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HomeMy WebLinkAboutTraffic Impact Analysis Prepared for: Silvergate Development 4980 North Harbor Drive, Suite 203 San Diego, CA 92106 Prepared by: 3900 Fifth Avenue, Suite 210 San Diego, CA 92103 Traffic Impact Analysis Bonita Glen Draft Report November 28, 2018 Bonita Glen Traffic Impact Analysis Page i Table of Contents 1.0 Introduction ......................................................................................................................................... 1 1.1 Purpose of the Report ...................................................................................................................... 1 1.2 Study Area and Project Background ................................................................................................. 1 1.3 Report Organization ......................................................................................................................... 4 2.0 Analysis Methodology .......................................................................................................................... 6 2.1 Level of Service Definition ................................................................................................................ 6 2.2 Roadway Segment LOS Standards and Thresholds ........................................................................... 6 2.3 Signalized Intersection Analysis Standards and Thresholds ............................................................. 8 2.4 Determination of Significant Impacts ............................................................................................... 9 3.0 Existing Conditions ............................................................................................................................. 12 3.1 Existing Roadway Network ............................................................................................................. 12 3.2 Existing Intersection and Roadway Volumes .................................................................................. 13 3.3 Existing Level of Service Analysis .................................................................................................... 13 4.0 Project Traffic ..................................................................................................................................... 17 4.1 Project Description ......................................................................................................................... 17 4.2 Project Trip Generation, Distribution, and Assignment .................................................................. 17 5.0 Existing Plus Project Conditions .......................................................................................................... 22 5.1 Existing Plus Project Roadway Network & Traffic Volumes ............................................................ 22 5.2 Existing Plus Project Level of Service Analysis ................................................................................ 22 5.3 Impact Significance and Mitigation ................................................................................................ 24 6.0 Year 2035 Conditions ......................................................................................................................... 25 6.1 Year 2035 Base Roadway Network and Traffic Volumes ................................................................ 25 6.2 Year 2035 Base Conditions Level of Service Analysis ...................................................................... 25 6.3 Year 2035 Base Plus Project Roadway Network & Traffic Volumes ................................................ 27 6.4 Year 2035 Base Plus Project Level of Service Analysis .................................................................... 29 6.5 Impact Significance and Mitigation ................................................................................................ 30 7.0 Summary of Findings .......................................................................................................................... 31 7.1 Level of Service Analysis Summary ................................................................................................. 31 7.2 Impact and Mitigation Measure Summary ..................................................................................... 33 7.3 Site Access ...................................................................................................................................... 33 Appendices Appendix A – Traffic Counts Appendix B – Peak Hour Intersection Capacity Worksheets – Existing Conditions Appendix C – Streetlight Analysis Worksheets Appendix D – Peak Hour Intersection Capacity Worksheets – Existing + Project Conditions Appendix E – Peak Hour Intersection Capacity Worksheets – Year 2035 Base Conditions Appendix F – Peak Hour Intersection Capacity Worksheets – Year 2035 Base + Project Conditions Bonita Glen Traffic Impact Analysis Page ii List of Tables Table 2.1 Level of Service Definitions ................................................................................................. 6 Table 2.2 City of Chula Vista Roadway Segment Daily Capacity and LOS Standards ........................... 7 Table 2.3 County of San Diego Roadway Segment Daily Capacity and LOS Standard ......................... 7 Table 2.4 Signalized Intersection LOS Criteria ..................................................................................... 9 Table 2.5 Measures of Significant Project Impacts to Congestion on Road Segments – Allowable Increases on Congested Road Segments .......................................................... 11 Table 3.1 Roadway Segment Level of Service – Existing Conditions (City of Chula Vista) ................. 13 Table 3.2 Roadway Segment Level of Service – Existing Conditions (County of San Diego) ............. 13 Table 3.3 Peak Hour Intersection Level of Service – Existing Conditions .......................................... 16 Table 4.1 Proposed Project Trip Generation ..................................................................................... 17 Table 5.1 Roadway Segment Level of Service – Existing + Project Conditions (City of Chula Vista) .. 22 Table 5.2 Roadway Segment Level of Service – Existing + Project Conditions (County of San Diego) ........................................................................................................ 24 Table 5.3 Peak Hour Intersection Level of Service – Existing + Project Conditions ........................... 24 Table 6.1 Roadway Segment Level of Service –Year 2035 Base Conditions (City of Chula Vista) ..... 25 Table 6.2 Roadway Segment Level of Service –Year 2035 Base Conditions (County of San Diego) .. 27 Table 6.3 Peak Hour Intersection Level of Service –Year 2035 Base Conditions ............................... 27 Table 6.4 Roadway Segment Level of Service – Year 2035 Base + Project Conditions (City of Chula Vista) ........................................................................................................... 29 Table 6.5 Roadway Segment Level of Service – Year 2035 Base + Project Conditions (County of San Diego) ........................................................................................................ 29 Table 6.6 Peak Hour Intersection Level of Service – Year 2035 Base + Project Conditions ............... 30 Table 7.1 Roadway Segment Level of Service Summary (City of Chula Vista) ................................... 31 Table 7.2 Roadway Segment Level of Service Summary (County of San Diego) ............................... 32 Table 7.3 Peak Hour Intersection Level of Service Summary ............................................................ 32 List of Figures Figure 1-1 Proposed Project Regional Location .................................................................................... 2 Figure 1-2 Proposed Project Study Area ............................................................................................... 3 Figure 3-1 Roadway and Intersection Geometrics – Existing Conditions ........................................... 14 Figure 3-2 Traffic Volumes – Existing Conditions ............................................................................... 15 Figure 4-1 Proposed Project Site Plan ................................................................................................ 18 Figure 4-2 Project Trip Distribution .................................................................................................... 20 Figure 4-3 Project Trip Assignment .................................................................................................... 21 Figure 5-1 Traffic Volumes – Existing + Project Conditions ................................................................ 23 Figure 6-1 Traffic Volumes – Year 2035 Base Conditions ................................................................... 26 Figure 6-2 Traffic Volumes – Year 2035 Base + Project Conditions .................................................... 28 Bonita Glen Traffic Impact Analysis Page 1 1.0 Introduction 1.1 Purpose of the Report This Traffic Impact Analysis (TIA) serves to identify and document potential traffic impacts related to the development of the Bonita Glen project (Proposed Project), as well as to recommend mitigation measures as necessary for any identified roadway and intersection deficiencies associated with the Proposed Project. 1.2 Study Area and Project Background The Proposed Project is located on the east side of Bonita Glen Road, just south of Bonita Road and west of Vista Drive. The project proposes to construct 170 multi-family dwelling units on an approximately 5.3- acre undeveloped parcel. Figure 1-1 displays the regional location of the Proposed Project, while Figure 1- 2 illustrates the study area. The main site access is proposed via a private road (Unnamed Cul-de-Sac Rd) at the terminus of Vista Drive (which will serve as the access for 104 of the units), with two smaller access points along Bonita Glen Road (which will serve as the access for the remaining 66 units). The following four (4) scenarios are analyzed in this TIA: 1. Existing Conditions – used to establish existing baseline traffic operations within the study area. 2. Existing Plus Project Conditions – represents existing traffic conditions with the addition of Proposed Project traffic. 3. Future Year 2035 Base Conditions – establishes a long-term non-project baseline against which traffic generated by the Proposed Project can be compared. Volumes were obtained from SANDAG Series 12 Adjusted Volumes for Year 2035. This approach was approved by City Staff. 4. Future Year 2035 Base Plus Project Conditions – represents Future Year 2035 Base Conditions with the addition of traffic generated by the Proposed Project. It should be noted that no near-term cumulative projects were identified by the City of Chula Vista nor the County of San Diego. Therefore, no analysis for Near-Term or opening year conditions was conducted, since it would be the same as Existing conditions. The City of Chula Vista’s Guidelines for Traffic Impact Studies, require that a project study area be established as follows: • All freeway mainline segments where the proposed project will add 2,400 total trips (average daily traffic), or 150 or more peak hour trips in either direction, must be analyzed. • All arterial segments and intersections (including freeway on/off-ramp intersections), where the proposed project will add 800 or more total trips (average daily traffic), or 50 or more peak -hour trips in either direction, must be analyzed. §¨¦805 ·|}þ125 ·|}þ905 §¨¦8 §¨¦15 ·|}þ54 ·|}þ78 ·|}þ67·|}þ52 ·|}þ163 ·|}þ125 §¨¦805 §¨¦5 City of Chula Vista City of San Diego City of National City City of Imperial Beach City of Coronado City of Lemon Grove City of La Mesa City of El Cajon Unincorporated County City of San Diego §¨¦5 Tijuana, B.C., Mexico City of Poway City of Carlsbad City of Encinitas City of Oceanside City of Vista City of San Marcos City of Escondido ·|}þ56 ·|}þ94 ·|}þ94 §¨¦15 City of Solana Beach City of Del Mar Project Site^_ City of Santee N 0 42 Miles Bonita Glen Transportation Impact Analysis Figure 1-1 Proposed Project Regional Location !! ! ! ! E St A d ri e n n e Dr B o n i t a G l e n D r E. Flo wer St Vista Dr H i l l t o p D r Bonita Rd P e p p erTreeRd Ola Ct JacarandaDr Vista Dr 3 5 1 2 4 I-805 NBI-805 SB Bonita Glen Transportation Impact Analysis Figure 1-2 Proposed Project Study Area Project Site Study Roadway Segment Study Intersection!X N NOT TO SCALE Legend Bonita Glen Traffic Impact Analysis Page 4 Through discussion with the City Staff, the study area was determined to include following intersections and roadway segments: Intersections 1. E. Flower Street/Bonita Road and E Street/Bonita Road 2. Bonita Glen Drive and Bonita Road 3. Interstate 805 SB On-/Off-Ramps and Bonita Road 4. Interstate 805 NB On-/Off-Ramps and Bonita Road 5. Hilltop Drive/Pepper Tree Road Segments 1. Bonita Road, between East Flower Street/Bonita Road and Bonita Glen Drive 2. Bonita Road, between Bonita Glen Drive and Interstate 805 SB On-/Off-Ramps 3. Bonita Road, between Interstate 805 SB On-/Off-Ramps and Interstate 805 NB On-/Off-Ramps 4. Bonita Glen Drive, between Bonita Road and Adrienne Drive 5. Vista Drive, between Adrienne Drive and Ola Court 6. Pepper Tree Road, between Jacaranda Drive and Vista Drive The fourth segment, Bonita Glen Drive between Bonita Road and Adrienne Drive, was analyzed using both the City of Chula Vista and County of San Diego standards, as portions of the roadway fall within each jurisdiction. The fifth and sixth segments, Vista Drive between Adrienne Drive and Ola Court and Pepper Tree Road between Jacaranda Drive and Vista Drive, were analyzed using County of San Diego standards. As noted in the project description, 104 of the 170 total dwelling units will access the site via Vista Drive, north of Bonita Glen Road. This segment of Vista Drive, between the Unnamed Rd Cul-de-Sac and Bonita Glen Road, is currently constructed as a non-Mobility Element Local Public Roadway, within the County of San Diego. The Roadway currently provides access to three single family dwelling units, which generate 10 trips per day1 for a total of 30 daily tips on the roadway. The roadway also does not connect to any other roadways (other than the Unnamed Rd Cul-de-Sac and Bonita Glen Road), therefore, there is minimal to no cut-through or cumulative traffic on the roadway. The Proposed Project is anticipated to add 624 additional daily trips to the roadway (104 units x 6 trips per multifamily unit1), resulting in a total of 654 total trips along the roadway under with project conditions. This is well below the County of San Diego’s daily design threshold for a local public roadway, which is 4,500 trips per day2. Since the segment of Vista Drive, between the Unnamed Rd Cul-de-Sac and Bonita Glen Road, does not serve any cumulative or cut-through traffic and is projected to operate well below its design capacity with the implementation of the Proposed Project, the segment is not anticipated to be impacted by the Proposed Project under any scenario; therefore, no further analysis is required. The Proposed Project will not contribute more than 2,400 ADT or 150 or more peak hour trips to any of the freeways or state highways in the project’s vicinity; therefore, a freeway analysis was not conducted. Bonita Road and Bonita Glen Drive, as documented above, were analyzed for project-related arterial and local roadway impacts. 1 Source: SANDAG (Not So) Brief Guide (2002) 2 Source: County of San Diego Public Road Standards (March 2012) Bonita Glen Traffic Impact Analysis Page 5 Mitigation measures and site access were also reviewed and documented as part of this analysis. The roadway segment analyses are based upon the level of service (LOS) criteria currently adopted by the City of Chula Vista, and further escribed in Chapter 2. 1.3 Report Organization Following this introductory chapter, the remainder of the report is organized into the following chapters: 2.0 Analysis Methodology – This chapter describes the methodologies and standards used to analyze roadway and intersection traffic conditions. 3.0 Existing Conditions – A description of the existing traffic network within the study area and existing traffic operations analysis results are provided in this chapter. 4.0 Project Description – This chapter describes the Proposed Project, including project trip generation, trip distribution, and trip assignment. 5.0 Existing Plus Project Conditions – This chapter describes the existing traffic conditions with the addition of Proposed Project traffic. 6.0 Future Year 2035 Conditions – This chapter describes projected long-range future cumulative traffic conditions. Results are presented for Year 2035 Base Conditions (without Proposed Project) and Year 2035 Base Plus Proposed Project Conditions. Mitigation measures for project-related impacts are identified for Future Year 2035 Base Plus Project Conditions, as necessary. 7.0 Summary of Findings – The concluding chapter summarizes the roadway segment and peak hour intersection level of service analysis results, recommended mitigation measures, and site access. Bonita Glen Traffic Impact Analysis Page 6 2.0 Analysis Methodology The traffic analyses prepared for this study were performed in accordance with the City of Chula Vista Guidelines for Traffic Impact Studies, the enhanced California Environmental Quality Act (CEQA) project review process. 2.1 Level of Service Definition LOS is a quantitative measure describing operational conditions within a traffic stream, and the motorist’s and/or passenger’s perception of operations. A LOS definition generally describes these conditions in terms of such factors as delay, speed, travel time, freedom to maneuver, interruptions in traffic flow, queuing, comfort, and convenience. Table 2.1 describes generalized definitions of the various LOS categories (A through F) as applied to roadway operations. Table 2.1 Level of Service Definitions LOS Category Definition of Operation A This LOS represents a completely free-flow condition, where the operation of vehicles is virtually unaffected by the presence of other vehicles and only constrained by the geometric features of the highway and by driver preferences. B This LOS represents a relatively free-flow condition, although the presence of other vehicles becomes noticeable. Average travel speeds are the same as in LOS A, but drivers have slightly less freedom to maneuver. C At this LOS, the influence of traffic density on operations becomes marked. The ability to maneuver within the traffic stream is clearly affected by other vehicles. D At this LOS, the ability to maneuver is notably restricted due to traffic congestion, and only minor disruptions can be absorbed without extensive queues forming and the service deteriorating. E This LOS represents operations at or near capacity. LOS E is an unstable level, with vehicles operating with minimum spacing for maintaining uniform flow. At LOS E, disruptions cannot be dissipated readily thus causing deterioration down to LOS F. F At this LOS, forced or breakdown of traffic flow occurs, although operations appear to be at capacity, queues form behind these breakdowns. Operations within queues are highly unstable, with vehicles experiencing brief periods of movement followed by stoppages. Source: Highway Capacity Manual (2000) 2.2 Roadway Segment LOS Standards and Thresholds Roadway segment LOS standards and thresholds provide the basis for analysis of arterial roadway segment performance. The analysis of roadway segment LOS is based on the functional classification of the roadway, the maximum capacity, roadway geometrics, and existing and forecast average daily traffic (ADT) volumes. Table 2.2 displays the roadway segment capacity and LOS standards utilized to analyze the study roadway segments within Chula Vista. Bonita Glen Traffic Impact Analysis Page 7 Table 2.2 City of Chula Vista Roadway Segment Daily Capacity and LOS Standards Transportation Element Roadway Classification Level of Service A B C D E Expressway (7 or 8-lane) 52,500 61,300 70,000 78,800 87,500 Prime Arterial (6-lane) 37,500 43,800 50,000 56,300 62,500 Major Street (6-lane) 30,000 35,000 40,000 45,000 50,000 Major Street (4-lane) 22,500 26,300 30,000 33,800 37,500 Town Center Arterial (6-lane) 37,500 43,800 50,000 56,300 62,500 Town Center Arterial (4-lane) 22,500 26,300 30,000 33,800 37,500 Class I Collector (4-lane) 16,500 19,300 22,000 24,800 27,500 Class II Collector (3-lane) 9,000 10,500 12,000 13,500 15,000 Class III Collector (2-lane) 5,600 6,600 7,500 8,400 9,400 Urban Core TE Roadways Gateway Street (6-lane) 40,800 47,600 54,400 61,200 68,000 Gateway Street (4-lane) 28,800 33,600 38,400 43,200 48,000 Urban Arterial (4-lane) 25,200 29,400 33,600 37,800 42,000 Commercial Boulevard (4-lane) 22,500 26,250 30,000 33,750 37,500 Downtown Promenade (4-lane) 22,500 26,250 30,000 33,750 37,500 Downtown Promenade (2-lane) 9,600 11,200 12,800 14,400 16,000 Source: City of Chula Vista Note: Bold numbers indicate the ADT thresholds for acceptable LOS. Bonita Glen Drive, between Bonita Road and Adrienne Drive, was analyzed using both the City of Chula Vista and County of San Diego standards, as portions of the roadway fall within each jurisdiction. Table 2.3 displays the County of San Diego roadway segment capacity and LOS standard for this segment. Table 2.3 County of San Diego Roadway Segment Daily Capacity and LOS Standard No. Travel Lanes Design Speed Road Classification Level of Service (in ADT) A B C D E 6.1 6 65 mph Expressway 36,000 54,000 70,000 86,000 108,000 6.2 Prime Arterial 22,200 37,000 44,600 50,000 57,000 4.1A 4 55 mph Major Road with Raised Median 14,800 24,700 29,600 33,400 37,000 4.1B Major Road with Intermittent Turn Lanes 13,700 22,800 27,400 30,800 34,200 4.2A 40 mph Boulevard with Raised Median 18,000 21,000 24,000 27,000 30,000 4.2B Boulevard with Intermittent Turn Lane 16,800 19,600 22,500 25,000 28,000 2.1A 2 45 mph Community Collector with Raised Median 10,000 11,700 13,400 15,000 19,000 2.1B Community Collector w/ Continuous Turn Lane 3,000 6,000 9,500 13,500 19,000 2.1C Community Collector w/ Intermittent Turn Lane 3,000 6,000 9,500 13,500 19,000 2.1D Community Collector with Improvement Options 3,000 6,000 9,500 13,500 19,000 2.1E Community Collector 1,900 4,100 7,100 10,900 16,200 2.2A 40 mph Light Collector with Raised Median 3,000 6,000 9,500 13,500 19,000 2.2B Light Collector with Continuous Turn Lane 3,000 6,000 9,500 13,500 19,000 Bonita Glen Traffic Impact Analysis Page 8 Table 2.3 County of San Diego Roadway Segment Daily Capacity and LOS Standard No. Travel Lanes Design Speed Road Classification Level of Service (in ADT) A B C D E 2.2C 2 40 mph Light Collector with Intermittent Turn Lanes 3,000 6,000 9,500 13,500 19,000 2.2D Light Collector with Improvement Options 3,000 6,000 9,500 13,500 19,000 2.2E Light Collector 1,900 4,100 7,100 10,900 16,200 2.2F Light Collector with Reduced Shoulder 5,800 6,800 7,800 8,700 9,700 2.3A 35 mph Minor Collector with Raised Median 3,000 6,000 7,000 8,000 9,000 2.3B Minor Collector with Intermittent Turn Lane 3,000 6,000 7,000 8,000 9,000 2.3C Minor Collector 1,900 4,100 6,000 7,000 8,000 Source: County of San Diego Public Road Standards (2012) Note: Bold number indicates the ADT threshold for acceptable LOS. These standards are generally used as long-range planning guidelines to determine the functional classification of roadways. The actual capacity of a roadway facility varies according to its physical attributes. Typically, the performance and LOS of a roadway segment is heavily influenced by the ability of the arterial intersections to accommodate peak hour volumes. For the purposes of this traffic analysis, within Chula Vista, LOS D is considered acceptable for Transportation Element roadways located within the Urban Core (Bonita Drive), while LOS C is acceptable for all other roadways (Bonita Glen Drive). Within the County of San Diego, LOS D is the acceptable threshold for Bonita Glen Drive. 