity analysis was modeled in Synchro to estimate level of service and delay for each intersection. Table 6 shows the overall results of the capacity analysis for the existing intersections in the study area. The SH 82 & CR 114 / CR 154 intersection operates at an overall LOS F. The MOE’s; LOS, delay (seconds) and 95th percentile queue lengths (feet) by movement are also presented in Table 6 and provide a reference point of 2028 Background traffic conditions to understand the effect of growth unrelated to the proposed development provided in the 2048 Background traffic volumes. Several approaches operate at LOS D or lower, indicated by colored cells. Given the close proximity of the Frontage Rd / CR 114 intersection to SH 82, the 95th percentile queue results are a better indication of operation than LOS / Delay at that intersection. Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 9 TABLE 6 – 2028 BACKGROUND OVERALL LOS AND MOE BY MOVEMENT SUMMARY Queuing is reported for each approach movement at the study intersections to provide another indication of intersection performance. A queue length of 20 ft represents a single vehicle. Highlighted queue lengths indicate that the queue length exceeds the storage bay distance and are depicted in the MOE tables. Queue lengths regularly exceed the available storage distance on several of the approach movements during the 2028 Background condition. The queuing blocks adjacent intersections and driveways on CR 114 and CR 154, and overflows into SH 82 through traffic lanes during stop cycles where vehicles often need to wait for the next cycle to proceed through the intersection (SBL AM/PM, NBL PM). Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 10 Background Traffic (2048) The baseline traffic volumes were used as a basis to develop the 20-year (2048) background traffic volumes. The 2028 Background volumes were adjusted with the 20-year growth factors discussed in Section 3.0. 5.1 2048 Background Intersection Capacity Analysis Using the 2048 Background traffic volumes, the capacity analysis was modeled in Synchro to determine level of service and delay for the access. The background traffic volumes are provided in Appendix B. Table 7 shows the overall results of the capacity analysis for the existing intersections in the study area. The SH 82 & CR 114 / CR 154 intersection operates at an overall LOS F. TABLE 7 - BACKGROUND INTERSECTION OVERALL LOS AND MOE BY MOVEMENT SUMMARY MOE analysis by movement is also presented in Table 7 and provides an overview of intersection approaches for the 2048 Background traffic conditions for comparison to the 2028 Background traffic conditions to understand the effect of background traffic volumes. Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 11 SH 82 intersection movements see an increase in delay, most significantly in the CR 114 (EB) and CR 154 (WB) approaches. The SH 82 NB PM through movement drops from LOS C in 2028 to LOS F in 2048. While the SB AM through movement drops from LOS C in 2028 to LOS F in 2048. The approach movement queue lengths generally increase from 2028 to 2048 background volumes, driven by increased traffic based on the County’s and CDOT growth factors while maintaining the existing traffic signal timing that favors the mainline SH 82 flow. Total Traffic (2048) 6.1 Project Trip Generation, Directional Distribution, and Trip Assignment ITE’s Trip Generation Manual (12th Edition) was used to provide trip generation rates and directional distribution for the proposed development as described in 3.0 Methodology. The resulting trip generation design hour volumes are shown in Table 8. TABLE 8 - PROJECT TRIP GENERATION Glenwood Springs is the economic and population center of the valley, along with the upvalley corridor to lesser extent. The directional distribution for the project is based on existing traffic patterns at the CR 114 intersection. The trip distribution used for the analysis is shown below. It is assumed that 95% of the LSR traffic will use CR 114 to access SH 82. • North (Glenwood Springs) – 70% • South (Upvalley) – 20% • West (CR 154) – 10% Applying those directional distribution percentages results in the design hourly trip assignment shown in Figure 3 and 4 below. Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 12 Figure 4 – Project AM Trip Assignment Figure 5 – Project PM Trip Assignment A full calculation of directional distribution and trip assignment is provided in the Appendix E. 6.2 Total 2048 Traffic Volumes The 2048 Total traffic volumes are the sum of the 2048 Background traffic volumes plus the proposed site-generated access volumes. Total traffic volumes are shown in Appendix B. Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 13 6.3 Total Intersection Capacity Analysis Table 9 shows the overall results of the capacity analysis for the study intersections. CDOT has a planned safety improvement project at this intersection, which will consist of lengthening the existing SBL turn lane to 750 feet and that improvement is included in this analysis. MOE analysis is also presented in Table 9 and provides an overview of intersection approaches for 2048 Total traffic conditions to understand the effect of project traffic volumes in addition to the 2048 Background traffic. With the addition of project buildout traffic volumes, the change in SH 82 intersection MOE’s are generally minimal in terms of delay. The exception is the Southbound approach which sees a significant increase in left turn movements (127 to 164) and a resulting increase in delay of over 200% in the PM design hour. The LOS for the SB Left is F in 2028 and remains at LOS F with 2048 Total LSR buildout volumes. TABLE 9 - TOTAL INTERSECTION OVERALL LOS AND MOE BY MOVEMENT SUMMARY Overall, the approach movement queue lengths are generally similar to 2048 background conditions. Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 14 6.4 State Highway Access Permit Evaluation Based on the SHAC, an access permit is required when a change of greater than 20% occurs when accessing a state highway. Because there is not an existing permit for CR 114 and SH 82, CDOT has directed to use the existing traffic volumes to determine the percentage. Buildout of Lake Springs Ranch, the SH 82 / CR 114 intersection will see a 18.6% increase in PM peak hour traffic volumes on the CR 114 approach, when compared to existing traffic volumes on this leg, see Table 10 below. In the AM peak hour, the buildout of the Lake Springs Ranch site increases the traffic volume on the CMC approach by 19.1%. Based on the current development plan, this project will not require an access permit with CDOT. TABLE 10 – PROJECT DHV AND AP DHV % 6.5 Project Access to CR 114 There are four proposed access points to the site shown on Figure 2. Lake Springs Ranch Drive is a looped roadway connected to CR 114 on its north and south ends and winds through the development, accessing 85% of the lots. High Alpine Drive accesses CR 115 and serves approximately 15% of the lots, 95% of that traffic uses CR 114 to access SH 82. The multi-family affordable housing units are planned to be located off the eastern leg of Lake Springs Drive, in the southern part of the site. The Lake Springs Ranch access intersections with CR 114 will all operate at LOS A with little or no delay, < 10 seconds. Assuming a commuter travel distribution, all intersections will see heavier outbound left turning AM and inbound right turning PM traffic volumes. The primary Lake Springs Ranch Drive intersection is estimated to carry 50% of the volume. At LSR Drive, the AM outbound and PM inbound volumes are 25 and 28 vph, respectively. CR 114 would be classified as an NR-C roadway by the CDOT SHAC. As such, the volume threshold for auxiliary turn lanes is > 25 vph for left turns and > 50 vph for right turns. Based upon the volumes above, a right turn lane threshold is not met, while the left turning threshold is met for left turns out of the LSR development. Because of the heavy south distribution and resulting lack of right turning (northerly) traffic heading toward CR 115 (5%), a one lane approach is adequate to serve the primary access as well as all other LSR accesses. County driveway permits will be required for all proposed access points that will be located at easements established in the site plan. The sight distance along CR 114 for vehicles entering the roadway is adequate because of the site’s topography and existing conditions along the roadway. As stated in the SHAC, the required sight distance for Single Unit Trucks over 10,000 lb GVM along a 35-mph two-lane roadway is 455’. This distance is factored by 1.35 to account for the 5-7% downgrade on CR 114 for westbound traffic in the steepest sections (615’). Vehicles preparing to turn onto CR 114 from any site access point will be required to have over 455’ of clear sight lines to the west and over 615’ to the east along CR Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 15 114 to make safe turning maneuvers from the site. For vehicles along CR 114, the required sight distance is less than that required for vehicles entering the roadway, so sight distance should be sufficient for all traffic ingress and egress movements. Confirmation of sight distances should be done during preliminary design of these access points. Design of internal roads and redesign of county roads shall be in accordance with the approved Garfield County resolution 2016-35. The Average Daily Traffic (ADT) for CR 114 was counted 2,463 vpd at the east leg of the CR 114 and Frontage Rd intersection. Providing for the 20-year background traffic growth results in 2,983 ADT. The total 2048 traffic volumes with the buildout of LSR is 4,103. In the Garfield County’s Capital Improvement Program Volume II, CR 114 has a design capacity of 6,850 vehicles per day (for its entire length), at 60% of design capacity. TABLE 11 – CR 114 ADT SUMMARY 6.6 Road Impact Fee Calculation Using the updated Garfield County Road Impact Fees (2017), the road impact fees were calculated for Lake Springs Ranch PUD using a few assumptions for unit sizes. The County’s impact fee ranges from $726 to $2,703 per residential unit depending on the size of units. Using 10 units at $1,474 (901 – 1,400 sf) and 84 units at $2,703 (2,401 sf and greater), the road impact fee for Lake Springs Ranch is $241,792. The road impact fee is typically collected at final plat (first half) and upon building permit (final half) in a phased development. 6.7 Construction Phasing and Traffic The current phasing plan consists of a series of phases called “blocks”. No temporary access points will be created for this project. The construction and phasing plan allows for most work to be completed outside the right-of-way of the adjacent County roads until final connections are needed. However, LSR will be reconstructing the portion of CR 114 through the site to the standard set forth in the development agreement for the Spring Valley Ranch PUD. This work will be completed in conjunction with successive phases, working up CR 114 to the CR 115 intersection. Staging and storage of vehicles and materials will be on the Lake Springs Ranch property and out of all County rights-of-way. The site grading plan is balanced so there will be little importing or exporting of excavation materials. At this point in the planning process, construction traffic impacts can only be speculated. Although there will be some initial mobilizations of heavy equipment and heavy daily loads for base, paving and concrete construction, the contractor will be encouraged to carpool workers to and from the site to minimize day-to-day construction traffic. Total Traffic with Improvements (2048) 7.1 Summary of Previous Improvement Recommendations Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 16 Previous studies (McDowell - January 31, 2023; Fox Tuttle – December 2, 2024) provided recommendations for improvements at the SH 82 and CR 114 / CR 154 intersection and adjacent Frontage Road. SGM reviewed these studies to model the 2048 Total traffic with potential mitigation measures. Updated lane configurations were implemented as shown in previous studies. Fox Tuttle (2024) was used as a starting point for the new signal timings, but modifications to those recommendations were made to minimize additional SH 82 mainline delays. The intersection improvements implemented in the model are listed below, and the updated lane configuration is shown in Figure 6. The full timing plans can be found in the Synchro Output files in Appendix D • SH 82 Intersection: o Configure SBL turn lane as a dual left turn lane o Add channelizing island for WBR turn lane to allow it to be configured as a free movement • Frontage Road Intersection: o Provide dual through lanes in EB and WB directions o Configure NBL turn lane as a dual left turn lane • Signal Timing Changes o Maintain 170s cycle length AM: Increase SBL green time by seven (7) seconds. Increase EB/WB approach green times by three (3) seconds. Decrease NBL green time by three (3) seconds to maintain 120 second SBT green time. Lag NBL/NBL turn phases. PM: Increase SBL green time by one (1) second. Increase EB/WB approach green times by five (5) seconds. Lag NBL turn phase. Figure 6 – Modeled Intersection Improvements Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 17 7.2 Total Improved Intersection Capacity Analysis Table 12 shows the overall results of the capacity analysis for the study intersections. MOE analysis is also presented in Table 12 and provides an overview of intersection approaches for 2048 Total traffic conditions with the recommended improvements to understand the effect of the recommendations compared to the 2048 Total traffic scenario. With the implementation of the intersection improvements, the MOEs improve significantly in terms of delay and queueing. Overall delay at the SH 82 intersection is 63% and 18% that of intersection without any improvements, in the AM and PM peak hours, respectively. The delays improve across all movements, except for the AM and PM SBT, and AM NBL. The signal timing changes reduce the green time for the PM SBT and AM NBL turn movements, so a slight deterioration is expected. However, the AM SBT green time is unchanged (120s of the 170s cycle). The difference in calculated delay is attributable to the HCM signalized- intersection methodology as implemented in Synchro, which accounts for factors beyond the nominal green-to-cycle ratio, With the addition of project buildout traffic volumes, the change in SH 82 intersection MOE’s are generally minimal in terms of delay. The exception is the Southbound approach which sees a significant increase in left turn movements (127 to 164) and a resulting increase in delay of over 200% in the PM design hour. The LOS for the SB Left is F in 2028 and remains at LOS F with 2048 LSR buildout volumes. In summary, the improvements referenced in 7.1 improves overall intersection delay, mainly through improving the side street LOS and delay, without the expense of any significant mainline increase in queuing or delay. The mainline left turn movements also see some significant improvement in delays, but without legitimate effect on queuing. Despite these modeled improvements, the intersection approach movements other than mainline continue to operate at LOS E/F. Mainline through and right movements continue to operate at LOS A- C. Lake Springs Ranch – Level 3 Traffic Impact Study October 2026 18 TABLE 12 - TOTAL INTERSECTION OVERALL LOS AND MOE BY MOVEMENT SUMMARY Conclusions and Proposed Mitigation Measures 8.1 Summary of Conclusions • The existing SH 82 and CR 114 / CR 154 intersection and adjacent Frontage Road intersection on CR 114 operate poorly in the 208 and 2048 background conditions. • The proposed LSR accesses to CR 114 and 115 operate at an acceptable LOS in the total traffic scenario and without the need for auxiliary lanes. • CR 114 has adequate capacity to convey the 2048 Total traffic. • The County road impact fee for Lake Springs Ranch is $238,844. • A CDOT access permit is not required. 8.2 Proposed Mitigation Measures • CR 114 Reconstruction through the LSR property Signalized WBLT is replaced by separate WBL and WBT in the improvements scenario. Improved WBR delay is excluded by the report. Lake Springs Ranch – Level 3 Traffic Impact Study September 2026 Traffic Impact Study Appendix A Appendix A - Illustrative Site Plan Lake Springs Ranch – Level 3 Traffic Impact Study September 2026 Traffic Impact Study Appendix B Appendix B - Traffic Volume Figures Figure 1 - 2028 AM Background Figure 2 - 2028 PM Background Figure 3 - 2028 AM Total Figure 4 - 2028 PM Total Figure 5 - 2048 AM Background Figure 6 - 2048 PM Background Figure 7 - 2048 AM Total Figure 8 - 2048 PM Total Figure 9 - 2048 AM Total with Improvements Figure 10 - 2048 PM Total Lake Springs Ranch – Level 3 Traffic Impact Study September 2026 Traffic Impact Study Appendix C Appendix C - Methodology / Assumptions (Correspondence with CDOT) Page 1 Lake Springs Ranch, Garfield County Access Permit Application Level III TIS Assumptions MEMORANDUM TO: Dan Roussin, CDOT Region 3 Access Manager FROM: Lee Barger, SGM, Inc. CC: Dan Cokley, SGM, Inc. DATE: December 16, 2016 RE: Lake Springs Ranch, Garfield County Proposed Level III Traffic Impact Study Assumptions The Lake Springs Ranch (LSR) project is seeking approval of Filing 2 of their development plan. Garfield County requires an access permit for the CR 114 approach to SH 82 be obtained from CDOT to proceed with Filing 2 approvals. This memorandum documents the assumptions that SGM will use in the Level III traffic impact study (TIS), and they are based on discussions we’ve had with CDOT in years past for this project. The goal of the traffic study will be to analyze the proposed site’s impact on the intersection at SH 82 and develop a plan of long-term, feasible upgrades to improve operations and safety at this intersection and adjacent frontage road intersections. The intersections of the site access points to the county road system will also be evaluated for safety. Study Intersections This Level 3 TIS will provide an operational analysis at the intersection of CR 154 (Old Hwy 82)/CR 114 (Spring Valley Road) and State Highway 82 (E-X Expressway). Acceleration and deceleration lanes exist on all legs of the mainline at this signalized intersection. Many of the lanes are not adequately sized to meet current standard and demand. The appropriate length for all turn lanes will be determined based on future build-out traffic conditions and the State Highway Access Code requirements. The intersection of CR 114 and the Frontage Road will be counted and analyzed in the traffic model. The intersection of Marand Avenue and SH 82 is not included in this analysis, as this is not a typical route for site traffic access except under severely congested conditions caused by weather, an accident, or other extraordinary factor. All intersection operations will be modeled using Synchro/SimTraffic, Version 8.0. Baseline Traffic SGM will collect peak hour volumes at the SH 82/CR 114 intersection. Counts were collected from 8-10 AM on Thursday December 8 and from 4:45-6:30 PM on Wednesday December 7. Pedestrian counts and bicycle counts were also collected during the peak hour. Counts collected in December will be factored by a seasonal peaking factor of 1.19 for all peak hour turning movements, consistent with seasonal peaking factor collected at Station #000214 (SE/of Blake Avenue S. Glenwood). Page 2 Lake Springs Ranch, Garfield County Access Permit Application Level III TIS Assumptions Analysis Years and Total Traffic Operational analysis of Baseline traffic (2016) and 20-year (2036) Background and Total traffic scenarios will be conducted. All seasonally factored baseline traffic volumes at the SH 82 intersection will be factored by CDOT’s 20-year factor provided on the OTIS website for this section of SH 82 (Station #000214: 20-year factor of 1.26, with 3.7% trucks, and 25,000 ADT 2015). The AM peak hour factor (PHF) established during the counts was 0.86 and the AM truck percentage was found to be 5%, while the PM PHF established during the counts was 0.96 and the PM truck percentage was found to be 3%. These will be used as inputs for the traffic models. LSR’s estimated traffic demand to/from SH 82 will be subtracted from the factored mainline through volumes based on the morning and afternoon mainline traffic distributions to establish 20-year Background traffic conditions. The AM Eastbound/Westbound distribution is 67%/33%, and reveres in the PM with a 33%/67% EB/WB distribution, based on counts collected in December. The 20-year Total traffic scenarios will include full buildout of LSR traffic. Total traffic volumes at the intersection for 2036 will equate to the 1.26 growth rate that is established for this section of SH 82. Specific Development Growth & Land Use Rates Full buildout of Lake Springs Ranch includes 117 single-family homes and 12 townhome/ condominium units. Land Use Code #210, Single-family Detached Housing and Land Use Code #230, Condominium/Townhome will be used to generate site traffic. The higher of the ITE “Average Rate” or “Fitted Curve Equation” methods for traffic generation will be used to estimate site traffic demand for conservative purposes. No Opening Day scenario will be modeled; only 20-year Background and Total traffic scenarios will be analyzed. SH 82 Project Traffic Distribution The directional distribution of site traffic is based on the counts collected December 7 and 8, 2016. The counts showed in the AM peak, traffic turning onto the highway from CR 114 is distributed: • 45% westbound to SH 82 downvalley, • 15% southbound to CR 154, and • 40% eastbound to SH 82 upvalley. Traffic turning from SH 82 onto CR 114 during the AM peak is distributed: • 78% from the west on SH 82, • 10% from the south on CR 154, and • 12% from the east on SH 82. The counts showed in the PM peak, traffic turning onto the highway from CR 114 is distributed: • 67% westbound to SH 82 downvalley, • 12% southbound to CR 154, and • 21% eastbound to SH 82 upvalley. Traffic turning from the highway onto CR 114 during the PM peak is distributed: • 65% from the west on SH 82, • 16% from the south on CR 154, and • 19% from the east on SH 82. Page 3 Lake Springs Ranch, Garfield County Access Permit Application Level III TIS Assumptions These existing traffic distributions will be applied to the site traffic generation totals to assign site traffic to the roadway network. For conservative purposes, no transit, internal, pass-by or other reductions will be made to site generated traffic. Future traffic estimates assume all site traffic is anticipated to access the state highway, although some peak hour site traffic could potentially originate or be destined for the CMC campus or other business and commercial generators north or east of SH 82. Access Permit Application Lake Springs Ranch will file a single state highway access permit application for this project for the CR 114 approach to SH 82. Other Concerns Signal timing – signal timing has flexibility; current cycles are 160 seconds in the AM peak and 110 seconds in the PM peak on Grand Avenue in Glenwood Springs. The study will optimize cycle lengths and splits for proposed timing plans. Frontage Road intersection will be analyzed in the model, although this intersection will likely be blocked by southbound queues during most peak hours, as existing observations noted during the traffic counts. SGM will collect the 5-year accident summary from CDOT to investigate the accident history of this intersection, which may influence the improvements that would best mitigate future traffic demand. Schedule The report and permit application will be submitted in January 2017. SGM will distribute the traffic counts to CDOT for discussion of directional distribution assumptions once counts are available. No time period for construction has been set. These assumptions, once approved by CDOT, will become the basis for the traffic impact study. CDOT MaxTime Timing Shee 082A_006.66@CMC_Rd Administration Unit Information Controller ID 16 Main St. SH82 Side St. CMC Rd Adapter IP Address Subnet Mask Default Gateway ARP DHCP 1 Disable 2 Disable Serial Ports: Port Description Function Address Baud Bits Stop Parity Flow CTS RTS 1 Port 2/C21S None 1 9600 8 1 None None 0 0 2 Aux_P3/C22S None 1 9600 8 1 None None 0 0 3 SDLC Port 1 None 1 9600 8 1 None None 0 0 4 Com A/C50S None 1 9600 8 1 None None 0 0 5 FIO None 1 9600 8 1 None None 0 0 6 DISPLAY/C60M None 1 9600 8 1 None None 0 0 7 SP7 None 1 9600 8 1 None None 0 0 8 SP8/Com B None 1 9600 8 1 None None 0 0 Unit Parameters Startup Flash 0 Auto Ped Clr Enable Red Revert 2.0 Backup Time 600 Ext Mode All Red Exit 6 Grn Flash Freq. 60 Yel Flash Freq. 60 MCE Enable Enable Free Seq. 1 MCE Seq. 1 Start Yellow 0.0 Start Red 0.0 Start Clear Hold 6 Phase Parameters Phases 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Walk Time 0 7 0 7 0 7 0 7 0 0 0 0 0 0 Clear Time 0 20 0 26 0 12 0 22 0 0 0 0 0 0 Don't Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Min Green 5 20 0 7 5 20 0 7 0 0 1 1 1 1 Min Green 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Passage 2.5 6.0 0.0 3.5 2.5 6.0 0.0 3.5 0.0 0.0 0.0 0.0 0.0 0.0 Max-1 15 120 0 20 15 120 0 20 0 0 0 0 0 0 Max-2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max-3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yel Change 5.5 6.0 0.0 3.5 5.5 6.0 0.0 3.5 0.0 0.0 3.0 3.0 3.0 3.0 Red Clear 3.0 2.0 0.0 3.0 3.0 2.0 0.0 3.5 0.0 0.0 0.0 0.0 0.0 0.0 Add Red Clear 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Red Revert 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Added Initial 0.0 2.4 0.0 0.0 0.0 2.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Initial 0.0 2.4 0.0 0.0 0.0 2.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time B4 Reduce 0 50 0 0 0 50 0 0 0 0 0 0 0 0 Cars B4 Reduce 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time To Reduce 0 50 0 0 0 50 0 0 0 0 0 0 0 0 Reduce By 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Min Gap 0.0 2.4 0.0 0.0 0.0 2.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dyn Max Limit 30 0 0 30 30 0 0 30 0 0 0 0 0 0 Dyn Max Step 2.0 0.0 0.0 1.5 1.5 0.0 0.0 1.5 0.0 0.0 0.0 0.0 0.0 0.0 Advance Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Delay Ped 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Alt Ped Clr Pre Green 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pre Clearance 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase Options Phases 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Enable X X X X X X Auto Flash Ent.X X Auto Flash Exit Cross Black_White.jpg 35 35 X X Non Actuated I Non Actuated II Non Lock Mem X X X X X X X X Min Veh Recall X X Max Veh Recall Ped Recall Soft Veh Recall Dual Entry X X Sim Gap Dis Guaranteed Pass Act Rest Walk Cond Service Add Initial Additional Phase Options Phases 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Ped Clr During Yel Ped Clr During Red Cond Reservice Yel Min Override No Startup Call Adv. Warn Flasher No Ped Str Up Call Ped Clr OVTG Flash Exit Call Flash Exit Ped Call MinGreen2 MaxGreen2 MaxGreen3 Ped2 Ped Clear Pre Clear Ped NA+ Mode Red Rest Serve Evy Oth Even Serve Evy Oth Odd Phase Configuration Ph. Startup Ring Concurrent No Served PhasesStartup Min Description 1 Phase Not On 1 5,6 0 WBLT 2 Green No Walk 1 5,6 0 EBT 3 Phase Not On 0 0 NBLT 4 Phase Not On 1 8 0 SBT 5 Phase Not On 2 1,2 0 EBLT 6 Green No Walk 2 1,2 0 WBT 7 Phase Not On 0 0 SBLT 8 Phase Not On 2 4 0 NBT 9 None 0 0 10 None 0 0 11 None 0 0 12 None 0 0 13 None 0 0 14 None 0 0 Sequence Configuration Sequence 1 Sequence 2 Sequence 3 Sequence 4 Ring Phases Ring Phases Ring Phases Ring Phases 1 1,2,a,4,b 1 2,1,a,3,4,b 1 1,2,a,4,3,b 1 2,1,a,4,3,b 2 5,6,a,8,b 2 5,6,a,7,8,b 2 5,6,a,7,8,b 2 5,6,a,7,8,b 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 11 11 11 11 12 12 12 12 13 13 13 13 14 14 14 14 Vehicle Detection Parameters Call Call Additional Switch Queue No Max Erratic Failed Det. Phs Ovl Call Phase Phase Delay Extend Limit Activity Presence Counts Time Description 1 1 0 0 4.0 0.0 0 0 0 0 0 2 2 0 0 0.0 0.0 0 0 0 0 0 3 2 0 0 0.0 0.0 0 0 0 0 0 4 2 0 0 0.0 0.0 0 0 0 0 0 5 2 0 0 0.0 0.0 0 0 0 0 0 6 2 0 0 0.0 0.0 0 0 0 0 0 7 3 0 0 0.0 0.0 0 0 0 0 0 8 4 0 0 4.0 0.0 0 0 0 0 0 9 4 0 0 4.0 0.0 0 0 0 0 0 10 4 0 0 4.0 0.0 0 0 0 0 0 11 4 0 0 4.0 0.0 0 0 0 0 0 12 4 0 0 0.0 0.0 0 0 0 0 0 13 1 0 0 4.0 0.0 0 0 0 0 0 14 3 0 0 0.0 0.0 0 0 0 0 0 15 5 0 0 4.0 0.0 0 0 0 0 0 16 6 0 0 0.0 0.0 0 0 0 0 0 17 6 0 0 0.0 0.0 0 0 0 0 0 18 6 0 0 0.0 0.0 0 0 0 0 0 19 6 0 0 0.0 0.0 0 0 0 0 0 20 6 0 0 0.0 0.0 0 0 0 0 0 21 7 0 0 0.0 0.0 0 0 0 0 0 22 8 0 0 4.0 0.0 0 0 0 0 0 23 8 0 0 4.0 0.0 0 0 0 0 0 24 8 0 0 4.0 0.0 0 0 0 0 0 25 8 0 0 4.0 0.0 0 0 0 0 0 26 8 0 0 0.0 0.0 0 0 0 0 0 27 5 0 0 4.0 0.0 0 0 0 0 0 28 7 0 0 0.0 0.0 0 0 0 0 0 Vehicle Detection Options Detector 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Volume Detector Occupancy Yellow Lock Call Red Lock call Passage Queue Call Terminate Detector 21 22 23 24 25 26 27 28 Volume Detector Occupancy Yellow Lock Call Red Lock call Passage Queue Call Terminate Pedestrian Detectors Call Call No Max Det Phase Ovlp Act Presence Erratic Count 1 0 0 0 0 0 2 2 0 0 0 0 3 0 0 0 0 0 4 4 0 0 0 0 5 0 0 0 0 0 6 6 0 0 0 0 7 0 0 0 0 0 8 8 0 0 0 0 9 0 0 0 0 0 10 0 0 0 0 0 Overlaps Trail Trail Trail Walk Ped Walk Ped OLP Type Included Phases Modifier PhasesGRN YEL RED 1 Clr 1 2 Clr 2 Delay Flash Descriptions 1 Off 0 0.0 0.0 0 0 0 0 0.0 Off 2 Off 0 0.0 0.0 0 0 0 0 0.0 Off 3 Off 0 0.0 0.0 0 0 0 0 0.0 Off 4 Off 0 0.0 0.0 0 0 0 0 0.0 Off 5 Off 0 0.0 0.0 0 0 0 0 0.0 Off 6 Off 0 0.0 0.0 0 0 0 0 0.0 Off 7 Off 0 0.0 0.0 0 0 0 0 0.0 Off 8 Off 0 0.0 0.0 0 0 0 0 0.0 Off 9 Off 0 0.0 0.0 0 0 0 0 0.0 Off 10 Off 0 0.0 0.0 0 0 0 0 0.0 Off Coordination Parameters Operational Mode Correction Mode Maximum Mode Force Mode Automatic Shortway (Auto) Per Pattern Per Pattern Patterns Phs Det Ped Patt. Cycle Offset 1 Offset 2 Offset 2 Split Sequence Ref. Color Max Mode Pln Pln Pln 1 0 0 0 0 0 0 Yel Inh 1 1 1 2 0 0 0 0 0 0 Yel Inh 1 1 1 3 0 0 0 0 0 0 Yel Inh 1 1 1 4 0 0 0 0 0 0 Yel Inh 1 1 1 5 0 0 0 0 0 0 Yel Inh 1 1 1 6 0 0 0 0 0 0 Yel Inh 1 1 1 7 0 0 0 0 0 0 Yel Inh 1 1 1 8 0 0 0 0 0 0 Yel Inh 1 1 1 9 0 0 0 0 0 0 Yel Inh 1 1 1 10 0 0 0 0 0 0 Yel Inh 1 1 1 11 0 0 0 0 0 0 Yel Inh 1 1 1 12 0 0 0 0 0 0 Yel Inh 1 1 1 13 0 0 0 0 0 0 Yel Inh 1 1 1 14 0 0 0 0 0 0 Yel Inh 1 1 1 15 0 0 0 0 0 0 Yel Inh 1 1 1 16 0 0 0 0 0 0 Yel Inh 1 1 1 17 0 0 0 0 0 0 Yel Inh 1 1 