2.3 Signalized Intersection Analysis Standards and Thresholds This section presents the methodologies used to perform peak hour intersection capacity analyses for signalized intersections. All study area intersections are signalized, therefore unsignalized intersection analysis methodologies are not discussed. The analysis of signalized intersection utilized the operational analysis procedure outlined in the 2010 Highway Capacity Manual (HCM), Transportation Research Board Special Report 209. This method defines LOS in terms of delay, or more specifically, average stopped delay per vehicle. Delay is a measure of driver and/or passenger discomfort, frustration, fuel consumption and lost travel time. This technique uses 1,900 vehicles per hour per lane (VPHPL) as the maximum saturation volume of an intersection. This saturation volume is adjusted to account for lane width, on-street parking, pedestrians, traffic composition (i.e. percentage of trucks) and shared lane movements (i.e. through- and right-turn movements originating from the same lane). The LOS criteria used for the analysis of signalized intersections are described in Table 2.4, identifying the thresholds of control delays and the associated LOS. The computerized analysis of intersection operations was performed with SYNCHRO 10.0 traffic analysis software. Bonita Glen Traffic Impact Analysis Page 9 Table 2.4 Signalized Intersection LOS Criteria Average Stopped Delay Per Vehicle (seconds) Level of Service (LOS) Characteristics <10 LOS A describes operations with very low delay. This occurs when progression is extremely favorable, and most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. >10– 20 LOS B describes operations with generally good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. >20 – 35 LOS C describes operations with higher delays, which may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. >35– 55 LOS D describes operations with high delay, resulting from some combination of unfavorable progression, long cycle lengths, or high volumes. The influence of congestion becomes more noticeable, and individual cycle failures are noticeable. >55 – 80 LOS E is considered the limit of acceptable delay. Individual cycle failures are frequent occurrences. >80 LOS F describes a condition of excessively high delay, considered unacceptable to most drivers. This condition often occurs when arrival flow rates exceed the LOS D capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes to such delay. Source: Highway Capacity Manual (2010) 2.4 Determination of Significant Impacts Traffic impacts are defined as either project specific impacts or cumulative impacts. Project specific impacts are those impacts for which the addition of project traffic results in an identifiable degradation in LOS of freeway segments, roadway segments, or at intersections, triggering the need for specific project-related improvement strategies. Cumulative impacts are those in which project trips contribute to a poor level of service as a nominal level. City of Chula Vista The following discussion outlines the City of Chula Vista’s criteria for determining whether a project results in either project specific or cumulative impacts on freeway segments, roadway segments, or at intersections. The City of Chula Vista maintains different significance standards for short -term and long- term conditions, and the criteria for determining significance for the short-term and long-term scenarios are outlined below: Short-Term (Study Horizon Year 0 to 4) Intersections (a) Project specific impact if both of the following criteria are met: i. Level of service is LOS E or LOS F; and ii. Project trips comprise 5% or more of entering volume. (b) Cumulative impact if only (i) above is met. Bonita Glen Traffic Impact Analysis Page 10 Street Segments If the planning analysis using the volume to capacity ratio indicated LOS C or better, there is no impact. If the planning analysis indicated LOS D, E, or F, the Growth Management Oversight Committee (GMOC) method should be utilized. The following criteria would then be utilized: (a) Project specific impact if all of the following criteria are met: i. Level of service is LOS D for more than 2 hours, or LOS E/F for 1 hour; ii. Project trips comprise 5% or more of segment volume; and iii. Project adds greater than 800 ADT to segment. (b) Cumulative impact if only (i) above is met. Freeways (a) Project specific impact if both of the following criteria are met: i. Freeway segment level of service is LOS E or LOS F; and ii. Project comprises 5% or more of total forecasted ADT on that freeway segment. (b) Cumulative impact if only (i) above is met. Long-Term (Study Horizon Year 5 or later) Intersections (a) Project specific impact if both of the following criteria are met: i. Level of service is LOS E or LOS F; and ii. Project trips comprise 5% or more of entering volume. (b) Cumulative impact if only (i) above is met. Street Segments Use the planning analysis volume-to-capacity ratio methodology only. The GMOC analysis methodology is not applicable beyond a four-year horizon. (a) Project specific impact if all of the following criteria are met: i. Level of service is LOS D, LOS E, or LOS F; ii. Project trips comprise 5% or more of segment volume; and iii. Project adds greater than 800 ADT to segment. (b) Cumulative impact if only (i) above is met. However, if the intersections along a LOS D or LOS E segment all operate at LOS D or better, the segment impact is considered not significant since intersection analysis is more indicative of actual roadway system operations than street segment analysis. If segment LOS is F, impact is significant regardless of intersection LOS. (c) Notwithstanding the foregoing, if the impact identified in paragraph (a) above occurs at study horizon year 10 or later, and is off-site and not adjacent to the project, the impact is considered cumulative. Study year 10 may be that typical CANSAG model year, which is between 8 and 13 years in the future. (d) In the event a direct identified project-specific impact in paragraph (a) above occurs at study horizon year 5 or earlier and the impact is off-site and not adjacent to the project, but the property immediately adjacent to the identified project-specific impacts is also proposed to be developed in approximately the same time frame, an additional analysis may be required to determine whether Bonita Glen Traffic Impact Analysis Page 11 or not the identified project specific impact would still occur if the development of the adjacent property does not take place. If the additional analysis concluded that the identified project- specific impact is no longer a direct impact, then the impact shall be considered cumulative. Freeways (a) Project specific impact if both of the following criteria are met: i. Freeway segment level of service is LOS E or LOS F; and ii. Project comprises 5% or more of total forecasted ADT on that freeway segment. (b) Cumulative impact if only (i) above is met. County of San Diego The Proposed Project study area includes one roadway segment within the County of San Diego. The thresholds for determination of significant project-related impacts to roadway segments within the County of San Diego is provided. Roadway Segments Traffic volume increases from public or private projects that result in one or more of the following criteria will have a significant traffic volume or level of service traffic impact on a roadway segment, unless specific facts show that there are other circumstances that mitigate or avoid such impacts: • The additional or redistributed ADT generated by the Proposed Project will significantly increase congestion on a Circulation Element Road or State Highway currently operating at LOS E or LOS F as identified in Table 2.5, or will cause a Circulation Element Road or State Highway to operate at LOS E or LOS F as a result of the Proposed Project, or • The additional or redistributed ADT generated by the Proposed Project will cause a residential street to exceed its design capacity. Table 2.5 Measures of Significant Project Impacts to Congestion on Road Segments – Allowable Increases on Congested Road Segments Level of Service Two-Lane Road Four-Lane Road Six-Lane Road LOS E 200 ADT 400 ADT 600 ADT LOS F 100 ADT 200 ADT 300 ADT Source: County of San Diego Notes: 1. By adding Proposed Project trips to all other trips from a list of projects, this same table must be used to determine if total cumulative impacts are significant. If cumulative impacts are found to be significant, each project is responsible for mitigating its share of the cumulative impact. 2. The County may also determine impacts have occurred on roads even when a project’s traffic or cumulative impacts do not trigger an unacceptable Level of Service, when such traffic uses a significant amount of remaining road capacity. Bonita Glen Traffic Impact Analysis Page 12 3.0 Existing Conditions This chapter includes a description of study roadway segments and provides an analysis of existing daily roadway and peak hour intersection traffic volume operations under Existing Conditions. 3.1 Existing Roadway Network A description of study roadway segments and study intersection control types is provided below. Study Roadways Bonita Glen Drive – Bonita Glen Drive runs in the north-south directions, and is a 2-lane undivided roadway with unrestricted on-street parking. Sidewalks are present along the west side of the roadway, from Bonita Road to approximately 800’ to the south. The roadway width varies between 30 and 40 feet. The posted speed limit is 35 MPH. There are currently no bicycle facilities on Bonita Glen Drive is not designated as a Circulation Element roadway. Bonita Road – Bonita Road runs in east-west directions, and is designated as a 4-lane Gateway Street, from E Street to I-805. A center left-turn lane is present between E Street and Bonita Glen Drive. A raised median with left-turn pockets is present east of Bonita Glen Drive. The curb-to-curb width is approximately 72 feet, and widens to approximately 100 feet at the I-805 southbound ramp intersection. The posted speed limit is 35 MPH. Class II bike lanes are present in along each side of Bonita Road within the Study Area. Bus Route 705 services the corridor, running between the E Street Transit Center to the west to Southwestern College to the east. Eastbound bus stops are located just east of the Flower Street/Bonita Road/E Street intersection and just east of the Bonita Glen Drive/Bonita Road intersection. One westbound bus stop is located within the study area, just west of the Bonita Glen Drive/Bonita Road intersection. Vista Drive – Vista Drive runs in north-south directions, and is a 2-lane local public roadway with no on- street parking. The posted speed limit is 35 MPH and roadway width varies between 25 and 30 feet. Sidewalks and bike facilities are not present on Vista Drive. Vista Drive is not designated as a Mobility Element roadway by the County of San Diego Pepper Tree Road – Pepper Tree Road runs in the east-west directions, and is a 2-lane local public roadway with no on-street parking. The posted speed limit is 25 MPH along with a posted speed limit of 15 MPH for the curve beginning at Jacaranda Drive eastbound for approximately 740 feet. Roadway width varies between 25 and 30 feet. Sidewalks and bike facilities are not present on Pepper Tree Road. Pepper Tree Road is not designated as a Mobility Element roadway by the County of San Diego. Study Intersections The following three (5) intersections were analyzed in the study: 1. East Flower Street/Bonita Road/E Street 2. Bonita Glen Drive/Bonita Road 3. Interstate 805 SB Ramps/Bonita Road 4. Interstate 805 NB Ramps/Bonita Road 5. Hilltop Drive/Pepper Tree Road Bonita Glen Traffic Impact Analysis Page 13 The existing roadway and intersection geometrics are displayed in Figure 3-1. 3.2 Existing Intersection and Roadway Volumes Figure 3-2 displays the existing ADT volumes for study area roadway segments and the AM/PM peak hour traffic volumes for study area intersections. The roadway segment and study area intersection traffic counts were conducted on Wednesday, February 22, 2017 and Wednesday, November 7, 2018 and are provided in Appendix A. 3.3 Existing Level of Service Analysis Existing Conditions LOS analyses were conducted using the methodologies described in Chapter 2. Roadway segment and intersection LOS results are presented separately within this section. Roadway Segment Analysis Table 3.1 displays the LOS analysis results for study segments under Existing Conditions, using the City of Chula Vista standards. Table 3.1 Roadway Segment Level of Service – Existing Conditions (City of Chula Vista) Roadway From To Classification Capacity Average Daily Traffic (ADT) Level of Service Bonita Glen Drive Bonita Road Adrienne Drive 2-Lane non-CE 7,5001 3,005 A Bonita Road E. Flower Street Bonita Glen Drive 4-Lane Gateway 43,2002 25,458 A Bonita Glen Drive I-805 SB Ramps 32,824 B I-805 SB Ramps I-805 NB Ramps 36,726 C Source: Chen Ryan Associates (2018) Notes: 1. Reflects 2-Lane Collector LOS C capacity threshold under City of Chula Vista standards. 2. Reflects 4-Lane Gateway LOS D capacity threshold under City of Chula Vista standards. As shown, all study segments currently operate at acceptable LOS C or better under Existing Conditions. Table 3.2 displays LOS analysis results for the Bonita Glen Drive segment under Existing Conditions, using the County of San Diego standards. Table 3.2 Roadway Segment Level of Service – Existing Conditions (County of San Diego) Roadway From To Classification Capacity (LOS D) Average Daily Traffic (ADT) Level of Service Bonita Glen Drive Bonita Road Adrienne Drive 2-Lane Minor Collector 7,000 3,005 C Vista Drive Adrienne Drive Ola Court Local Public Roadway 4,500 2,859 Under Capacity Pepper Tree Road Jacaranda Drive Vista Drive Local Public Roadway 4,500 2,538 Under Capacity Source: Chen Ryan Associates (2018) As show, all study segments currently operate at an acceptable LOS C or better under Existing Conditions. !!!! ! ³ê ³ê ³ê ³ê #$ Legend Legend I-805 SB Ramps & Bonita Road I-805 NB Ramps & Bonita RoadBonita Glen Drive & Bonita Road Hilltop Drive & Pepper Tree Road E. Flower Street & E Street/Bonita Road                                    5 4321 !!! ! ! E St Ad ri e n neDr B o n i t a G l e n D r Vi s t a D r H i l l t o p D r E. Fl o w e r S t Bonita Rd P e p p e r Tree Rd Ola Ct Vis t a Dr 3 5 1 2 4 I-805 NB I-805 SB Bonita Glen Transportation Impact Analysis Figure 3-1 Roadway and Intersection Geometrics - Existing Conditions Project Site Stop Sign *Names of North-South cross-streets always listed first N NOT TO SCALE #$ Study Intersection Signalized Intersection Lane Geometry !X  ³ê !!!! !                                Legend Legend I-805 SB Ramps & Bonita Road I-805 NB Ramps & Bonita RoadBonita Glen Drive & Bonita Road Hilltop Drive & Pepper Tree Road E. Flower Street & E Street/Bonita Road 0 / 0 3 / 5 4 / 4 2 / 1 4 / 1 0 / 4 5 / 2 9 / 22 6 / 1 3 2 / 20 7 / 1 1 12 / 1 3 12 / 21 16 / 16 85 / 9 7 26 / 2 9 30 / 69 40 / 72 46 / 57 18 / 1 0 43 / 49 95 / 86 67 / 4 4 50 / 7 0 88 / 143 76 / 119 10 2 / 8 8 14 0 / 9 4 11 9 / 2 0 7 15 2 / 1 5 8 220 / 282 26 0 / 2 5 3 838 / 971 275 / 255 705 / 743 327 / 383 659 / 884 652 / 897 623 / 881 45 6 / 6 0 3 507 / 458609 / 623 43 5 / 7 9 5 434 / 752 42 6 / 6 6 1 322 / 482 26 1 / 1 6 4 726 / 1266 0 / 0 15 2 / 1 5 8 5 4321 !!! ! ! 3 , 0 0 5 2,5 38 2 , 8 5 9 32,824 36,72625,458 E St Ad ri e n neDr B o n i t a G l e n D r Vi s t a D r H i l l t o p D r E. Fl o w e r S t Bonita Rd P e p p e r Tree R d Ola Ct Vis t a Dr 3 5 1 2 4 I-805 NB I-805 SB Bonita Glen Transportation Impact Analysis Figure 3-2 Traffic Volumes - Existing Conditions Study Intersection Peak Hour Volumes Turn Movements *Names of North-South cross-streets always listed first ! AM / PM  N NOT TO SCALE X XX,XXX Daily Traffic Volumes Project Site Bonita Glen Traffic Impact Analysis Page 16 Intersection Analysis Table 3.3 displays peak hour intersection LOS and average vehicle delay results for study area intersections under Existing Conditions. All study intersections are signalized unless otherwise noted. LOS calculation worksheets for Existing Conditions are provided in Appendix B. Table 3.3 Peak Hour Intersection Level of Service – Existing Conditions AM Peak Hour PM Peak Hour Intersection Avg. Delay (sec). LOS Avg. Delay (sec.) LOS 1. E. Flower Street / Bonita Road / E Street 18.8 B 13.9 B 2. Bonita Glen Drive / Bonita Road 14.7 B 17.6 B 3. I-805 SB Ramps / Bonita Road 15.7 B 26.5 C 4. I-805 NB Ramps / Bonita Road 22.6 C 23.5 C 5. Hilltop Drive / Pepper Tree Road1 14.3 B 11.6 B Source: Chen Ryan Associates (2018) Notes: 1. AWSC – All Ways Stop Control As shown, all study area intersections currently operate at an acceptable LOS C or better during both the AM and PM peak hours. Bonita Glen Traffic Impact Analysis Page 17 4.0 Project Traffic This chapter describes the Proposed Project, including land uses and estimated trip generation, trip distribution, and trip assignment. 4.1 Project Description The Bonita Glen Development project is located along the east side of Bonita Glen Drive, south of Bonita Road. The project proposes to develop 170 multi-family dwelling units (6 studio units, 122 1-bedroom units, and 42 2-bedroom units), with 217 parking spaces (100 covered parking spaces, 117 uncovered parking spaces) on approximately 5.3-acres. The main site access is proposed via a private road (Unnamed Cul-de- Sac Rd) at the terminus of Vista Drive (which will serve as the access for 10 4 of the units), with two smaller access points along Bonita Glen Road (which will serve as the access for the remaining 66 units).. Figure 4- 1 displays the proposed site plan. 4.2 Project Trip Generation, Distribution, and Assignment Project Trip Generation Trip generation rates for the Proposed Project were developed utilizing SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (2002). Table 4.1 displays daily, as well as AM and PM peak hour project trip generation. Table 4.1 Proposed Project Trip Generation Trip Rate Daily Trips AM Peak Hour PM Peak Hour Land Use Quantity % Trips % Trips Multi-Family Units (> 20 DU / acre) 170 DU 6/DU 1,020 8% 82 (16-in / 66-out) 9% 92 (64-in / 28-out) Source: SANDAG (Not So) Brief Guide (2002); Chen Ryan Associates (2018) As shown in the table above, the Proposed Project is anticipated to generate a total of 1,020 daily trips, including 82 (16-in / 66-out) AM peak hour trips and 92 (64-in / 28-out) PM peak hour trips. Project Trip Distribution Travel patterns for the proposed projected were developed by aggregating Global Positioning System (GPS) data for weekday activity (Monday through Thursday) for the months of March, April, September, and October of 2017. The anonymous GPA data was obtained from Streetlight Data, which uses algorithms to create trip distribution patterns of the GPS information. Streetlight Data provides GPS data based on a sample of receivers primarily from smart phone apps using the GPS tracking or from cars with GPS units. The data does not track a specific receiver throughout the course of the day. Instead, samples from multiple devices are pulled at different times and dates. This data is then aggregated to the time period and geographically selected, and trips are indexed to account for variability in travel and sample size over time. Figure 4-1 Proposed Project Site Plan Bonita Glen Transportation Impact Analysis PRO P ERTY LI N E IL YTREPORP EN P R O P E R T Y L I N E 1 10 20 30 40 50 58 68 78 79 88 98 108 118 128 138 148 158 168 178 188 198 208 217 RESIDENTIAL BUILDING 1 TYP . FO R B U I L D I N GS 1 A N D 2 RESIDENTIAL BUILDING 2 RESIDENTIAL BUILDING 3 RESIDENTIAL BUILDING 4 RESIDENTIAL BUILDING 5 RESIDENTIAL BUILDING 6 RESIDENTIAL BUILDING 7 POOL BUILDING TOT-LOT PER LANDSCAPE PLANS SHADED AREA REPRESENTS CREEK R.O.W. PER DUDEK REPORT, SEE CIVIL PLANS EAST DRIVE *ALL SETBACKS SHOWN ABOVE ARE PROPOSED, ALL ARE TO FACE OF BUILDING. WEST DRIVE NORTH DRIVE SOUTH DRIVE BONITA GLEN DR. VIS TA D R . TRASH TRASH TRASH TRASH POOLDECK SPA north TYP . F O R B U I L D I N GS 5 A N D 6 TY P. F O R B U I L D I N G S 3 A N D 4 Bonita Glen Traffic Impact Analysis Page 19 To develop a trip distribution pattern for the proposed project, an Origin / Destination analysis was conducted using the Streetlight GPS data discussed above. For the analysis the origin was set as the Bonita Point Apartment building, which located directly across the street from the proposed project on Bonita Glen Drive. This was seen as the ideal candidate for analysis since it is an identical us e as the proposed project and is located directly across the street. Destination points were located at the following five locations to understand the magnitude of traffic that heads in each specific direction: • E Street – West of Bonita Glen Drive • E Street – East of Bonita Glen Drive • G Street – West of Hilltop Drive • H Street – West of Hilltop Drive • H Street - East of Hilltop Drive • Hilltop Drive - South of H Street The magnitude of traffic (by percent of total) was measured between the origin point and the five destination points to determine the Proposed Project’s trip distribution pattern. Figure 4-2 displays the trip distribution patterns associated with the Proposed Project. Streetlight data worksheets are provided in Appendix C. Project Trip Assignment Daily and AM/PM peak hour project trips were assigned to the roadway network based on the Proposed Project trip distribution. Figure 4-3 displays the project trip assignment. Legend !! ! ! ! 25% 2 5 % 25% 25% 1 0 0 % 10% 2% 15% 8 % 75%25%50% 1 0 % 15%15% 1 0 % E St A d ri e n n e Dr B o n i t a G l e n D r E. Flo wer St Vista Dr H i l l t o p D r Bonita Rd P e p pe r T r e e Rd Ola Ct JacarandaDr Vista Dr 3 5 1 2 4 I-805 NBI-805 SB Bonita Glen Transportation Impact Analysis Figure 4-2 Project Trip Distribution Project Site Project Trip DistributionXX% Study Intersection!X N NOT TO SCALE Legend !!!! !              Legend Legend I-805 SB Ramps & Bonita Road I-805 NB Ramps & Bonita RoadBonita Glen Drive & Bonita Road Hilltop Drive & Pepper Tree Road E. Flower Street & E Street/Bonita Road 5 / 2 2 / 1 0 / 1 2 / 5 17 / 7 10 / 4 16 / 7 2 / 10 4 / 1 6 8 / 32 16 / 7 49 / 2 1 12 / 48 33 / 142 / 10 4 / 1 6 10 / 4 4 / 16 5 4321 !!! ! ! 1 , 0 2 0 102 765153 510 1 0 2 E St Ad ri e n neDr B o n i t a G l e n D r Vi s t a D r H i l l t o p D r E. Fl o w e r S t Bonita Rd P e p p e r Tree R d Ola Ct Vis t a Dr 3 5 1 2 4 I-805 NB I-805 SB Bonita Glen Transportation Impact Analysis Figure 4-3 Project Trip Assignment Study Intersection Peak Hour Volumes Turn Movements *Names of North-South cross-streets always listed first ! AM / PM  N NOT TO SCALE X XX,XXX Daily Traffic Volumes Project Site Bonita Glen Traffic Impact Analysis Page 22 5.0 Existing Plus Project Conditions This chapter provides an analysis of Existing Conditions with the addition of Proposed Project traffic. 5.1 Existing Plus Project Roadway Network & Traffic Volumes Roadway and intersection geometrics under Existing Plus Project Conditions were assumed to be identical to the Existing Conditions geometrics presented in Figure 3-1. Daily roadway and peak hour intersection volumes for Existing Plus Project Conditions are display ed in Figure 5-1. These volumes are reflective of the Existing Conditions traffic volumes presented in Figure 3-2, combined with the Project Trip Assignment volumes as displayed in Figure 4-3. 5.2 Existing Plus Project Level of Service Analysis Existing Plus Project Conditions LOS analyses were conducted using the methodologies described in Chapter 2. Roadway segment and intersection LOS results are presented separately within this section. Roadway Segment Analysis Table 5.1 displays the LOS analysis results for study segments under Existing Plus Project Conditions, using the City of Chula Vista standards. Table 5.1 Roadway Segment Level of Service – Existing + Project Conditions (City of Chula Vista) Existing + Project Existing Roadway From To Classification Capacity ADT LOS ADT LOS SI? Bonita Glen Drive Bonita Road Adrienne Drive 2-Lane non-CE 7,5001 4,025 A 3,005 A No Bonita Road E. Flower Street Bonita Glen Drive 4-Lane Gateway 43,2002 25,611 A 25,458 A No Bonita Glen Drive I-805 SB Ramps 33,589 B 32,824 B No I-805 SB Ramps I-805 NB Ramps 37,236 C 36,726 C No Source: Chen Ryan Associates (2018) Notes: 1. Reflects 2-Lane Collector LOS C capacity threshold. 2. Reflects 4-Lane Gateway LOS D capacity threshold. As shown, all study segments are projected to operate at acceptable LOS C or better under Existing Plus Project Conditions. Therefore, based on the significance criterial outlined in Section 2.4, the Proposed Project would not be associated with a significant project related impact. Table 5.2 displays LOS analysis results for the Bonita Glen Drive segment under Existing Plus Conditions, using the County of San Diego standards. !!!! !                                Legend Legend I-805 SB Ramps & Bonita Road I-805 NB Ramps & Bonita RoadBonita Glen Drive & Bonita Road Hilltop Drive & Pepper Tree Road E. Flower Street & E Street/Bonita Road 4 / 4 0 / 0 3 / 5 2 / 1 5 / 2 4 / 1 0 / 4 6 / 1 3 2 / 20 7 / 1 1 11 / 32 12 / 1 3 12 / 21 16 / 16 35 / 71 36 / 3 3 40 / 72 48 / 58 85 / 9 7 23 / 4 7 18 / 1 0 95 / 86 50 / 7 0 69 / 4 9 43 / 50 88 / 143 76 / 119 10 2 / 8 8 14 0 / 9 4 232 / 330 652 / 897 26 4 / 2 6 9 291 / 262 11 9 / 2 0 7 20 1 / 1 7 9 838 / 971 343 / 390 715 / 747 663 / 900 656 / 895 45 6 / 6 0 3 507 / 458 26 1 / 1 6 4 617 / 655 436 / 762 43 5 / 7 9 5 43 0 / 6 7 7 322 / 482 743 / 1273 0 / 0 5 4321 !!! ! ! 4 , 0 2 5 2,6 40 2 , 9 6 1 33,58925,611 37,236 E St Ad ri e n neDr B o n i t a G l e n D r Vi s t a D r H i l l t o p D r E. Fl o w e r S t Bonita Rd P e p p e r Tree R d Ola Ct Vis t a Dr 3 5 1 2 4 I-805 NB I-805 SB Bonita Glen Transportation Impact Analysis Figure 5-1 Traffic Volumes - Existing Plus Project Conditions Study Intersection Peak Hour Volumes Turn Movements *Names of North-South cross-streets always listed first ! AM / PM  N NOT TO SCALE X XX,XXX Daily Traffic Volumes Project Site Bonita Glen Traffic Impact Analysis Page 24 Table 5.2 Roadway Segment Level of Service – Existing + Project Conditions (County of San Diego) Existing + Project Existing Roadway From To Classification Capacity (LOS D) ADT LOS ADT LOS SI ? Bonita Glen Drive Bonita Road Adrienne Drive 2-Lane Minor Collector 7,000 4,025 C 3,005 C No Vista Drive Adrienne Drive Ola Court Local Public Roadway 4,500 2,961 Under Capacity 2,859 Under Capacity No Pepper Tree Road Jacaranda Drive Vista Drive Local Public Roadway 4,500 2,640 Under Capacity 2,538 Under Capacity No Source: Chen Ryan Associates (2018) As shown, all study segments are forecasted to operate at acceptable LOS C or better under Existing Plus Project Conditions. Therefore, based on the significance criterial outlined in Section 2.4, the Proposed Project would not be associated with a significant project related impact. Intersection Analysis Table 5.3 displays peak hour intersection LOS and average vehicle delay results for study area intersections under Existing Plus Project Conditions. All study intersections are signalized unless otherwise noted. LOS calculation worksheets for Existing Plus Project Conditions are provided in Appendix D. Table 5.3 Peak Hour Intersection Level of Service – Existing + Project Conditions AM Peak Hour PM Peak Hour Delay w/o Project (AM/PM) LOS w/o Project (AM/PM) Significant Impact? Intersection Avg. Delay (sec.) LOS Avg. Delay (sec.) LOS 1. E. Flower Street / Bonita Road / E Street 18.8 B 13.9 B 18.8 / 13.9 B / B No 2. Bonita Glen Drive / Bonita Road 16.7 B 19.7 B 14.7 / 17.6 B / B No 3. I-805 SB Ramps / Bonita Road 15.9 B 26.6 C 15.7 / 26.5 B / C No 4. I-805 NB Ramps / Bonita Road 23.1 C 23.9 c 22.6 / 23.5 C / C No 5. Hilltop Drive / Pepper Tree Road1 14.6 B 11.7 B 14.3 / 11.6 B / B No Source: Chen Ryan Associates (2018) Note: The project driveway is at the terminus of Vista Drive and has not conflicting roadway; therefore, it was not analyzed. 1. AWSC – All Ways Stop Control As shown, all study area intersections operate at an acceptable LOS C or better during the AM and PM peak hours under Existing Plus Project Conditions. Therefore, based on the significance criterial outlined in Section 2.4, the Proposed Project would not be associated with a significant project related impact. 5.3 Impact Significance and Mitigation As noted in the previous sections, no significant traffic related impacts were identified to be associated with the proposed project. Bonita Glen Traffic Impact Analysis Page 25 6.0 Year 2035 Conditions This chapter provides an analysis of Year 2035 Conditions, both with and without the Proposed Project. Scenarios analyzed in this chapter included the following: • Year 2035 Base Conditions • Year 2035 Base Plus Project Conditions 6.1 Year 2035 Base Roadway Network and Traffic Volumes Roadway and intersection geometrics under Year 2035 Base Conditions were assumed to be identical to the Existing Conditions geometrics presented in Figure 3-1. Daily roadway and peak hour intersection volumes for Year 2035 Base Conditions are displayed in Figure 6- 1. Year 2035 Base Condition traffic volumes were obtained from SANDAG Series 12 Year 2035 Regional Model. Year 2035 peak hour intersection turning movement volumes were developed by comparing Existing and Year 2035 ADTs, as well as peak hour approach and departure volumes, then applying the respective growth factors to the individual turning movements. 6.2 Year 2035 Base Conditions Level of Service Analysis Year 2035 Base Conditions LOS analyses were conducted using the methodologies described in Chapter 2. Roadway segment and intersection LOS results are presented separately within this section. Roadway Segment Analysis Table 6.1 displays the LOS analysis results for study roadway segments under Year 2035 Base Conditions, using the City of Chula Vista standards. Table 6.1 Roadway Segment Level of Service –Year 2035 Base Conditions (City of Chula Vista) Roadway From To Classification Capacity Average Daily Traffic (ADT) Level of Service Bonita Glen Drive Bonita Road Adrienne Drive 2-Lane non-CE 7,5001 5,000 A Bonita Road E. Flower Street Bonita Glen Drive 4-Lane Gateway 43,2002 36,600 C Bonita Glen Drive I-805 SB Ramps 38,800 D I-805 SB Ramps I-805 NB Ramps 47,300 E Source: SANDAG Series 12, Year 2035 Regional Model (2017); Chen Ryan Associates (2018) Notes: 1. Reflects 2-Lane Collector LOS C capacity threshold. 2. Reflects 4-Lane Gateway LOS D capacity threshold. As shown, all study segments are forecasted to operate at acceptable LOS D or better under Year 2035 Base Conditions, with the exception of the following roadway segment: • Bonita Road, between I-805 SB Ramps and I-805 NB Ramps – LOS E. !!!! !                                Legend Legend I-805 SB Ramps & Bonita Road I-805 NB Ramps & Bonita RoadBonita Glen Drive & Bonita Road Hilltop Drive & Pepper Tree Road E. Flower Street & E Street/Bonita Road 0 / 0 10 / 0 0 / 10 10 / 1 0 40 / 4 0 40 / 80 20 / 20 20 / 30 50 / 60 40 / 70 30 / 7 0 10 / 20 50 / 50 30 / 2 0 60 / 8 0 80 / 4 0 90 / 140 110 / 90 12 0 / 9 0 18 0 / 1 7 0 14 0 / 2 1 0 12 0 / 1 4 0 100 / 150 390 / 450 600 / 540 250 / 330 52 0 / 6 9 0 330 / 300 34 0 / 3 3 0 380 / 570 50 0 / 7 8 0 31 0 / 1 6 0 20 0 / 1 4 0 720 / 740 850 / 1140 830 / 1440770 / 1060 640 / 1140 56 0 / 1 0 2 0 630 / 1080 1210 / 14001160 / 1220 10 / 1 0 0 / 0 10 / 1 0 20 / 20 0 / 0 10 / 1 0 10 / 2 0 10 / 2 0 5 4321 !!! ! ! 5 , 0 0 0 3,0 00 3 , 3 0 0 38,80036,600 47,300 E St Ad ri e n neDr B o n i t a G l e n D r Vi s t a D r H i l l t o p D r E. Fl o w e r S t Bonita Rd P e p p e r Tree R d Ola Ct Vis t a Dr 3 5 1 2 4 I-805 NB I-805 SB Bonita Glen Transportation Impact Analysis Figure 6-1 Traffic Volumes - Future Year 2035 Base Conditions Study Intersection Peak Hour Volumes Turn Movements *Names of North-South cross-streets always listed first ! AM / PM  N NOT TO SCALE X XX,XXX Daily Traffic Volumes Project Site Bonita Glen Traffic Impact Analysis Page 27 Table 6.2 displays the LOS analysis results for the Bonita Glen Drive segment under Year 2035 Base Conditions, using the County of San Diego standards. Table 6.2 Roadway Segment Level of Service –Year 2035 Base Conditions (County of San Diego) Roadway From To Classification Capacity Average Daily Traffic (ADT) Level of Service Bonita Glen Drive Bonita Road Adrienne Drive 2-Lane Minor Collector 7,000 5,000 D Vista Drive Adrienne Drive Ola Court Local Public Roadway 4,500 3,300 Under Capacity Pepper Tree Road Jacaranda Drive Vista Drive Local Public Roadway 3,000 Under Capacity Source: SANDAG Series 12, Year 2035 Regional Model (2017); Chen Ryan Associates (2018) As shown, all study segments are forecasted to operate at acceptable LOS D or better under Year 2035 Base Conditions. Intersection Analysis Table 6.3 displays peak hour intersection LOS and average vehicle delay results for study area intersections under Year 2035 Base Conditions. All study intersections are signalized unless otherwise noted. LOS calculation worksheets for Year 2035 Base Conditions are provided in Appendix E. Table 6.3 Peak Hour Intersection Level of Service –Year 2035 Base Conditions AM Peak Hour PM Peak Hour Intersection Avg. Delay (sec). LOS Avg. Delay (sec.) LOS 1. E. Flower Street / Bonita Road / E Street 16.0 B 21.6 C 2. Bonita Glen Drive / Bonita Road 15.8 B 21.0 C 3. I-805 SB Ramps / Bonita Road 18.3 B 43.1 D 4. I-805 NB Ramps / Bonita Road 32.5 C 37.4 D 5. Hilltop Drive / Pepper Tree Road1 17.8 C 11.3 B Source: SANDAG Series 12, Year 2035 Regional Model (2017); Chen Ryan Associates (2018) Note: 1. AWSC – All Ways Stop Control As shown, all study area intersections are forecasted to operate at acceptable LOS D or better during the AM and PM peak hours under Year 2035 Base Conditions. 6.3 Year 2035 Base Plus Project Roadway Network & Traffic Volumes Roadway and intersection geometrics under Year 2035 Base Plus Project Conditions were assumed to be identical to the Existing Conditions geometrics presented in Figure 3-1. Daily roadway and peak hour intersection volumes for Year 2035 Base Plus Project Conditions are displayed in Figure 6-2. These volumes are reflective of the Year 2035 Base Conditions traffic volumes presented in Figure 6-1, combined with the Project Trip Assignment volumes as displayed in Figure 4-3. !!!! !                                Legend Legend I-805 SB Ramps & Bonita Road I-805 NB Ramps & Bonita RoadBonita Glen Drive & Bonita Road Hilltop Drive & Pepper Tree Road E. Flower Street & E Street/Bonita Road 0 / 0 10 / 0 0 / 10 10 / 1 0 40 / 80 50 / 4 4 20 / 20 22 / 40 52 / 61 45 / 72 30 / 7 0 10 / 20 50 / 51 30 / 2 0 60 / 8 0 82 / 4 5 90 / 140 110 / 90 12 0 / 9 0 406 / 457 14 0 / 2 1 0 12 0 / 1 4 0 100 / 150 22 9 / 1 9 1 262 / 378 600 / 540 34 4 / 3 4 6 346 / 307 52 0 / 6 9 0 20 0 / 1 4 0 50 4 / 7 9 6 380 / 570 31 0 / 1 6 0 728 / 772 854 / 1156 847 / 1447770 / 1060 673 / 1154 56 0 / 1 0 2 0 632 / 1090 1210 / 14001170 / 1224 10 / 1 0 0 / 0 10 / 1 0 20 / 20 0 / 0 10 / 1 0 10 / 2 0 10 / 2 0 5 4321 !!! ! ! 6 , 0 2 0 3,1 00 3 , 4 0 0 39,57036,750 47,810 E St Ad ri e n neDr B o n i t a G l e n D r Vi s t a D r H i l l t o p D r E. Fl o w e r S t Bonita Rd P e p p e r Tree R d Ola Ct Vis t a Dr 3 5 1 2 4 I-805 NB I-805 SB Bonita Glen Transportation Impact Analysis Figure 6-2 Traffic Volumes - Future Year 2035 Base Plus Project Conditions Study Intersection Peak Hour Volumes Turn Movements *Names of North-South cross-streets always listed first ! AM / PM  N NOT TO SCALE X XX,XXX Daily Traffic Volumes Project Site Bonita Glen Traffic Impact Analysis Page 29 6.4 Year 2035 Base Plus Project Level of Service Analysis Year 2035 Base Plus Project Conditions LOS analyses were conducted using the methodologies described in Chapter 2. Roadway segment and intersection LOS results are presented separately within this section. Roadway Segment Analysis Table 6.4 displays the LOS analysis results for study roadway segments under Year 2035 Base Plus Project Conditions, using the City of Chula Vista standards. Table 6.4 Roadway Segment Level of Service – Year 2035 Base + Project Conditions (City of Chula Vista) Year 2035 Base + Project Year 2035 Base Roadway From To Classification Capacity ADT LOS ADT LOS SI? Bonita Glen Drive Bonita Road Adrienne Drive 2-Lane non-CE 7,5001 6,020 B 5,000 A No Bonita Road E. Flower Street Bonita Glen Drive 4-Lane Gateway 43,2002 36,750 C 36,600 C No Bonita Glen Drive I-805 SB Ramps 39,570 D 38,800 D No I-805 SB Ramps I-805 NB Ramps 47,810 E 47,300 E No Source: Chen Ryan Associates (2018) Notes: 1. Reflects 2-Lane Collector LOS C capacity threshold. 2. Reflects 4-Lane Gateway LOS D capacity threshold. As shown, all study segments are forecasted to operate at an acceptable LOS D or better under Year 2035 Base Plus Project Conditions, with the exception of the following roadway segment: • Bonita Road, between I-805 SB Ramps and I-805 NB Ramps – LOS E. However, based on the significance criterial outlined in Section 2.4, the Proposed Project would not be associated with a significant project related impact because the intersections on both ends of the roadway segment operate at LOS D or better, as seen in Table 6.6. Table 6.5 displays LOS analysis results for the Bonita Glen Drive segment under Year 2035 Base Plus Project Conditions, using the County of San Diego standards. Table 6.5 Roadway Segment Level of Service – Year 2035 Base + Project Conditions (County of San Diego) Year 2035 Base + Project Year 2035 Base Roadway From To Classification Capacity (LOS D) ADT LOS ADT LOS SI? Bonita Glen Drive Bonita Road Adrienne Drive 2-Lane Minor Collector 7,000 6,020 D 5,000 D No Vista Drive Adrienne Drive Ola Court Local Public Roadway 4,500 3,400 Under Capacity 3,300 Under Capacity No Pepper Tree Road Jacaranda Drive Vista Drive Local Public Roadway 4,500 3,100 Under Capacity 3,000 Under Capacity No Bonita Glen Traffic Impact Analysis Page 30 As shown, all study area intersections operate at an acceptable LOS D or better during the AM and PM peak hours under Year 2035 Base Plus Project Conditions. Therefore, based on the significance criterial outlined in Section 2.4, the Proposed Project would not be associated with a significant project related impact. Intersection Analysis Table 6.6 displays peak hour intersection LOS and average vehicle delay results for study area intersections under Year 2035 Base Plus Project Conditions. All study intersections are signalized unless otherwise noted. LOS calculation worksheets for Year 2035 Base Plus Project Conditions are provided in Appendix F. Table 6.6 Peak Hour Intersection Level of Service – Year 2035 Base + Project Conditions AM Peak Hour PM Peak Hour Delay w/o Project (AM/PM) LOS w/o Project (AM/PM) Significant Impact? Intersection Avg. Delay (sec.) LOS Avg. Delay (sec.) LOS 1. E. Flower Street / Bonita Road / E Street 16.0 B 21.7 C 16.0 / 21.6 B / C No 2. Bonita Glen Drive / Bonita Road 17.8 B 25.0 C 15.8 / 21.0 B / C No 3. I-805 SB Ramps / Bonita Road 18.6 B 43.2 D 18.3 / 43.1 B / D No 4. I-805 NB Ramps / Bonita Road 34.2 C 38.3 D 32.5 / 37.4 C / D No 5. Hilltop Drive / Pepper Tree Road1 18.2 C 11.5 B 17.8 / 11.3 C / B No Source: Chen Ryan Associates (2018) Note: The project driveway is at the terminus of Vista Drive and has not conflicting roadway; therefore, it was not analyzed. 