1 18 0 0 0 0 0 0 Yel Inh 1 1 1 19 0 0 0 0 0 0 Yel Inh 1 1 1 20 0 0 0 0 20 1 Yel Max1 1 1 1 Split Parameters Split 1 Coord Ref Split 2 Coord Ref PH. Time PH PH Mode PH. Time PH PH Mode 1 0 None 1 0 None 2 0 X X Min Rcl 2 0 X X Min Rcl 3 0 None 3 0 None 4 0 None 4 0 None 5 0 None 5 0 None 6 0 X X Min Rcl 6 0 X X Min Rcl 7 0 None 7 0 None 8 0 None 8 0 None 9 0 None 9 0 None 10 0 None 10 0 None 11 0 None 11 0 None 12 0 None 12 0 None 13 0 None 13 0 None 14 0 None 14 0 None Split 3 Coord Ref Split 4 Coord Ref PH. Time PH PH Mode PH. Time PH PH Mode 1 0 None 1 0 None 2 0 X X Min Rcl 2 0 X X Min Rcl 3 0 None 3 0 None 4 0 None 4 0 None 5 0 None 5 0 None 6 0 X X Min Rcl 6 0 X X Min Rcl 7 0 None 7 0 None 8 0 None 8 0 None 9 0 None 9 0 None 10 0 None 10 0 None 11 0 None 11 0 None 12 0 None 12 0 None 13 0 None 13 0 None 14 0 None 14 0 None Split 5 Coord Ref Split 6 Coord Ref PH. Time PH PH Mode PH. Time PH PH Mode 1 0 None 1 0 None 2 0 None 2 0 None 3 0 None 3 0 None 4 0 None 4 0 None 5 0 None 5 0 None 6 0 None 6 0 None 7 0 None 7 0 None 8 0 None 8 0 None 9 0 None 9 0 None 10 0 None 10 0 None 11 0 None 11 0 None 12 0 None 12 0 None 13 0 None 13 0 None 14 0 None 14 0 None Ring 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Offset Day Plan 1 Month of Year Days of Week Days of Month J F M A M J S M T W T F S 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X J A S O N D 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 X X X X X X X X X X X X X X X X X X X X X Day Plan 2 Month of Year Days of Week Days of Month J F M A M J S M T W T F S 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 X X X X X X X X X X X X X X X X X X X X X X X X J A S O N D 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 X X X X X X X X X X X X X X X X X X X X X Day Plan 3 Month of Year Days of Week Days of Month J F M A M J S M T W T F S 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 J A S O N D 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Day Plan 4 Month of Year Days of Week Days of Month J F M A M J S M T W T F S 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 J A S O N D 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Day Plan 1 Day Plan 2 Day Plan 3 Day Plan 4 Event Hour Min. Act Event Hour Min. Act Event Hour Min. Act Event Hour Min. Act 1 0 0 20 1 0 0 1 0 0 1 0 0 2 0 0 2 0 0 2 0 0 2 0 0 3 0 0 3 0 0 3 0 0 3 0 0 4 0 0 4 0 0 4 0 0 4 0 0 5 0 0 5 0 0 5 0 0 5 0 0 6 0 0 6 0 0 6 0 0 6 0 0 7 0 0 7 0 0 7 0 0 7 0 0 8 0 0 8 0 0 8 0 0 8 0 0 9 0 0 9 0 0 9 0 0 9 0 0 10 0 0 10 0 0 10 0 0 10 0 0 Actions Aux. Special Functions Actions Aux. Special Functions Act Pattern 1 2 3 1 2 3 4 5 6 7 8 Act Pattern 1 2 3 1 2 3 4 5 6 7 8 1 Pattern 1 11 Pattern 11 2 Pattern 2 12 Pattern 12 3 Pattern 3 13 Pattern 13 4 Pattern 4 14 Pattern 14 5 Pattern 5 15 Pattern 15 6 Pattern 6 16 Pattern 16 7 Pattern 7 17 Pattern 17 8 Pattern 8 18 Pattern 18 9 Pattern 9 19 Pattern 19 10 Pattern 10 20 Pattern 20 Preemption Parameters Preemption Parameters Preempt 1 2 3 4 5 6 7 8 Preempt 1 2 3 4 5 6 7 8 Link 0 0 0 0 0 0 0 0 Track Yellow 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Delay 0 0 0 0 0 0 0 0 Track Red Clear25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Min Duration 0 0 0 0 0 0 0 0 Exit Red 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Min Green 0 0 0 0 0 0 0 0 Exit Ped Clear 255 255 255 255 255 255 255 255 Min Walk 0 0 0 0 0 0 0 0 Exit Yellow 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Ent. Ped Clear 255 255 255 255 255 255 255 255 Exit Red 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Track Green 0 0 0 0 0 0 0 0 Preempt 1 2 3 4 5 6 7 8 Dwell Green 0 0 15 15 15 0 0 0 Non Lock Mem Max Presence 0 0 0 0 0 0 0 0 Not Overide Flash Enter Yellow 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 NotOverideNextPre Ent. Red Clear 25.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5 Flash Dwell Preemption Configuration Preempt 1 2 3 4 5 6 7 8 Track phase Dwell Phase 2,5 4 1,6 8 Dwell Ped Exit Phase Track Overlap Dwell overlap Cycling phase Cycling Ped Cycling Overlap IO Modules Channel Configuration IO Mod TYPE Chan Ctrl Type Source Chan Ctrl Type Source 1 Caltrans 332 1 Phs Veh 1 11 None 3 2 None 2 Phs Veh 2 12 None 4 3 None 3 None 3 13 Phs Ped 2 4 None 4 Phs Veh 4 14 Phs Ped 4 5 None 5 Phs Veh 5 15 Phs Ped 6 6 None 6 Phs Veh 6 16 Phs Ped 8 7 None 7 None 7 17 None 5 8 None 8 Phs Veh 8 18 None 6 9 None 9 None 1 19 None 0 10 None 10 None 2 20 None 0 Channel Options Channel 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Flash Yellow X X Flash Red X X X X X X Alt Flash X X Startup Clearance Hold Type 1=off, 2=On, 3=Flash and 4= Alt Flash Channel 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Red Yellow Green Phase Intervals Pedestrian Intervals Interval Description Red Yel Grn Type Interval Description DWK CLR Wlk Type 1 notActive On Off Off Red 1 notActive On Off Off Dont Walk 2 dltGrn On Off Off Red 2 dltPed On Off Off Dont Walk 3 PreGrn Off Off On Green 3 walk Off Off On Walk 4 minGrn Off Off On Green 4 walkDwell Off Off On Walk 5 grnExt Off Off On Green 5 flashDtWlk Flash Off Off Ped Clear 6 grnDwell Off Off On Green 6 dWalk On Off Off Dont Walk 7 preClear Off Off On Green 7 8 yelChange Off On Off Yellow 8 9 redClear On Off Off Red 10 redDwell On Off Off Red 11 Barrier On Off Off Red Countdown Display Display Addr PhaseTime Display Addr PhaseTime 1 9 2 10 3 11 4 12 5 13 6 14 7 15 8 16 Manual Control Phase Groups Grp 1 Grp 2 Grp 3 Grp 4 Grp 5 Grp 6 Grp 7 Grp 8 Ring Ph Ring Ph Ring Ph Ring Ph Ring Ph Ring Ph Ring Ph Ring Ph 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 3 0 3 0 3 0 3 0 3 0 3 0 3 0 3 0 4 0 4 0 4 0 4 0 4 0 4 0 4 0 4 0 5 0 5 0 5 0 5 0 5 0 5 0 5 0 5 0 6 0 6 0 6 0 6 0 6 0 6 0 6 0 6 0 7 0 7 0 7 0 7 0 7 0 7 0 7 0 7 0 8 0 8 0 8 0 8 0 8 0 8 0 8 0 8 0 9 0 9 0 9 0 9 0 9 0 9 0 9 0 9 0 10 0 10 0 10 0 10 0 10 0 10 0 10 0 10 0 11 0 11 0 11 0 11 0 11 0 11 0 11 0 11 0 12 0 12 0 12 0 12 0 12 0 12 0 12 0 12 0 13 0 13 0 13 0 13 0 13 0 13 0 13 0 13 0 14 0 14 0 14 0 14 0 14 0 14 0 14 0 14 0 15 0 15 0 15 0 15 0 15 0 15 0 15 0 15 0 16 0 16 0 16 0 16 0 16 0 16 0 16 0 16 0 Prioritor Settings Prioritor Priority Ph Output Dly Enabled Lock Out Time 1 0 No 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 Loopback Functions Func Result Function Type IndexSource Function TypeIndex Func Result Function Type IndexSource Function TypeIndex 1 10 2 11 3 12 4 13 5 14 6 15 7 16 8 17 9 18 10 19 11 20 Section Configuration Section Control Poll Req # Fail Time Algorithm Period Description 1 None 60 1 300 240 2 None 60 1 300 240 3 None 60 1 300 240 4 None 60 1 300 240 5 None 60 1 300 240 6 None 60 1 300 240 7 None 60 1 300 240 8 None 60 1 300 240 9 None 60 1 300 240 10 None 60 1 300 240 11 None 60 1 300 240 12 None 60 1 300 240 13 None 60 1 300 240 14 None 60 1 300 240 15 None 60 1 300 240 16 None 60 1 300 240 User Program Info Pgrm Description 1 2 3 4 5 6 7 8 9 10 1 Eric Mahoney From:Killian - CDOT, Brian <brian.killian@state.co.us> Sent:Tuesday, July 7, 2026 4:17 PM To:Dan Cokley Cc:Karthik Vishwamitra - CDOT; Tim Malloy; Kandis Aggen - CDOT Subject:Re: Lake Spring Ranch - LSRTIS_231005wApp-sealed Dan, CDOT has the following comments on this TIS: • Please use ITE's "Peak Hour of Generator" rates for the trip generation instead of "Peak Hour of Adjacent Street Traffic". • Please use traffic counts that were collected within the last three years. • Please use a future year that is 20 years from build-out, not 20 years from today for the long- term future. CDOT requires analysis of the build-out year in addition to current and long-term future years. When is build-out expected? • There is a CDOT safety project that is extending the southbound left turn deceleration lane at the CO 82/CR 114 intersection. The new deceleration lane will be approximately 750 ft long total length. Please update and resubmit. Please let me know if you have any questions. Thanks, Brian Killian Region 3 Access Program Manager Traffic & Safety To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. P 970-683-6284 | C 970-210-1101 | F 970-683-6290 222 S. 6th St, Room 100 Grand Junction, CO 81501 brian.killian@state.co.us | www.codot.gov | www.cotrip.org Learn more about the CDOT Access Program and watch tutorial videos HERE On Mon, Jun 8, 2026 at 10:02 AM Dan Cokley <DanC@sgm-inc.com> wrote: Hey Brian 2 I am submitting the Lake Springs TIS we have discussed several times in the past. This most recent version was completed in October 2023 and was recently submitted with the Garfield County development application. I will give you a call to discuss, this afternoon. Thanks Dan Cokley, PE, PTOE Civil Services Team Leader/Principal mobile (970) 379-3378 phone (970) 384-9009 118 W. 6th Street, Suite 200 Glenwood Springs, CO 81601 www.sgm-inc.com Lake Springs Ranch – Level 3 Traffic Impact Study September 2026 Traffic Impact Study Appendix D Appendix D - Synchro Output AM F 325.5 F 204.5 252 F 344.5 F 243.9 235 F 402.3 F 283.1 1102 F 424.1 F 338.2 1154 F 263.6 E 72.2 792 / 1159 PM F 131.0 F 219.1 257 F 160.9 F 384.5 237 F 178.6 F 303.5 1084 F 212.6 F 497.6 1050 D 38.7 F 106.9 909 / 1009 AM C 21.3 5499 C 21.3 5401 F 47.8 5813 F 47.8 5721 F 57.8 5700 PM B 12.5 2194 B 12.5 3667 B 13.4 3362 B 13.4 3738 B 15.8 2988 AM A 8.7 127 A 8.7 137 A 9.2 198 A 9.2 131 B 10.2 243 PM B 10.1 8 B 10.1 58 B 10.1 8 B 10.1 57 B 12.0 53 AM F 97.9 105 F 97.9 101 F 104.1 115 F 104.1 126 F 118.0 130 PM F 182.6 356 F 182.6 290 F 256.7 602 F 256.7 621 E 66.1 623 AM B 11.6 105 B 11.6 106 B 12.2 128 B 12.2 121 B 16.7 142 PM C 25.5 674 C 25.5 620 F 60.8 2728 F 60.8 3069 C 31.5 4485 AM B 10.2 21 B 10.3 25 B 10.3 24 B 10.4 28 B 14.3 29 PM B 10.6 205 B 10.7 234 B 10.7 306 B 10.9 316 A 7.3 364 AM F 88.7 2066 F 89.1 2038 F 128.4 1877 F 129.2 1967 E 64.5 1878 PM F 584.6 206 F 610.0 221 F 811.2 259 F 914.3 243 E 68.0 227 AM F 1096.8 62 F 1096.8 65 F 1373.2 61 F 1373.2 64 F 1167.1 69 PM E 67.9 66 E 67.9 68 E 68.9 69 E 68.9 68 E 63.8 68 AM F 1939.0 37 F 2177.0 40 F 2371.4 40 F 2647.6 35 — — PM F 1565.5 40 F 1760.3 43 F 1917.6 41 F 2115.4 43 — — AM E 68.4 20 E 74.5 24 E 69.5 20 F 81.8 24 PM F 200.0 29 F 251.8 28 F 291.3 29 F 351.3 29 AM N/R 1.9 B 10.5 240 N/R 1.8 B 11.1 249 N/R 2.1 B 11.2 246 N/R 2.0 B 11.8 277 N/R 1.9 B 11.4 241 PM N/R 3.4 B 11.2 267 N/R 3.4 B 11.9 392 N/R 4.1 B 11.8 281 N/R 4.3 B 12.6 271 N/R 3.1 B 11.5 192 AM B 11.7 879 B 12.8 892 B 12.8 892 B 14.1 880 B 12.8 648 / 279 PM B 14.4 836 C 17.0 840 C 17.5 840 C 21.6 831 C 15.2 753 / 900 AM A 7.7 8 A 7.8 9 A 7.8 8 A 8.0 7 A 8.0 14 PM A 7.9 5 A 8.0 4 A 8.1 4 A 8.2 16 A 8.2 7 AM A 0.0 8 A 0.0 9 A 0.0 8 A 0.0 7 A 0.1 31 PM A 0.0 5 A 0.0 4 A 0.0 4 A 0.0 16 A 0.0 55 AM PM AM N/R 0.0 1762 N/R 0.0 1871 N/R 0.0 1885 N/R 0.0 1833 N/R 0.0 1472 / 1480 PM N/R 0.0 1881 N/R 0.0 1832 N/R 0.0 1805 N/R 0.0 1757 N/R 0.0 568 / 853 AM N/R 0.6 N/R 0.5 N/R 0.6 N/R 0.6 N/R 0.6 PM N/R 0.3 N/R 0.2 N/R 0.3 N/R 0.2 N/R 0.2 *95th percentile queue exceeds storage bay distance Delay expressed as average delay per vehicle in seconds/vehicle N/R = not reported or excluded. — = lane group not applicable, or storage not supplied. Queues are omitted. Storage distances are retained from the reference template and are not verified for the improvements scenario. Signalized WBLT is replaced by separate WBL and WBT in the improvements scenario. Improved WBR delay is excluded by the report. Where V/C is greater than 1.0, LOS is F per HCM, regardless of delay Unsignalized Intersections Delay (seconds)*95th percentile queue exceeds storage bay distance A (Highly Desirable) < 10.0 B (Desirable) 10.1 to 15 C (Acceptable) 15.1 to 25 D (Acceptable in Urban Areas) 25.1 to 35 E (Unacceptable) 35.1 to 50 F (Unacceptable) > 50 Signalized Intersections Delay (seconds) A (Highly Desirable) < 10.0 B (Desirable) 10.1 to 20 C (Acceptable) 20.1 to 35 D (Acceptable in Urban Areas) 35.1 to 55 E (Unacceptable) 55.1 to 80 F (Unacceptable) > 80 Level of Service EB approach — EBT — EBR 50 WB (LT / TR) 300 SB 450 NB (L /LTR) 275 EBL — WBR 50 EBLT 225 EBR 25 WBLT 50 390 NBT N/A NBR 220 Delay (s/veh) Overall LOS Overall Delay (s/veh) LOS Delay (s/veh) Lake Springs Ranch Measure of Effectiveness Results Operational Result Summary Intersection Directional Approach Peak Storage Distance (ft) Overall LOS Overall Delay (s/veh) LOS Delay (s/veh) Overall LOS Overall Delay (s/veh) LOS Delay (s/veh) Overall LOS 95th %-ile Queue 2028 BACKGROUND 2048 TOTAL WITH INTERSECTION IMPROVEMENTS2048 TOTAL2048 BACKGROUND2028 TOTAL 95th %-ile Queue 95th %-ile Queue 95th %-ile Queue 95th %-ile Queue Overall Delay (s/veh) LOS Delay (s/veh) Overall LOS Overall Delay (s/veh) LOS Level of Service SH 8 2 / C R 1 1 4 C R 1 1 4 / F r o n t a g e R d FREE FREE FREE FREE FREE FREE SBL 75 SBT N/A SBR 170 NBL Timings 7: CR 154/CR 114 & SH 82 09/30/2026 2028 AM Baseline Lake Springs Ranch 8:00 am 12/07/2016 2028 AM Synchro 12 Report Page 1 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 127 1729 22 46 352 19 12 45 337 125 33 64 Future Volume (vph) 127 1729 22 46 352 19 12 45 337 125 33 64 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 4.0 20.0 20.0 4.0 20.0 20.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 13.5 28.0 28.0 13.5 28.0 28.0 19.5 19.5 19.5 19.0 19.0 19.0 Total Split (s) 20.0 120.0 120.0 20.0 120.0 120.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%) 11.8% 70.6% 70.6% 11.8% 70.6% 70.6% 17.6% 17.6% 17.6% 17.6% 17.6% 17.6% Yellow Time (s) 5.5 6.0 6.0 5.5 6.0 6.0 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 3.0 2.0 2.0 3.0 2.0 2.0 3.5 3.5 3.5 3.5 3.5 3.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.5 8.0 8.0 8.5 8.0 8.