1. AWSC – All Ways Stop Control As shown, all study area intersections are forecasted to operate at an acceptable LOS D or better during the AM and PM peak hours under Year 2035 Base Plus Project Conditions. Therefore, based on the significance criterial outlined in Section 2.4, the Proposed Project would not be associated with a significant project related impact. 6.5 Impact Significance and Mitigation As noted in the previous sections, no significant traffic related impacts were identified to be associated with the proposed project. Bonita Glen Traffic Impact Analysis Page 31 7.0 Summary of Findings This chapter provides a summary of the key findings, including the LOS results and recommended mitigation measures for each scenario analyzed. The Proposed Project site access is also summarized. 7.1 Level of Service Analysis Summary Roadway Segment Analyses Table 7.1 summarizes the roadway segment LOS results for each of the four scenarios analyzed, using the City of Chula Vista standards. Table 7.1 Roadway Segment Level of Service Summary (City of Chula Vista) Roadway From To Existing Existing + Project Year 2035 Base Year 2035 Base + Project Bonita Glen Drive Bonita Road Adrienne Drive A A A B Bonita Road E. Flower Street Bonita Glen Drive A A C C Bonita Glen Drive I-805 SB Ramps B B D D I-805 SB Ramps I-805 NB Ramps C C E E Source: SANDAG Series 12, Year 2035 Regional Model (2017); Chen Ryan Associates (2018) Notes: 1. Reflects 2-Lane Collector LOS C capacity threshold. 2. Reflects 4-Lane Gateway LOS D capacity threshold. The following points summarizes the roadway segment level of service analyses results: • Under Existing and Existing Plus Project Conditions, all study segments operate at acceptable LOS C or better. The addition of Proposed Project traffic would not result in a significant impact to any study segment. • Under Year 2035 Base and Year 2035 Base Plus Project Conditions, all study segments are forecasted to operate at acceptable LOS D or better, with the exception of the following roadway segment: - Bonita Road, between I-805 SB Ramps and I-805 NB Ramps. However, the addition of Proposed Project traffic would not result in a significant impact to any study segment. Bonita Glen Traffic Impact Analysis Page 32 Table 7.2 summarizes the Bonita Glen Drive roadway segment LOS results for each of the four scenarios analyzed, using the County of San Diego standards. Table 7.2 Roadway Segment Level of Service Summary (County of San Diego) Roadway From To Existing Existing + Project Year 2035 Base Year 2035 Base + Project Bonita Glen Drive Bonita Road Adrienne Drive C C D D Vista Drive Adrienne Drive Ola Court Under Capacity Under Capacity Under Capacity Under Capacity Pepper Tree Road Jacaranda Drive Vista Drive Under Capacity Under Capacity Under Capacity Under Capacity Source: SANDAG Series 12, Year 2035 Regional Model (2017); Chen Ryan Associates (2018) As shown, all study segments are projected to operate at an acceptable LOS D or better under all scenarios when analyzed using the County of San Diego standards. The addition of Proposed Project traffic would not result in a significant impact. Intersection Analyses Table 7.3 summarizes the intersection LOS results for each of the four scenarios analyzed. Table 7.3 Peak Hour Intersection Level of Service Summary Existing Existing + Project Year 2035 Base Year 2035 Base + Project Intersection AM PM AM PM AM PM AM PM 1. E. Flower Street / Bonita Road / E Street B B B B B C B C 2. Bonita Glen Drive / Bonita Road B B B B B C B C 3. I-805 SB Ramps / Bonita Road B C B C B D B D 4. I-805 NB Ramps / Bonita Road C C C C C D C D 5. Hilltop Drive / Pepper Tree Road1 B B B B C B C B Source: SANDAG Series 12, Year 2035 Regional Model (2017); Chen Ryan Associates (2018) Note: 1. AWSC – All Ways Stop Control The following points summarize the intersection analyses results: • Under Existing and Existing Plus Project Conditions, all study intersections operate at acceptable LOS C or better. The addition of Proposed Project traffic would not result in a significant impact to any study intersection. • Under Year 2035 Base and Year 2035 Base Plus Project Conditions, all study intersections are forecasted to operate at acceptable LOS D or better. The addition of Proposed Project traffic would not result in a significant impact to any study intersection. Bonita Glen Traffic Impact Analysis Page 33 7.2 Impact and Mitigation Measure Summary The Proposed Project was not identified to be associated with any traffic related significant impacts; therefore, no mitigation is recommended. 7.3 Site Access The Proposed Project is located on the east side of Bonita Glen Road, just south of Bonita Road and west of Vista Drive. Based on review of the project site plan and field conditions, the following comments regarding site access are offered: • The main site access is proposed via a private road at the terminus of Vista Drive, with two smaller access points along Bonita Glen Road. • The Proposed Project Applicant should ensure acceptable sight distance is provided to all potential driveway locations along Vista Road and Bonita Glen Road. • The project driveways should be designed consistent with City of Chula Vista standards and should have sufficient storage for traffic exiting the Proposed Project. Bonita Glen Traffic Impact Analysis Appendix A Traffic Counts Day:City:Chula Vista Date:Project #:CA17_4050_002 NB SB EB WB 00 11,406 14,052 AM Period NB SB   EB   WB NB   SB   EB   WB 0:00     13   25 38   181   250 431 0:15     11   34 45   169   217 386 0:30     16   30 46   180   225 405 0:45 20 60 17 106 37 166 188 718 247 939 435 1657 1:00     10   24 34   156   229 385 1:15     11   20 31   172   202 374 1:30     6   13 19   173   173 346 1:45 8 35 18 75 26 110 193 694 232 836 425 1530 2:00     7   12 19   188   207 395 2:15     6   17 23   169   203 372 2:30     13   7 20   195   213 408 2:45 6 32 9 45 15 77 245 797 254 877 499 1674 3:00     7   10 17   224   257 481 3:15     5   8 13   244   266 510 3:30     6   19 25   238   272 510 3:45 8 26 15 52 23 78 262 968 264 1059 526 2027 4:00     4   15 19   217   248 465 4:15     11   25 36   216   243 459 4:30     9   41 50   237   262 499 4:45 18 42 51 132 69 174 252 922 261 1014 513 1936 5:00     18   68 86   214   235 449 5:15     22   93 115   236   263 499 5:30     24   111 135   198   252 450 5:45 49 113 117 389 166 502 224 872 197 947 421 1819 6:00     61   156 217   213   244 457 6:15     71   153 224   223   257 480 6:30     84   179 263   162   207 369 6:45 110 326 156 644 266 970 184 782 186 894 370 1676 7:00     128   139 267   131   183 314 7:15     163   175 338   137   169 306 7:30     164   206 370   129   176 305 7:45 168 623 224 744 392 1367 110 507 147 675 257 1182 8:00     154   198 352   120   136 256 8:15     167   229 396   116   126 242 8:30     190   218 408   104   141 245 8:45 161 672 201 846 362 1518 113 453 119 522 232 975 9:00     190   208 398   90   102 192 9:15     158   186 344   104   98 202 9:30     167   200 367   97   92 189 9:45 171 686 205 799 376 1485 65 356 88 380 153 736 10:00     184   201 385   71   80 151 10:15     153   182 335   71   64 135 10:30     168   224 392   47   63 110 10:45 173 678 197 804 370 1482 51 240 60 267 111 507 11:00     168   200 368   36   51 87 11:15     178   222 400   46   46 92 11:30     157   195 352   30   40 70 11:45 162 665 214 831 376 1496 27 139 38 175 65 314 TOTALS 3958 5467 9425 7448 8585 16033 SPLIT %42.0% 58.0%37.0%46.5% 53.5%63.0% NB SB EB WB 00 11,406 14,052 AM Peak Hour 8:15 11:45 11:45 15:00 15:00 15:00 AM Pk Volume 708 906 1598 968 1059 2027 Pk Hr Factor 0.932 0.906 0.927 0.924 0.973 0.963 7 ‐ 9 Volume 001295 1590 2885 001794 1961 3755 7 ‐ 9 Peak Hour 7:45 7:45 7:45 16:30 16:30 16:30 7 ‐ 9 Pk Volume 0  0 679  869 1548 0  0 939  1021 1960  Pk Hr Factor 0.000 0.000 0.893 0.949 0.949 0.000 0.000 0.932 0.971 0.955 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 TOTAL 23:45 TOTALS Total 25,458 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Bonita Rd Bet. Flower Rd & Bonita Glen Dr 21:30 21:45 22:00 Total 25,458 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Wednesday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 2/22/2017 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Chula Vista Date:Project #:CA17_4050_003 NB SB EB WB 00 17,378 15,446 AM Period NB SB   EB   WB NB   SB   EB   WB 0:00     29   19 48   298   216 514 0:15     41   26 67   297   214 511 0:30     41   27 68   283   263 546 0:45 20 131 26 98 46 229 302 1180 242 935 544 2115 1:00     22   16 38   292   212 504 1:15     20   16 36   278   232 510 1:30     11   14 25   268   230 498 1:45 18 71 10 56 28 127 332 1170 249 923 581 2093 2:00     15   11 26   265   238 503 2:15     15   12 27   282   252 534 2:30     11   13 24   293   254 547 2:45 14 55 8 44 22 99 340 1180 305 1049 645 2229 3:00     15   11 26   310   308 618 3:15     6   10 16   356   314 670 3:30     13   7 20   363   327 690 3:45 17 51 9 37 26 88 371 1400 342 1291 713 2691 4:00     10   10 20   290   303 593 4:15     25   13 38   257   323 580 4:30     34   8 42   312   328 640 4:45 46 115 24 55 70 170 301 1160 337 1291 638 2451 5:00     71   34 105   258   286 544 5:15     90   42 132   276   333 609 5:30     108   31 139   299   319 618 5:45 111 380 66 173 177 553 237 1070 281 1219 518 2289 6:00     145   69 214   325   292 617 6:15     142   87 229   349   271 620 6:30     174   114 288   308   224 532 6:45 195 656 142 412 337 1068 297 1279 238 1025 535 2304 7:00     198   166 364   277   186 463 7:15     211   213 424   270   194 464 7:30     220   236 456   254   180 434 7:45 229 858 283 898 512 1756 219 1020 153 713 372 1733 8:00     220   231 451   181   163 344 8:15     194   279 473   188   169 357 8:30     250   236 486   169   160 329 8:45 226 890 251 997 477 1887 163 701 157 649 320 1350 9:00     239   223 462   131   154 285 9:15     238   185 423   117   137 254 9:30     237   214 451   130   124 254 9:45 246 960 193 815 439 1775 110 488 98 513 208 1001 10:00     245   222 467   97   101 198 10:15     238   188 426   97   110 207 10:30     267   211 478   85   77 162 10:45 252 1002 211 832 463 1834 64 343 75 363 139 706 11:00     248   206 454   63   49 112 11:15     254   218 472   59   62 121 11:30     247   217 464   54   41 95 11:45 248 997 233 874 481 1871 45 221 32 184 77 405 TOTALS 6166 5291 11457 11212 10155 21367 SPLIT %53.8% 46.2%34.9%52.5% 47.5%65.1% NB SB EB WB 00 17,378 15,446 AM Peak Hour 11:45 7:30 11:45 15:00 15:45 15:00 AM Pk Volume 1126 1029 2052 1400 1296 2691 Pk Hr Factor 0.945 0.909 0.940 0.943 0.947 0.944 7 ‐ 9 Volume 001748 1895 3643 002230 2510 4740 7 ‐ 9 Peak Hour 7:45 7:30 7:45 16:00 16:00 16:00 7 ‐ 9 Pk Volume 0  0 893  1029 1922 0  0 1160  1291 2451  Pk Hr Factor 0.000 0.000 0.893 0.909 0.938 0.000 0.000 0.929 0.958 0.957 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 TOTAL 23:45 TOTALS Total 32,824 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Bonita Rd Bet. Bonita Glen Dr & I‐805 SB Ramps 21:30 21:45 22:00 Total 32,824 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Wednesday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 2/22/2017 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Chula Vista Date:Project #:CA17_4050_004 NB SB EB WB 00 17,960 18,766 AM Period NB SB   EB   WB NB   SB   EB   WB 0:00     24   19 43   260   303 563 0:15     27   33 60   265   322 587 0:30     22   25 47   260   324 584 0:45 12 85 18 95 30 180 301 1086 333 1282 634 2368 1:00     8   31 39   294   321 615 1:15     11   8 19   287   310 597 1:30     14   8 22   289   391 680 1:45 13 46 7 54 20 100 277 1147 311 1333 588 2480 2:00     13   9 22   276   392 668 2:15     13   6 19   324   329 653 2:30     15   5 20   307   361 668 2:45 20 61 12 32 32 93 338 1245 333 1415 671 2660 3:00     10   4 14   293   366 659 3:15     13   5 18   393   341 734 3:30     12   11 23   365   327 692 3:45 20 55 22 42 42 97 334 1385 317 1351 651 2736 4:00     14   21 35   361   269 630 4:15     40   17 57   356   266 622 4:30     43   37 80   417   296 713 4:45 41 138 53 128 94 266 448 1582 275 1106 723 2688 5:00     66   76 142   384   278 662 5:15     91   87 178   401   290 691 5:30     101   86 187   437   260 697 5:45 119 377 115 364 234 741 394 1616 261 1089 655 2705 6:00     138   141 279   343   333 676 6:15     146   165 311   342   350 692 6:30     156   152 308   310   333 643 6:45 189 629 156 614 345 1243 257 1252 301 1317 558 2569 7:00     180   138 318   236   264 500 7:15     238   193 431   214   267 481 7:30     232   204 436   200   243 443 7:45 277 927 232 767 509 1694 173 823 252 1026 425 1849 8:00     252   211 463   158   222 380 8:15     259   280 539   189   237 426 8:30     270   212 482   170   249 419 8:45 264 1045 229 932 493 1977 130 647 204 912 334 1559 9:00     209   305 514   130   257 387 9:15     247   247 494   152   178 330 9:30     241   286 527   107   180 287 9:45 209 906 269 1107 478 2013 110 499 134 749 244 1248 10:00     190   302 492   107   132 239 10:15     228   269 497   83   125 208 10:30     237   300 537   88   101 189 10:45 260 915 264 1135 524 2050 62 340 67 425 129 765 11:00     216   288 504   60   51 111 11:15     255   323 578   52   64 116 11:30     228   329 557   45   51 96 11:45 262 961 348 1288 610 2249 36 193 37 203 73 396 TOTALS 6145 6558 12703 11815 12208 24023 SPLIT %48.4% 51.6%34.6%49.2% 50.8%65.4% NB SB EB WB 00 17,960 18,766 AM Peak Hour 7:45 11:15 11:45 16:45 13:30 16:30 AM Pk Volume 1058 1303 2344 1670 1423 2789 Pk Hr Factor 0.955 0.936 0.961 0.932 0.908 0.964 7 ‐ 9 Volume 001972 1699 3671 003198 2195 5393 7 ‐ 9 Peak Hour 7:45 7:45 7:45 16:45 16:30 16:30 7 ‐ 9 Pk Volume 0  0 1058  935 1993 0  0 1670  1139 2789  Pk Hr Factor 0.000 0.000 0.955 0.835 0.924 0.000 0.000 0.932 0.962 0.964 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 TOTAL 23:45 TOTALS Total 36,726 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Bonita Rd Bet. I‐805 SB Ramps & I‐805 NB Ramps 21:30 21:45 22:00 Total 36,726 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Wednesday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 2/22/2017 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Chula Vista Date:Project #:CA17_4050_006 NB SB EB WB 1,487 1,518 00 AM Period NB SB   EB   WB NB   SB   EB   WB 0:00 3   2     5 19 16     35 0:15 4   2     6 12 11     23 0:30 1   1     2 17 17     34 0:45 1916 215 15631761 32124 1:00 0   0     0 17 25     42 1:15 1   1     2 25 26     51 1:30 2   0     2 26 23     49 1:45 0312 15 22902397 45187 2:00 0   0     0 18 15     33 2:15 0   0     0 28 22     50 2:30 2   1     3 25 28     53 2:45 0212 14 301013499 64200 3:00 1   1     2 32 31     63 3:15 0   0     0 34 33     67 3:30 0   0     0 44 30     74 3:45 2301 24 3714721115 58262 4:00 0   1     1 53 40     93 4:15 1   4     5 48 20     68 4:30 1   4     5 25 36     61 4:45 2 4 5 14 7 18 37 163 31 127 68 290 5:00 2   4     6 35 32     67 5:15 4 6    10 49 24    73 5:30 2   7     9 46 31     77 5:45 2 10 14 31 16 41 40 170 19 106 59 276 6:00 7   22     29 35 19     54 6:15 3   18     21 28 21     49 6:30 9   30     39 21 22     43 6:45 16 35 30 100 46 135 28 112 16 78 44 190 7:00 17 33    50 21 14    35 7:15 26 48    74 24 13    37 7:30 16 38    54 10 10    20 7:45 27 86 34 153 61 239 19 74 14 51 33 125 8:00 24 34    58 11 15    26 8:15 21 18    39 16 13    29 8:30 18 32    50 13 10    23 8:45 12 75 16 100 28 175 17 57 7 45 24 102 9:00 16   21     37 14 9     23 9:15 10 26    36 18 11    29 9:30 19   29     48 8 11     19 9:45 11 56 22 98 33 154 12 52 9 40 21 92 10:00 15   15     30 10 8     18 10:15 13   28     41 10 7     17 10:30 12   17     29 5 3     8 10:45 21 61 19 79 40 140 5 30 6 24 11 54 11:00 13   18     31 2 3     5 11:15 12   12     24 4 1     5 11:30 19   19     38 2 5     7 11:45 26 70 26 75 52 145 6 14 5 14 11 28 TOTALS 414 661 1075 1073 857 1930 SPLIT %38.5% 61.5%35.8%55.6% 44.4%64.2% NB SB EB WB 1,487 1,518 00 AM Peak Hour 7:15 7:15 7:15 15:30 14:45 15:30 AM Pk Volume 93 154 247 182 128 293 Pk Hr Factor 0.861 0.802 0.834 0.858 0.941 0.788 7 ‐ 9 Volume 161 253 00414 333 233 00566 7 ‐ 9 Peak Hour 7:15 7:15 7:15 17:00 16:00 16:00 7 ‐ 9 Pk Volume 93  154 0  0 247 170  127 0  0 290  Pk Hr Factor 0.861 0.802 0.000 0.000 0.834 0.867 0.794 0.000 0.000 0.780 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 2/22/2017 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Wednesday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Bonita Glen Dr Bet. Bonita Rd & Adrienne Dr 21:30 21:45 22:00 Total 3,005 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 3,005 DAILY TOTALS 21:00 21:15 20:30 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 Day:City:Bonita Date:Project #:CA18_4422_001 NB SB EB WB 1,442 1,417 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 3 4 7 17 14 31 00:15 0 3 3 10 14 24 00:30 2 2 4 16 10 26 00:45 2 7 1 10 3 17 14 57 27 65 41 122 01:00 3 4 7 13 18 31 01:15 0 1 1 21 18 39 01:30 2 3 5 22 22 44 01:45 1 6 0 8 1 14 23 79 22 80 45 159 02:00 0 0 0 17 17 34 02:15 1 2 3 19 28 47 02:30 0 0 0 22 30 52 02:45 1 2 0 2 1 4 44 102 38 113 82 215 03:00 0 1 1 29 34 63 03:15 0 0 0 32 27 59 03:30 2 1 3 28 37 65 03:45 0 2 0 2 0 4 31 120 38 136 69 256 04:00 3 1 4 23 33 56 04:15 1 0 1 26 36 62 04:30 8 2 10 21 41 62 04:45 5 17 0 3 5 20 30 100 26 136 56 236 05:00 6 2 8 26 30 56 05:15 6 1 7 25 48 73 05:30 15 3 18 30 33 63 05:45 16 43 5 11 21 54 27 108 24 135 51 243 06:00 18 6 24 29 33 62 06:15 19 9 28 19 32 51 06:30 35 10 45 8 21 29 06:45 31 103 15 40 46 143 13 69 24 110 37 179 07:00 29 21 50 15 24 39 07:15 37 18 55 13 18 31 07:30 23 21 44 14 21 35 07:45 28 117 25 85 53 202 6 48 19 82 25 130 08:00 33 19 52 9 25 34 08:15 31 15 46 10 13 23 08:30 23 12 35 5 21 26 08:45 37 124 18 64 55 188 11 35 8 67 19 102 09:00 18 14 32 12 14 26 09:15 15 7 22 12 7 19 09:30 23 18 41 5 13 18 09:45 18 74 15 54 33 128 6 35 11 45 17 80 10:00 20 19 39 3 9 12 10:15 22 12 34 4 7 11 10:30 16 12 28 0 9 9 10:45 23 81 16 59 39 140 2 9 7 32 9 41 11:00 20 7 27 2 5 7 11:15 20 12 32 7 7 14 11:30 20 21 41 5 4 9 11:45 26 86 18 58 44 144 4 18 4 20 8 38 TOTALS 662 396 1058 780 1021 1801 SPLIT %62.6%37.4%37.0%43.3%56.7%63.0% NB SB EB WB 1,442 1,417 0 0 AM Peak Hour 06:30 07:00 07:15 14:45 15:45 14:45 AM Pk Volume 132 85 204 133 148 269 Pk Hr Factor 0.892 0.850 0.927 0.756 0.902 0.820 7 - 9 Volume 241 149 0 0 390 208 271 0 0 479 7 - 9 Peak Hour 08:00 07:00 07:15 16:45 16:30 16:45 7 - 9 Pk Volume 124 85 0 0 204 111 145 0 0 248 Pk Hr Factor 0.838 0.850 0.000 0.000 0.927 0.925 0.755 0.000 0.000 0.849 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 11/7/2018 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Wednesday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Vista Dr Bet. Adrienne Dr & Ola Ct 21:30 21:45 22:00 Total 2,859 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 2,859 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Bonita Date:Project #:CA18_4422_002 NB SB EB WB 0 0 1,299 1,239 AM Period NB SB EB WB NB SB EB WB 00:00 3 3 6 14 16 30 00:15 0 2 2 11 11 22 00:30 1 1 2 11 12 23 00:45 1 5 1 7 2 12 8 44 26 65 34 109 01:00 2 3 5 14 18 32 01:15 0 1 1 20 12 32 01:30 1 1 2 19 17 36 01:45 1 4 0 5 1 9 19 72 21 68 40 140 02:00 0 0 0 21 17 38 02:15 1 2 3 18 24 42 02:30 0 2 2 21 29 50 02:45 2 3 0 4 2 7 33 93 31 101 64 194 03:00 0 1 1 28 26 54 03:15 1 0 1 34 22 56 03:30 1 1 2 24 32 56 03:45 0 2 0 2 0 4 27 113 30 110 57 223 04:00 3 1 4 26 29 55 04:15 0 0 0 26 24 50 04:30 8 1 9 19 40 59 04:45 5 16 2 4 7 20 27 98 25 118 52 216 05:00 4 2 6 27 30 57 05:15 5 3 8 27 38 65 05:30 13 2 15 25 24 49 05:45 13 35 6 13 19 48 31 110 23 115 54 225 06:00 15 4 19 31 34 65 06:15 16 12 28 16 29 45 06:30 30 9 39 12 18 30 06:45 22 83 12 37 34 120 14 73 21 102 35 175 07:00 29 23 52 15 17 32 07:15 32 15 47 13 19 32 07:30 23 19 42 9 15 24 07:45 30 114 29 86 59 200 4 41 20 71 24 112 08:00 31 16 47 7 20 27 08:15 21 11 32 9 13 22 08:30 18 9 27 4 15 19 08:45 27 97 14 50 41 147 11 31 3 51 14 82 09:00 17 17 34 13 15 28 09:15 17 5 22 7 4 11 09:30 20 14 34 6 10 16 09:45 15 69 14 50 29 119 8 34 9 38 17 72 10:00 17 14 31 2 8 10 10:15 17 11 28 3 6 9 10:30 13 10 23 0 5 5 10:45 22 69 16 51 38 120 0 5 6 25 6 30 11:00 20 9 29 2 2 4 11:15 18 8 26 5 7 12 11:30 12 19 31 5 2 7 11:45 24 74 14 50 38 124 2 14 5 16 7 30 TOTALS 571 359 930 728 880 1608 SPLIT %61.4%38.6%36.6%45.3%54.7%63.4% NB SB EB WB 0 0 1,299 1,239 AM Peak Hour 07:15 07:00 07:00 14:45 16:30 16:30 AM Pk Volume 116 86 200 119 133 233 Pk Hr Factor 0.906 0.741 0.847 0.875 0.831 0.896 7 - 9 Volume 0 0 211 136 347 0 0 208 233 441 7 - 9 Peak Hour 07:15 07:00 07:00 17:00 16:30 16:30 7 - 9 Pk Volume 0 0 116 86 200 0 0 110 133 233 Pk Hr Factor 0.000 0.000 0.906 0.741 0.847 0.000 0.000 0.887 0.831 0.896 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 11/7/2018 