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None None Act Effct Green (s) 11.5 116.5 116.5 10.0 112.0 112.0 23.0 23.0 23.0 23.0 Actuated g/C Ratio 0.07 0.69 0.69 0.06 0.66 0.66 0.14 0.14 0.14 0.14 v/c Ratio 1.16 0.80 0.03 0.57 0.20 0.04 0.42 2.12 1.08 0.31 Control Delay (s/veh) 195.9 23.0 0.0 99.4 11.7 0.1 76.1 538.6 155.7 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 195.9 23.0 0.0 99.4 11.7 0.1 76.1 538.6 155.7 14.9 LOS F C A F B A E F F B Approach Delay (s/veh) 34.0 19.9 495.3 111.3 Approach LOS C B F F Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 0 (0%), Referenced to phase 2:SET and 6:NWT, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 2.12 Intersection Signal Delay (s/veh): 129.4 Intersection LOS: F Intersection Capacity Utilization 97.8% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 7: CR 154/CR 114 & SH 82 #7 Ø1 20 s #7 Ø2 (R) 120 s #7 Ø4 30 s #7 Ø5 20 s #7 Ø6 (R) 120 s #7 Ø8 30 s HCM 6th Signalized Intersection Summary 7: CR 154/CR 114 & SH 82 09/30/2026 2028 AM Baseline Lake Springs Ranch 8:00 am 12/07/2016 2028 AM Synchro 12 Report Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 127 1729 22 46 352 19 12 45 337 125 33 64 Future Volume (veh/h) 127 1729 22 46 352 19 12 45 337 125 33 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 0.99 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1773 1773 1773 1982 1982 1982 Adj Flow Rate, veh/h 134 1879 31 58 463 42 15 52 648 154 37 88 Peak Hour Factor 0.95 0.92 0.71 0.80 0.76 0.45 0.79 0.87 0.52 0.81 0.89 0.73 Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5 Cap, veh/h 118 2374 1029 73 2286 1018 26 68 200 38 0 220 Arrive On Green 0.07 0.68 0.68 0.04 0.66 0.66 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1739 3469 1504 1739 3469 1545 0 505 1476 0 0 1628 Grp Volume(v), veh/h 134 1879 31 58 463 42 67 0 648 191 0 88 Grp Sat Flow(s),veh/h/ln 1739 1735 1504 1739 1735 1545 505 0 1476 0 0 1628 Q Serve(g_s), s 11.5 63.4 1.1 5.6 8.9 1.6 0.0 0.0 23.0 0.0 0.0 8.4 Cycle Q Clear(g_c), s 11.5 63.4 1.1 5.6 8.9 1.6 23.0 0.0 23.0 23.0 0.0 8.4 Prop In Lane 1.00 1.00 1.00 1.00 0.22 1.00 0.81 1.00 Lane Grp Cap(c), veh/h 118 2374 1029 73 2286 1018 94 0 200 38 0 220 V/C Ratio(X) 1.14 0.79 0.03 0.79 0.20 0.04 0.71 0.00 3.25 4.99 0.00 0.40 Avail Cap(c_a), veh/h 118 2374 1029 118 2286 1018 94 0 200 38 0 220 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 79.3 18.5 8.6 80.7 11.4 10.2 66.8 0.0 73.5 85.0 0.0 67.2 Incr Delay (d2), s/veh 125.2 2.8 0.1 17.2 0.2 0.1 21.9 0.0 1023.3 1854.0 0.0 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.1 23.3 0.4 2.8 3.3 0.5 3.2 0.0 65.5 21.4 0.0 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 204.5 21.3 8.7 97.9 11.6 10.2 88.7 0.0 1096.8 1939.0 0.0 68.4 LnGrp LOS F C A F B B F F F E Approach Vol, veh/h 2044 563 715 279 Approach Delay, s/veh 33.1 20.4 1002.3 1349.0 Approach LOS C C F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.7 124.3 30.0 20.0 120.0 30.0 Change Period (Y+Rc), s 8.5 8.0 7.0 8.5 8.0 7.0 Max Green Setting (Gmax), s 11.5 112.0 23.0 11.5 112.0 23.0 Max Q Clear Time (g_c+I1), s 7.6 65.4 25.0 13.5 10.9 25.0 Green Ext Time (p_c), s 0.0 21.3 0.0 0.0 3.0 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 325.5 HCM 6th LOS F Notes User approved changes to right turn type. HCM 6th TWSC 10: CR 114 09/30/2026 2028 AM Baseline Lake Springs Ranch 8:00 am 12/07/2016 2028 AM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 1.9 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 3 5 41 0 4 13 71 107 0 176 0 Future Vol, veh/h 0 3 5 41 0 4 13 71 107 0 176 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 75 62 71 25 50 65 65 82 25 86 25 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 0 4 8 58 0 8 20 109 130 0 205 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 423 484 205 360 354 109 205 0 0 239 0 0 Stage 1 205 205 - 149 149 - - - - - - - Stage 2 218 279 - 211 205 - - - - - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - - - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 - -2.245 - - Pot Cap-1 Maneuver 536 478 828 590 566 937 1349 - - 1310 - - Stage 1 790 726 - 846 768 - - - - - - - Stage 2 778 674 - 784 726 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 525 470 828 573 556 937 1349 - - 1310 - - Mov Cap-2 Maneuver 525 470 - 573 556 - - - - - - - Stage 1 777 726 - 832 755 - - - - - - - Stage 2 758 663 - 772 726 - - - - - - - Approach SE NW NE SW HCM Ctrl Dly, s/v 10.5 11.7 0.6 0 HCM LOS B B Minor Lane/Major Mvmt NEL NET NERNWLn1SELn1 SWL SWT SWR Capacity (veh/h) 1349 - - 601 661 1310 - - HCM Lane V/C Ratio 0.015 - - 0.109 0.018 - - - HCM Ctrl Dly (s/v) 7.7 0 - 11.7 10.5 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q (veh) 0 - - 0.4 0.1 0 - - Timings 7: CR 154/CR 114 & SH 82 09/30/2026 2028 PM Baseline Lake Springs Ranch 3:00 pm 05/16/2023 2023 PM Synchro 12 Report Page 1 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 107 612 20 110 1838 54 44 30 43 88 26 207 Future Volume (vph) 107 612 20 110 1838 54 44 30 43 88 26 207 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 4.0 20.0 20.0 4.0 20.0 20.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 13.5 28.0 28.0 13.5 28.0 28.0 19.5 19.5 19.5 19.0 19.0 19.0 Total Split (s) 20.0 120.0 120.0 20.0 120.0 120.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%) 11.8% 70.6% 70.6% 11.8% 70.6% 70.6% 17.6% 17.6% 17.6% 17.6% 17.6% 17.6% Yellow Time (s) 5.5 6.0 6.0 5.5 6.0 6.0 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 3.0 2.0 2.0 3.0 2.0 2.0 3.5 3.5 3.5 3.5 3.5 3.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.5 8.0 8.0 8.5 8.0 8.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None None Act Effct Green (s) 11.5 112.9 112.9 11.5 112.9 112.9 22.1 22.1 22.1 22.1 Actuated g/C Ratio 0.07 0.66 0.66 0.07 0.66 0.66 0.13 0.13 0.13 0.13 v/c Ratio 1.20 0.29 0.02 1.09 0.83 0.07 0.79 0.27 0.91 0.87 Control Delay (s/veh) 208.4 12.4 0.1 177.7 25.7 1.9 111.0 9.7 122.1 64.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 208.4 12.4 0.1 177.7 25.7 1.9 111.0 9.7 122.1 64.9 LOS F B A F C A F A F E Approach Delay (s/veh) 45.2 34.0 67.0 85.6 Approach LOS D C E F Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 0 (0%), Referenced to phase 2:SET and 6:NWT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.20 Intersection Signal Delay (s/veh): 44.3 Intersection LOS: D Intersection Capacity Utilization 92.0% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 7: CR 154/CR 114 & SH 82 #7 Ø1 20 s #7 Ø2 (R) 120 s #7 Ø4 30 s #7 Ø5 20 s #7 Ø6 (R) 120 s #7 Ø8 30 s HCM 6th Signalized Intersection Summary 7: CR 154/CR 114 & SH 82 09/30/2026 2028 PM Baseline Lake Springs Ranch 3:00 pm 05/16/2023 2023 PM Synchro 12 Report Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 107 612 20 110 1838 54 44 30 43 88 26 207 Future Volume (veh/h) 107 612 20 110 1838 54 44 30 43 88 26 207 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 0.99 0.98 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1773 1773 1773 1982 1982 1982 Adj Flow Rate, veh/h 139 658 24 126 1895 77 57 37 72 106 44 265 Peak Hour Factor 0.77 0.93 0.83 0.87 0.97 0.70 0.77 0.81 0.60 0.83 0.59 0.78 Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5 Cap, veh/h 118 2286 990 118 2286 1018 34 14 200 36 0 220 Arrive On Green 0.07 0.66 0.66 0.07 0.66 0.66 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1739 3469 1503 1739 3469 1545 0 100 1476 0 0 1628 Grp Volume(v), veh/h 139 658 24 126 1895 77 94 0 72 150 0 265 Grp Sat Flow(s),veh/h/ln 1739 1735 1503 1739 1735 1545 100 0 1476 0 0 1628 Q Serve(g_s), s 11.5 13.6 0.9 11.5 69.8 3.0 0.0 0.0 7.5 0.0 0.0 23.0 Cycle Q Clear(g_c), s 11.5 13.6 0.9 11.5 69.8 3.0 23.0 0.0 7.5 23.0 0.0 23.0 Prop In Lane 1.00 1.00 1.00 1.00 0.61 1.00 0.71 1.00 Lane Grp Cap(c), veh/h 118 2286 990 118 2286 1018 48 0 200 36 0 220 V/C Ratio(X) 1.18 0.29 0.02 1.07 0.83 0.08 1.98 0.00 0.36 4.15 0.00 1.20 Avail Cap(c_a), veh/h 118 2286 990 118 2286 1018 48 0 200 36 0 220 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 79.3 12.2 10.1 79.3 21.8 10.4 78.6 0.0 66.8 85.0 0.0 73.5 Incr Delay (d2), s/veh 139.9 0.3 0.0 103.4 3.6 0.1 506.0 0.0 1.1 1480.5 0.0 126.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.6 5.0 0.3 8.4 26.4 1.0 8.8 0.0 2.9 16.5 0.0 17.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 219.1 12.5 10.1 182.6 25.5 10.6 584.6 0.0 67.9 1565.5 0.0 200.0 LnGrp LOS F B B F C B F E F F Approach Vol, veh/h 821 2098 166 415 Approach Delay, s/veh 47.4 34.3 360.5 693.5 Approach LOS D C F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.0 120.0 30.0 20.0 120.0 30.0 Change Period (Y+Rc), s 8.5 8.0 7.0 8.5 8.0 7.0 Max Green Setting (Gmax), s 11.5 112.0 23.0 11.5 112.0 23.0 Max Q Clear Time (g_c+I1), s 13.5 15.6 25.0 13.5 71.8 25.0 Green Ext Time (p_c), s 0.0 4.4 0.0 0.0 20.6 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 131.0 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 6th TWSC 10: CR 114 09/30/2026 2028 PM Baseline Lake Springs Ranch 3:00 pm 05/16/2023 2023 PM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 3.4 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 1 2 7 75 4 11 5 96 75 0 240 2 Future Vol, veh/h 1 2 7 75 4 11 5 96 75 0 240 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 50 44 66 33 69 62 73 80 25 82 50 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 4 4 16 114 12 16 8 132 94 0 293 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 504 537 295 453 445 132 297 0 0 226 0 0 Stage 1 295 295 - 148 148 - - - - - - - Stage 2 209 242 - 305 297 - - - - - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - - - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 - -2.245 - - Pot Cap-1 Maneuver 473 446 737 512 503 909 1247 - - 1325 - - Stage 1 707 664 - 848 769 - - - - - - - Stage 2 786 700 - 698 662 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 454 443 737 495 499 909 1247 - - 1325 - - Mov Cap-2 Maneuver 454 443 - 495 499 - - - - - - - Stage 1 702 664 - 842 764 - - - - - - - Stage 2 755 695 - 679 662 - - - - - - - Approach SE NW NE SW HCM Ctrl Dly, s/v 11.2 14.4 0.3 0 HCM LOS B B Minor Lane/Major Mvmt NEL NET NERNWLn1SELn1 SWL SWT SWR Capacity (veh/h) 1247 - - 522 606 1325 - - HCM Lane V/C Ratio 0.006 - - 0.271 0.039 - - - HCM Ctrl Dly (s/v) 7.9 0 - 14.4 11.2 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q (veh) 0 - - 1.1 0.1 0 - - Timings 7: CR 154/CR 114 & SH 82 10/05/2026 2048 PM Background Lake Springs Ranch 3:00 pm 05/16/2023 2048 PM Synchro 12 Report Page 1 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 127 771 24 131 2316 64 52 35 51 104 31 246 Future Volume (vph) 127 771 24 131 2316 64 52 35 51 104 31 246 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 4.0 20.0 20.0 4.0 20.0 20.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 13.5 28.0 28.0 13.5 28.0 28.0 19.5 19.5 19.5 19.0 19.0 19.0 Total Split (s) 20.0 120.0 120.0 20.0 120.0 120.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%) 11.8% 70.6% 70.6% 11.8% 70.6% 70.6% 17.6% 17.6% 17.6% 17.6% 17.6% 17.6% Yellow Time (s) 5.5 6.0 6.0 5.5 6.0 6.0 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 3.0 2.0 2.0 3.0 2.0 2.0 3.5 3.5 3.5 3.5 3.5 3.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.5 8.0 8.0 8.5 8.0 8.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None None Act Effct Green (s) 11.5 112.0 112.0 11.5 112.0 112.0 23.0 23.0 23.0 23.0 Actuated g/C Ratio 0.07 0.66 0.66 0.07 0.66 0.66 0.14 0.14 0.14 0.14 v/c Ratio 1.42 0.37 0.03 1.30 1.05 0.09 1.08 0.31 1.13 1.04 Control Delay (s/veh) 283.9 13.6 0.0 241.5 64.0 2.7 176.1 14.0 172.0 106.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 283.9 13.6 0.0 241.5 64.0 2.7 176.1 14.0 172.0 106.8 LOS F B A F E A F B F F Approach Delay (s/veh) 56.8 72.0 105.8 130.4 Approach LOS E E F F Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 0 (0%), Referenced to phase 2:SET and 6:NWT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.42 Intersection Signal Delay (s/veh): 76.6 Intersection LOS: E Intersection Capacity Utilization 107.6% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 7: CR 154/CR 114 & SH 82 #7 Ø1 20 s #7 Ø2 (R) 120 s #7 Ø4 30 s #7 Ø5 20 s #7 Ø6 (R) 120 s #7 Ø8 30 s HCM 6th Signalized Intersection Summary 7: CR 154/CR 114 & SH 82 10/05/2026 2048 PM Background Lake Springs Ranch 3:00 pm 05/16/2023 2048 PM Synchro 12 Report Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 127 771 24 131 2316 64 52 35 51 104 31 246 Future Volume (veh/h) 127 771 24 131 2316 64 52 35 51 104 31 246 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 0.99 0.98 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1773 1773 1773 1982 1982 1982 Adj Flow Rate, veh/h 165 829 29 151 2388 91 68 43 85 125 53 315 Peak Hour Factor 0.77 0.93 0.83 0.87 0.97 0.70 0.77 0.81 0.60 0.83 0.59 0.78 Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5 Cap, veh/h 118 2286 990 118 2286 1018 34 10 200 36 0 220 Arrive On Green 0.07 0.66 0.66 0.07 0.66 0.66 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1739 3469 1503 1739 3469 1545 0 77 1476 0 0 1628 Grp Volume(v), veh/h 165 829 29 151 2388 91 111 0 85 178 0 315 Grp Sat Flow(s),veh/h/ln 1739 1735 1503 1739 1735 1545 77 0 1476 0 0 1628 Q Serve(g_s), s 11.5 18.2 1.1 11.5 112.0 3.6 0.0 0.0 9.0 0.0 0.0 23.0 Cycle Q Clear(g_c), s 11.5 18.2 1.1 11.5 112.0 3.6 23.0 0.0 9.0 23.0 0.0 23.0 Prop In Lane 1.00 1.00 1.00 1.00 0.61 1.00 0.70 1.00 Lane Grp Cap(c), veh/h 118 2286 990 118 2286 1018 45 0 200 36 0 220 V/C Ratio(X) 1.40 0.36 0.03 1.28 1.04 0.09 2.49 0.00 0.43 4.94 0.00 1.43 Avail Cap(c_a), veh/h 118 2286 990 118 2286 1018 45 0 200 36 0 220 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 79.3 13.0 10.1 79.3 29.0 10.5 79.7 0.0 67.4 85.0 0.0 73.5 Incr Delay (d2), s/veh 224.3 0.4 0.1 177.4 31.8 0.2 731.4 0.0 1.4 1832.6 0.0 217.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.4 6.7 0.4 10.8 50.6 1.2 11.0 0.0 3.5 19.9 0.0 23.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 303.5 13.4 10.1 256.7 60.8 10.7 811.2 0.0 68.9 1917.6 0.0 291.3 LnGrp LOS F B B F F B F E F F Approach Vol, veh/h 1023 2630 196 493 Approach Delay, s/veh 60.1 70.3 489.2 878.5 Approach LOS E E F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.0 120.0 30.0 20.0 120.0 30.0 Change Period (Y+Rc), s 8.5 8.0 7.0 8.5 8.0 7.0 Max Green Setting (Gmax), s 11.5 112.0 23.0 11.5 112.0 23.0 Max Q Clear Time (g_c+I1), s 13.5 20.2 25.0 13.5 114.0 25.0 Green Ext Time (p_c), s 0.0 5.9 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 178.6 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 6th TWSC 10: CR 114 10/05/2026 2048 PM Background Lake Springs Ranch 3:00 pm 05/16/2023 2048 PM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 4.1 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 1 2 8 90 5 13 6 114 90 0 286 2 Future Vol, veh/h 1 2 8 90 5 13 6 114 90 0 286 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 50 44 66 33 69 62 73 80 25 82 50 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 4 4 18 136 15 19 10 156 113 0 349 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 601 640 351 538 529 156 353 0 0 269 0 0 Stage 1 351 351 - 176 176 - - - - - - - Stage 2 250 289 - 362 353 - - - - - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - - - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 - -2.245 - - Pot Cap-1 Maneuver 408 390 686 449 451 882 1189 - - 1277 - - Stage 1 659 627 - 819 748 - - - - - - - Stage 2 747 668 - 650 626 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 386 386 686 430 446 882 1189 - - 1277 - - Mov Cap-2 Maneuver 386 386 - 430 446 - - - - - - - Stage 1 652 627 - 811 741 - - - - - - - Stage 2 709 661 - 629 626 - - - - - - - Approach SE NW NE SW HCM Ctrl Dly, s/v 11.8 17.5 0.3 0 HCM LOS B C Minor Lane/Major Mvmt NEL NET NERNWLn1SELn1 SWL SWT SWR Capacity (veh/h) 1189 - - 457 554 1277 - - HCM Lane V/C Ratio 0.008 - - 0.373 0.047 - - - HCM Ctrl Dly (s/v) 8.1 0 - 17.5 11.8 0 - - HCM Lane LOS A A - C B A - - HCM 95th %tile Q (veh) 0 - - 1.7 0.1 0 - - Timings 7: CR 154/CR 114 & SH 82 10/05/2026 2048 AM Background Lake Springs Ranch 8:00 am 05/16/2023 2048 AM Synchro 12 Report Page 1 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 151 2178 27 55 443 23 15 53 401 149 39 76 Future Volume (vph) 151 2178 27 55 443 23 15 53 401 149 39 76 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 4.0 20.0 20.0 4.0 20.0 20.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 13.5 28.0 28.0 13.5 28.0 28.0 19.5 19.5 19.5 19.0 19.0 19.0 Total Split (s) 20.0 120.0 120.0 20.0 120.0 120.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%) 11.8% 70.6% 70.6% 11.8% 70.6% 70.6% 17.6% 17.6% 17.6% 17.6% 17.6% 17.6% Yellow Time (s) 5.5 6.0 6.0 5.5 6.0 6.0 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 3.0 2.0 2.0 3.0 2.0 2.0 3.5 3.5 3.5 3.5 3.5 3.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.5 8.0 8.0 8.5 8.0 8.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None None Act Effct Green (s) 11.5 113.1 113.1 10.4 112.0 112.0 23.0 23.0 23.0 23.0 Actuated g/C Ratio 0.07 0.67 0.67 0.06 0.66 0.66 0.14 0.14 0.14 0.14 v/c Ratio 1.37 1.04 0.04 0.66 0.26 0.05 0.72 2.62 1.30 0.37 Control Delay (s/veh) 265.3 56.9 0.1 105.7 12.3 0.6 103.7 760.8 224.9 20.