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Wednesday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Pepper Tree Rd Bet. Jacaranda Dr & Vista Dr 21:30 21:45 22:00 Total 2,538 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 2,538 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 ITM Peak Hour Summary Prepared by: National Data & Surveying Services Lanes 011 City: AM 18 4 140 AM NOON 000 NOON PM 10194 PM AM NOON PM AM NOON PM Lanes 76 0 119 0 705 0 743 2 1 2020 87 0 143 1 2 434 0 752 0 004 Lanes AM NOON PM AM NOON PM AM 0385AM NOON 000NOON PM 0597PM 10.50.5Lanes AM AM NOON NOON PM PM AM NOON PM AM NOON PM 723 0 753 868 0 1005 436 0 776 659 0 943 AM NOON PM AM NOON PM AM AM NOON NOON PM PM Date: 659 0 745 AM Peak Hour Summary Southbound Approach Project #:2/22/2017 Bonita Rd/E St 430 PM 723 0 753 Fl o w e r S t AM Peak Hour Wednesday We s t b o u n d A p p r o a c h Chula VistaDay: Ea s t b o u n d A p p r o a c h Flower St and Bonita Rd/E St , Chula Vista PM Peak Hour 943 81 0 144 Signalized CONTROL Count Periods AM Start 4:00 PM 17-4049-001 NOON Peak Hour NOON PM 7:00 AM NONE 9:00 AM NONE 243 0 6:00 PM 81 0 Total Volume Per Leg 0 West Leg 1948 End Total Ins & Outs North Leg 91 0 148 Northbound Approach South Leg East Leg 88 00 144105 West Leg South Leg 15291159 0 East Leg North Leg 249 1527 179 0 250102 162 148 91 0 ITM Peak Hour Summary Prepared by: National Data & Surveying Services Lanes 0.3 0.3 0.3 City: AM 23750 AM NOON 000 NOON PM 47 11 69 PM AM NOON PM AM NOON PM Lanes 40 0 72 0 838 0 971 2 1 12 0 21 165 0 243 1 2 652 0 897 0 9022 Lanes AM NOON PM AM NOON PM AM 26 6 152 AM NOON 000NOON PM 29 13 158 PM 0.5 0.5 1 Lanes AM AM NOON NOON PM PM AM NOON PM AM NOON PM 887 0 1047 1043 0 1286 673 0 940 854 0 1124 AM NOON PM AM NOON PM AM AM NOON NOON PM PM Date: 854 0 745 AM Peak Hour Summary Southbound Approach Project #:2/22/2017 Bonita Rd 400 PM 887 0 1047 Bo n i t a G l e n D r AM Peak Hour Wednesday We s t b o u n d A p p r o a c h Chula VistaDay: Ea s t b o u n d A p p r o a c h Bonita Glen Dr and Bonita Rd , Chula Vista PM Peak Hour 1124 58 0 106 Signalized CONTROL Count Periods AM Start 4:00 PM 17-4049-002 NOON Peak Hour NOON PM 7:00 AM NONE 9:00 AM NONE 138 0 6:00 PM 58 0 Total Volume Per Leg 0 West Leg 2410 End Total Ins & Outs North Leg 181 0 276 Northbound Approach South Leg East Leg 184 00 106127 West Leg South Leg 19871560 0 East Leg North Leg 233 1897 365 0 476200 80 276 181 0 ITM Peak Hour Summary Prepared by: National Data & Surveying Services Lanes 10.51.5 City: AM 426 3 432 AM NOON 000 NOON PM 661 7 788 PM AM NOON PM AM NOON PM Lanes 0000 609 0 623 2 0 000 322 0 482 2 3 623 0 881 1 275 0 255 Lanes AM NOON PM AM NOON PM AM 000AM NOON 000NOON PM 000PM 000Lanes AM AM NOON NOON PM PM AM NOON PM AM NOON PM 1035 0 1284 931 0 1105 898 0 1136 1055 0 1669 AM NOON PM AM NOON PM AM AM NOON NOON PM PM Date: 1055 0 745 AM Peak Hour Summary Southbound Approach Project #:2/22/2017 Bonita Rd 445 PM 1035 0 1284 I- 8 0 5 S B R a m p s AM Peak Hour Wednesday We s t b o u n d A p p r o a c h Chula VistaDay: Ea s t b o u n d A p p r o a c h I-805 SB Ramps and Bonita Rd , Chula Vista PM Peak Hour 1669 0 0 0 Signalized CONTROL Count Periods AM Start 4:00 PM 17-4049-003 NOON Peak Hour NOON PM 7:00 AM NONE 9:00 AM NONE 861 0 6:00 PM 0 0 Total Volume Per Leg 0 West Leg 2774 End Total Ins & Outs North Leg 600 0 744 Northbound Approach South Leg East Leg 0 00 01456 West Leg South Leg 24201933 0 East Leg North Leg 1456 1986 600 0 7440 861 744 600 0 ITM Peak Hour Summary Prepared by: National Data & Surveying Services Lanes 0 0 0 City: AM 0 0 0 AM NOON 0 0 0 NOON PM 0 0 0 PM AM NOON PM AM NOON PM Lanes 507 0 458 1 659 0 884 3 2 327 0 383 0 0 0 0 2 726 0 1266 0 0 0 0 Lanes AM NOON PM AM NOON PM AM 260 2 456 AM NOON 0 0 0 NOON PM 253 1 603 PM 0.5 0.5 2 Lanes AM AM NOON NOON PM PM AM NOON PM AM NOON PM 919 0 1137 1166 0 1342 1053 0 1649 1182 0 1869 AM NOON PM AM NOON PM AM AM NOON NOON PM PM Date: 1182 0 800 AM Peak Hour Summary Southbound Approach Project #:2/22/2017 Bonita Rd 430 PM 919 0 1137 I- 8 0 5 N B R a m p s AM Peak Hour Wednesday We s t b o u n d A p p r o a c h Chula VistaDay: Ea s t b o u n d A p p r o a c h I-805 NB Ramps and Bonita Rd , Chula Vista PM Peak Hour 1869 836 0 842 Signalized CONTROL Count Periods AM Start 4:00 PM 17-4049-004 NOON Peak Hour NOON PM 7:00 AM NONE 9:00 AM NONE 836 0 6:00 PM 836 0 Total Volume Per Leg 0 West Leg 3211 End Total Ins & Outs North Leg 0 0 0 Northbound Approach South Leg East Leg 718 0 0 8420 West Leg South Leg 278619720 East Leg North Leg 842 2348 718 0 857857 0 0 0 0 Prepared by National Data & Surveying Services ID:18-04421-001 Day: City:Bonita Date: AM 4 119 12 0 AM NOON 0 0 0 0 NOON PM 4 207 13 0 PM AM NOON PM PM NOON AM 0 1 0 0 0 16 0 16 1 57 0 46 0 0 0 0 0 69 0 30 5 0 2 0 TEV 800 0 799 0 0 0 0 43 0 49 1 PHF 0.91 0.92 95 0 86 0 0 0 1 0 AM NOON PM PM NOON AM PM 0 88 164 44 PM NOON 0 0 0 0 NOON AM 0 102 261 67 AM Pe p p e r T r e e R d / G S t 07:00 AM - 09:00 AM NONE 152 0 149 Hilltop Dr 244 0 Hilltop Dr SOUTHBOUND 04:00 PM - 06:00 PM NORTHBOUND 106 0 PE A K H O U R S Total Vehicles (AM) NONE 04:30 PM - 05:30 PM 282 182 0 4-Way Stop Pe p p e r T r e e R d / G S t EA S T B O U N D Peak Hour Turning Movement Count 362 Total Vehicles (PM)Bikes (PM) Hilltop Dr & Pepper Tree Rd/G St Wednesday 11/07/2018 CONTROL WE S T B O U N D 07:15 AM - 08:15 AM Total Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON) 122 CO U N T P E R I O D S Bikes (AM) NOONAM PM 1 0 0 0 0 0 2 0 0 0 0 0 0 1 0 0 0 0 3 0 3 8 0 3 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 0 0 0 0 0 0 1 0 0 1 0 N/A N/A N/A N/A N/A N/A N/ A N/ A N/ A N/ A N/ A N/ A 30 46 16 95 43 5 4 11 9 12 10 2 26 1 67 N/A N/A N/A N/A N/A N/A N/ A N/ A N/ A N/ A N/ A N/ A 69 57 16 86 49 2 4 20 7 13 88 16 4 44 0 0 0 0 0 0 0 1 0 0 0 0 NO O N PM AM NO O N AM PM NO O N AM PMNO O N PM AM Bonita Glen Traffic Impact Analysis Appendix B Peak Hour Intersection Capacity Worksheets – Existing Conditions Bonita Glen TIA Existing Conditions 1: Bonita Road & E Street & E Flower Street AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 2 434 0 88 705 76 0 3 85 140 4 18 Future Volume (veh/h) 2 434 0 88 705 76 0 3 85 140 4 18 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 2 472 0 102 820 88 0 3 92 189 5 24 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.86 0.86 0.86 0.92 0.92 0.92 0.74 0.74 0.74 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 4 1675 0 132 1760 189 112 11 345 339 63 301 Arrive On Green 0.00 0.47 0.00 0.02 0.18 0.18 0.00 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1774 3632 0 1774 3225 346 1375 50 1541 1295 280 1345 Grp Volume(v), veh/h 2 472 0 102 450 458 0 0 95 189 0 29 Grp Sat Flow(s),veh/h/ln 1774 1770 0 1774 1770 1802 1375 0 1591 1295 0 1625 Q Serve(g_s), s 0.1 5.2 0.0 3.7 14.6 14.6 0.0 0.0 3.2 9.0 0.0 0.9 Cycle Q Clear(g_c), s 0.1 5.2 0.0 3.7 14.6 14.6 0.0 0.0 3.2 12.2 0.0 0.9 Prop In Lane 1.00 0.00 1.00 0.19 1.00 0.97 1.00 0.83 Lane Grp Cap(c), veh/h 4 1675 0 132 966 983 113 0 356 339 0 364 V/C Ratio(X) 0.52 0.28 0.00 0.77 0.47 0.47 0.00 0.00 0.27 0.56 0.00 0.08 Avail Cap(c_a), veh/h 385 1675 0 302 966 983 172 0 425 395 0 434 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.89 0.89 0.89 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.9 10.2 0.0 30.7 17.9 17.9 0.0 0.0 20.5 25.5 0.0 19.6 Incr Delay (d2), s/veh 34.4 0.4 0.0 3.2 1.4 1.4 0.0 0.0 0.4 1.4 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.6 0.0 1.9 7.5 7.7 0.0 0.0 1.4 3.3 0.0 0.4 LnGrp Delay(d),s/veh 66.3 10.7 0.0 33.8 19.3 19.3 0.0 0.0 20.9 27.0 0.0 19.7 LnGrp LOS E B C B B C C B Approach Vol, veh/h 474 1010 95 218 Approach Delay, s/veh 10.9 20.8 20.9 26.0 Approach LOS B C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 35.6 19.4 4.3 40.2 19.4 Change Period (Y+Rc), s * 4.2 * 5.3 5.1 * 4.2 5.3 5.1 Max Green Setting (Gmax), s * 11 * 22 17.1 * 14 18.4 17.1 Max Q Clear Time (g_c+I1), s 5.7 7.2 14.2 2.1 16.6 5.2 Green Ext Time (p_c), s 0.0 3.9 0.2 0.0 1.4 0.3 Intersection Summary HCM 2010 Ctrl Delay 18.8 HCM 2010 LOS B Notes Bonita Glen TIA Existing Conditions 2: Bonita Glen Drive & Bonita Road AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 652 9 220 838 40 26 6 152 50 7 23 Future Volume (veh/h) 12 652 9 220 838 40 26 6 152 50 7 23 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 13 686 9 250 952 45 32 7 185 70 10 32 Adj No. of Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.88 0.88 0.88 0.82 0.82 0.82 0.71 0.71 0.71 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 14 1688 22 297 2173 103 286 53 237 199 39 59 Arrive On Green 0.01 0.47 0.47 0.17 0.63 0.63 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1774 3577 47 1774 3441 163 1229 354 1583 722 261 393 Grp Volume(v), veh/h 13 339 356 250 490 507 39 0 185 112 0 0 Grp Sat Flow(s),veh/h/ln1774 1770 1854 1774 1770 1834 1583 0 1583 1376 0 0 Q Serve(g_s), s 0.5 8.0 8.0 8.7 9.0 9.0 0.0 0.0 7.2 3.4 0.0 0.0 Cycle Q Clear(g_c), s 0.5 8.0 8.0 8.7 9.0 9.0 1.2 0.0 7.2 4.6 0.0 0.0 Prop In Lane 1.00 0.03 1.00 0.09 0.82 1.00 0.62 0.29 Lane Grp Cap(c), veh/h 14 835 875 297 1118 1158 339 0 237 297 0 0 V/C Ratio(X) 0.92 0.41 0.41 0.84 0.44 0.44 0.11 0.00 0.78 0.38 0.00 0.00 Avail Cap(c_a), veh/h 444 835 875 444 1118 1158 527 0 445 472 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 0.82 0.82 0.82 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh31.7 11.0 11.0 25.8 6.0 6.0 23.7 0.0 26.2 25.0 0.0 0.0 Incr Delay (d2), s/veh 46.9 1.4 1.3 4.8 1.0 1.0 0.1 0.0 4.2 0.6 0.0 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/ln0.4 4.2 4.4 4.6 4.7 4.8 0.6 0.0 3.4 1.9 0.0 0.0 LnGrp Delay(d),s/veh 78.6 12.4 12.3 30.6 7.0 7.0 23.8 0.0 30.4 25.6 0.0 0.0 LnGrp LOS E B B C A A C C C Approach Vol, veh/h 708 1247 224 112 Approach Delay, s/veh 13.6 11.7 29.2 25.6 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s14.2 35.2 14.6 4.0 45.4 14.6 Change Period (Y+Rc), s 3.5 5.0 5.0 3.5 5.0 5.0 Max Green Setting (Gmax), s16.0 16.5 18.0 16.0 16.5 18.0 Max Q Clear Time (g_c+I1), s10.7 10.0 6.6 2.5 11.0 9.2 Green Ext Time (p_c), s 0.1 2.6 0.3 0.0 3.2 0.4 Intersection Summary HCM 2010 Ctrl Delay 14.7 HCM 2010 LOS B Bonita Glen TIA Existing Conditions 3: I-805 SB On Ramp/I-805 SB Off Ramp & Bonita Road AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 623 275 322 609 0 0 0 0 435 0 426 Future Volume (veh/h) 0 623 275 322 609 0 0 0 0 435 0 426 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1863 1863 1863 0 1863 0 1863 Adj Flow Rate, veh/h 0 677 299 393 743 0 506 0 0 Adj No. of Lanes 0 3 1 2 2 0 2 0 1 Peak Hour Factor 0.92 0.92 0.92 0.82 0.82 0.82 0.86 0.86 0.86 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2 Cap, veh/h 0 2000 623 520 2193 0 691 0 318 Arrive On Green 0.00 0.39 0.39 0.15 0.62 0.00 0.20 0.00 0.00 Sat Flow, veh/h 0 5253 1583 3442 3632 0 3442 0 1583 Grp Volume(v), veh/h 0 677 299 393 743 0 506 0 0 Grp Sat Flow(s),veh/h/ln 0 1695 1583 1721 1770 0 1721 0 1583 Q Serve(g_s), s 0.0 5.8 8.8 6.8 6.3 0.0 8.6 0.0 0.0 Cycle Q Clear(g_c), s 0.0 5.8 8.8 6.8 6.3 0.0 8.6 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2000 623 520 2193 0 691 0 318 V/C Ratio(X) 0.00 0.34 0.48 0.76 0.34 0.00 0.73 0.00 0.00 Avail Cap(c_a), veh/h 0 3946 1229 1065 4108 0 2560 0 1178 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 13.2 14.2 25.4 5.7 0.0 23.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 1.2 0.9 0.2 0.0 1.5 0.0 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 %ile BackOfQ(50%),veh/ln0.0 2.7 4.0 3.3 3.1 0.0 4.2 0.0 0.0 LnGrp Delay(d),s/veh 0.0 13.5 15.4 26.2 5.9 0.0 24.9 0.0 0.0 LnGrp LOS B B C A C Approach Vol, veh/h 976 1136 506 Approach Delay, s/veh 14.0 12.9 24.9 Approach LOS B B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s14.1 30.1 18.1 44.3 Change Period (Y+Rc), s* 4.7 5.6 5.6 5.6 Max Green Setting (Gmax), s* 19 48.4 46.4 72.4 Max Q Clear Time (g_c+I1), s8.8 10.8 10.6 8.3 Green Ext Time (p_c), s 0.6 13.7 1.9 13.1 Intersection Summary HCM 2010 Ctrl Delay 15.7 HCM 2010 LOS B Notes Bonita Glen TIA Existing Conditions 4: I-805 NB Off Ramp/I-805 NB On Ramp & Bonita Road AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 327 726 0 0 659 507 260 2 456 0 0 0 Future Volume (veh/h) 327 726 0 0 659 507 260 2 456 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1863 1900 1863 1863 Adj Flow Rate, veh/h 337 748 0 0 749 576 289 2 507 Adj No. of Lanes 2 2 0 0 3 1 0 1 2 Peak Hour Factor 0.97 0.97 0.97 0.88 0.88 0.88 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 415 2255 0 0 2353 733 394 3 623 Arrive On Green 0.12 0.64 0.00 0.00 0.46 0.46 0.22 0.22 0.22 Sat Flow, veh/h 3442 3632 0 0 5253 1583 1762 12 2787 Grp Volume(v), veh/h 337 748 0 0 749 576 291 0 507 Grp Sat Flow(s),veh/h/ln1721 1770 0 0 1695 1583 1775 0 1393 Q Serve(g_s), s 8.4 8.5 0.0 0.0 8.1 26.9 13.3 0.0 15.1 Cycle Q Clear(g_c), s 8.4 8.5 0.0 0.0 8.1 26.9 13.3 0.0 15.1 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 415 2255 0 0 2353 733 397 0 623 V/C Ratio(X) 0.81 0.33 0.00 0.00 0.32 0.79 0.73 0.00 0.81 Avail Cap(c_a), veh/h 515 2580 0 0 2673 832 1095 0 1719 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh37.5 7.3 0.0 0.0 14.8 19.9 31.6 0.0 32.3 Incr Delay (d2), s/veh 6.3 0.2 0.0 0.0 0.2 5.7 1.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.3 4.2 0.0 0.0 3.9 12.8 6.7 0.0 11.0 LnGrp Delay(d),s/veh 43.8 7.5 0.0 0.0 15.0 25.6 32.6 0.0 33.3 LnGrp LOS D A B C C C Approach Vol, veh/h 1085 1325 798 Approach Delay, s/veh 18.8 19.6 33.0 Approach LOS B B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 61.9 25.7 15.3 46.6 Change Period (Y+Rc), s 6.1 6.1 * 4.7 6.1 Max Green Setting (Gmax), s 63.8 54.0 * 13 46.0 Max Q Clear Time (g_c+I1), s 10.5 17.1 10.4 28.9 Green Ext Time (p_c), s 12.8 2.5 0.2 11.6 Intersection Summary HCM 2010 Ctrl Delay 22.6 HCM 2010 LOS C Notes Bonita Glen TIA Existing Conditions 5: Hilltop Dr & Pepper Tree Rd AM Peak Hour Bonita Glen TIA Synchro 10 Report Intersection Intersection Delay, s/veh14.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 43 95 30 46 16 102 261 67 12 119 4 Future Vol, veh/h 5 43 95 30 46 16 102 261 67 12 119 4 Peak Hour Factor 0.97 0.97 0.97 0.72 0.72 0.72 0.88 0.88 0.88 0.69 0.69 0.69 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 44 98 42 64 22 116 297 76 17 172 6 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.3 10.6 17.9 10.8 HCM LOS B B C B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 24% 3% 33% 9% Vol Thru, % 61% 30% 50% 88% Vol Right, % 16% 66% 17% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 430 143 92 135 LT Vol 102 5 30 12 Through Vol 261 43 46 119 RT Vol 67 95 16 4 Lane Flow Rate 489 147 128 196 Geometry Grp 1 1 1 1 Degree of Util (X) 0.678 0.228 0.211 0.296 Departure Headway (Hd) 4.997 5.559 5.941 5.441 Convergence, Y/N Yes Yes Yes Yes Cap 723 644 602 659 Service Time 3.032 3.612 3.996 3.487 HCM Lane V/C Ratio 0.676 0.228 0.213 0.297 HCM Control Delay 17.9 10.3 10.6 10.8 HCM Lane LOS C B B B HCM 95th-tile Q 5.3 0.9 0.8 1.2 Bonita Glen TIA Existing Conditions 1: Bonita Road & E Street & E Flower Street PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 752 4 143 743 119 0 5 97 94 1 10 Future Volume (veh/h) 20 752 4 143 743 119 0 5 97 94 1 10 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 21 792 4 155 808 129 0 6 110 100 1 11 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.92 0.92 0.92 0.88 0.88 0.88 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 35 1770 9 195 1776 284 112 14 260 248 23 252 Arrive On Green 0.02 0.49 0.49 0.11 0.58 0.58 0.00 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1774 3611 18 1774 3058 488 1397 83 1513 1271 134 1470 Grp Volume(v), veh/h 21 388 408 155 468 469 0 0 116 100 0 12 Grp Sat Flow(s),veh/h/ln 1774 1770 1860 1774 1770 1777 1397 0 1596 1271 0 1603 Q Serve(g_s), s 0.8 9.2 9.2 5.5 9.6 9.6 0.0 0.0 4.2 4.9 0.0 0.4 Cycle Q Clear(g_c), s 0.8 9.2 9.2 5.5 9.6 9.6 0.0 0.0 4.2 9.0 0.0 0.4 Prop In Lane 1.00 0.01 1.00 0.27 1.00 0.95 1.00 0.92 Lane Grp Cap(c), veh/h 35 867 912 195 1028 1032 113 0 274 248 0 275 V/C Ratio(X) 0.61 0.45 0.45 0.79 0.45 0.45 0.00 0.00 0.42 0.40 0.00 0.04 Avail Cap(c_a), veh/h 385 867 912 302 1028 1032 246 0 426 370 0 428 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.86 0.86 0.86 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.1 10.7 10.7 27.8 7.6 7.6 0.0 0.0 23.7 27.7 0.0 22.1 Incr Delay (d2), s/veh 6.3 1.7 1.6 3.1 1.3 1.2 0.0 0.0 1.0 1.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 4.8 5.0 2.8 5.0 5.1 0.0 0.0 1.9 1.8 0.0 0.2 LnGrp Delay(d),s/veh 37.4 12.3 12.2 30.9 8.9 8.9 0.0 0.0 24.7 28.8 0.0 22.2 LnGrp LOS D B B C A A C C C Approach Vol, veh/h 817 1092 116 112 Approach Delay, s/veh 12.9 12.0 24.7 28.1 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.2 36.7 16.1 5.4 42.5 16.1 Change Period (Y+Rc), s * 4.2 * 5.3 5.1 * 4.2 5.3 5.1 Max Green Setting (Gmax), s * 11 * 22 17.1 * 14 18.4 17.1 Max Q Clear Time (g_c+I1), s 7.5 11.2 11.0 2.8 11.6 6.2 Green Ext Time (p_c), s 0.1 5.1 0.1 0.0 4.6 0.4 Intersection Summary HCM 2010 Ctrl Delay 13.9 HCM 2010 LOS B Notes Bonita Glen TIA Existing Conditions 2: Bonita Glen Drive & Bonita Road PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 897 22 282 971 72 29 13 158 70 11 47 Future Volume (veh/h) 21 897 22 282 971 72 29 13 158 70 11 47 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 22 944 23 294 1011 75 34 15 184 73 11 49 Adj No. of Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.96 0.96 0.96 0.86 0.86 0.86 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 25 1681 41 336 2175 161 226 85 233 167 37 74 Arrive On Green 0.01 0.48 0.48 0.19 0.65 0.65 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1774 3531 86 1774 3341 248 961 579 1583 612 255 505 Grp Volume(v), veh/h 22 473 494 294 535 551 49 0 184 133 0 0 Grp Sat Flow(s),veh/h/ln1774 1770 1848 1774 1770 1819 1540 0 1583 1371 0 0 Q Serve(g_s), s 0.9 13.8 13.8 11.6 10.9 10.9 0.0 0.0 8.1 4.7 0.0 0.0 Cycle Q Clear(g_c), s 0.9 13.8 13.8 11.6 10.9 10.9 1.8 0.0 8.1 6.5 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.14 0.69 1.00 0.55 0.37 Lane Grp Cap(c), veh/h 25 842 879 336 1152 1184 311 0 233 279 0 0 V/C Ratio(X) 0.87 0.56 0.56 0.87 0.46 0.46 0.16 0.00 0.79 0.48 0.00 0.00 Avail Cap(c_a), veh/h 468 842 879 394 1152 1184 563 0 506 511 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 0.70 0.70 0.70 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh35.4 13.5 13.5 28.4 6.3 6.3 26.9 0.0 29.6 28.9 0.0 0.0 Incr Delay (d2), s/veh 23.8 2.5 2.4 11.5 0.9 0.9 0.2 0.0 4.5 0.9 0.0 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/ln0.6 7.3 7.6 6.7 5.5 5.7 0.9 0.0 3.8 2.5 0.0 0.0 LnGrp Delay(d),s/veh 59.3 16.0 15.9 39.9 7.2 7.2 27.1 0.0 34.1 29.8 0.0 0.0 LnGrp LOS E B B D A A C C C Approach Vol, veh/h 989 1380 233 133 Approach Delay, s/veh 16.9 14.2 32.6 29.8 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s17.1 39.3 15.6 4.5 51.9 15.6 Change Period (Y+Rc), s 3.5 5.0 5.0 3.5 5.0 5.0 Max Green Setting (Gmax), s16.0 19.5 23.0 19.0 16.5 23.0 Max Q Clear Time (g_c+I1), s13.6 15.8 8.5 2.9 12.9 10.1 Green Ext Time (p_c), s 0.1 2.3 0.5 0.0 2.4 0.5 Intersection Summary HCM 2010 Ctrl Delay 17.5 HCM 2010 LOS B Bonita Glen TIA Existing Conditions 3: I-805 SB On Ramp/I-805 SB Off Ramp & Bonita Road PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 881 255 482 623 0 0 0 0 795 0 661 Future Volume (veh/h) 0 881 255 482 623 0 0 0 0 795 0 661 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1863 1863 1863 0 1863 0 1863 Adj Flow Rate, veh/h 0 947 274 513 663 0 864 0 0 Adj No. of Lanes 0 3 1 2 2 0 2 0 1 Peak Hour Factor 0.93 0.93 0.93 0.94 0.94 0.94 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2 Cap, veh/h 0 1820 567 593 2058 0 1018 0 468 Arrive On Green 0.00 0.36 0.36 0.17 0.58 0.00 0.30 0.00 0.00 Sat Flow, veh/h 0 5253 1583 3442 3632 0 3442 0 1583 Grp Volume(v), veh/h 0 947 274 513 663 0 864 0 0 Grp Sat Flow(s),veh/h/ln 0 1695 1583 1721 1770 0 1721 0 1583 Q Serve(g_s), s 0.0 13.4 12.3 13.3 8.8 0.0 21.6 0.0 0.0 Cycle Q Clear(g_c), s 0.0 13.4 12.3 13.3 8.8 0.0 21.6 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1820 567 593 2058 0 1018 0 468 V/C Ratio(X) 0.00 0.52 0.48 0.86 0.32 0.00 0.85 0.00 0.00 Avail Cap(c_a), veh/h 0 2681 835 734 2803 0 1747 0 804 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 23.2 22.8 36.8 9.8 0.0 30.