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 265.3 56.9 0.1 105.7 12.3 0.6 103.7 760.8 224.9 20.9 LOS F E A F B A F F F C Approach Delay (s/veh) 69.0 20.6 699.0 161.0 Approach LOS E C F F Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 0 (0%), Referenced to phase 2:SET and 6:NWT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 2.62 Intersection Signal Delay (s/veh): 188.7 Intersection LOS: F Intersection Capacity Utilization 114.5% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 7: CR 154/CR 114 & SH 82 #7 Ø1 20 s #7 Ø2 (R) 120 s #7 Ø4 30 s #7 Ø5 20 s #7 Ø6 (R) 120 s #7 Ø8 30 s HCM 6th Signalized Intersection Summary 7: CR 154/CR 114 & SH 82 10/05/2026 2048 AM Background Lake Springs Ranch 8:00 am 05/16/2023 2048 AM Synchro 12 Report Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 151 2178 27 55 443 23 15 53 401 149 39 76 Future Volume (veh/h) 151 2178 27 55 443 23 15 53 401 149 39 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 0.99 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1773 1773 1773 1982 1982 1982 Adj Flow Rate, veh/h 159 2367 38 69 583 51 19 61 771 184 44 104 Peak Hour Factor 0.95 0.92 0.71 0.80 0.76 0.45 0.79 0.87 0.52 0.81 0.89 0.73 Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5 Cap, veh/h 118 2349 1018 86 2286 1018 26 64 200 38 0 220 Arrive On Green 0.07 0.68 0.68 0.05 0.66 0.66 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1739 3469 1504 1739 3469 1545 0 473 1476 0 0 1628 Grp Volume(v), veh/h 159 2367 38 69 583 51 80 0 771 228 0 104 Grp Sat Flow(s),veh/h/ln 1739 1735 1504 1739 1735 1545 473 0 1476 0 0 1628 Q Serve(g_s), s 11.5 115.1 1.4 6.7 11.7 2.0 0.0 0.0 23.0 0.0 0.0 10.0 Cycle Q Clear(g_c), s 11.5 115.1 1.4 6.7 11.7 2.0 23.0 0.0 23.0 23.0 0.0 10.0 Prop In Lane 1.00 1.00 1.00 1.00 0.24 1.00 0.81 1.00 Lane Grp Cap(c), veh/h 118 2349 1018 86 2286 1018 90 0 200 38 0 220 V/C Ratio(X) 1.35 1.01 0.04 0.81 0.26 0.05 0.89 0.00 3.86 5.96 0.00 0.47 Avail Cap(c_a), veh/h 118 2349 1018 118 2286 1018 90 0 200 38 0 220 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 79.3 27.4 9.1 80.0 11.9 10.2 69.1 0.0 73.5 85.0 0.0 67.9 Incr Delay (d2), s/veh 203.9 20.4 0.1 24.1 0.3 0.1 59.4 0.0 1299.7 2286.4 0.0 1.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.7 47.5 0.5 3.5 4.3 0.7 5.0 0.0 80.8 26.0 0.0 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 283.1 47.8 9.2 104.1 12.2 10.3 128.4 0.0 1373.2 2371.4 0.0 69.5 LnGrp LOS F F A F B B F F F E Approach Vol, veh/h 2564 703 851 332 Approach Delay, s/veh 61.8 21.1 1256.2 1650.3 Approach LOS E C F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.9 123.1 30.0 20.0 120.0 30.0 Change Period (Y+Rc), s 8.5 8.0 7.0 8.5 8.0 7.0 Max Green Setting (Gmax), s 11.5 112.0 23.0 11.5 112.0 23.0 Max Q Clear Time (g_c+I1), s 8.7 117.1 25.0 13.5 13.7 25.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 3.9 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 402.3 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 6th TWSC 10: CR 114 10/05/2026 2048 AM Background Lake Springs Ranch 8:00 am 05/16/2023 2048 AM Synchro 12 Report Page 3 Intersection Int Delay, s/veh 2.1 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 4 6 48 0 5 16 85 127 0 210 0 Future Vol, veh/h 0 4 6 48 0 5 16 85 127 0 210 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 75 62 71 25 50 65 65 82 25 86 25 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 0 5 10 68 0 10 25 131 155 0 244 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 508 580 244 433 425 131 244 0 0 286 0 0 Stage 1 244 244 - 181 181 - - - - - - - Stage 2 264 336 - 252 244 - - - - - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - - - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 - -2.245 - - Pot Cap-1 Maneuver 471 422 787 528 517 911 1305 - - 1259 - - Stage 1 753 699 - 814 744 - - - - - - - Stage 2 735 637 - 746 699 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 458 412 787 507 505 911 1305 - - 1259 - - Mov Cap-2 Maneuver 458 412 - 507 505 - - - - - - - Stage 1 736 699 - 795 727 - - - - - - - Stage 2 710 622 - 731 699 - - - - - - - Approach SE NW NE SW HCM Ctrl Dly, s/v 11.2 12.8 0.6 0 HCM LOS B B Minor Lane/Major Mvmt NEL NET NERNWLn1SELn1 SWL SWT SWR Capacity (veh/h) 1305 - - 538 595 1259 - - HCM Lane V/C Ratio 0.019 - - 0.144 0.025 - - - HCM Ctrl Dly (s/v) 7.8 0 - 12.8 11.2 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q (veh) 0.1 - - 0.5 0.1 0 - - Timings 7: CR 154/CR 114 & SH 82 09/30/2026 2028 AM Total 8:00 am 09/21/2023 Synchro 12 Report Page 1 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 140 1729 22 46 352 23 12 47 337 135 38 99 Future Volume (vph) 140 1729 22 46 352 23 12 47 337 135 38 99 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 4.0 20.0 20.0 4.0 20.0 20.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 13.5 28.0 28.0 13.5 28.0 28.0 19.5 19.5 19.5 19.0 19.0 19.0 Total Split (s) 20.0 120.0 120.0 20.0 120.0 120.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%) 11.8% 70.6% 70.6% 11.8% 70.6% 70.6% 17.6% 17.6% 17.6% 17.6% 17.6% 17.6% Yellow Time (s) 5.5 6.0 6.0 5.5 6.0 6.0 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 3.0 2.0 2.0 3.0 2.0 2.0 3.5 3.5 3.5 3.5 3.5 3.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.5 8.0 8.0 8.5 8.0 8.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None None Act Effct Green (s) 11.5 116.5 116.5 10.0 112.0 112.0 23.0 23.0 23.0 23.0 Actuated g/C Ratio 0.07 0.69 0.69 0.06 0.66 0.66 0.14 0.14 0.14 0.14 v/c Ratio 1.27 0.80 0.03 0.57 0.20 0.05 0.48 2.12 1.18 0.48 Control Delay (s/veh) 230.1 23.0 0.0 99.4 11.7 0.6 80.4 538.6 183.7 32.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 230.1 23.0 0.0 99.4 11.7 0.6 80.4 538.6 183.7 32.0 LOS F C A F B A F F F C Approach Delay (s/veh) 37.5 19.6 494.5 124.1 Approach LOS D B F F Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 0 (0%), Referenced to phase 2:SET and 6:NWT, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 2.12 Intersection Signal Delay (s/veh): 131.6 Intersection LOS: F Intersection Capacity Utilization 97.8% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 7: CR 154/CR 114 & SH 82 #7 Ø1 20 s #7 Ø2 (R) 120 s #7 Ø4 30 s #7 Ø5 20 s #7 Ø6 (R) 120 s #7 Ø8 30 s HCM 6th Signalized Intersection Summary 7: CR 154/CR 114 & SH 82 09/30/2026 2028 AM Total 8:00 am 09/21/2023 Synchro 12 Report Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 140 1729 22 46 352 23 12 47 337 135 38 99 Future Volume (veh/h) 140 1729 22 46 352 23 12 47 337 135 38 99 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 0.99 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1773 1773 1773 1982 1982 1982 Adj Flow Rate, veh/h 147 1879 31 58 463 51 15 54 648 167 43 136 Peak Hour Factor 0.95 0.92 0.71 0.80 0.76 0.45 0.79 0.87 0.52 0.81 0.89 0.73 Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5 Cap, veh/h 118 2374 1029 73 2286 1018 26 71 200 38 0 220 Arrive On Green 0.07 0.68 0.68 0.04 0.66 0.66 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1739 3469 1504 1739 3469 1545 0 522 1476 0 0 1628 Grp Volume(v), veh/h 147 1879 31 58 463 51 69 0 648 210 0 136 Grp Sat Flow(s),veh/h/ln 1739 1735 1504 1739 1735 1545 522 0 1476 0 0 1628 Q Serve(g_s), s 11.5 63.4 1.1 5.6 8.9 2.0 0.0 0.0 23.0 0.0 0.0 13.4 Cycle Q Clear(g_c), s 11.5 63.4 1.1 5.6 8.9 2.0 23.0 0.0 23.0 23.0 0.0 13.4 Prop In Lane 1.00 1.00 1.00 1.00 0.22 1.00 0.80 1.00 Lane Grp Cap(c), veh/h 118 2374 1029 73 2286 1018 96 0 200 38 0 220 V/C Ratio(X) 1.25 0.79 0.03 0.79 0.20 0.05 0.72 0.00 3.25 5.52 0.00 0.62 Avail Cap(c_a), veh/h 118 2374 1029 118 2286 1018 96 0 200 38 0 220 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 79.3 18.5 8.6 80.7 11.4 10.2 66.9 0.0 73.5 85.0 0.0 69.3 Incr Delay (d2), s/veh 164.6 2.8 0.1 17.2 0.2 0.1 22.2 0.0 1023.3 2092.0 0.0 5.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.4 23.3 0.4 2.8 3.3 0.7 3.3 0.0 65.5 23.8 0.0 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 243.9 21.3 8.7 97.9 11.6 10.3 89.1 0.0 1096.8 2177.0 0.0 74.5 LnGrp LOS F C A F B B F F F E Approach Vol, veh/h 2057 572 717 346 Approach Delay, s/veh 37.0 20.2 999.8 1350.6 Approach LOS D C F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.7 124.3 30.0 20.0 120.0 30.0 Change Period (Y+Rc), s 8.5 8.0 7.0 8.5 8.0 7.0 Max Green Setting (Gmax), s 11.5 112.0 23.0 11.5 112.0 23.0 Max Q Clear Time (g_c+I1), s 7.6 65.4 25.0 13.5 10.9 25.0 Green Ext Time (p_c), s 0.0 21.3 0.0 0.0 3.0 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 344.5 HCM 6th LOS F HCM 6th TWSC 10: CR 114 09/30/2026 2028 AM Total 8:00 am 09/21/2023 Synchro 12 Report Page 3 Intersection Int Delay, s/veh 1.8 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 3 5 41 0 4 13 89 107 0 226 0 Future Vol, veh/h 0 3 5 41 0 4 13 89 107 0 226 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 75 62 71 25 50 65 65 82 25 86 25 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 0 4 8 58 0 8 20 137 130 0 263 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 509 570 263 446 440 137 263 0 0 267 0 0 Stage 1 263 263 - 177 177 - - - - - - - Stage 2 246 307 - 269 263 - - - - - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - - - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 - -2.245 - - Pot Cap-1 Maneuver 470 427 768 517 507 904 1284 - - 1280 - - Stage 1 736 685 - 818 747 - - - - - - - Stage 2 751 656 - 730 685 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 459 419 768 500 497 904 1284 - - 1280 - - Mov Cap-2 Maneuver 459 419 - 500 497 - - - - - - - Stage 1 722 685 - 802 733 - - - - - - - Stage 2 730 644 - 718 685 - - - - - - - Approach SE NW NE SW HCM Ctrl Dly, s/v 11.1 12.8 0.5 0 HCM LOS B B Minor Lane/Major Mvmt NEL NET NERNWLn1SELn1 SWL SWT SWR Capacity (veh/h) 1284 - - 529 602 1280 - - HCM Lane V/C Ratio 0.016 - - 0.124 0.02 - - - HCM Ctrl Dly (s/v) 7.8 0 - 12.8 11.1 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q (veh) 0 - - 0.4 0.1 0 - - Timings 7: CR 154/CR 114 & SH 82 09/30/2026 2028 PM Total 3:00 pm 09/21/2023 Synchro 12 Report Page 1 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 145 612 20 110 1838 65 44 35 43 94 30 229 Future Volume (vph) 145 612 20 110 1838 65 44 35 43 94 30 229 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 4.0 20.0 20.0 4.0 20.0 20.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 13.5 28.0 28.0 13.5 28.0 28.0 19.5 19.5 19.5 19.0 19.0 19.0 Total Split (s) 20.0 120.0 120.0 20.0 120.0 120.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%) 11.8% 70.6% 70.6% 11.8% 70.6% 70.6% 17.6% 17.6% 17.6% 17.6% 17.6% 17.6% Yellow Time (s) 5.5 6.0 6.0 5.5 6.0 6.0 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 3.0 2.0 2.0 3.0 2.0 2.0 3.5 3.5 3.5 3.5 3.5 3.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.5 8.0 8.0 8.5 8.0 8.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None None Act Effct Green (s) 11.5 112.0 112.0 11.5 112.0 112.0 23.0 23.0 23.0 23.0 Actuated g/C Ratio 0.07 0.66 0.66 0.07 0.66 0.66 0.14 0.14 0.14 0.14 v/c Ratio 1.62 0.29 0.02 1.09 0.84 0.09 0.85 0.26 0.98 0.94 Control Delay (s/veh) 359.4 12.6 0.1 177.7 26.4 2.8 121.6 9.5 134.3 78.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 359.4 12.6 0.1 177.7 26.4 2.8 121.6 9.5 134.3 78.4 LOS F B A F C A F A F E Approach Delay (s/veh) 87.2 34.4 74.7 98.4 Approach LOS F C E F Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 0 (0%), Referenced to phase 2:SET and 6:NWT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.62 Intersection Signal Delay (s/veh): 57.2 Intersection LOS: E Intersection Capacity Utilization 93.3% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 7: CR 154/CR 114 & SH 82 #7 Ø1 20 s #7 Ø2 (R) 120 s #7 Ø4 30 s #7 Ø5 20 s #7 Ø6 (R) 120 s #7 Ø8 30 s HCM 6th Signalized Intersection Summary 7: CR 154/CR 114 & SH 82 09/30/2026 2028 PM Total 3:00 pm 09/21/2023 Synchro 12 Report Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 145 612 20 110 1838 65 44 35 43 94 30 229 Future Volume (veh/h) 145 612 20 110 1838 65 44 35 43 94 30 229 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 0.99 0.98 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1773 1773 1773 1982 1982 1982 Adj Flow Rate, veh/h 188 658 24 126 1895 93 57 43 72 113 51 294 Peak Hour Factor 0.77 0.93 0.83 0.87 0.97 0.70 0.77 0.81 0.60 0.83 0.59 0.78 Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5 Cap, veh/h 118 2286 990 118 2286 1018 33 16 200 36 0 220 Arrive On Green 0.07 0.66 0.66 0.07 0.66 0.66 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1739 3469 1503 1739 3469 1545 0 116 1476 0 0 1628 Grp Volume(v), veh/h 188 658 24 126 1895 93 100 0 72 164 0 294 Grp Sat Flow(s),veh/h/ln 1739 1735 1503 1739 1735 1545 116 0 1476 0 0 1628 Q Serve(g_s), s 11.5 13.6 0.9 11.5 69.8 3.7 0.0 0.0 7.5 0.0 0.0 23.0 Cycle Q Clear(g_c), s 11.5 13.6 0.9 11.5 69.8 3.7 23.0 0.0 7.5 23.0 0.0 23.0 Prop In Lane 1.00 1.00 1.00 1.00 0.57 1.00 0.69 1.00 Lane Grp Cap(c), veh/h 118 2286 990 118 2286 1018 49 0 200 36 0 220 V/C Ratio(X) 1.60 0.29 0.02 1.07 0.83 0.09 2.04 0.00 0.36 4.59 0.00 1.33 Avail Cap(c_a), veh/h 118 2286 990 118 2286 1018 49 0 200 36 0 220 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 79.3 12.2 10.1 79.3 21.8 10.5 77.9 0.0 66.8 85.0 0.0 73.5 Incr Delay (d2), s/veh 305.2 0.3 0.0 103.4 3.6 0.2 532.2 0.0 1.1 1675.3 0.0 178.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.0 5.0 0.3 8.4 26.4 1.2 9.4 0.0 2.9 18.2 0.0 20.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 384.5 12.5 10.1 182.6 25.5 10.7 610.0 0.0 67.9 1760.3 0.0 251.8 LnGrp LOS F B B F C B F E F F Approach Vol, veh/h 870 2114 172 458 Approach Delay, s/veh 92.8 34.2 383.1 791.9 Approach LOS F C F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.0 120.0 30.0 20.0 120.0 30.0 Change Period (Y+Rc), s 8.5 8.0 7.0 8.5 8.0 7.0 Max Green Setting (Gmax), s 11.5 112.0 23.0 11.5 112.0 23.0 Max Q Clear Time (g_c+I1), s 13.5 15.6 25.0 13.5 71.8 25.0 Green Ext Time (p_c), s 0.0 4.4 0.0 0.0 20.7 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 160.9 HCM 6th LOS F HCM 6th TWSC 10: CR 114 09/30/2026 2028 PM Total 3:00 pm 09/21/2023 Synchro 12 Report Page 3 Intersection Int Delay, s/veh 3.4 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 1 2 7 75 4 11 5 151 75 0 272 2 Future Vol, veh/h 1 2 7 75 4 11 5 151 75 0 272 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 50 44 66 33 69 62 73 80 25 82 50 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 4 4 16 114 12 16 8 207 94 0 332 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 618 651 334 567 559 207 336 0 0 301 0 0 Stage 1 334 334 - 223 223 - - - - - - - Stage 2 284 317 - 344 336 - - - - - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - - - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 - -2.245 - - Pot Cap-1 Maneuver 397 384 701 430 433 826 1207 - - 1243 - - Stage 1 674 638 - 773 713 - - - - - - - Stage 2 717 649 - 665 637 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 379 381 701 415 430 826 1207 - - 1243 - - Mov Cap-2 Maneuver 379 381 - 415 430 - - - - - - - Stage 1 669 638 - 767 707 - - - - - - - Stage 2 686 644 - 646 637 - - - - - - - Approach SE NW NE SW HCM Ctrl Dly, s/v 11.9 17 0.2 0 HCM LOS B C Minor Lane/Major Mvmt NEL NET NERNWLn1SELn1 SWL SWT SWR Capacity (veh/h) 1207 - - 441 547 1243 - - HCM Lane V/C Ratio 0.007 - - 0.321 0.044 - - - HCM Ctrl Dly (s/v) 8 0 - 17 11.9 0 - - HCM Lane LOS A A - C B A - - HCM 95th %tile Q (veh) 0 - - 1.4 0.1 0 - - Timings 7: CR 154/CR 114 & SH 82 10/05/2026 2048 AM Total Lake Springs Ranch 8:00 am 09/21/2023 2048 AM Total Synchro 12 Report Page 1 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 166 2178 27 55 443 27 15 55 401 161 45 117 Future Volume (vph) 166 2178 27 55 443 27 15 55 401 161 45 117 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 4.0 20.0 20.0 4.0 20.0 20.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 13.5 28.0 28.0 13.5 28.0 28.0 19.5 19.5 19.5 19.0 19.0 19.0 Total Split (s) 20.0 120.0 120.0 20.0 120.0 120.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%) 11.8% 70.6% 70.6% 11.8% 70.6% 70.6% 17.6% 17.6% 17.6% 17.6% 17.6% 17.6% Yellow Time (s) 5.5 6.0 6.0 5.5 6.0 6.0 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 3.0 2.0 2.0 3.0 2.0 2.0 3.5 3.5 3.5 3.5 3.5 3.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.5 8.0 8.0 8.5 8.0 8.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None None Act Effct Green (s) 11.5 113.1 113.1 10.4 112.0 112.0 23.0 23.0 23.0 23.0 Actuated g/C Ratio 0.07 0.67 0.67 0.06 0.66 0.66 0.14 0.14 0.14 0.14 v/c Ratio 1.51 1.04 0.04 0.66 0.26 0.06 0.91 2.62 1.42 0.56 Control Delay (s/veh) 316.0 56.9 0.1 105.7 12.3 1.0 143.0 760.8 267.7 39.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 316.0 56.9 0.1 105.7 12.3 1.0 143.0 760.8 267.7 39.4 LOS F E A F B A F F F D Approach Delay (s/veh) 73.7 20.4 701.4 178.6 Approach LOS E C F F Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 0 (0%), Referenced to phase 2:SET and 6:NWT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 2.62 Intersection Signal Delay (s/veh): 192.3 Intersection LOS: F Intersection Capacity Utilization 115.5% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 7: CR 154/CR 114 & SH 82 #7 Ø1 20 s #7 Ø2 (R) 120 s #7 Ø4 30 s #7 Ø5 20 s #7 Ø6 (R) 120 s #7 Ø8 30 s HCM 6th Signalized Intersection Summary 7: CR 154/CR 114 & SH 82 10/05/2026 2048 AM Total Lake Springs Ranch 8:00 am 09/21/2023 2048 AM Total Synchro 12 Report Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 166 2178 27 55 443 27 15 55 401 161 45 117 Future Volume (veh/h) 166 2178 27 55 443 27 15 55 401 161 45 117 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 0.99 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1773 1773 1773 1982 1982 1982 Adj Flow Rate, veh/h 175 2367 38 69 583 60 19 63 771 199 51 160 Peak Hour Factor 0.95 0.92 0.71 0.80 0.76 0.45 0.79 0.87 0.52 0.81 0.89 0.73 Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5 Cap, veh/h 118 2349 1018 86 2286 1018 26 66 200 38 0 220 Arrive On Green 0.07 0.68 0.68 0.05 0.66 0.66 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1739 3469 1504 1739 3469 1545 0 487 1476 0 0 1628 Grp Volume(v), veh/h 175 2367 38 69 583 60 82 0 771 250 0 160 Grp Sat Flow(s),veh/h/ln 1739 1735 1504 1739 1735 1545 487 0 1476 0 0 1628 Q Serve(g_s), s 11.5 115.1 1.4 6.7 11.7 2.3 0.0 0.0 23.0 0.0 0.0 16.0 Cycle Q Clear(g_c), s 11.5 115.1 1.4 6.7 11.7 2.3 23.0 0.0 23.0 23.0 0.0 16.0 Prop In Lane 1.00 1.00 1.00 1.00 0.23 1.00 0.80 1.00 Lane Grp Cap(c), veh/h 118 2349 1018 86 2286 1018 92 0 200 38 0 220 V/C Ratio(X) 1.49 1.01 0.04 0.81 0.26 0.06 0.89 0.00 3.86 6.57 0.00 0.73 Avail Cap(c_a), veh/h 118 2349 1018 118 2286 1018 92 0 200 38 0 220 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 79.3 27.4 9.1 80.0 11.9 10.3 69.1 0.0 73.5 85.0 0.0 70.5 Incr Delay (d2), s/veh 259.0 20.4 0.1 24.1 0.3 0.1 60.1 0.0 1299.7 2562.6 0.0 11.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.5 47.5 0.5 3.5 4.3 0.8 5.2 0.0 80.8 28.8 0.0 7.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 338.2 47.8 9.2 104.1 12.2 10.4 129.2 0.0 1373.2 2647.6 0.0 81.8 LnGrp LOS F F A F B B F F F F Approach Vol, veh/h 2580 712 853 410 Approach Delay, s/veh 67.0 20.9 1253.6 1646.3 Approach LOS E C F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.9 123.1 30.0 20.0 120.0 30.0 Change Period (Y+Rc), s 8.5 8.0 7.0 8.5 8.0 7.0 Max Green Setting (Gmax), s 11.5 112.0 23.0 11.5 112.0 23.0 Max Q Clear Time (g_c+I1), s 8.7 117.1 25.0 13.5 13.7 25.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 3.9 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 424.1 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 6th TWSC 10: CR 114 10/05/2026 2048 AM Total Lake Springs Ranch 8:00 am 09/21/2023 2048 AM Total Synchro 12 Report Page 3 Intersection Int Delay, s/veh 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 4 6 48 0 5 16 103 127 0 260 0 Future Vol, veh/h 0 4 6 48 0 5 16 103 127 0 260 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 75 62 71 25 50 65 65 82 25 86 25 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 0 5 10 68 0 10 25 158 155 0 302 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 593 665 302 518 510 158 302 0 0 313 0 0 Stage 1 302 302 - 208 208 - - - - - - - Stage 2 291 363 - 310 302 - - - - - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - - - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 - -2.245 - - Pot Cap-1 Maneuver 413 377 731 463 462 880 1242 - - 1230 - - Stage 1 701 659 - 787 724 - - - - - - - Stage 2 710 619 - 694 659 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 401 368 731 443 450 880 1242 - - 1230 - - Mov Cap-2 Maneuver 401 368 - 443 450 - - - - - - - Stage 1 683 659 - 767 706 - - - - - - - Stage 2 684 604 - 679 659 - - - - - - - Approach SE NW NE SW HCM Ctrl Dly, s/v 11.8 14.1 0.6 0 HCM LOS B B Minor Lane/Major Mvmt NEL NET NERNWLn1SELn1 SWL SWT SWR Capacity (veh/h) 1242 - - 473 541 1230 - - HCM Lane V/C Ratio 0.02 - - 0.164 0.028 - - - HCM Ctrl Dly (s/v) 8 0 - 14.1 11.8 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q (veh) 0.1 - - 0.6 0.1 0 - - Timings 7: CR 154/CR 114 & SH 82 10/05/2026 2048 PM Total Lake Springs Ranch 3:00 pm 09/21/2023 2048 PM Total Synchro 12 Report Page 1 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 169 771 24 131 2316 76 52 41 51 111 35 270 Future Volume (vph) 169 771 24 131 2316 76 52 41 51 111 35 270 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 4.0 20.0 20.0 4.0 20.0 20.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 13.5 28.0 28.0 13.5 28.0 28.0 19.5 19.5 19.5 19.0 19.0 19.0 Total Split (s) 20.0 120.0 120.0 20.0 120.0 120.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%) 11.8% 70.6% 70.6% 11.8% 70.6% 70.6% 17.6% 17.6% 17.6% 17.6% 17.6% 17.6% Yellow Time (s) 5.5 6.0 6.0 5.5 6.0 6.0 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 3.0 2.0 2.0 3.0 2.0 2.0 3.5 3.5 3.5 3.5 3.5 3.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.5 8.0 8.0 8.5 8.0 8.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None None Act Effct Green (s) 11.5 112.0 112.0 11.5 112.0 112.0 23.0 23.0 23.0 23.0 Actuated g/C Ratio 0.07 0.66 0.66 0.07 0.66 0.66 0.14 0.14 0.14 0.14 v/c Ratio 1.89 0.37 0.03 1.30 1.05 0.10 1.28 0.31 1.28 1.14 Control Delay (s/veh) 467.4 13.6 0.0 241.5 64.0 3.6 239.9 14.0 220.9 137.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 467.4 13.6 0.0 241.5 64.0 3.6 239.9 14.0 220.9 137.8 LOS F B A F E A F B F F Approach Delay (s/veh) 105.5 71.6 145.8 167.5 Approach LOS F E F F Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 0 (0%), Referenced to phase 2:SET and 6:NWT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.89 Intersection Signal Delay (s/veh): 94.7 Intersection LOS: F Intersection Capacity Utilization 109.1% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 7: CR 154/CR 114 & SH 82 #7 Ø1 20 s #7 Ø2 (R) 120 s #7 Ø4 30 s #7 Ø5 20 s #7 Ø6 (R) 120 s #7 Ø8 30 s HCM 6th Signalized Intersection Summary 7: CR 154/CR 114 & SH 82 10/05/2026 2048 PM Total Lake Springs Ranch 3:00 pm 09/21/2023 2048 PM Total Synchro 12 Report Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 169 771 24 131 2316 76 52 41 51 111 35 270 Future Volume (veh/h) 169 771 24 131 2316 76 52 41 51 111 35 270 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 0.99 0.98 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1773 1773 1773 1982 1982 1982 Adj Flow Rate, veh/h 219 829 29 151 2388 109 68 51 85 134 59 346 Peak Hour Factor 0.77 0.93 0.83 0.87 0.97 0.70 0.77 0.81 0.60 0.83 0.59 0.78 Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5 Cap, veh/h 118 2286 990 118 2286 1018 33 10 200 36 0 220 Arrive On Green 0.07 0.66 0.66 0.07 0.66 0.66 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1739 3469 1503 1739 3469 1545 0 77 1476 0 0 1628 Grp Volume(v), veh/h 219 829 29 151 2388 109 119 0 85 193 0 346 Grp Sat Flow(s),veh/h/ln 1739 1735 1503 1739 1735 1545 77 0 1476 0 0 1628 Q Serve(g_s), s 11.5 18.2 1.1 11.5 112.0 4.4 0.0 0.0 9.0 0.0 0.0 23.0 Cycle Q Clear(g_c), s 11.5 18.2 1.1 11.5 112.0 4.4 23.0 0.0 9.0 23.0 0.0 23.0 Prop In Lane 1.00 1.00 1.00 1.00 0.57 1.00 0.69 1.00 Lane Grp Cap(c), veh/h 118 2286 990 118 2286 1018 44 0 200 36 0 220 V/C Ratio(X) 1.86 0.36 0.03 1.28 1.04 0.11 2.72 0.00 0.43 5.38 0.00 1.57 Avail Cap(c_a), veh/h 118 2286 990 118 2286 1018 44 0 200 36 0 220 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 79.3 13.0 10.1 79.3 29.0 10.6 79.6 0.0 67.4 85.0 0.0 73.5 Incr Delay (d2), s/veh 418.4 0.4 0.1 177.4 31.8 0.2 834.7 0.0 1.4 2030.4 0.0 277.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 18.7 6.7 0.4 10.8 50.6 1.5 12.1 0.0 3.5 21.8 0.0 26.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 497.6 13.4 10.1 256.7 60.8 10.9 914.3 0.0 68.9 2115.4 0.0 351.3 LnGrp LOS F B B F F B F E F F Approach Vol, veh/h 1077 2648 204 539 Approach Delay, s/veh 111.8 69.9 562.0 983.0 Approach LOS F E F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.0 120.0 30.0 20.0 120.0 30.0 Change Period (Y+Rc), s 8.5 8.0 7.0 8.5 8.0 7.0 Max Green Setting (Gmax), s 11.5 112.0 23.0 11.5 112.0 23.0 Max Q Clear Time (g_c+I1), s 13.5 20.2 25.0 13.5 114.0 25.0 Green Ext Time (p_c), s 0.0 5.9 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 212.6 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. HCM 6th TWSC 10: CR 114 10/05/2026 2048 PM Total Lake Springs Ranch 3:00 pm 09/21/2023 2048 PM Total Synchro 12 Report Page 3 Intersection Int Delay, s/veh 4.3 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 1 2 8 90 5 13 6 169 90 0 318 2 Future Vol, veh/h 1 2 8 90 5 13 6 169 90 0 318 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 0 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 50 44 66 33 69 62 73 80 25 82 50 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 4 4 18 136 15 19 10 232 113 0 388 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 716 755 390 653 644 232 392 0 0 345 0 0 Stage 1 390 390 - 252 252 - - - - - - - Stage 2 326 365 - 401 392 - - - - - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - - - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 - -2.245 - - Pot Cap-1 Maneuver 341 334 652 376 387 800 1150 - - 1197 - - Stage 1 628 602 - 746 693 - - - - - - - Stage 2 680 618 - 620 601 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 320 330 652 359 383 800 1150 - - 1197 - - Mov Cap-2 Maneuver 320 330 - 359 383 - - - - - - - Stage 1 621 602 - 738 685 - - - - - - - Stage 2 642 611 - 599 601 - - - - - - - Approach SE NW NE SW HCM Ctrl Dly, s/v 12.6 21.6 0.2 0 HCM LOS B C Minor Lane/Major Mvmt NEL NET NERNWLn1SELn1 SWL SWT SWR Capacity (veh/h) 1150 - - 385 499 1197 - - HCM Lane V/C Ratio 0.008 - - 0.442 0.052 - - - HCM Ctrl Dly (s/v) 8.2 0 - 21.6 12.6 0 - - HCM Lane LOS A A - C B A - - HCM 95th %tile Q (veh) 0 - - 2.2 0.2 0 - - Timings 7: CR 154/CR 114 & SH 82 10/05/2026 2048 AM Total (with Improvements) Lake Springs Ranch 3:48 pm 09/23/2026 2048 AM Total Synchro 12 Report Page 1 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 166 2178 27 55 443 27 15 55 401 161 45 117 Future Volume (vph) 166 2178 27 55 443 27 15 55 401 161 45 117 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 4.0 20.0 20.0 4.0 20.0 20.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 13.5 28.0 28.0 13.5 28.0 28.0 19.5 19.5 19.5 19.0 19.0 19.0 Total Split (s) 27.0 120.0 120.0 17.0 110.0 110.0 33.0 33.0 33.0 33.0 33.0 33.0 Total Split (%) 15.9% 70.6% 70.6% 10.0% 64.7% 64.7% 19.4% 19.4% 19.4% 19.4% 19.4% 19.4% Yellow Time (s) 5.5 6.0 6.0 5.5 6.0 6.0 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 3.0 2.0 2.0 3.0 2.0 2.0 3.5 3.5 3.5 3.5 3.5 3.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.5 8.0 8.0 8.5 8.0 8.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None None Act Effct Green (s) 18.5 112.0 112.0 8.5 102.0 102.0 26.0 26.0 26.0 26.0 26.0 Actuated g/C Ratio 0.11 0.66 0.66 0.05 0.60 0.60 0.15 0.15 0.15 0.15 0.15 v/c Ratio 0.48 1.05 0.04 0.81 0.28 0.06 0.33 2.24 1.02 0.18 0.43 Control Delay (s/veh) 76.2 60.7 0.1 133.2 16.8 0.1 68.3 591.3 138.0 64.7 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 76.2 60.7 0.1 133.2 16.8 0.1 68.3 591.3 138.0 64.7 12.1 LOS E E A F B A E F F E B Approach Delay (s/veh) 60.9 26.7 541.0 79.7 Approach LOS E C F E Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 150 (88%), Referenced to phase 2:SET and 6:NWT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 2.24 Intersection Signal Delay (s/veh): 147.2 Intersection LOS: F Intersection Capacity Utilization 114.2% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 7: CR 154/CR 114 & SH 82 #7 Ø1 17 s #7 Ø2 (R) 120 s #7 Ø4 33 s #7 Ø5 27 s #7 Ø6 (R) 110 s #7 Ø8 33 s HCM 6th Signalized Intersection Summary 7: CR 154/CR 114 & SH 82 10/05/2026 2048 AM Total (with Improvements) Lake Springs Ranch 3:48 pm 09/23/2026 2048 AM Total Synchro 12 Report Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 166 2178 27 55 443 27 15 55 401 161 45 117 Future Volume (veh/h) 166 2178 27 55 443 27 15 55 401 161 45 117 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 0.99 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1773 1773 1773 1982 1982 1982 Adj Flow Rate, veh/h 175 2367 38 69 583 60 19 63 771 199 51 0 Peak Hour Factor 0.95 0.92 0.71 0.80 0.76 0.45 0.79 0.87 0.52 0.81 0.89 0.73 Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5 Cap, veh/h 367 2286 990 87 2082 927 69 210 226 120 303 Arrive On Green 0.11 0.66 0.66 0.05 0.60 0.60 0.15 0.15 0.15 0.15 0.15 0.00 Sat Flow, veh/h 3374 3469 1503 1739 3469 1545 283 1376 1479 695 1982 1680 Grp Volume(v), veh/h 175 2367 38 69 583 60 82 0 771 199 51 0 Grp Sat Flow(s),veh/h/ln 1687 1735 1503 1739 1735 1545 1659 0 1479 695 1982 1680 Q Serve(g_s), s 8.3 112.0 1.5 6.7 13.7 2.7 0.6 0.0 26.0 19.0 3.8 0.0 Cycle Q Clear(g_c), s 8.3 112.0 1.5 6.7 13.7 2.7 7.0 0.0 26.0 26.0 3.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.23 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 367 2286 990 87 2082 927 280 0 226 120 303 V/C Ratio(X) 0.48 1.04 0.04 0.79 0.28 0.06 0.29 0.00 3.41 1.66 0.17 Avail Cap(c_a), veh/h 367 2286 990 87 2082 927 280 0 226 120 303 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 71.2 29.0 10.2 79.9 16.3 14.1 63.9 0.0 72.0 78.9 62.6 0.0 Incr Delay (d2), s/veh 1.0 28.8 0.1 38.2 0.3 0.1 0.6 0.0 1095.1 331.1 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 49.7 0.5 3.9 5.3 1.0 3.2 0.0 78.7 16.3 2.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 72.2 57.8 10.2 118.0 16.7 14.3 64.5 0.0 1167.1 409.9 62.9 0.0 LnGrp LOS E F B F B B E F F E Approach Vol, veh/h 2580 712 853 250 Approach Delay, s/veh 58.1 26.3 1061.1 339.1 Approach LOS E C F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 17.0 120.0 33.0 27.0 110.0 33.0 Change Period (Y+Rc), s 8.5 8.0 7.0 8.5 8.0 7.0 Max Green Setting (Gmax), s 8.5 112.0 26.0 18.5 102.0 26.0 Max Q Clear Time (g_c+I1), s 8.7 114.0 28.0 10.3 15.7 28.