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 1.4 7.7 0.2 0.0 2.1 0.0 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 %ile BackOfQ(50%),veh/ln0.0 6.4 5.5 6.9 4.3 0.0 10.5 0.0 0.0 LnGrp Delay(d),s/veh 0.0 23.7 24.2 44.5 10.0 0.0 32.3 0.0 0.0 LnGrp LOS C C D B C Approach Vol, veh/h 1221 1176 864 Approach Delay, s/veh 23.8 25.1 32.3 Approach LOS C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s20.5 38.3 32.7 58.8 Change Period (Y+Rc), s* 4.7 5.6 5.6 5.6 Max Green Setting (Gmax), s* 20 48.2 46.4 72.4 Max Q Clear Time (g_c+I1), s15.3 15.4 23.6 10.8 Green Ext Time (p_c), s 0.5 17.3 3.5 11.1 Intersection Summary HCM 2010 Ctrl Delay 26.5 HCM 2010 LOS C Notes Bonita Glen TIA Existing Conditions 4: I-805 NB Off Ramp/I-805 NB On Ramp & Bonita Road PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 383 1266 0 0 884 458 253 1 603 0 0 0 Future Volume (veh/h) 383 1266 0 0 884 458 253 1 603 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1863 1900 1863 1863 Adj Flow Rate, veh/h 403 1333 0 0 940 487 272 1 648 Adj No. of Lanes 2 2 0 0 3 1 0 1 2 Peak Hour Factor 0.95 0.95 0.95 0.94 0.94 0.94 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 481 2062 0 0 1974 615 487 2 767 Arrive On Green 0.14 0.58 0.00 0.00 0.39 0.39 0.28 0.28 0.28 Sat Flow, veh/h 3442 3632 0 0 5253 1583 1768 7 2787 Grp Volume(v), veh/h 403 1333 0 0 940 487 273 0 648 Grp Sat Flow(s),veh/h/ln1721 1770 0 0 1695 1583 1774 0 1393 Q Serve(g_s), s 9.8 21.6 0.0 0.0 11.9 23.3 11.3 0.0 18.8 Cycle Q Clear(g_c), s 9.8 21.6 0.0 0.0 11.9 23.3 11.3 0.0 18.8 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 481 2062 0 0 1974 615 488 0 767 V/C Ratio(X) 0.84 0.65 0.00 0.00 0.48 0.79 0.56 0.00 0.84 Avail Cap(c_a), veh/h 549 2219 0 0 2098 653 1117 0 1754 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh36.0 12.0 0.0 0.0 19.7 23.2 26.6 0.0 29.4 Incr Delay (d2), s/veh 8.8 0.9 0.0 0.0 0.4 7.5 0.4 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.2 10.6 0.0 0.0 5.6 11.4 5.6 0.0 13.4 LnGrp Delay(d),s/veh 44.8 12.9 0.0 0.0 20.1 30.7 27.0 0.0 30.4 LnGrp LOS D B C C C C Approach Vol, veh/h 1736 1427 921 Approach Delay, s/veh 20.3 23.7 29.4 Approach LOS C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 56.1 29.7 16.7 39.4 Change Period (Y+Rc), s 6.1 6.1 * 4.7 6.1 Max Green Setting (Gmax), s 53.8 54.0 * 14 35.4 Max Q Clear Time (g_c+I1), s 23.6 20.8 11.8 25.3 Green Ext Time (p_c), s 20.4 2.8 0.2 8.0 Intersection Summary HCM 2010 Ctrl Delay 23.5 HCM 2010 LOS C Notes Bonita Glen TIA Existing Conditions 5: Hilltop Dr & Pepper Tree Rd PM Peak Hour Bonita Glen TIA Synchro 10 Report Intersection Intersection Delay, s/veh11.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 49 86 69 57 16 88 164 44 13 207 4 Future Vol, veh/h 2 49 86 69 57 16 88 164 44 13 207 4 Peak Hour Factor 0.86 0.86 0.86 0.81 0.81 0.81 0.93 0.93 0.93 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 57 100 85 70 20 95 176 47 14 225 4 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.1 11 12.8 11.5 HCM LOS B B B B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 30% 1% 49% 6% Vol Thru, % 55% 36% 40% 92% Vol Right, % 15% 63% 11% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 296 137 142 224 LT Vol 88 2 69 13 Through Vol 164 49 57 207 RT Vol 44 86 16 4 Lane Flow Rate 318 159 175 243 Geometry Grp 1 1 1 1 Degree of Util (X) 0.463 0.238 0.28 0.364 Departure Headway (Hd) 5.241 5.386 5.741 5.38 Convergence, Y/N Yes Yes Yes Yes Cap 687 664 624 667 Service Time 3.282 3.438 3.792 3.424 HCM Lane V/C Ratio 0.463 0.239 0.28 0.364 HCM Control Delay 12.8 10.1 11 11.5 HCM Lane LOS B B B B HCM 95th-tile Q 2.5 0.9 1.1 1.7 Bonita Glen Traffic Impact Analysis Appendix C Streetlight Worksheets BONITA GLEN STREETLIGHT DATA Type of TraOrigin ZoneOrigin ZoneOrigin ZoneOrigin ZoneOrigin ZoneDestinationDestinationDestinationDestinationDestinationDay Type Day Part O‐D Traffic O‐D Traffic Origin ZoneOrigin ZoneDestinationDestinationAvg Trip Duration (sec) Personal Apartment no N/A no Bonita Roa yes N/A no 0: Average 0: All Day ( 659 344 910 479 43652 25400 364 Personal Apartment no N/A no Bonita Roa yes N/A no 0: Average 1: Early AM 105 47 116 53 1831 1042 381 Personal Apartment no N/A no Bonita Roa yes N/A no 0: Average 2: Peak AM 238 126 334 175 8636 4942 386 Personal Apartment no N/A no Bonita Roa yes N/A no 0: Average 3: Mid‐Day 152 81 223 120 14919 8697 373 Personal Apartment no N/A no Bonita Roa yes N/A no 0: Average 4: Peak PM 113 62 167 92 11926 6985 259 Personal Apartment no N/A no Bonita Roa yes N/A no 0: Average 5: Late PM  51 28 70 39 6340 3734 436 Personal Apartment no N/A no Bonita Roa yes N/A no 1: Average 0: All Day ( 363 340 498 472 25242 26309 383 Personal Apartment no N/A no Bonita Roa yes N/A no 1: Average 1: Early AM 74 57 77 61 986 1001 415 Personal Apartment no N/A no Bonita Roa yes N/A no 1: Average 2: Peak AM 142 138 211 202 5534 5666 394 Personal Apartment no N/A no Bonita Roa yes N/A no 1: Average 3: Mid‐Day 73 71 103 101 8094 8485 412 Personal Apartment no N/A no Bonita Roa yes N/A no 1: Average 4: Peak PM 54 53 78 78 7199 7525 255 Personal Apartment no N/A no Bonita Roa yes N/A no 1: Average 5: Late PM  20 20 29 30 3429 3631 414 Personal Apartment no N/A no Bonita Roa yes N/A no 2: Average 0: All Day ( 172 302 256 453 11276 22383 359 Personal Apartment no N/A no Bonita Roa yes N/A no 2: Average 1: Early AM 5 9 11 21 568 1113 210 Personal Apartment no N/A no Bonita Roa yes N/A no 2: Average 2: Peak AM 57 97 79 133 1642 3215 407 Personal Apartment no N/A no Bonita Roa yes N/A no 2: Average 3: Mid‐Day 59 101 89 155 4450 8806 362 Personal Apartment no N/A no Bonita Roa yes N/A no 2: Average 4: Peak PM 34 65 54 102 2838 5729 296 Personal Apartment no N/A no Bonita Roa yes N/A no 2: Average 5: Late PM  17 29 23 41 1778 3520 360 Personal Apartment no N/A no Bonita Roa yes N/A no 0: Average 0: All Day ( 120 61 910 479 31641 18431 412 Personal Apartment no N/A no Bonita Roa yes N/A no 0: Average 1: Early AM 5 2 116 53 1144 663 575 Personal Apartment no N/A no Bonita Roa yes N/A no 0: Average 2: Peak AM 50 24 334 175 6181 3534 555 Personal Apartment no N/A no Bonita Roa yes N/A no 0: Average 3: Mid‐Day 30 15 223 120 11059 6456 264 Personal Apartment no N/A no Bonita Roa yes N/A no 0: Average 4: Peak PM 21 11 167 92 8729 5108 396 Personal Apartment no N/A no Bonita Roa yes N/A no 0: Average 5: Late PM  14 8 70 39 4528 2670 183 Personal Apartment no N/A no Bonita Roa yes N/A no 1: Average 0: All Day ( 60 55 498 472 18516 19320 458 Personal Apartment no N/A no Bonita Roa yes N/A no 1: Average 1: Early AM 3 2 77 61 594 614 824 Personal Apartment no N/A no Bonita Roa yes N/A no 1: Average 2: Peak AM 30 26 211 202 4041 4132 600 Personal Apartment no N/A no Bonita Roa yes N/A no 1: Average 3: Mid‐Day 12 11 103 101 6091 6401 229 Personal Apartment no N/A no Bonita Roa yes N/A no 1: Average 4: Peak PM 9 9 78 78 5319 5557 337 Personal Apartment no N/A no Bonita Roa yes N/A no 1: Average 5: Late PM  6 7 29 30 2471 2616 231 Personal Apartment no N/A no Bonita Roa yes N/A no 2: Average 0: All Day ( 46 78 256 453 8064 16028 334 Personal Apartment no N/A no Bonita Roa yes N/A no 2: Average 1: Early AM 1 2 11 21 378 746 85 Personal Apartment no N/A no Bonita Roa yes N/A no 2: Average 2: Peak AM 15 25 79 133 1099 2161 480 Personal Apartment no N/A no Bonita Roa yes N/A no 2: Average 3: Mid‐Day 14 22 89 155 3250 6431 290 Personal Apartment no N/A no Bonita Roa yes N/A no 2: Average 4: Peak PM 9 17 54 102 2060 4151 300 Personal Apartment no N/A no Bonita Roa yes N/A no 2: Average 5: Late PM  7 12 23 41 1277 2538 153 Personal Apartment no N/A no G StreetWeyes N/A no 0: Average 0: All Day ( 18 10 910 479 3429 2037 364 Personal Apartment no N/A no G StreetWeyes N/A no 0: Average 2: Peak AM 1 1 334 175 712 414 N/A Personal Apartment no N/A no G StreetWeyes N/A no 0: Average 3: Mid‐Day 9 5 223 120 1241 724 400 Personal Apartment no N/A no G StreetWeyes N/A no 0: Average 4: Peak PM 6 3 167 92 904 549 331 Personal Apartment no N/A no G StreetWeyes N/A no 0: Average 5: Late PM  2 1 70 39 456 277 305 Personal Apartment no N/A no G StreetWeyes N/A no 1: Average 0: All Day ( 8 9 498 472 1981 2110 333 Personal Apartment no N/A no G StreetWeyes N/A no 1: Average 2: Peak AM 1 1 211 202 445 466 N/A Personal Apartment no N/A no G StreetWeyes N/A no 1: Average 3: Mid‐Day 3 3 103 101 661 685 395 Personal Apartment no N/A no G StreetWeyes N/A no 1: Average 4: Peak PM 3 3 78 78 577 628 205 Personal Apartment no N/A no G StreetWeyes N/A no 1: Average 5: Late PM  1 1 29 30 242 263 532 Personal Apartment no N/A no G StreetWeyes N/A no 2: Average 0: All Day ( 6 10 256 453 858 1734 426 Personal Apartment no N/A no G StreetWeyes N/A no 2: Average 3: Mid‐Day 4 6 89 155 364 735 486 Personal Apartment no N/A no G StreetWeyes N/A no 2: Average 4: Peak PM 2 3 54 102 191 388 305 Personal Apartment no N/A no Hilltop Souyes N/A no 0: Average 0: All Day ( 24 13 910 479 18420 10909 485 Personal Apartment no N/A no Hilltop Souyes N/A no 0: Average 1: Early AM 3 2 116 53 744 428 588 Personal Apartment no N/A no Hilltop Souyes N/A no 0: Average 2: Peak AM 5 2 334 175 4021 2358 487 Personal Apartment no N/A no Hilltop Souyes N/A no 0: Average 3: Mid‐Day 9 5 223 120 6264 3671 438 Personal Apartment no N/A no Hilltop Souyes N/A no 0: Average 4: Peak PM 4 2 167 92 4892 2933 672 Personal Apartment no N/A no Hilltop Souyes N/A no 0: Average 5: Late PM  3 2 70 39 2499 1519 257 Personal Apartment no N/A no Hilltop Souyes N/A no 1: Average 0: All Day ( 12 12 498 472 10773 11394 375 Personal Apartment no N/A no Hilltop Souyes N/A no 1: Average 1: Early AM 1 1 77 61 382 390 164 Personal Apartment no N/A no Hilltop Souyes N/A no 1: Average 2: Peak AM 4 4 211 202 2641 2772 501 Personal Apartment no N/A no Hilltop Souyes N/A no 1: Average 3: Mid‐Day 4 4 103 101 3326 3462 308 Personal Apartment no N/A no Hilltop Souyes N/A no 1: Average 4: Peak PM 2 2 78 78 3024 3244 325 Personal Apartment no N/A no Hilltop Souyes N/A no 1: Average 5: Late PM  1 1 29 30 1400 1527 386 Personal Apartment no N/A no Hilltop Souyes N/A no 2: Average 0: All Day ( 6 9 256 453 4529 9157 703 Personal Apartment no N/A no Hilltop Souyes N/A no 2: Average 1: Early AM 1 2 11 21 255 506 623 Personal Apartment no N/A no Hilltop Souyes N/A no 2: Average 2: Peak AM 1 1 79 133 689 1369 432 Personal Apartment no N/A no Hilltop Souyes N/A no 2: Average 3: Mid‐Day 2 3 89 155 1873 3760 562 Personal Apartment no N/A no Hilltop Souyes N/A no 2: Average 4: Peak PM 2 3 54 102 1053 2157 1020 Personal Apartment no N/A no H Street Ea yes N/A no 0: Average 0: All Day ( 22 11 910 479 46576 27217 428 Personal Apartment no N/A no H Street Ea yes N/A no 0: Average 1: Early AM 1 1 116 53 1663 957 1045 Personal Apartment no N/A no H Street Ea yes N/A no 0: Average 2: Peak AM 7 4 334 175 9525 5473 406 Personal Apartment no N/A no H Street Ea yes N/A no 0: Average 3: Mid‐Day 6 3 223 120 17231 9995 306 Personal Apartment no N/A no H Street Ea yes N/A no 0: Average 4: Peak PM 6 3 167 92 11823 7011 367 Personal Apartment no N/A no H Street Ea yes N/A no 0: Average 5: Late PM  2 1 70 39 6334 3781 498 Personal Apartment no N/A no H Street Ea yes N/A no 1: Average 0: All Day ( 10 9 498 472 27345 28624 488 Personal Apartment no N/A no H Street Ea yes N/A no 1: Average 2: Peak AM 3 3 211 202 6139 6337 573 Personal Apartment no N/A no H Street Ea yes N/A no 1: Average 3: Mid‐Day 3 3 103 101 9482 9833 128 Personal Apartment no N/A no H Street Ea yes N/A no 1: Average 4: Peak PM 3 2 78 78 7224 7671 225 Personal Apartment no N/A no H Street Ea yes N/A no 1: Average 5: Late PM  1 1 29 30 3593 3842 860 Personal Apartment no N/A no H Street Ea yes N/A no 2: Average 0: All Day ( 8 14 256 453 11540 22951 360 Personal Apartment no N/A no H Street Ea yes N/A no 2: Average 2: Peak AM 4 6 79 133 1764 3431 281 Personal Apartment no N/A no H Street Ea yes N/A no 2: Average 3: Mid‐Day 2 4 89 155 4968 9831 395 Personal Apartment no N/A no H Street Ea yes N/A no 2: Average 4: Peak PM 2 3 54 102 2747 5551 481 Personal Apartment no N/A no H Street Wyes N/A no 0: Average 0: All Day ( 24 13 910 479 39064 22793 476 Personal Apartment no N/A no H Street Wyes N/A no 0: Average 1: Early AM 1 1 116 53 1355 780 N/A Personal Apartment no N/A no H Street Wyes N/A no 0: Average 2: Peak AM 5 2 334 175 7848 4478 276 Personal Apartment no N/A no H Street Wyes N/A no 0: Average 3: Mid‐Day 10 6 223 120 14283 8300 374 Personal Apartment no N/A no H Street Wyes N/A no 0: Average 4: Peak PM 8 4 167 92 10158 6018 706 Personal Apartment no N/A no H Street Wyes N/A no 1: Average 0: All Day ( 13 13 498 472 23055 24105 548 Personal Apartment no N/A no H Street Wyes N/A no 1: Average 2: Peak AM 4 4 211 202 5049 5165 321 Personal Apartment no N/A no H Street Wyes N/A no 1: Average 3: Mid‐Day 6 6 103 101 8022 8356 386 Personal Apartment no N/A no H Street Wyes N/A no 1: Average 4: Peak PM 3 3 78 78 6170 6554 1292 Personal Apartment no N/A no H Street Wyes N/A no 2: Average 0: All Day ( 7 12 256 453 9502 18887 391 Personal Apartment no N/A no H Street Wyes N/A no 2: Average 1: Early AM 1 2 11 21 398 786 N/A Personal Apartment no N/A no H Street Wyes N/A no 2: Average 2: Peak AM 1 0 79 133 1434 2786 144 Personal Apartment no N/A no H Street Wyes N/A no 2: Average 3: Mid‐Day 3 6 89 155 3953 7811 354 Personal Apartment no N/A no H Street Wyes N/A no 2: Average 4: Peak PM 2 4 54 102 2377 4797 569 Bonita Glen Traffic Impact Analysis Appendix D Peak Hour Intersection Capacity Worksheets – Existing + Project Conditions Bonita Glen TIA Existing Plus Project Conditions 1: Bonita Road & E Street & E Flower Street AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 2 436 0 88 715 76 0 3 85 140 4 18 Future Volume (veh/h) 2 436 0 88 715 76 0 3 85 140 4 18 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 2 474 0 102 831 88 0 3 92 189 5 24 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.86 0.86 0.86 0.92 0.92 0.92 0.74 0.74 0.74 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 4 1675 0 132 1763 187 112 11 345 339 63 301 Arrive On Green 0.00 0.47 0.00 0.02 0.18 0.18 0.00 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1774 3632 0 1774 3230 342 1375 50 1541 1295 280 1345 Grp Volume(v), veh/h 2 474 0 102 455 464 0 0 95 189 0 29 Grp Sat Flow(s),veh/h/ln 1774 1770 0 1774 1770 1802 1375 0 1591 1295 0 1625 Q Serve(g_s), s 0.1 5.2 0.0 3.7 14.8 14.8 0.0 0.0 3.2 9.0 0.0 0.9 Cycle Q Clear(g_c), s 0.1 5.2 0.0 3.7 14.8 14.8 0.0 0.0 3.2 12.2 0.0 0.9 Prop In Lane 1.00 0.00 1.00 0.19 1.00 0.97 1.00 0.83 Lane Grp Cap(c), veh/h 4 1675 0 132 966 984 113 0 356 339 0 364 V/C Ratio(X) 0.52 0.28 0.00 0.77 0.47 0.47 0.00 0.00 0.27 0.56 0.00 0.08 Avail Cap(c_a), veh/h 385 1675 0 302 966 984 172 0 425 395 0 434 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.88 0.88 0.88 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.9 10.2 0.0 30.7 18.0 18.0 0.0 0.0 20.5 25.5 0.0 19.6 Incr Delay (d2), s/veh 34.4 0.4 0.0 3.1 1.4 1.4 0.0 0.0 0.4 1.4 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.6 0.0 1.9 7.6 7.7 0.0 0.0 1.4 3.3 0.0 0.4 LnGrp Delay(d),s/veh 66.3 10.7 0.0 33.8 19.4 19.4 0.0 0.0 20.9 27.0 0.0 19.7 LnGrp LOS E B C B B C C B Approach Vol, veh/h 476 1021 95 218 Approach Delay, s/veh 10.9 20.8 20.9 26.0 Approach LOS B C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 35.6 19.4 4.3 40.2 19.4 Change Period (Y+Rc), s * 4.2 * 5.3 5.1 * 4.2 5.3 5.1 Max Green Setting (Gmax), s * 11 * 22 17.1 * 14 18.4 17.1 Max Q Clear Time (g_c+I1), s 5.7 7.2 14.2 2.1 16.8 5.2 Green Ext Time (p_c), s 0.0 3.9 0.2 0.0 1.2 0.3 Intersection Summary HCM 2010 Ctrl Delay 18.8 HCM 2010 LOS B Notes Bonita Glen TIA Existing Plus Project Conditions 2: Bonita Glen Drive & Bonita Road AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 652 11 232 838 40 36 6 201 50 7 23 Future Volume (veh/h) 12 652 11 232 838 40 36 6 201 50 7 23 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 13 686 12 264 952 45 44 7 245 70 10 32 Adj No. of Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.88 0.88 0.88 0.82 0.82 0.82 0.71 0.71 0.71 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 14 1517 27 312 2043 97 342 47 296 220 42 68 Arrive On Green 0.01 0.43 0.43 0.18 0.59 0.59 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1774 3559 62 1774 3441 163 1266 251 1583 689 225 366 Grp Volume(v), veh/h 13 341 357 264 490 507 51 0 245 112 0 0 Grp Sat Flow(s),veh/h/ln1774 1770 1852 1774 1770 1834 1517 0 1583 1279 0 0 Q Serve(g_s), s 0.5 8.8 8.8 9.2 9.9 9.9 0.0 0.0 9.5 3.3 0.0 0.0 Cycle Q Clear(g_c), s 0.5 8.8 8.8 9.2 9.9 9.9 1.6 0.0 9.5 5.0 0.0 0.0 Prop In Lane 1.00 0.03 1.00 0.09 0.86 1.00 0.62 0.29 Lane Grp Cap(c), veh/h 14 754 789 312 1051 1089 389 0 296 331 0 0 V/C Ratio(X) 0.92 0.45 0.45 0.85 0.47 0.47 0.13 0.00 0.83 0.34 0.00 0.00 Avail Cap(c_a), veh/h 444 754 789 444 1051 1089 521 0 445 451 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 0.81 0.81 0.81 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh31.7 13.1 13.1 25.6 7.3 7.3 21.8 0.0 25.0 23.1 0.0 0.0 Incr Delay (d2), s/veh 46.9 1.8 1.7 6.1 1.2 1.2 0.1 0.0 6.5 0.4 0.0 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/ln0.4 4.6 4.8 5.0 5.1 5.3 0.8 0.0 4.7 1.8 0.0 0.0 LnGrp Delay(d),s/veh 78.6 14.9 14.8 31.7 8.5 8.5 21.9 0.0 31.5 23.5 0.0 0.0 LnGrp LOS E B B C A A C C C Approach Vol, veh/h 711 1261 296 112 Approach Delay, s/veh 16.0 13.3 29.9 23.5 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s14.7 32.3 17.0 4.0 43.0 17.0 Change Period (Y+Rc), s 3.5 5.0 5.0 3.5 5.0 5.0 Max Green Setting (Gmax), s16.0 16.5 18.0 16.0 16.5 18.0 Max Q Clear Time (g_c+I1), s11.2 10.8 7.0 2.5 11.9 11.5 Green Ext Time (p_c), s 0.1 2.4 0.3 0.0 2.8 0.5 Intersection Summary HCM 2010 Ctrl Delay 16.7 HCM 2010 LOS B Bonita Glen TIA Existing Plus Project Conditions 3: I-805 SB On Ramp/I-805 SB Off Ramp & Bonita Road AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 656 291 322 617 0 0 0 0 435 0 430 Future Volume (veh/h) 0 656 291 322 617 0 0 0 0 435 0 430 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1863 1863 1863 0 1863 0 1863 Adj Flow Rate, veh/h 0 713 316 393 752 0 506 0 0 Adj No. of Lanes 0 3 1 2 2 0 2 0 1 Peak Hour Factor 0.92 0.92 0.92 0.82 0.82 0.82 0.86 0.86 0.86 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2 Cap, veh/h 0 2058 641 515 2220 0 685 0 315 Arrive On Green 0.00 0.40 0.40 0.15 0.63 0.00 0.20 0.00 0.00 Sat Flow, veh/h 0 5253 1583 3442 3632 0 3442 0 1583 Grp Volume(v), veh/h 0 713 316 393 752 0 506 0 0 Grp Sat Flow(s),veh/h/ln 0 1695 1583 1721 1770 0 1721 0 1583 Q Serve(g_s), s 0.0 6.3 9.6 7.1 6.5 0.0 8.9 0.0 0.0 Cycle Q Clear(g_c), s 0.0 6.3 9.6 7.1 6.5 0.0 8.9 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2058 641 515 2220 0 685 0 315 V/C Ratio(X) 0.00 0.35 0.49 0.76 0.34 0.00 0.74 0.00 0.00 Avail Cap(c_a), veh/h 0 3817 1189 1030 3974 0 2477 0 1139 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 13.3 14.3 26.3 5.7 0.0 24.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 1.3 0.9 0.2 0.0 1.6 0.0 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 %ile BackOfQ(50%),veh/ln0.0 2.9 4.3 3.4 3.2 0.0 4.4 0.0 0.0 LnGrp Delay(d),s/veh 0.0 13.5 15.5 27.2 5.9 0.0 25.8 0.0 0.0 LnGrp LOS B B C A C Approach Vol, veh/h 1029 1145 506 Approach Delay, s/veh 14.1 13.2 25.8 Approach LOS B B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s14.4 31.7 18.4 46.0 Change Period (Y+Rc), s* 4.7 5.6 5.6 5.6 Max Green Setting (Gmax), s* 19 48.4 46.4 72.4 Max Q Clear Time (g_c+I1), s9.1 11.6 10.9 8.5 Green Ext Time (p_c), s 0.6 14.5 1.9 13.3 Intersection Summary HCM 2010 Ctrl Delay 15.9 HCM 2010 LOS B Notes Bonita Glen TIA Existing Plus Project Conditions 4: I-805 NB Off Ramp/I-805 NB On Ramp & Bonita Road AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 343 743 0 0 663 507 264 2 456 0 0 0 Future Volume (veh/h) 343 743 0 0 663 507 264 2 456 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1863 1900 1863 1863 Adj Flow Rate, veh/h 354 766 0 0 753 576 293 2 507 Adj No. of Lanes 2 2 0 0 3 1 0 1 2 Peak Hour Factor 0.97 0.97 0.97 0.88 0.88 0.88 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 430 2261 0 0 2342 729 394 3 622 Arrive On Green 0.13 0.64 0.00 0.00 0.46 0.46 0.22 0.22 0.22 Sat Flow, veh/h 3442 3632 0 0 5253 1583 1763 12 2787 Grp Volume(v), veh/h 354 766 0 0 753 576 295 0 507 Grp Sat Flow(s),veh/h/ln1721 1770 0 0 1695 1583 1775 0 1393 Q Serve(g_s), s 8.9 8.8 0.0 0.0 8.3 27.3 13.7 0.0 15.3 Cycle Q Clear(g_c), s 8.9 8.8 0.0 0.0 8.3 27.3 13.7 0.0 15.3 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 430 2261 0 0 2342 729 396 0 622 V/C Ratio(X) 0.82 0.34 0.00 0.00 0.32 0.79 0.74 0.00 0.81 Avail Cap(c_a), veh/h 510 2554 0 0 2646 824 1084 0 1702 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh37.7 7.4 0.0 0.0 15.1 20.2 32.0 0.0 32.6 Incr Delay (d2), s/veh 7.7 0.2 0.0 0.0 0.2 5.9 1.1 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.7 4.3 0.0 0.0 3.9 13.0 6.8 0.0 11.1 LnGrp Delay(d),s/veh 45.5 7.6 0.0 0.0 15.3 26.1 33.0 0.0 33.6 LnGrp LOS D A B C C C Approach Vol, veh/h 1120 1329 802 Approach Delay, s/veh 19.5 20.0 33.4 Approach LOS B B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 62.6 25.8 15.8 46.8 Change Period (Y+Rc), s 6.1 6.1 * 4.7 6.1 Max Green Setting (Gmax), s 63.8 54.0 * 13 46.0 Max Q Clear Time (g_c+I1), s 10.8 17.3 10.9 29.3 Green Ext Time (p_c), s 13.2 2.5 0.2 11.4 Intersection Summary HCM 2010 Ctrl Delay 23.1 HCM 2010 LOS C Notes Bonita Glen TIA Existing Plus Project Conditions 5: Hilltop Dr & Pepper Tree Rd AM Peak Hour Bonita Glen TIA Synchro 10 Report Intersection Intersection Delay, s/veh14.