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 3.9 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 263.6 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [SWR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 10: CR 114 10/05/2026 2048 AM Total (with Improvements) Lake Springs Ranch 3:48 pm 09/23/2026 2048 AM Total Synchro 12 Report Page 3 Intersection Int Delay, s/veh 1.9 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 0 4 6 48 0 5 16 103 127 0 260 0 Future Vol, veh/h 0 4 6 48 0 5 16 103 127 0 260 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 75 62 71 25 50 65 65 82 25 86 25 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 0 5 10 68 0 10 25 158 155 0 302 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 431 665 151 440 588 157 302 0 0 313 0 0 Stage 1 302 302 - 286 286 - - - - - - - Stage 2 129 363 - 154 302 - - - - - - - Critical Hdwy 7.6 6.6 7 7.6 6.6 7 4.2 - - 4.2 - - Critical Hdwy Stg 1 6.6 5.6 - 6.6 5.6 - - - - - - - Critical Hdwy Stg 2 6.6 5.6 - 6.6 5.6 - - - - - - - Follow-up Hdwy 3.55 4.05 3.35 3.55 4.05 3.35 2.25 - - 2.25 - - Pot Cap-1 Maneuver 501 373 859 494 413 851 1234 - - 1223 - - Stage 1 674 655 - 689 666 - - - - - - - Stage 2 852 616 - 824 655 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 485 364 859 474 403 851 1234 - - 1223 - - Mov Cap-2 Maneuver 485 364 - 474 403 - - - - - - - Stage 1 657 655 - 672 649 - - - - - - - Stage 2 821 601 - 808 655 - - - - - - - Approach SE NW NE SW HCM Ctrl Dly, s/v 11.4 12.8 0.6 0 HCM LOS B B Minor Lane/Major Mvmt NEL NET NERNWLn1NWLn2SELn1 SWL SWT SWR Capacity (veh/h) 1234 - - 474 549 579 1223 - - HCM Lane V/C Ratio 0.02 - - 0.095 0.059 0.026 - - - HCM Ctrl Dly (s/v) 8 0.1 - 13.4 12 11.4 0 - - HCM Lane LOS A A - B B B A - - HCM 95th %tile Q (veh) 0.1 - - 0.3 0.2 0.1 0 - - Timings 7: CR 154/CR 114 & SH 82 10/05/2026 2048 PM Total (with Improvements) Lake Springs Ranch 3:48 pm 09/23/2026 2048 PM Total Synchro 12 Report Page 1 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 169 771 24 131 2316 76 52 41 51 111 35 270 Future Volume (vph) 169 771 24 131 2316 76 52 41 51 111 35 270 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s) 4.0 20.0 20.0 4.0 20.0 20.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s) 13.5 28.0 28.0 13.5 28.0 28.0 19.5 19.5 19.5 19.0 19.0 19.0 Total Split (s) 21.0 115.0 115.0 20.0 114.0 114.0 35.0 35.0 35.0 35.0 35.0 35.0 Total Split (%) 12.4% 67.6% 67.6% 11.8% 67.1% 67.1% 20.6% 20.6% 20.6% 20.6% 20.6% 20.6% Yellow Time (s) 5.5 6.0 6.0 5.5 6.0 6.0 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 3.0 2.0 2.0 3.0 2.0 2.0 3.5 3.5 3.5 3.5 3.5 3.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 8.5 8.0 8.0 8.5 8.0 8.0 7.0 7.0 7.0 7.0 7.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None None Act Effct Green (s) 12.5 108.4 108.4 11.5 107.4 107.4 26.6 26.6 26.6 26.6 26.6 Actuated g/C Ratio 0.07 0.64 0.64 0.07 0.63 0.63 0.16 0.16 0.16 0.16 0.16 v/c Ratio 0.89 0.38 0.03 1.30 1.10 0.11 0.54 0.24 0.78 0.20 0.96 Control Delay (s/veh) 112.3 15.5 0.0 241.5 83.5 4.3 75.5 1.6 97.8 63.7 78.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 112.3 15.5 0.0 241.5 83.5 4.3 75.5 1.6 97.8 63.7 78.4 LOS F B A F F A E A F E E Approach Delay (s/veh) 34.8 89.2 44.7 81.6 Approach LOS C F D F Intersection Summary Cycle Length: 170 Actuated Cycle Length: 170 Offset: 0 (0%), Referenced to phase 2:SET and 6:NWT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.30 Intersection Signal Delay (s/veh): 73.1 Intersection LOS: E Intersection Capacity Utilization 109.1% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 7: CR 154/CR 114 & SH 82 #7 Ø1 20 s #7 Ø2 (R) 115 s #7 Ø4 35 s #7 Ø5 21 s #7 Ø6 (R) 114 s #7 Ø8 35 s HCM 6th Signalized Intersection Summary 7: CR 154/CR 114 & SH 82 10/05/2026 2048 PM Total (with Improvements) Lake Springs Ranch 3:48 pm 09/23/2026 2048 PM Total Synchro 12 Report Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 169 771 24 131 2316 76 52 41 51 111 35 270 Future Volume (veh/h) 169 771 24 131 2316 76 52 41 51 111 35 270 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 0.99 0.99 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1773 1773 1773 1982 1982 1982 Adj Flow Rate, veh/h 219 829 29 151 2388 109 68 51 85 134 59 0 Peak Hour Factor 0.77 0.93 0.83 0.87 0.97 0.70 0.77 0.81 0.60 0.83 0.59 0.78 Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5 Cap, veh/h 248 2184 946 292 2500 1114 147 101 244 139 326 Arrive On Green 0.07 0.63 0.63 0.17 0.72 0.72 0.16 0.16 0.16 0.16 0.16 0.00 Sat Flow, veh/h 3374 3469 1503 1739 3469 1545 693 615 1481 1317 1982 1680 Grp Volume(v), veh/h 219 829 29 151 2388 109 119 0 85 134 59 0 Grp Sat Flow(s),veh/h/ln 1687 1735 1503 1739 1735 1545 1308 0 1481 1317 1982 1680 Q Serve(g_s), s 10.9 19.8 1.2 13.5 104.9 3.6 11.2 0.0 8.6 12.4 4.4 0.0 Cycle Q Clear(g_c), s 10.9 19.8 1.2 13.5 104.9 3.6 15.6 0.0 8.6 28.0 4.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.57 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 248 2184 946 292 2500 1114 249 0 244 139 326 V/C Ratio(X) 0.88 0.38 0.03 0.52 0.96 0.10 0.48 0.00 0.35 0.97 0.18 Avail Cap(c_a), veh/h 248 2184 946 292 2500 1114 249 0 244 139 326 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 78.0 15.3 11.9 64.5 21.3 7.1 66.6 0.0 62.9 80.5 61.1 0.0 Incr Delay (d2), s/veh 28.9 0.5 0.1 1.6 10.2 0.2 1.4 0.0 0.9 65.7 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 7.5 0.4 6.0 38.7 1.1 4.9 0.0 3.4 8.5 2.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 106.9 15.8 12.0 66.1 31.5 7.3 68.0 0.0 63.8 146.3 61.4 0.0 LnGrp LOS F B B E C A E E F E Approach Vol, veh/h 1077 2648 204 193 Approach Delay, s/veh 34.2 32.5 66.3 120.3 Approach LOS C C E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 37.5 115.0 35.0 21.0 131.5 35.0 Change Period (Y+Rc), s 8.5 8.0 7.0 8.5 * 8.5 7.0 Max Green Setting (Gmax), s 11.5 107.0 28.0 12.5* 1.1E+02 28.0 Max Q Clear Time (g_c+I1), s 15.5 21.8 30.0 12.9 106.9 17.6 Green Ext Time (p_c), s 0.0 5.9 0.0 0.0 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay, s/veh 38.7 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [SWR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 10: CR 114 10/05/2026 2048 PM Total (with Improvements) Lake Springs Ranch 3:48 pm 09/23/2026 2048 PM Total Synchro 12 Report Page 3 Intersection Int Delay, s/veh 3.1 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 1 2 8 90 5 13 6 169 90 0 318 2 Future Vol, veh/h 1 2 8 90 5 13 6 169 90 0 318 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 25 50 44 66 33 69 62 73 80 25 82 50 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 4 4 18 136 15 19 10 232 113 0 388 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 534 755 196 505 701 173 392 0 0 345 0 0 Stage 1 390 390 - 309 309 - - - - - - - Stage 2 144 365 - 196 392 - - - - - - - Critical Hdwy 7.6 6.6 7 7.6 6.6 7 4.2 - - 4.2 - - Critical Hdwy Stg 1 6.6 5.6 - 6.6 5.6 - - - - - - - Critical Hdwy Stg 2 6.6 5.6 - 6.6 5.6 - - - - - - - Follow-up Hdwy 3.55 4.05 3.35 3.55 4.05 3.35 2.25 - - 2.25 - - Pot Cap-1 Maneuver 422 331 803 443 355 831 1142 - - 1189 - - Stage 1 598 599 - 668 651 - - - - - - - Stage 2 835 614 - 779 597 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 395 327 803 425 351 831 1142 - - 1189 - - Mov Cap-2 Maneuver 395 327 - 425 351 - - - - - - - Stage 1 591 599 - 661 644 - - - - - - - Stage 2 788 607 - 756 597 - - - - - - - Approach SE NW NE SW HCM Ctrl Dly, s/v 11.5 15.2 0.2 0 HCM LOS B C Minor Lane/Major Mvmt NEL NET NERNWLn1NWLn2SELn1 SWL SWT SWR Capacity (veh/h) 1142 - - 425 460 582 1189 - - HCM Lane V/C Ratio 0.008 - - 0.214 0.173 0.045 - - - HCM Ctrl Dly (s/v) 8.2 0 - 15.8 14.5 11.5 0 - - HCM Lane LOS A A - C B B A - - HCM 95th %tile Q (veh) 0 - - 0.8 0.6 0.1 0 - - Queuing and Blocking Report 2028 AM 09/28/2026 Lake Springs Ranch SimTraffic Report Page 1 Intersection: 7: CR 154/CR 114 & SH 82 Movement SE SE SE SE NW NW NW NW NE NE SW SW Directions Served L T T R L T T R LT R LT R Maximum Queue (ft) 225 4421 4423 257 126 122 131 38 1633 69 44 21 Average Queue (ft) 219 3093 3042 16 49 53 49 4 1326 51 26 5 95th Queue (ft) 252 5499 5480 127 105 105 105 21 2066 62 37 20 Link Distance (ft) 4450 4450 4997 4997 1626 21 Upstream Blk Time (%) 33 31 52 84 1 Queuing Penalty (veh) 0 0 0 187 0 Storage Bay Dist (ft) 75 170 390 220 25 80 Storage Blk Time (%) 98 28 17 53 66 84 1 Queuing Penalty (veh) 850 36 4 180 38 54 2 Intersection: 10: CR 114 Movement SE NW NE SW Directions Served LTR LTR LT LTR Maximum Queue (ft) 204 735 15 1567 Average Queue (ft) 114 540 1 1101 95th Queue (ft) 240 879 8 1762 Link Distance (ft) 392 723 21 1537 Upstream Blk Time (%) 38 0 24 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 1350 Queuing and Blocking Report 2023 PM 09/28/2026 Lake Springs Ranch SimTraffic Report Page 1 Intersection: 7: CR 154/CR 114 & SH 82 Movement SE SE SE SE NW NW NW NW NE NE SW SW Directions Served L T T R L T T R LT R LT R Maximum Queue (ft) 224 1728 1699 15 475 834 822 276 245 62 54 21 Average Queue (ft) 215 839 804 1 167 356 366 41 99 30 27 13 95th Queue (ft) 257 2194 2164 8 356 668 674 205 206 66 40 29 Link Distance (ft) 4450 4450 4997 4997 1626 21 Upstream Blk Time (%) 2 2 83 17 Queuing Penalty (veh) 0 0 267 0 Storage Bay Dist (ft) 75 170 390 220 25 80 Storage Blk Time (%) 98 18 1 7 17 0 64 6 83 17 Queuing Penalty (veh) 300 20 0 8 9 0 28 4 172 19 Intersection: 10: CR 114 Movement SE NW NE SW Directions Served LTR LTR LT LTR Maximum Queue (ft) 253 733 9 1584 Average Queue (ft) 142 685 0 1393 95th Queue (ft) 267 836 5 1881 Link Distance (ft) 392 723 21 1537 Upstream Blk Time (%) 82 0 66 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 827 Queuing and Blocking Report 09/28/2026 SimTraffic Report Page 1 Intersection: 7: CR 154/CR 114 & SH 82 Movement SE SE SE SE NW NW NW NW NE NE SW SW Directions Served L T T R L T T R LT R LT R Maximum Queue (ft) 223 4501 4501 261 122 116 119 39 1674 69 57 28 Average Queue (ft) 219 3223 3172 19 48 53 49 6 1442 49 26 6 95th Queue (ft) 235 5401 5382 137 101 106 104 25 2038 65 40 24 Link Distance (ft) 4450 4450 4997 4997 1626 21 Upstream Blk Time (%) 35 32 61 84 2 Queuing Penalty (veh) 0 0 0 229 0 Storage Bay Dist (ft) 75 170 390 220 25 80 Storage Blk Time (%) 100 36 19 49 68 84 2 Queuing Penalty (veh) 862 51 4 166 40 83 4 Intersection: 10: CR 114 Movement SE NW NE NE SW Directions Served LTR LTR LT R LTR Maximum Queue (ft) 220 733 15 9 1582 Average Queue (ft) 123 545 1 0 1393 95th Queue (ft) 249 892 9 9 1871 Link Distance (ft) 392 723 21 21 1537 Upstream Blk Time (%) 1 43 0 0 65 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 1440 Queuing and Blocking Report 09/28/2026 SimTraffic Report Page 1 Intersection: 7: CR 154/CR 114 & SH 82 Movement SE SE SE SE NW NW NW NW NE NE SW SW Directions Served L T T R L T T R LT R LT R Maximum Queue (ft) 225 3401 3370 78 407 730 764 370 252 62 57 21 Average Queue (ft) 222 1707 1670 5 139 341 360 54 111 33 28 13 95th Queue (ft) 237 3667 3632 58 290 592 620 234 221 68 43 28 Link Distance (ft) 4450 4450 4997 4997 1626 21 Upstream Blk Time (%) 4 4 82 20 Queuing Penalty (veh) 0 0 291 0 Storage Bay Dist (ft) 75 170 390 220 25 80 Storage Blk Time (%) 100 13 3 6 17 0 69 7 82 20 Queuing Penalty (veh) 305 19 1 6 11 0 30 6 188 25 Intersection: 10: CR 114 Movement SE NW NE NE SW Directions Served LTR LTR LT R LTR Maximum Queue (ft) 226 733 6 9 1578 Average Queue (ft) 114 680 0 0 1459 95th Queue (ft) 235 840 4 9 1832 Link Distance (ft) 392 723 21 21 1537 Upstream Blk Time (%) 0 79 0 0 77 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 880 Queuing and Blocking Report 2048 AM 09/28/2026 Lake Springs Ranch SimTraffic Report Page 1 Intersection: 7: CR 154/CR 114 & SH 82 Movement SE SE SE SE NW NW NW NW NE NE SW SW Directions Served L T T R L T T R LT R LT R Maximum Queue (ft) 900 4509 4510 319 130 147 140 38 1681 65 55 21 Average Queue (ft) 834 3551 3510 36 59 65 59 6 1594 50 26 5 95th Queue (ft) 1102 5813 5812 198 115 128 121 24 1877 61 40 20 Link Distance (ft) 4450 4450 4997 4997 1626 21 Upstream Blk Time (%) 57 54 83 85 1 Queuing Penalty (veh) 0 0 0 224 0 Storage Bay Dist (ft) 750 170 390 220 25 80 Storage Blk Time (%) 71 41 28 49 71 85 1 Queuing Penalty (veh) 769 62 7 196 48 65 3 Intersection: 10: CR 114 Movement SE NW NE SW Directions Served LTR LTR LT LTR Maximum Queue (ft) 220 738 12 1576 Average Queue (ft) 118 605 1 1345 95th Queue (ft) 246 892 8 1885 Link Distance (ft) 392 723 21 1537 Upstream Blk Time (%) 0 56 0 60 Queuing Penalty (veh) 0 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 1375 Queuing and Blocking Report 2048 PM 09/28/2026 Lake Springs Ranch SimTraffic Report Page 1 Intersection: 7: CR 154/CR 114 & SH 82 Movement SE SE SE SE NW NW NW NW NE NE SW SW Directions Served L T T R L T T R LT R LT R Maximum Queue (ft) 900 2536 2493 15 540 2530 2657 342 320 62 57 21 Average Queue (ft) 739 1339 1304 1 303 1521 1480 78 126 35 27 14 95th Queue (ft) 1084 3362 3330 8 602 2728 2661 306 259 69 41 29 Link Distance (ft) 4450 4450 4997 4997 1626 21 Upstream Blk Time (%) 7 7 0 83 19 Queuing Penalty (veh) 0 0 0 318 0 Storage Bay Dist (ft) 750 170 390 220 25 80 Storage Blk Time (%) 60 11 12 2 29 30 0 70 8 83 19 Queuing Penalty (veh) 231 13 3 18 39 20 0 36 7 204 25 Intersection: 10: CR 114 Movement SE NW NE NE SW Directions Served LTR LTR LT R LTR Maximum Queue (ft) 262 736 6 28 1581 Average Queue (ft) 143 696 0 1 1473 95th Queue (ft) 281 840 4 16 1805 Link Distance (ft) 392 723 21 21 1537 Upstream Blk Time (%) 85 0 79 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 913 Queuing and Blocking Report 2048 AM Total 09/28/2026 Lake Springs Ranch SimTraffic Report Page 1 Intersection: 7: CR 154/CR 114 & SH 82 Movement SE SE SE SE NW NW NW NW NE NE SW SW Directions Served L T T R L T T R LT R LT R Maximum Queue (ft) 900 4510 4505 258 153 143 140 35 1680 67 48 28 Average Queue (ft) 800 3378 3327 17 63 63 60 7 1562 50 25 7 95th Queue (ft) 1154 5709 5721 131 126 121 119 28 1967 64 35 24 Link Distance (ft) 4450 4450 4997 4997 1626 21 Upstream Blk Time (%) 48 45 78 84 2 Queuing Penalty (veh) 0 0 0 265 0 Storage Bay Dist (ft) 750 170 390 220 25 80 Storage Blk Time (%) 73 28 26 55 68 84 2 Queuing Penalty (veh) 791 46 7 219 48 94 5 Intersection: 10: CR 114 Movement SE NW NE NE SW Directions Served LTR LTR LT R LTR Maximum Queue (ft) 259 731 12 14 1581 Average Queue (ft) 138 598 1 1 1453 95th Queue (ft) 277 880 7 14 1833 Link Distance (ft) 392 723 21 21 1537 Upstream Blk Time (%) 0 52 0 75 Queuing Penalty (veh) 0 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 1474 Queuing and Blocking Report 2048 PM Total 09/28/2026 Lake Springs Ranch SimTraffic Report Page 1 Intersection: 7: CR 154/CR 114 & SH 82 Movement SE SE SE SE NW NW NW NW NE NE SW SW Directions Served L T T R L T T R LT R LT R Maximum Queue (ft) 900 3466 3435 49 540 2791 2740 370 276 59 58 21 Average Queue (ft) 851 1861 1824 5 326 1737 1714 85 128 33 28 14 95th Queue (ft) 1050 3738 3693 57 621 3069 3022 316 243 68 43 29 Link Distance (ft) 4450 4450 4997 4997 1626 21 Upstream Blk Time (%) 4 4 82 20 Queuing Penalty (veh) 0 0 342 0 Storage Bay Dist (ft) 750 170 390 220 25 80 Storage Blk Time (%) 86 4 3 4 30 31 71 7 82 20 Queuing Penalty (veh) 330 6 1 47 40 23 36 7 221 30 Intersection: 10: CR 114 Movement SE NW NE NE SW Directions Served LTR LTR LT R LTR Maximum Queue (ft) 271 736 14 11 1583 Average Queue (ft) 137 702 1 0 1503 95th Queue (ft) 271 831 16 9 1757 