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 43 95 35 48 16 102 261 69 12 119 4 Future Vol, veh/h 5 43 95 35 48 16 102 261 69 12 119 4 Peak Hour Factor 0.97 0.97 0.97 0.72 0.72 0.72 0.88 0.88 0.88 0.69 0.69 0.69 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 44 98 49 67 22 116 297 78 17 172 6 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.3 10.8 18.4 10.9 HCM LOS B B C B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 24% 3% 35% 9% Vol Thru, % 60% 30% 48% 88% Vol Right, % 16% 66% 16% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 432 143 99 135 LT Vol 102 5 35 12 Through Vol 261 43 48 119 RT Vol 69 95 16 4 Lane Flow Rate 491 147 138 196 Geometry Grp 1 1 1 1 Degree of Util (X) 0.686 0.229 0.228 0.298 Departure Headway (Hd) 5.031 5.601 5.975 5.488 Convergence, Y/N Yes Yes Yes Yes Cap 717 638 600 653 Service Time 3.067 3.655 4.029 3.537 HCM Lane V/C Ratio 0.685 0.23 0.23 0.3 HCM Control Delay 18.4 10.3 10.8 10.9 HCM Lane LOS C B B B HCM 95th-tile Q 5.5 0.9 0.9 1.2 Bonita Glen TIA Existing Plus Project Conditions 1: Bonita Road & E Street & E Flower Street PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 762 4 143 747 119 0 5 97 94 1 10 Future Volume (veh/h) 20 762 4 143 747 119 0 5 97 94 1 10 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 21 802 4 155 812 129 0 6 110 100 1 11 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.92 0.92 0.92 0.88 0.88 0.88 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 35 1770 9 195 1777 282 112 14 260 248 23 252 Arrive On Green 0.02 0.49 0.49 0.11 0.58 0.58 0.00 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1774 3611 18 1774 3060 486 1397 83 1513 1271 134 1470 Grp Volume(v), veh/h 21 393 413 155 470 471 0 0 116 100 0 12 Grp Sat Flow(s),veh/h/ln 1774 1770 1860 1774 1770 1777 1397 0 1596 1271 0 1603 Q Serve(g_s), s 0.8 9.3 9.3 5.5 9.7 9.7 0.0 0.0 4.2 4.9 0.0 0.4 Cycle Q Clear(g_c), s 0.8 9.3 9.3 5.5 9.7 9.7 0.0 0.0 4.2 9.0 0.0 0.4 Prop In Lane 1.00 0.01 1.00 0.27 1.00 0.95 1.00 0.92 Lane Grp Cap(c), veh/h 35 867 912 195 1028 1032 113 0 274 248 0 275 V/C Ratio(X) 0.61 0.45 0.45 0.79 0.46 0.46 0.00 0.00 0.42 0.40 0.00 0.04 Avail Cap(c_a), veh/h 385 867 912 302 1028 1032 246 0 426 370 0 428 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.85 0.85 0.85 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.1 10.7 10.7 27.8 7.7 7.7 0.0 0.0 23.7 27.7 0.0 22.1 Incr Delay (d2), s/veh 6.3 1.7 1.6 3.1 1.2 1.2 0.0 0.0 1.0 1.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 4.9 5.1 2.8 5.1 5.1 0.0 0.0 1.9 1.8 0.0 0.2 LnGrp Delay(d),s/veh 37.4 12.4 12.3 30.8 8.9 8.9 0.0 0.0 24.7 28.8 0.0 22.2 LnGrp LOS D B B C A A C C C Approach Vol, veh/h 827 1096 116 112 Approach Delay, s/veh 13.0 12.0 24.7 28.1 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.2 36.7 16.1 5.4 42.5 16.1 Change Period (Y+Rc), s * 4.2 * 5.3 5.1 * 4.2 5.3 5.1 Max Green Setting (Gmax), s * 11 * 22 17.1 * 14 18.4 17.1 Max Q Clear Time (g_c+I1), s 7.5 11.3 11.0 2.8 11.7 6.2 Green Ext Time (p_c), s 0.1 5.1 0.1 0.0 4.6 0.4 Intersection Summary HCM 2010 Ctrl Delay 13.9 HCM 2010 LOS B Notes Bonita Glen TIA Existing Plus Project Conditions 2: Bonita Glen Drive & Bonita Road PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 897 32 330 971 72 33 13 179 70 11 47 Future Volume (veh/h) 21 897 32 330 971 72 33 13 179 70 11 47 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 22 944 34 344 1011 75 38 15 208 73 11 49 Adj No. of Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.96 0.96 0.96 0.86 0.86 0.86 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 25 1511 54 384 2124 158 248 84 257 176 40 80 Arrive On Green 0.01 0.43 0.43 0.22 0.64 0.64 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1774 3485 126 1774 3341 248 996 519 1583 605 245 496 Grp Volume(v), veh/h 22 479 499 344 535 551 53 0 208 133 0 0 Grp Sat Flow(s),veh/h/ln1774 1770 1841 1774 1770 1819 1515 0 1583 1345 0 0 Q Serve(g_s), s 0.9 15.1 15.1 13.6 11.4 11.4 0.0 0.0 9.1 4.6 0.0 0.0 Cycle Q Clear(g_c), s 0.9 15.1 15.1 13.6 11.4 11.4 2.0 0.0 9.1 6.5 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.14 0.72 1.00 0.55 0.37 Lane Grp Cap(c), veh/h 25 768 798 384 1125 1156 332 0 257 296 0 0 V/C Ratio(X) 0.87 0.62 0.62 0.90 0.48 0.48 0.16 0.00 0.81 0.45 0.00 0.00 Avail Cap(c_a), veh/h 468 768 798 394 1125 1156 560 0 506 504 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 0.66 0.66 0.66 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh35.4 15.8 15.8 27.4 6.8 6.8 26.0 0.0 29.1 27.9 0.0 0.0 Incr Delay (d2), s/veh 23.8 3.5 3.3 15.5 1.0 0.9 0.2 0.0 4.5 0.8 0.0 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/ln0.6 8.1 8.4 8.2 5.8 6.0 0.9 0.0 4.3 2.5 0.0 0.0 LnGrp Delay(d),s/veh 59.2 19.3 19.2 42.9 7.8 7.8 26.2 0.0 33.6 28.7 0.0 0.0 LnGrp LOS E B B D A A C C C Approach Vol, veh/h 1000 1430 261 133 Approach Delay, s/veh 20.1 16.2 32.1 28.7 Approach LOS C B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s19.1 36.2 16.7 4.5 50.8 16.7 Change Period (Y+Rc), s 3.5 5.0 5.0 3.5 5.0 5.0 Max Green Setting (Gmax), s16.0 19.5 23.0 19.0 16.5 23.0 Max Q Clear Time (g_c+I1), s15.6 17.1 8.5 2.9 13.4 11.1 Green Ext Time (p_c), s 0.0 1.5 0.5 0.0 2.1 0.6 Intersection Summary HCM 2010 Ctrl Delay 19.7 HCM 2010 LOS B Bonita Glen TIA Existing Plus Project Conditions 3: I-805 SB On Ramp/I-805 SB Off Ramp & Bonita Road PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 895 262 482 655 0 0 0 0 795 0 677 Future Volume (veh/h) 0 895 262 482 655 0 0 0 0 795 0 677 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1863 1863 1863 0 1863 0 1863 Adj Flow Rate, veh/h 0 962 282 513 697 0 864 0 0 Adj No. of Lanes 0 3 1 2 2 0 2 0 1 Peak Hour Factor 0.93 0.93 0.93 0.94 0.94 0.94 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2 Cap, veh/h 0 1833 571 592 2065 0 1017 0 468 Arrive On Green 0.00 0.36 0.36 0.17 0.58 0.00 0.30 0.00 0.00 Sat Flow, veh/h 0 5253 1583 3442 3632 0 3442 0 1583 Grp Volume(v), veh/h 0 962 282 513 697 0 864 0 0 Grp Sat Flow(s),veh/h/ln 0 1695 1583 1721 1770 0 1721 0 1583 Q Serve(g_s), s 0.0 13.8 12.8 13.4 9.4 0.0 21.8 0.0 0.0 Cycle Q Clear(g_c), s 0.0 13.8 12.8 13.4 9.4 0.0 21.8 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1833 571 592 2065 0 1017 0 468 V/C Ratio(X) 0.00 0.52 0.49 0.87 0.34 0.00 0.85 0.00 0.00 Avail Cap(c_a), veh/h 0 2653 826 726 2774 0 1729 0 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 23.3 23.0 37.2 10.0 0.0 30.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 1.4 8.0 0.2 0.0 2.1 0.0 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 %ile BackOfQ(50%),veh/ln0.0 6.5 5.8 7.0 4.6 0.0 10.6 0.0 0.0 LnGrp Delay(d),s/veh 0.0 23.8 24.4 45.2 10.2 0.0 32.7 0.0 0.0 LnGrp LOS C C D B C Approach Vol, veh/h 1244 1210 864 Approach Delay, s/veh 23.9 25.0 32.7 Approach LOS C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s20.6 38.9 32.9 59.5 Change Period (Y+Rc), s* 4.7 5.6 5.6 5.6 Max Green Setting (Gmax), s* 20 48.2 46.4 72.4 Max Q Clear Time (g_c+I1), s15.4 15.8 23.8 11.4 Green Ext Time (p_c), s 0.5 17.5 3.5 11.9 Intersection Summary HCM 2010 Ctrl Delay 26.6 HCM 2010 LOS C Notes Bonita Glen TIA Existing Plus Project Conditions 4: I-805 NB Off Ramp/I-805 NB On Ramp & Bonita Road PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 390 1273 0 0 900 458 269 1 603 0 0 0 Future Volume (veh/h) 390 1273 0 0 900 458 269 1 603 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1863 1900 1863 1863 Adj Flow Rate, veh/h 411 1340 0 0 957 487 289 1 648 Adj No. of Lanes 2 2 0 0 3 1 0 1 2 Peak Hour Factor 0.95 0.95 0.95 0.94 0.94 0.94 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 487 2064 0 0 1968 613 487 2 768 Arrive On Green 0.14 0.58 0.00 0.00 0.39 0.39 0.28 0.28 0.28 Sat Flow, veh/h 3442 3632 0 0 5253 1583 1768 6 2787 Grp Volume(v), veh/h 411 1340 0 0 957 487 290 0 648 Grp Sat Flow(s),veh/h/ln1721 1770 0 0 1695 1583 1774 0 1393 Q Serve(g_s), s 10.1 21.9 0.0 0.0 12.3 23.5 12.2 0.0 19.0 Cycle Q Clear(g_c), s 10.1 21.9 0.0 0.0 12.3 23.5 12.2 0.0 19.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 487 2064 0 0 1968 613 489 0 768 V/C Ratio(X) 0.84 0.65 0.00 0.00 0.49 0.79 0.59 0.00 0.84 Avail Cap(c_a), veh/h 546 2205 0 0 2084 649 1109 0 1742 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh36.1 12.1 0.0 0.0 20.0 23.4 27.1 0.0 29.5 Incr Delay (d2), s/veh 9.5 0.9 0.0 0.0 0.4 7.7 0.4 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.4 10.9 0.0 0.0 5.8 11.6 6.0 0.0 13.5 LnGrp Delay(d),s/veh 45.7 13.0 0.0 0.0 20.4 31.1 27.5 0.0 30.5 LnGrp LOS D B C C C C Approach Vol, veh/h 1751 1444 938 Approach Delay, s/veh 20.7 24.0 29.6 Approach LOS C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 56.5 29.9 16.9 39.5 Change Period (Y+Rc), s 6.1 6.1 * 4.7 6.1 Max Green Setting (Gmax), s 53.8 54.0 * 14 35.4 Max Q Clear Time (g_c+I1), s 23.9 21.0 12.1 25.5 Green Ext Time (p_c), s 20.4 2.9 0.2 7.9 Intersection Summary HCM 2010 Ctrl Delay 23.9 HCM 2010 LOS C Notes Bonita Glen TIA Existing Plus Project Conditions 5: Hilltop Dr & Pepper Tree Rd PM Peak Hour Bonita Glen TIA Synchro 10 Report Intersection Intersection Delay, s/veh11.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 50 86 71 58 16 88 164 49 13 207 4 Future Vol, veh/h 2 50 86 71 58 16 88 164 49 13 207 4 Peak Hour Factor 0.86 0.86 0.86 0.81 0.81 0.81 0.93 0.93 0.93 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 58 100 88 72 20 95 176 53 14 225 4 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.2 11.1 12.9 11.6 HCM LOS B B B B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 29% 1% 49% 6% Vol Thru, % 54% 36% 40% 92% Vol Right, % 16% 62% 11% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 301 138 145 224 LT Vol 88 2 71 13 Through Vol 164 50 58 207 RT Vol 49 86 16 4 Lane Flow Rate 324 160 179 243 Geometry Grp 1 1 1 1 Degree of Util (X) 0.472 0.242 0.287 0.366 Departure Headway (Hd) 5.254 5.419 5.768 5.411 Convergence, Y/N Yes Yes Yes Yes Cap 683 660 621 662 Service Time 3.297 3.472 3.82 3.458 HCM Lane V/C Ratio 0.474 0.242 0.288 0.367 HCM Control Delay 12.9 10.2 11.1 11.6 HCM Lane LOS B B B B HCM 95th-tile Q 2.5 0.9 1.2 1.7 Bonita Glen Traffic Impact Analysis Appendix E Peak Hour Intersection Capacity Worksheets – Year 2035 Base Conditions Bonita Glen TIA Future Year 2035 Conditions 1: Bonita Road & E Street & E Flower Street AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 630 0 100 1160 90 0 10 120 200 10 30 Future Volume (veh/h) 10 630 0 100 1160 90 0 10 120 200 10 30 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 11 685 0 109 1261 98 0 11 130 217 11 33 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 20 1508 0 140 1643 127 112 33 395 357 110 330 Arrive On Green 0.01 0.43 0.00 0.10 0.66 0.66 0.00 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 1774 3632 0 1774 3329 258 1357 125 1477 1243 411 1234 Grp Volume(v), veh/h 11 685 0 109 669 690 0 0 141 217 0 44 Grp Sat Flow(s),veh/h/ln 1774 1770 0 1774 1770 1817 1357 0 1602 1243 0 1645 Q Serve(g_s), s 0.4 8.8 0.0 3.8 16.7 16.9 0.0 0.0 4.5 10.9 0.0 1.3 Cycle Q Clear(g_c), s 0.4 8.8 0.0 3.8 16.7 16.9 0.0 0.0 4.5 15.4 0.0 1.3 Prop In Lane 1.00 0.00 1.00 0.14 1.00 0.92 1.00 0.75 Lane Grp Cap(c), veh/h 20 1508 0 140 873 897 113 0 428 357 0 440 V/C Ratio(X) 0.56 0.45 0.00 0.78 0.77 0.77 0.00 0.00 0.33 0.61 0.00 0.10 Avail Cap(c_a), veh/h 385 1508 0 302 873 897 113 0 428 357 0 440 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.74 0.74 0.74 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.5 13.1 0.0 28.1 8.4 8.5 0.0 0.0 18.8 25.0 0.0 17.7 Incr Delay (d2), s/veh 8.9 1.0 0.0 2.7 4.8 4.7 0.0 0.0 0.4 3.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 4.5 0.0 2.0 9.1 9.4 0.0 0.0 2.1 4.0 0.0 0.6 LnGrp Delay(d),s/veh 40.4 14.1 0.0 30.8 13.2 13.2 0.0 0.0 19.3 28.0 0.0 17.8 LnGrp LOS D B C B B B C B Approach Vol, veh/h 696 1468 141 261 Approach Delay, s/veh 14.5 14.5 19.3 26.3 Approach LOS B B B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.2 32.6 22.2 4.9 36.9 22.2 Change Period (Y+Rc), s * 4.2 * 5.3 5.1 * 4.2 5.3 5.1 Max Green Setting (Gmax), s * 11 * 22 17.1 * 14 18.4 17.1 Max Q Clear Time (g_c+I1), s 5.8 10.8 17.4 2.4 18.9 6.5 Green Ext Time (p_c), s 0.1 4.8 0.0 0.0 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 16.0 HCM 2010 LOS B Notes Bonita Glen TIA Future Year 2035 Conditions 2: Bonita Glen Drive & Bonita Road AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 770 20 250 1210 40 40 10 180 60 10 30 Future Volume (veh/h) 20 770 20 250 1210 40 40 10 180 60 10 30 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 22 837 22 272 1315 43 43 11 196 65 11 33 Adj No. of Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 25 1592 42 320 2161 71 287 62 249 193 43 64 Arrive On Green 0.01 0.45 0.45 0.18 0.62 0.62 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1774 3523 93 1774 3498 114 1183 397 1583 656 275 405 Grp Volume(v), veh/h 22 420 439 272 665 693 54 0 196 109 0 0 Grp Sat Flow(s),veh/h/ln1774 1770 1846 1774 1770 1843 1580 0 1583 1336 0 0 Q Serve(g_s), s 0.8 10.9 10.9 9.5 14.7 14.8 0.0 0.0 7.6 3.0 0.0 0.0 Cycle Q Clear(g_c), s 0.8 10.9 10.9 9.5 14.7 14.8 1.7 0.0 7.6 4.7 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.06 0.80 1.00 0.60 0.30 Lane Grp Cap(c), veh/h 25 799 834 320 1093 1138 349 0 249 300 0 0 V/C Ratio(X) 0.88 0.53 0.53 0.85 0.61 0.61 0.15 0.00 0.79 0.36 0.00 0.00 Avail Cap(c_a), veh/h 444 799 834 444 1093 1138 528 0 445 464 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 0.78 0.78 0.78 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh31.5 12.6 12.6 25.4 7.5 7.5 23.4 0.0 25.9 24.6 0.0 0.0 Incr Delay (d2), s/veh 24.1 2.1 2.0 6.6 2.0 1.9 0.2 0.0 4.1 0.5 0.0 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/ln0.6 5.7 6.0 5.2 7.6 7.9 0.8 0.0 3.6 1.8 0.0 0.0 LnGrp Delay(d),s/veh 55.6 14.7 14.6 32.0 9.5 9.4 23.6 0.0 30.1 25.2 0.0 0.0 LnGrp LOS E B B C A A C C C Approach Vol, veh/h 881 1630 250 109 Approach Delay, s/veh 15.7 13.2 28.7 25.2 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s15.0 33.9 15.1 4.4 44.5 15.1 Change Period (Y+Rc), s 3.5 5.0 5.0 3.5 5.0 5.0 Max Green Setting (Gmax), s16.0 16.5 18.0 16.0 16.5 18.0 Max Q Clear Time (g_c+I1), s11.5 12.9 6.7 2.8 16.8 9.6 Green Ext Time (p_c), s 0.1 2.0 0.3 0.0 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 15.8 HCM 2010 LOS B Bonita Glen TIA Future Year 2035 Conditions 3: I-805 SB On Ramp/I-805 SB Off Ramp & Bonita Road AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 640 330 380 720 0 0 0 0 560 0 500 Future Volume (veh/h) 0 640 330 380 720 0 0 0 0 560 0 500 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1863 1863 1863 0 1863 0 1863 Adj Flow Rate, veh/h 0 696 359 413 783 0 609 0 0 Adj No. of Lanes 0 3 1 2 2 0 2 0 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2 Cap, veh/h 0 2039 635 522 2187 0 781 0 359 Arrive On Green 0.00 0.40 0.40 0.15 0.62 0.00 0.23 0.00 0.00 Sat Flow, veh/h 0 5253 1583 3442 3632 0 3442 0 1583 Grp Volume(v), veh/h 0 696 359 413 783 0 609 0 0 Grp Sat Flow(s),veh/h/ln 0 1695 1583 1721 1770 0 1721 0 1583 Q Serve(g_s), s 0.0 6.9 12.7 8.3 7.8 0.0 12.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 6.9 12.7 8.3 7.8 0.0 12.0 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2039 635 522 2187 0 781 0 359 V/C Ratio(X) 0.00 0.34 0.57 0.79 0.36 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 0 3413 1063 921 3553 0 2214 0 1019 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 15.0 16.7 29.5 6.8 0.0 26.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 1.7 1.0 0.2 0.0 1.7 0.0 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 %ile BackOfQ(50%),veh/ln0.0 3.3 5.8 4.0 3.9 0.0 5.9 0.0 0.0 LnGrp Delay(d),s/veh 0.0 15.2 18.4 30.5 7.0 0.0 27.9 0.0 0.0 LnGrp LOS B B C A C Approach Vol, veh/h 1055 1196 609 Approach Delay, s/veh 16.3 15.1 27.9 Approach LOS B B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s15.6 34.5 22.0 50.2 Change Period (Y+Rc), s* 4.7 5.6 5.6 5.6 Max Green Setting (Gmax), s* 19 48.4 46.4 72.4 Max Q Clear Time (g_c+I1), s10.3 14.7 14.0 9.8 Green Ext Time (p_c), s 0.6 14.3 2.4 14.1 Intersection Summary HCM 2010 Ctrl Delay 18.3 HCM 2010 LOS B Notes Bonita Glen TIA Future Year 2035 Conditions 4: I-805 NB Off Ramp/I-805 NB On Ramp & Bonita Road AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 390 830 0 0 850 600 340 10 520 0 0 0 Future Volume (veh/h) 390 830 0 0 850 600 340 10 520 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1863 1900 1863 1863 Adj Flow Rate, veh/h 424 902 0 0 924 652 370 11 565 Adj No. of Lanes 2 2 0 0 3 1 0 1 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 420 2211 0 0 2319 722 438 13 708 Arrive On Green 0.12 0.62 0.00 0.00 0.46 0.46 0.25 0.25 0.25 Sat Flow, veh/h 3442 3632 0 0 5253 1583 1725 51 2787 Grp Volume(v), veh/h 424 902 0 0 924 652 381 0 565 Grp Sat Flow(s),veh/h/ln1721 1770 0 0 1695 1583 1776 0 1393 Q Serve(g_s), s 12.3 12.9 0.0 0.0 12.2 38.4 20.5 0.0 19.1 Cycle Q Clear(g_c), s 12.3 12.9 0.0 0.0 12.2 38.4 20.5 0.0 19.1 Prop In Lane 1.00 0.00 0.00 1.00 0.97 1.00 Lane Grp Cap(c), veh/h 420 2211 0 0 2319 722 451 0 708 V/C Ratio(X) 1.01 0.41 0.00 0.00 0.40 0.90 0.84 0.00 0.80 Avail Cap(c_a), veh/h 420 2242 0 0 2363 736 953 0 1494 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh44.2 9.5 0.0 0.0 18.2 25.3 35.7 0.0 35.1 Incr Delay (d2), s/veh 46.1 0.3 0.0 0.0 0.2 15.1 1.7 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.5 6.3 0.0 0.0 5.7 19.7 10.3 0.0 13.8 LnGrp Delay(d),s/veh 90.3 9.8 0.0 0.0 18.4 40.5 37.4 0.0 35.9 LnGrp LOS F A B D D D Approach Vol, veh/h 1326 1576 946 Approach Delay, s/veh 35.5 27.6 36.5 Approach LOS D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 69.0 31.7 17.0 52.0 Change Period (Y+Rc), s 6.1 6.1 * 4.7 6.1 Max Green Setting (Gmax), s 63.8 54.0 * 12 46.8 Max Q Clear Time (g_c+I1), s 14.9 22.5 14.3 40.4 Green Ext Time (p_c), s 16.2 3.1 0.0 5.6 Intersection Summary HCM 2010 Ctrl Delay 32.5 HCM 2010 LOS C Notes Bonita Glen TIA Future Year 2035 Conditions 5: Hilltop Dr & Pepper Tree Rd AM Peak Hour Bonita Glen TIA Synchro 10 Report Intersection Intersection Delay, s/veh17.8 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 50 110 40 50 20 120 310 80 10 140 0 Future Vol, veh/h 10 50 110 40 50 20 120 310 80 10 140 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 54 120 43 54 22 130 337 87 11 152 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 11.1 10.8 23.7 10.7 HCM LOS B B C B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 24% 6% 36% 7% Vol Thru, % 61% 29% 45% 93% Vol Right, % 16% 65% 18% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 510 170 110 150 LT Vol 120 10 40 10 Through Vol 310 50 50 140 RT Vol 80 110 20 0 Lane Flow Rate 554 185 120 163 Geometry Grp 1 1 1 1 Degree of Util (X) 0.779 0.292 0.204 0.257 Departure Headway (Hd) 5.062 5.684 6.153 5.682 Convergence, Y/N Yes Yes Yes Yes Cap 715 630 580 629 Service Time 3.102 3.744 4.221 3.741 HCM Lane V/C Ratio 0.775 0.294 0.207 0.259 HCM Control Delay 23.7 11.1 10.8 10.7 HCM Lane LOS C B B B HCM 95th-tile Q 7.6 1.2 0.8 1 Bonita Glen TIA Future Year 2035 Conditions 1: Bonita Road & E Street & E Flower Street PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 1080 10 150 1220 140 0 10 140 140 10 20 Future Volume (veh/h) 20 1080 10 150 1220 140 0 10 140 140 10 20 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 22 1174 11 163 1326 152 0 11 152 152 11 22 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 36 1499 14 204 1640 187 112 26 357 299 133 266 Arrive On Green 0.02 0.42 0.42 0.12 0.51 0.51 0.00 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1774 3593 34 1774 3203 365 1370 108 1492 1218 556 1111 Grp Volume(v), veh/h 22 578 607 163 730 748 0 0 163 152 0 33 Grp Sat Flow(s),veh/h/ln 1774 1770 1857 1774 1770 1798 1370 0 1600 1218 0 1667 Q Serve(g_s), s 0.8 18.1 18.1 5.7 21.9 22.3 0.0 0.0 5.5 7.7 0.0 1.0 Cycle Q Clear(g_c), s 0.8 18.1 18.1 5.7 21.9 22.3 0.0 0.0 5.5 13.2 0.0 1.0 Prop In Lane 1.00 0.02 1.00 0.20 1.00 0.93 1.00 0.67 Lane Grp Cap(c), veh/h 36 738 775 204 906 921 113 0 383 299 0 399 V/C Ratio(X) 0.61 0.78 0.78 0.80 0.81 0.81 0.00 0.00 0.43 0.51 0.00 0.08 Avail Cap(c_a), veh/h 385 738 775 302 906 921 150 0 427 333 0 445 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.60 0.60 0.60 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.1 16.1 16.1 27.6 13.0 13.0 0.0 0.0 20.6 26.2 0.0 18.9 Incr Delay (d2), s/veh 6.2 8.1 7.8 3.1 4.7 4.8 0.0 0.0 0.7 1.3 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 10.3 10.8 3.0 11.7 12.1 0.0 0.0 2.5 2.7 0.0 0.5 LnGrp Delay(d),s/veh 37.3 24.3 23.9 30.7 17.7 17.9 0.0 0.0 21.4 27.5 0.0 19.0 LnGrp LOS D C C C B B C C B Approach Vol, veh/h 1207 1641 163 185 Approach Delay, s/veh 24.3 19.1 21.4 26.0 Approach LOS C B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.6 32.0 20.4 5.5 38.1 20.4 Change Period (Y+Rc), s * 4.2 * 5.3 5.1 * 4.2 5.3 5.1 Max Green Setting (Gmax), s * 11 * 22 17.1 * 14 18.4 17.1 Max Q Clear Time (g_c+I1), s 7.7 20.1 15.2 2.8 24.3 7.5 Green Ext Time (p_c), s 0.1 1.4 0.1 0.0 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 21.6 HCM 2010 LOS C Notes Bonita Glen TIA Future Year 2035 Conditions 2: Bonita Glen Drive & Bonita Road PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 1060 30 330 1400 80 40 20 170 80 20 70 Future Volume (veh/h) 20 1060 30 330 1400 80 40 20 170 80 20 70 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 22 1152 33 359 1522 87 43 22 185 87 22 76 Adj No. of Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 25 1464 42 394 2126 121 222 98 275 162 46 94 Arrive On Green 0.01 0.42 0.42 0.22 0.62 0.62 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1774 3514 101 1774 3404 194 803 563 1583 509 268 542 Grp Volume(v), veh/h 22 580 605 359 788 821 65 0 185 185 0 0 Grp Sat Flow(s),veh/h/ln1774 1770 1845 1774 1770 1829 1366 0 1583 1319 0 0 Q Serve(g_s), s 0.9 20.5 20.5 14.2 21.7 22.0 0.0 0.0 7.9 7.2 0.0 0.0 Cycle Q Clear(g_c), s 0.9 20.5 20.5 14.2 21.7 22.0 2.7 0.0 7.9 9.9 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.11 0.66 1.00 0.47 0.41 Lane Grp Cap(c), veh/h 25 737 769 394 1105 1142 320 0 275 303 0 0 V/C Ratio(X) 0.87 0.79 0.79 0.91 0.71 0.72 0.20 0.00 0.67 0.61 0.00 0.00 Avail Cap(c_a), veh/h 468 737 769 394 1105 1142 530 0 506 504 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.72 0.72 0.72 0.51 0.51 0.51 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh35.4 18.2 18.2 27.3 9.2 9.2 25.6 0.0 27.8 28.7 0.0 0.0 Incr Delay (d2), s/veh 19.7 6.1 5.8 14.6 2.0 2.0 0.2 0.0 2.1 1.5 0.0 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/ln0.6 11.2 11.7 8.5 11.1 11.6 1.1 0.0 3.6 3.7 0.0 0.0 LnGrp Delay(d),s/veh 55.1 24.3 24.1 41.9 11.2 11.2 25.8 0.0 30.0 30.2 0.0 0.0 LnGrp LOS E C C D B B C C C Approach Vol, veh/h 1207 1968 250 185 Approach Delay, s/veh 24.7 16.8 28.9 30.2 Approach LOS C B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s19.5 35.0 17.5 4.5 50.0 17.5 Change Period (Y+Rc), s 3.5 5.0 5.0 3.5 5.0 5.0 Max Green Setting (Gmax), s16.0 19.5 23.0 19.0 16.5 23.0 Max Q Clear Time (g_c+I1), s16.2 22.5 11.9 2.9 24.0 9.9 Green Ext Time (p_c), s 0.0 0.0 0.7 0.0 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 21.0 HCM 2010 LOS C Bonita Glen TIA Future Year 2035 Conditions 3: I-805 SB On Ramp/I-805 SB Off Ramp & Bonita Road PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1140 300 570 740 0 0 0 0 1020 0 780 Future Volume (veh/h) 0 1140 300 570 740 0 0 0 0 1020 0 780 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1863 1863 1863 0 1863 0 1863 Adj Flow Rate, veh/h 0 1239 326 620 804 0 1109 0 0 Adj No. of Lanes 0 3 1 2 2 0 2 0 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2 Cap, veh/h 0 1693 527 589 1924 0 1246 0 573 Arrive On Green 0.00 0.33 0.33 0.17 0.54 0.00 0.36 0.00 0.00 Sat Flow, veh/h 0 5253 1583 3442 3632 0 3442 0 1583 Grp Volume(v), veh/h 0 1239 326 620 804 0 1109 0 0 Grp Sat Flow(s),veh/h/ln 0 1695 1583 1721 1770 0 1721 0 1583 Q Serve(g_s), s 0.0 25.5 20.5 20.3 15.9 0.0 36.