Link Distance (ft) 392 723 21 21 1537 Upstream Blk Time (%) 0 88 0 0 83 Queuing Penalty (veh) 0 0 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 1082 Queuing and Blocking Report 2048 AM Total 09/28/2026 Lake Springs Ranch SimTraffic Report Page 1 Intersection: 7: CR 154/CR 114 & SH 82 Movement SE SE SE SE SE NW NW NW NW NE NE SW Directions Served L L T T R L T T R LT R L Maximum Queue (ft) 689 900 4408 4358 291 152 167 162 50 1676 68 52 Average Queue (ft) 419 705 3271 3229 52 63 78 71 7 1589 48 21 95th Queue (ft) 792 1159 5700 5692 243 130 142 140 29 1878 69 41 Link Distance (ft) 4430 4430 4991 4991 1625 14 Upstream Blk Time (%) 46 45 82 73 Queuing Penalty (veh) 0 0 0 114 Storage Bay Dist (ft) 750 750 170 390 220 25 Storage Blk Time (%) 13 19 66 39 0 48 77 Queuing Penalty (veh) 146 202 108 11 0 193 54 Intersection: 7: CR 154/CR 114 & SH 82 Movement SW Directions Served T Maximum Queue (ft) 36 Average Queue (ft) 15 95th Queue (ft) 33 Link Distance (ft) 14 Upstream Blk Time (%) 46 Queuing Penalty (veh) 72 Storage Bay Dist (ft) Storage Blk Time (%) 46 Queuing Penalty (veh) 51 Intersection: 10: CR 114 Movement SE NW NW NE NE SW SW Directions Served LTR L LTR LT TR LT TR Maximum Queue (ft) 224 582 384 26 62 1299 1293 Average Queue (ft) 115 323 90 3 5 856 646 95th Queue (ft) 241 648 279 15 31 1472 1480 Link Distance (ft) 382 722 722 14 14 1531 1531 Upstream Blk Time (%) 1 0 13 6 8 Queuing Penalty (veh) 0 0 16 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 968 Queuing and Blocking Report 2048 PM Total 09/28/2026 Lake Springs Ranch SimTraffic Report Page 1 Intersection: 7: CR 154/CR 114 & SH 82 Movement SE SE SE SE SE NW NW NW NW NE NE SW Directions Served L L T T R L T T R LT R L Maximum Queue (ft) 774 871 2361 2342 68 540 4037 4105 370 262 61 52 Average Queue (ft) 531 586 930 914 7 330 2562 2519 108 119 37 24 95th Queue (ft) 909 1009 2988 2963 53 623 4485 4438 364 227 68 39 Link Distance (ft) 4430 4430 4991 4991 1625 14 Upstream Blk Time (%) 6 6 2 2 87 Queuing Penalty (veh) 0 0 0 0 180 Storage Bay Dist (ft) 750 750 170 390 220 25 Storage Blk Time (%) 26 33 7 5 6 34 34 68 9 Queuing Penalty (veh) 99 127 11 1 66 44 25 35 8 Intersection: 7: CR 154/CR 114 & SH 82 Movement SW Directions Served T Maximum Queue (ft) 44 Average Queue (ft) 19 95th Queue (ft) 35 Link Distance (ft) 14 Upstream Blk Time (%) 55 Queuing Penalty (veh) 114 Storage Bay Dist (ft) Storage Blk Time (%) 55 Queuing Penalty (veh) 146 Intersection: 10: CR 114 Movement SE NW NW NE NE SW SW Directions Served LTR L LTR LT TR LT TR Maximum Queue (ft) 193 680 740 11 75 569 755 Average Queue (ft) 78 368 538 1 13 279 375 95th Queue (ft) 192 753 900 7 55 568 853 Link Distance (ft) 382 722 722 14 14 1531 1531 Upstream Blk Time (%) 20 45 0 0 Queuing Penalty (veh) 0 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 857 Lake Springs Ranch – Level 3 Traffic Impact Study September 2026 Traffic Impact Study Appendix E Appendix E - Trip Generation, Distribution, Assignment Worksheet, CDOT Access Permit Evaluation Trip Generation ITE Trip Generation, 12th Edition Number ITE Weekday AM AM AM PM PM PM Weekday AM AM PM PM Land Use of Units Code Rate Rate Entering Exiting Rate Entering Exiting Traffic IN OUT IN OUT Single Family Detached 84 210 11.23 0.82 0.22 0.60 1.04 0.65 0.38 943 18 50 55 32 Multi-Family (Low-rise)10 220 17.70 1.06 0.25 0.81 0.77 0.49 0.29 177 3 8 5 3 TOTAL TRIPS: 1,120 21 58 60 35 AM IN AM OUT PM IN PM OUT IN OUT Single Family Detached #REF!Fitted Curve Peak Hour of Generator 27% 73% 63% 37% Multi-Family (Low-rise)220 Fitted Curve Peak Hour of Generator 24% 76% 63% 37% Weekend Design Hour Rates Weekday Design Hour Distribution Weekday Design Hour Traffic ITE Trip Generation Manual, 12th Edition Basis of RateITE Code Time Period Used Above Wednesday, August 12, 2026 6:30 AM Growth Factors 2-year 20-year R T L R T L R T L R T L R T L R T L R T L R T L SH-82 Through 1.023 1.26 2026 Existing 22 1690 125 63 32 123 19 344 45 331 44 12 20 598 105 203 26 86 53 1797 108 42 29 43 CR-114 1.018 1.19 2-year growth rate 1.018 1.023 1.018 1.018 1.018 1.018 1.018 1.023 1.018 1.018 1.018 1.018 1.018 1.023 1.018 1.018 1.018 1.018 1.018 1.023 1.018 1.018 1.018 1.018 2028 Background 22 1729 127 64 33 125 19 352 46 337 45 12 20 612 107 207 26 88 54 1838 110 43 30 44 Development Distribution 0% 0%70% 70% 10% 20% 20%0% 0% 0%10%0% 0% 0%70% 70% 10% 20% 20%0% 0% 0%10%0% 2028 Development 0 0 15 41 6 12 4 0 0 0 2 0 0 0 42 25 4 7 12 0 0 0 6 0 2028 Total 22 1729 142 105 38 137 24 352 46 337 47 12 20 612 149 231 30 95 66 1838 110 43 36 44 20-year growth rate 1.19 1.26 1.19 1.19 1.19 1.19 1.19 1.26 1.19 1.19 1.19 1.19 1.19 1.26 1.19 1.19 1.19 1.19 1.19 1.26 1.19 1.19 1.19 1.19 2048 Background 27 2178 151 76 39 149 23 443 55 401 53 15 24 771 127 246 31 104 64 2316 131 51 35 52 2048 Total 27 2178 166 117 45 161 27 443 55 401 55 15 24 771 169 270 35 111 76 2316 131 51 41 52 2026 Existing 5 3 0 0 173 0 4 0 40 105 70 13 7 2 1 2 236 0 11 4 74 74 94 5 2-year growth rate 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 1.018 2028 Background 5 3 0 0 176 0 4 0 41 107 71 13 7 2 1 2 240 0 11 4 75 75 96 5 Development Distribution 0% 0% 0% 0%100%0% 0% 0% 0% 0%100%0% 0% 0% 0% 0%100%0% 0% 0% 0% 0%100%0% 2028 Development 0 0 0 0 50 0 0 0 0 0 18 0 0 0 0 0 32 0 0 0 0 0 55 0 2028 Total 5 3 0 0 226 0 4 0 41 107 89 13 7 2 1 2 272 0 11 4 75 75 151 5 20-year growth rate 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 2048 Background 6 4 0 0 210 0 5 0 48 127 85 16 8 2 1 2 286 0 13 5 90 90 114 6 2048 Total 6 4 0 0 260 0 5 0 48 127 103 16 8 2 1 2 318 0 13 5 90 90 169 6 SH 8 2 I n t e r s e c t i o n F r o n t a g e R o a d I n t e r s e c t o i n EB AM Peak EB PM Peak SB WB NB SB WB NB 2026 DHV 2028 DHV Project DHV % Increase % Increase (2028) AM 406 413 79 19.5%19.1% PM 502 511 95 18.9%18.6% ADT 2,463 2,507 2,983 4,103 60% 6850 CR 114 Capacity CDOT Access Permit Evaluation CR 114 Average Daily Traffic 2026 Lower CR 114 2028 Background 2048 Background 2048 Total Lake Springs Ranch – Level 3 Traffic Impact Study September 2026 Traffic Impact Study Appendix F Appendix F – Traffic Counts and Factored Adjustments Summary TMV Table TMV Data Start Date End Date Classification Categories 08/12/2026 AM Peaks 08/12/2026 PM Peaks 08/13/2026 AM Peaks 08/13/2026 PM Peaks Study Name SH82 / CR114 Start Date Wednesday, August 12, 2026 6:30 AM End Date Thursday, August 13, 2026 6:30 PM Site Code Overview This report contains turning movement volume (TMV) data of vehicular traffic in the intersection of study. Content Contains a TMV summary of all vehicular traffic in the intersection for defined peak periods Contains a pivot table of the TMV road and crosswalk data Contains measured TMV data of all vehicular traffic in the intersection for each approach Traffic Study Wednesday, August 12, 2026 6:30 AM 5:00 PM - 6:00 PM Thursday, August 13, 2026 6:30 PM Lights, Buses, Trucks 6:45 AM - 7:45 AM 4:30 PM - 5:30 PM 7:00 AM - 8:00 AM Time Period Class. R RoR T L U I O R RoR T L U I O R RoR T L U I O R RoR T L U I O Total Peak 1 Lights 20 2 1614 123 1 1760 390 37 21 32 118 0 208 185 17 1 319 43 3 383 2058 136 187 44 12 0 379 97 2730 Specified Period % 100% 100% 96% 98% 100% 96% 93% 90% 95% 100% 96% 0% 95% 98% 94% 100% 93% 96% 100% 93% 96% 98% 97% 100% 100% 0% 98% 98% 96% 6:30 AM - 9:30 AM Buses 0 0 11 0 0 11 3 0 0 0 0 0 0 0 0 0 3 0 0 3 11 0 0 0 0 0 0 0 14 One Hour Peak % 0% 0% 1% 0% 0% 1% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 1% 0% 0% 0% 0% 0% 0% 0% 0% 6:45 AM - 7:45 AM Trucks 0 0 65 2 0 67 27 4 1 0 5 0 10 3 1 0 22 2 0 25 78 3 5 0 0 0 8 2 110 % 0% 0% 4% 2% 0% 4% 6% 10% 5% 0% 4% 0% 5% 2% 6% 0% 6% 4% 0% 6% 4% 2% 3% 0% 0% 0% 2% 2% 4% Total 20 2 1690 125 1 1838 420 41 22 32 123 0 218 188 18 1 344 45 3 411 2147 139 192 44 12 0 387 99 2854 PHF 0.71 0.5 0.92 0.95 0.25 0.93 0.79 0.73 0.5 0.89 0.81 0 0.84 0.96 0.45 0.25 0.76 0.8 0.25 0.74 0.98 0.52 0.87 0.79 1 0 0.71 0.8 0.95 Approach % 64% 15% 8% 7% 14% 75% 14% 3% Peak 2 Lights 20 0 574 101 0 695 1997 109 93 26 84 0 312 182 39 14 1753 105 11 1922 711 12 30 28 42 0 112 151 3041 Specified Period % 100% 0% 96% 96% 0% 96% 98% 99% 100% 100% 98% 0% 99% 97% 100% 100% 98% 97% 100% 98% 96% 100% 100% 97% 98% 0% 98% 98% 97% 3:30 PM - 6:30 PM Buses 0 0 8 0 0 8 10 0 0 0 0 0 0 0 0 0 10 0 0 10 8 0 0 0 0 0 0 0 18 One Hour Peak % 0% 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 1% 0% 0% 0% 0% 0% 0% 0% 1% 4:30 PM - 5:30 PM Trucks 0 0 16 4 0 20 36 1 0 0 2 0 3 5 0 0 34 3 0 37 18 0 0 1 1 0 2 3 62 % 0% 0% 3% 4% 0% 3% 2% 1% 0% 0% 2% 0% 1% 3% 0% 0% 2% 3% 0% 2% 2% 0% 0% 3% 2% 0% 2% 2% 2% Total 20 0 598 105 0 723 2043 110 93 26 86 0 315 187 39 14 1797 108 11 1969 737 12 30 29 43 0 114 154 3121 PHF 0.83 0 0.93 0.77 0 0.99 0.96 0.74 0.78 0.59 0.83 0 0.88 0.75 0.7 0.5 0.97 0.87 0.55 0.95 0.97 0.6 0.94 0.81 0.77 0 0.84 0.82 0.95 Approach % 23% 65% 10% 6% 63% 24% 4% 5% Study Name SH82 / CR114 Start Date Wednesday, August 12, 2026 6:30 AM End Date Thursday, August 13, 2026 6:30 PM Site Code Report Summary Southbound Westbound Northbound Eastbound Time Period Class. R RoR T L U I O R RoR T L U I O R RoR T L U I O R RoR T L U I O Total Peak 1 Lights 34 7 1654 121 0 1816 544 39 23 24 98 0 184 175 14 5 465 64 5 553 2039 94 188 35 17 0 334 129 2887 Specified Period % 100% 100% 96% 99% 0% 96% 95% 95% 96% 96% 97% 0% 96% 98% 100% 83% 95% 98% 100% 95% 97% 98% 99% 97% 100% 0% 99% 98% 96% 6:30 AM - 9:30 AM Buses 0 0 11 0 0 11 4 0 0 0 0 0 0 0 0 0 4 0 0 4 12 0 1 0 0 0 1 0 16 One Hour Peak % 0% 0% 1% 0% 0% 1% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 1% 0% 1% 0% 0% 0% 0% 0% 1% 7:00 AM - 8:00 AM Trucks 0 0 54 1 0 55 24 2 1 1 3 0 7 3 0 1 21 1 0 23 60 2 1 1 0 0 4 2 89 % 0% 0% 3% 1% 0% 3% 4% 5% 4% 4% 3% 0% 4% 2% 0% 17% 4% 2% 0% 4% 3% 2% 1% 3% 0% 0% 1% 2% 3% Total 34 7 1719 122 0 1882 572 41 24 25 101 0 191 178 14 6 490 65 5 580 2111 96 190 36 17 0 339 131 2992 PHF 0.53 0.44 0.95 0.95 0 0.96 0.79 0.64 0.6 0.78 0.84 0 0.96 0.95 0.58 0.75 0.8 0.77 0.31 0.81 0.95 0.75 0.91 0.82 0.71 0 0.89 0.71 0.97 Approach % 63% 19% 6% 6% 19% 71% 11% 4% Peak 2 Lights 16 2 583 95 2 698 1750 105 67 38 62 0 272 193 55 17 1532 127 13 1744 710 13 39 26 44 0 122 183 2836 Specified Period % 100% 100% 97% 98% 100% 97% 98% 95% 100% 95% 100% 0% 97% 98% 98% 100% 98% 98% 100% 98% 97% 100% 100% 96% 100% 0% 99% 97% 98% 3:30 PM - 6:30 PM Buses 0 0 8 0 0 8 8 0 0 0 0 0 0 0 0 0 8 0 0 8 8 0 0 0 0 0 0 0 16 One Hour Peak % 0% 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% 1% 5:00 PM - 6:00 PM Trucks 0 0 11 2 0 13 30 6 0 2 0 0 8 4 1 0 24 3 0 28 11 0 0 1 0 0 1 5 50 % 0% 0% 2% 2% 0% 2% 2% 5% 0% 5% 0% 0% 3% 2% 2% 0% 2% 2% 0% 2% 2% 0% 0% 4% 0% 0% 1% 3% 2% Total 16 2 602 97 2 719 1788 111 67 40 62 0 280 197 56 17 1564 130 13 1780 729 13 39 27 44 0 123 188 2902 PHF 0.57 0.5 0.94 0.78 0.5 0.93 0.94 0.73 0.84 0.67 0.82 0 0.8 0.86 0.67 0.71 0.95 0.9 0.41 0.94 0.92 0.81 0.7 0.68 0.85 0 0.93 0.85 0.94 Approach % 25% 62% 10% 7% 61% 25% 4% 6% Study Name SH82 / CR114 Start Date Wednesday, August 12, 2026 6:30 AM End Date Thursday, August 13, 2026 6:30 PM Site Code Report Summary Southbound Westbound Northbound Eastbound Summary TMV Table TMV Data Start Date End Date Classification Categories 08/12/2026 AM Peaks 08/12/2026 PM Peaks 08/13/2026 AM Peaks 08/13/2026 PM Peaks Study Name CR114 & Frontage Rd Start Date Wednesday, August 12, 2026 6:30 AM End Date Thursday, August 13, 2026 6:30 PM Site Code Overview This report contains turning movement volume (TMV) data of vehicular traffic in the intersection of study. Content Contains a TMV summary of all vehicular traffic in the intersection for defined peak periods Contains a pivot table of the TMV road and crosswalk data Contains measured TMV data of all vehicular traffic in the intersection for each approach Traffic Study Wednesday, August 12, 2026 6:30 AM 4:45 PM - 5:45 PM Thursday, August 13, 2026 6:30 PM Lights, Buses, Trucks 6:45 AM - 7:45 AM 4:30 PM - 5:30 PM 7:15 AM - 8:15 AM Time Period Class.R T L U I O R T L U I O R T L U I O R T L U I O Total Peak 1 Lights 5 3 0 0 8 13 0 165 0 0 165 73 4 0 38 0 42 106 103 69 13 0 185 208 400 Specified Period % 100% 100% 0% 0% 100% 100% 0% 95% 0% 0% 95% 99% 100% 0% 95% 0% 95% 98% 98% 99% 100% 0% 98% 95% 97% 6:30 AM - 9:30 AM Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 One Hour Peak % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 6:45 AM - 7:45 AM Trucks 0 0 0 0 0 0 0 8 0 0 8 1 0 0 2 0 2 2 2 1 0 0 3 10 13 % 0% 0% 0% 0% 0% 0% 0% 5% 0% 0% 5% 1% 0% 0% 5% 0% 5% 2% 2% 1% 0% 0% 2% 5% 3% Total 5 3 0 0 8 13 0 173 0 0 173 74 4 0 40 0 44 108 105 70 13 0 188 218 413 PHF 0.62 0.75 0 0 0.67 0.65 0 0.86 0 0 0.86 0.69 0.5 0 0.71 0 0.69 0.82 0.82 0.65 0.65 0 0.98 0.84 0.89 Approach % 2% 3% 42% 18% 11% 26% 46% 53% Peak 2 Lights 7 2 1 0 10 11 2 233 0 0 235 104 10 4 73 0 87 72 70 93 5 0 168 313 500 Specified Period % 100% 100% 100% 0% 100% 100% 100% 99% 0% 0% 99% 98% 91% 100% 99% 0% 98% 95% 95% 99% 100% 0% 97% 99% 98% 3:30 PM - 6:30 PM Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 One Hour Peak % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 4:30 PM - 5:30 PM Trucks 0 0 0 0 0 0 0 3 0 0 3 2 1 0 1 0 2 4 4 1 0 0 5 4 10 % 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 2% 9% 0% 1% 0% 2% 5% 5% 1% 0% 0% 3% 1% 2% Total 7 2 1 0 10 11 2 236 0 0 238 106 11 4 74 0 89 76 74 94 5 0 173 317 510 PHF 0.44 0.5 0.25 0 0.62 0.55 0.5 0.82 0 0 0.83 0.8 0.69 0.33 0.66 0 0.74 0.79 0.8 0.73 0.62 0 0.76 0.85 0.82 Approach % 2% 2% 47% 21% 17% 15% 34% 62% Study Name CR114 & Frontage Rd Start Date Wednesday, August 12, 2026 6:30 AM End Date Thursday, August 13, 2026 6:30 PM Site Code Report Summary Southbound Westbound Northbound Eastbound Time Period Class.R T L U I O R T L U I O R T L U I O R T L U I O Total Peak 1 Lights 16 3 3 0 22 17 4 138 2 0 144 82 5 2 44 0 51 92 87 74 11 0 172 198 389 Specified Period % 100% 100% 100% 0% 100% 100% 100% 95% 100% 0% 95% 96% 83% 100% 96% 0% 94% 95% 95% 97% 100% 0% 96% 96% 96% 6:30 AM - 9:30 AM Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 One Hour Peak % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 7:15 AM - 8:15 AM Trucks 0 0 0 0 0 0 0 7 0 0 7 3 1 0 2 0 3 5 5 2 0 0 7 9 17 % 0% 0% 0% 0% 0% 0% 0% 5% 0% 0% 5% 4% 17% 0% 4% 0% 6% 5% 5% 3% 0% 0% 4% 4% 4% Total 16 3 3 0 22 17 4 145 2 0 151 85 6 2 46 0 54 97 92 76 11 0 179 207 406 PHF 0.57 0.38 0.38 0 0.69 0.71 0.5 0.95 0.25 0 0.9 0.79 0.5 0.5 0.77 0 0.79 0.9 0.88 0.83 0.92 0 0.95 0.91 0.91 Approach % 5% 4% 37% 21% 13% 24% 44% 51% Peak 2 Lights 9 1 1 0 11 5 0 220 0 0 220 96 3 0 58 0 61 85 84 92 5 0 181 287 473 Specified Period % 100% 100% 100% 0% 100% 100% 0% 99% 0% 0% 99% 96% 100% 0% 98% 0% 98% 97% 97% 96% 100% 0% 96% 99% 98% 3:30 PM - 6:30 PM Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 One Hour Peak % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 4:45 PM - 5:45 PM Trucks 0 0 0 0 0 0 0 3 0 0 3 4 0 0 1 0 1 3 3 4 0 0 7 4 11 % 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 4% 0% 0% 2% 0% 2% 3% 3% 4% 0% 0% 4% 1% 2% Total 9 1 1 0 11 5 0 223 0 0 223 100 3 0 59 0 62 88 87 96 5 0 188 291 484 PHF 0.75 0.25 0.25 0 0.92 0.42 0 0.87 0 0 0.87 0.76 0.38 0 0.87 0 0.86 0.81 0.84 0.77 0.42 0 0.8 0.87 0.92 Approach % 2% 1% 46% 21% 13% 18% 39% 60% Study Name CR114 & Frontage Rd Start Date Wednesday, August 12, 2026 6:30 AM End Date Thursday, August 13, 2026 6:30 PM Site Code Report Summary Southbound Westbound Northbound Eastbound