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 25.5 20.5 20.3 15.9 0.0 36.0 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1693 527 589 1924 0 1246 0 573 V/C Ratio(X) 0.00 0.73 0.62 1.05 0.42 0.00 0.89 0.00 0.00 Avail Cap(c_a), veh/h 0 1817 566 589 2010 0 1925 0 886 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 34.9 33.3 49.2 16.0 0.0 35.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.9 3.0 51.9 0.3 0.0 3.7 0.0 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 %ile BackOfQ(50%),veh/ln0.0 12.2 9.4 13.8 7.8 0.0 17.7 0.0 0.0 LnGrp Delay(d),s/veh 0.0 36.8 36.2 101.1 16.3 0.0 39.3 0.0 0.0 LnGrp LOS D D F B D Approach Vol, veh/h 1565 1424 1109 Approach Delay, s/veh 36.7 53.2 39.3 Approach LOS D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s25.0 45.1 48.6 70.1 Change Period (Y+Rc), s* 4.7 5.6 5.6 5.6 Max Green Setting (Gmax), s* 20 42.4 66.4 67.4 Max Q Clear Time (g_c+I1), s22.3 27.5 38.0 17.9 Green Ext Time (p_c), s 0.0 12.0 5.0 13.9 Intersection Summary HCM 2010 Ctrl Delay 43.1 HCM 2010 LOS D Notes Bonita Glen TIA Future Year 2035 Conditions 4: I-805 NB Off Ramp/I-805 NB On Ramp & Bonita Road PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 450 1440 0 0 1140 540 330 10 690 0 0 0 Future Volume (veh/h) 450 1440 0 0 1140 540 330 10 690 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1863 1900 1863 1863 Adj Flow Rate, veh/h 489 1565 0 0 1239 587 359 11 750 Adj No. of Lanes 2 2 0 0 3 1 0 1 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 451 2060 0 0 2073 645 528 16 853 Arrive On Green 0.13 0.58 0.00 0.00 0.41 0.41 0.31 0.31 0.31 Sat Flow, veh/h 3442 3632 0 0 5253 1583 1724 53 2787 Grp Volume(v), veh/h 489 1565 0 0 1239 587 370 0 750 Grp Sat Flow(s),veh/h/ln1721 1770 0 0 1695 1583 1777 0 1393 Q Serve(g_s), s 14.3 36.1 0.0 0.0 20.8 38.0 19.9 0.0 27.9 Cycle Q Clear(g_c), s 14.3 36.1 0.0 0.0 20.8 38.0 19.9 0.0 27.9 Prop In Lane 1.00 0.00 0.00 1.00 0.97 1.00 Lane Grp Cap(c), veh/h 451 2060 0 0 2073 645 544 0 853 V/C Ratio(X) 1.08 0.76 0.00 0.00 0.60 0.91 0.68 0.00 0.88 Avail Cap(c_a), veh/h 451 2071 0 0 2090 651 880 0 1380 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh47.4 17.1 0.0 0.0 25.3 30.4 33.1 0.0 35.9 Incr Delay (d2), s/veh 66.7 2.0 0.0 0.0 0.7 17.5 0.6 0.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln10.9 18.0 0.0 0.0 9.9 19.8 9.8 0.0 19.5 LnGrp Delay(d),s/veh 114.0 19.1 0.0 0.0 26.0 47.9 33.7 0.0 38.3 LnGrp LOS F B C D C D Approach Vol, veh/h 2054 1826 1120 Approach Delay, s/veh 41.7 33.1 36.8 Approach LOS D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 69.5 39.5 19.0 50.5 Change Period (Y+Rc), s 6.1 6.1 * 4.7 6.1 Max Green Setting (Gmax), s 63.8 54.0 * 14 44.8 Max Q Clear Time (g_c+I1), s 38.1 29.9 16.3 40.0 Green Ext Time (p_c), s 20.6 3.5 0.0 4.4 Intersection Summary HCM 2010 Ctrl Delay 37.4 HCM 2010 LOS D Notes Bonita Glen TIA Future Year 2035 Conditions 5: Hilltop Dr & Pepper Tree Rd PM Peak Hour Bonita Glen TIA Synchro 10 Report Intersection Intersection Delay, s/veh11.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 50 90 70 60 20 90 160 40 10 210 0 Future Vol, veh/h 0 50 90 70 60 20 90 160 40 10 210 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 54 98 76 65 22 98 174 43 11 228 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.9 10.7 12.4 11.2 HCM LOS A B B B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 31% 0% 47% 5% Vol Thru, % 55% 36% 40% 95% Vol Right, % 14% 64% 13% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 290 140 150 220 LT Vol 90 0 70 10 Through Vol 160 50 60 210 RT Vol 40 90 20 0 Lane Flow Rate 315 152 163 239 Geometry Grp 1 1 1 1 Degree of Util (X) 0.453 0.224 0.257 0.352 Departure Headway (Hd) 5.168 5.308 5.672 5.305 Convergence, Y/N Yes Yes Yes Yes Cap 697 674 633 677 Service Time 3.203 3.354 3.715 3.344 HCM Lane V/C Ratio 0.452 0.226 0.258 0.353 HCM Control Delay 12.4 9.9 10.7 11.2 HCM Lane LOS B A B B HCM 95th-tile Q 2.4 0.9 1 1.6 Bonita Glen Traffic Impact Analysis Appendix F Peak Hour Intersection Capacity Worksheets – Year 2035 Base + Project Conditions Bonita Glen TIA Future Year 2035 Plus Project Conditions 1: Bonita Road & E Street & E Flower Street AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 632 0 100 1170 90 0 10 120 200 10 30 Future Volume (veh/h) 10 632 0 100 1170 90 0 10 120 200 10 30 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 11 687 0 109 1272 98 0 11 130 217 11 33 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 20 1508 0 140 1644 126 112 33 395 357 110 330 Arrive On Green 0.01 0.43 0.00 0.10 0.66 0.66 0.00 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 1774 3632 0 1774 3331 256 1357 125 1477 1243 411 1234 Grp Volume(v), veh/h 11 687 0 109 674 696 0 0 141 217 0 44 Grp Sat Flow(s),veh/h/ln 1774 1770 0 1774 1770 1818 1357 0 1602 1243 0 1645 Q Serve(g_s), s 0.4 8.8 0.0 3.8 17.0 17.1 0.0 0.0 4.5 10.9 0.0 1.3 Cycle Q Clear(g_c), s 0.4 8.8 0.0 3.8 17.0 17.1 0.0 0.0 4.5 15.4 0.0 1.3 Prop In Lane 1.00 0.00 1.00 0.14 1.00 0.92 1.00 0.75 Lane Grp Cap(c), veh/h 20 1508 0 140 873 897 113 0 428 357 0 440 V/C Ratio(X) 0.56 0.46 0.00 0.78 0.77 0.78 0.00 0.00 0.33 0.61 0.00 0.10 Avail Cap(c_a), veh/h 385 1508 0 302 873 897 113 0 428 357 0 440 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.71 0.71 0.71 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.5 13.1 0.0 28.1 8.5 8.5 0.0 0.0 18.8 25.0 0.0 17.7 Incr Delay (d2), s/veh 8.9 1.0 0.0 2.6 4.8 4.7 0.0 0.0 0.4 3.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 4.5 0.0 2.0 9.1 9.4 0.0 0.0 2.1 4.0 0.0 0.6 LnGrp Delay(d),s/veh 40.4 14.1 0.0 30.7 13.2 13.2 0.0 0.0 19.3 28.0 0.0 17.8 LnGrp LOS D B C B B B C B Approach Vol, veh/h 698 1479 141 261 Approach Delay, s/veh 14.5 14.5 19.3 26.3 Approach LOS B B B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.2 32.6 22.2 4.9 36.9 22.2 Change Period (Y+Rc), s * 4.2 * 5.3 5.1 * 4.2 5.3 5.1 Max Green Setting (Gmax), s * 11 * 22 17.1 * 14 18.4 17.1 Max Q Clear Time (g_c+I1), s 5.8 10.8 17.4 2.4 19.1 6.5 Green Ext Time (p_c), s 0.1 4.8 0.0 0.0 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 16.0 HCM 2010 LOS B Notes Bonita Glen TIA Future Year 2035 Plus Project Conditions 2: Bonita Glen Drive & Bonita Road AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 770 22 262 1210 40 50 10 229 60 10 30 Future Volume (veh/h) 20 770 22 262 1210 40 50 10 229 60 10 30 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 22 837 24 285 1315 43 54 11 249 65 11 33 Adj No. of Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 25 1446 41 332 2045 67 334 59 301 210 46 73 Arrive On Green 0.01 0.41 0.41 0.19 0.58 0.58 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1774 3514 101 1774 3498 114 1214 310 1583 634 244 381 Grp Volume(v), veh/h 22 421 440 285 665 693 65 0 249 109 0 0 Grp Sat Flow(s),veh/h/ln1774 1770 1845 1774 1770 1843 1523 0 1583 1259 0 0 Q Serve(g_s), s 0.8 11.8 11.8 10.0 16.0 16.0 0.0 0.0 9.7 3.0 0.0 0.0 Cycle Q Clear(g_c), s 0.8 11.8 11.8 10.0 16.0 16.0 2.1 0.0 9.7 5.0 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.06 0.83 1.00 0.60 0.30 Lane Grp Cap(c), veh/h 25 728 759 332 1035 1077 393 0 301 329 0 0 V/C Ratio(X) 0.88 0.58 0.58 0.86 0.64 0.64 0.17 0.00 0.83 0.33 0.00 0.00 Avail Cap(c_a), veh/h 444 728 759 444 1035 1077 522 0 445 446 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 0.78 0.78 0.78 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh31.5 14.6 14.6 25.2 8.8 8.8 21.8 0.0 24.9 23.0 0.0 0.0 Incr Delay (d2), s/veh 24.1 2.8 2.7 7.7 2.4 2.3 0.1 0.0 6.8 0.4 0.0 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/ln0.6 6.3 6.6 5.5 8.4 8.8 1.0 0.0 4.8 1.7 0.0 0.0 LnGrp Delay(d),s/veh 55.6 17.4 17.3 32.9 11.2 11.2 21.9 0.0 31.7 23.4 0.0 0.0 LnGrp LOS E B B C B B C C C Approach Vol, veh/h 883 1643 314 109 Approach Delay, s/veh 18.3 15.0 29.7 23.4 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s15.5 31.3 17.2 4.4 42.4 17.2 Change Period (Y+Rc), s 3.5 5.0 5.0 3.5 5.0 5.0 Max Green Setting (Gmax), s16.0 16.5 18.0 16.0 16.5 18.0 Max Q Clear Time (g_c+I1), s12.0 13.8 7.0 2.8 18.0 11.7 Green Ext Time (p_c), s 0.1 1.5 0.3 0.0 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 17.8 HCM 2010 LOS B Bonita Glen TIA Future Year 2035 Plus Project Conditions 3: I-805 SB On Ramp/I-805 SB Off Ramp & Bonita Road AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 673 346 380 728 0 0 0 0 560 0 504 Future Volume (veh/h) 0 673 346 380 728 0 0 0 0 560 0 504 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1863 1863 1863 0 1863 0 1863 Adj Flow Rate, veh/h 0 732 376 413 791 0 609 0 0 Adj No. of Lanes 0 3 1 2 2 0 2 0 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2 Cap, veh/h 0 2087 650 518 2209 0 775 0 357 Arrive On Green 0.00 0.41 0.41 0.15 0.62 0.00 0.23 0.00 0.00 Sat Flow, veh/h 0 5253 1583 3442 3632 0 3442 0 1583 Grp Volume(v), veh/h 0 732 376 413 791 0 609 0 0 Grp Sat Flow(s),veh/h/ln 0 1695 1583 1721 1770 0 1721 0 1583 Q Serve(g_s), s 0.0 7.4 13.7 8.6 8.1 0.0 12.4 0.0 0.0 Cycle Q Clear(g_c), s 0.0 7.4 13.7 8.6 8.1 0.0 12.4 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2087 650 518 2209 0 775 0 357 V/C Ratio(X) 0.00 0.35 0.58 0.80 0.36 0.00 0.79 0.00 0.00 Avail Cap(c_a), veh/h 0 3307 1030 892 3442 0 2145 0 987 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 15.1 17.0 30.5 6.8 0.0 27.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 1.7 1.1 0.2 0.0 1.8 0.0 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 %ile BackOfQ(50%),veh/ln0.0 3.5 6.3 4.2 3.9 0.0 6.0 0.0 0.0 LnGrp Delay(d),s/veh 0.0 15.3 18.7 31.6 7.0 0.0 28.9 0.0 0.0 LnGrp LOS B B C A C Approach Vol, veh/h 1108 1204 609 Approach Delay, s/veh 16.5 15.4 28.9 Approach LOS B B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s15.9 36.2 22.4 52.1 Change Period (Y+Rc), s* 4.7 5.6 5.6 5.6 Max Green Setting (Gmax), s* 19 48.4 46.4 72.4 Max Q Clear Time (g_c+I1), s10.6 15.7 14.4 10.1 Green Ext Time (p_c), s 0.6 14.9 2.4 14.3 Intersection Summary HCM 2010 Ctrl Delay 18.6 HCM 2010 LOS B Notes Bonita Glen TIA Future Year 2035 Plus Project Conditions 4: I-805 NB Off Ramp/I-805 NB On Ramp & Bonita Road AM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 406 847 0 0 854 600 344 10 520 0 0 0 Future Volume (veh/h) 406 847 0 0 854 600 344 10 520 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1863 1900 1863 1863 Adj Flow Rate, veh/h 441 921 0 0 928 652 374 11 565 Adj No. of Lanes 2 2 0 0 3 1 0 1 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 419 2205 0 0 2313 720 442 13 714 Arrive On Green 0.12 0.62 0.00 0.00 0.45 0.45 0.26 0.26 0.26 Sat Flow, veh/h 3442 3632 0 0 5253 1583 1726 51 2787 Grp Volume(v), veh/h 441 921 0 0 928 652 385 0 565 Grp Sat Flow(s),veh/h/ln1721 1770 0 0 1695 1583 1776 0 1393 Q Serve(g_s), s 12.3 13.4 0.0 0.0 12.3 38.6 20.8 0.0 19.1 Cycle Q Clear(g_c), s 12.3 13.4 0.0 0.0 12.3 38.6 20.8 0.0 19.1 Prop In Lane 1.00 0.00 0.00 1.00 0.97 1.00 Lane Grp Cap(c), veh/h 419 2205 0 0 2313 720 455 0 714 V/C Ratio(X) 1.05 0.42 0.00 0.00 0.40 0.91 0.85 0.00 0.79 Avail Cap(c_a), veh/h 419 2234 0 0 2355 733 949 0 1489 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh44.4 9.7 0.0 0.0 18.4 25.5 35.7 0.0 35.1 Incr Delay (d2), s/veh 58.6 0.3 0.0 0.0 0.2 15.4 1.7 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.2 6.6 0.0 0.0 5.8 19.8 10.4 0.0 13.9 LnGrp Delay(d),s/veh 103.0 10.0 0.0 0.0 18.6 41.0 37.4 0.0 35.8 LnGrp LOS F A B D D D Approach Vol, veh/h 1362 1580 950 Approach Delay, s/veh 40.1 27.8 36.5 Approach LOS D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 69.1 32.0 17.0 52.1 Change Period (Y+Rc), s 6.1 6.1 * 4.7 6.1 Max Green Setting (Gmax), s 63.8 54.0 * 12 46.8 Max Q Clear Time (g_c+I1), s 15.4 22.8 14.3 40.6 Green Ext Time (p_c), s 16.7 3.1 0.0 5.4 Intersection Summary HCM 2010 Ctrl Delay 34.2 HCM 2010 LOS C Notes Bonita Glen TIA Future Year 2035 Plus Project Conditions 5: Hilltop Dr & Pepper Tree Rd AM Peak Hour Bonita Glen TIA Synchro 10 Report Intersection Intersection Delay, s/veh18.2 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 50 110 45 52 20 120 310 82 10 140 0 Future Vol, veh/h 10 50 110 45 52 20 120 310 82 10 140 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 54 120 49 57 22 130 337 89 11 152 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 11.2 11 24.3 10.8 HCM LOS B B C B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 23% 6% 38% 7% Vol Thru, % 61% 29% 44% 93% Vol Right, % 16% 65% 17% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 512 170 117 150 LT Vol 120 10 45 10 Through Vol 310 50 52 140 RT Vol 82 110 20 0 Lane Flow Rate 557 185 127 163 Geometry Grp 1 1 1 1 Degree of Util (X) 0.787 0.293 0.218 0.259 Departure Headway (Hd) 5.088 5.716 6.179 5.721 Convergence, Y/N Yes Yes Yes Yes Cap 712 625 577 624 Service Time 3.131 3.784 4.253 3.785 HCM Lane V/C Ratio 0.782 0.296 0.22 0.261 HCM Control Delay 24.3 11.2 11 10.8 HCM Lane LOS C B B B HCM 95th-tile Q 7.8 1.2 0.8 1 Bonita Glen TIA Future Year 2035 Plus Project Conditions 1: Bonita Road & E Street & E Flower Street PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 1090 10 150 1224 140 0 10 140 140 10 20 Future Volume (veh/h) 20 1090 10 150 1224 140 0 10 140 140 10 20 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 22 1185 11 163 1330 152 0 11 152 152 11 22 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 36 1499 14 204 1641 187 112 26 357 299 133 266 Arrive On Green 0.02 0.42 0.42 0.12 0.51 0.51 0.00 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1774 3593 33 1774 3204 364 1370 108 1492 1218 556 1111 Grp Volume(v), veh/h 22 584 612 163 731 751 0 0 163 152 0 33 Grp Sat Flow(s),veh/h/ln 1774 1770 1857 1774 1770 1798 1370 0 1600 1218 0 1667 Q Serve(g_s), s 0.8 18.4 18.4 5.7 22.0 22.4 0.0 0.0 5.5 7.7 0.0 1.0 Cycle Q Clear(g_c), s 0.8 18.4 18.4 5.7 22.0 22.4 0.0 0.0 5.5 13.2 0.0 1.0 Prop In Lane 1.00 0.02 1.00 0.20 1.00 0.93 1.00 0.67 Lane Grp Cap(c), veh/h 36 738 775 204 906 921 113 0 383 299 0 399 V/C Ratio(X) 0.61 0.79 0.79 0.80 0.81 0.81 0.00 0.00 0.43 0.51 0.00 0.08 Avail Cap(c_a), veh/h 385 738 775 302 906 921 150 0 427 333 0 445 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.58 0.58 0.58 0.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.1 16.2 16.2 27.6 13.0 13.1 0.0 0.0 20.6 26.2 0.0 18.9 Incr Delay (d2), s/veh 6.2 8.4 8.1 3.0 4.6 4.7 0.0 0.0 0.7 1.3 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 10.6 11.1 3.0 11.7 12.0 0.0 0.0 2.5 2.7 0.0 0.5 LnGrp Delay(d),s/veh 37.3 24.7 24.3 30.6 17.6 17.8 0.0 0.0 21.4 27.5 0.0 19.0 LnGrp LOS D C C C B B C C B Approach Vol, veh/h 1218 1645 163 185 Approach Delay, s/veh 24.7 19.0 21.4 26.0 Approach LOS C B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.6 32.0 20.4 5.5 38.1 20.4 Change Period (Y+Rc), s * 4.2 * 5.3 5.1 * 4.2 5.3 5.1 Max Green Setting (Gmax), s * 11 * 22 17.1 * 14 18.4 17.1 Max Q Clear Time (g_c+I1), s 7.7 20.4 15.2 2.8 24.4 7.5 Green Ext Time (p_c), s 0.1 1.2 0.1 0.0 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 21.7 HCM 2010 LOS C Notes Bonita Glen TIA Future Year 2035 Plus Project Conditions 2: Bonita Glen Drive & Bonita Road PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 1060 40 378 1400 80 44 20 191 80 20 70 Future Volume (veh/h) 20 1060 40 378 1400 80 44 20 191 80 20 70 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1863 1900 1863 1900 Adj Flow Rate, veh/h 22 1152 43 411 1522 87 48 22 208 87 22 76 Adj No. of Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 25 1435 54 394 2111 120 231 91 282 161 47 94 Arrive On Green 0.01 0.41 0.41 0.22 0.62 0.62 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1774 3480 130 1774 3404 194 823 510 1583 489 267 527 Grp Volume(v), veh/h 22 586 609 411 788 821 70 0 208 185 0 0 Grp Sat Flow(s),veh/h/ln1774 1770 1840 1774 1770 1829 1333 0 1583 1283 0 0 Q Serve(g_s), s 0.9 20.9 21.0 16.0 22.0 22.3 0.0 0.0 9.0 7.1 0.0 0.0 Cycle Q Clear(g_c), s 0.9 20.9 21.0 16.0 22.0 22.3 3.0 0.0 9.0 10.2 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.11 0.69 1.00 0.47 0.41 Lane Grp Cap(c), veh/h 25 730 759 394 1098 1134 321 0 282 302 0 0 V/C Ratio(X) 0.87 0.80 0.80 1.04 0.72 0.72 0.22 0.00 0.74 0.61 0.00 0.00 Avail Cap(c_a), veh/h 468 730 759 394 1098 1134 524 0 506 495 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.71 0.71 0.71 0.47 0.47 0.47 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh35.4 18.6 18.6 28.0 9.4 9.4 25.5 0.0 28.0 28.6 0.0 0.0 Incr Delay (d2), s/veh 19.6 6.6 6.4 42.8 2.0 1.9 0.2 0.0 2.8 1.5 0.0 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/ln0.6 11.4 11.8 12.5 11.1 11.6 1.2 0.0 4.1 3.7 0.0 0.0 LnGrp Delay(d),s/veh 55.0 25.2 25.0 70.8 11.3 11.4 25.7 0.0 30.8 30.1 0.0 0.0 LnGrp LOS D C C F B B C C C Approach Vol, veh/h 1217 2020 278 185 Approach Delay, s/veh 25.6 23.4 29.5 30.1 Approach LOS C C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s19.5 34.7 17.8 4.5 49.7 17.8 Change Period (Y+Rc), s 3.5 5.0 5.0 3.5 5.0 5.0 Max Green Setting (Gmax), s16.0 19.5 23.0 19.0 16.5 23.0 Max Q Clear Time (g_c+I1), s18.0 23.0 12.2 2.9 24.3 11.0 Green Ext Time (p_c), s 0.0 0.0 0.7 0.0 0.0 0.7 Intersection Summary HCM 2010 Ctrl Delay 25.0 HCM 2010 LOS C Bonita Glen TIA Future Year 2035 Plus Project Conditions 3: I-805 SB On Ramp/I-805 SB Off Ramp & Bonita Road PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1154 307 570 772 0 0 0 0 1020 0 796 Future Volume (veh/h) 0 1154 307 570 772 0 0 0 0 1020 0 796 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1863 1863 1863 1863 0 1863 0 1863 Adj Flow Rate, veh/h 0 1254 334 620 839 0 1109 0 0 Adj No. of Lanes 0 3 1 2 2 0 2 0 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 0 2 Cap, veh/h 0 1698 529 587 1925 0 1246 0 573 Arrive On Green 0.00 0.33 0.33 0.17 0.54 0.00 0.36 0.00 0.00 Sat Flow, veh/h 0 5253 1583 3442 3632 0 3442 0 1583 Grp Volume(v), veh/h 0 1254 334 620 839 0 1109 0 0 Grp Sat Flow(s),veh/h/ln 0 1695 1583 1721 1770 0 1721 0 1583 Q Serve(g_s), s 0.0 25.9 21.2 20.3 16.9 0.0 36.1 0.0 0.0 Cycle Q Clear(g_c), s 0.0 25.9 21.2 20.3 16.9 0.0 36.1 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1698 529 587 1925 0 1246 0 573 V/C Ratio(X) 0.00 0.74 0.63 1.06 0.44 0.00 0.89 0.00 0.00 Avail Cap(c_a), veh/h 0 1812 564 587 2004 0 1920 0 883 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 35.0 33.5 49.4 16.2 0.0 35.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 2.0 3.2 52.9 0.3 0.0 3.7 0.0 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 %ile BackOfQ(50%),veh/ln0.0 12.4 9.8 13.9 8.2 0.0 17.7 0.0 0.0 LnGrp Delay(d),s/veh 0.0 37.0 36.7 102.2 16.6 0.0 39.4 0.0 0.0 LnGrp LOS D D F B D Approach Vol, veh/h 1588 1459 1109 Approach Delay, s/veh 36.9 53.0 39.4 Approach LOS D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s25.0 45.3 48.7 70.3 Change Period (Y+Rc), s* 4.7 5.6 5.6 5.6 Max Green Setting (Gmax), s* 20 42.4 66.4 67.4 Max Q Clear Time (g_c+I1), s22.3 27.9 38.1 18.9 Green Ext Time (p_c), s 0.0 11.8 5.0 14.7 Intersection Summary HCM 2010 Ctrl Delay 43.2 HCM 2010 LOS D Notes Bonita Glen TIA Future Year 2035 Plus Project Conditions 4: I-805 NB Off Ramp/I-805 NB On Ramp & Bonita Road PM Peak Hour Bonita Glen TIA Synchro 10 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 457 1447 0 0 1156 540 346 10 690 0 0 0 Future Volume (veh/h) 457 1447 0 0 1156 540 346 10 690 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1863 1900 1863 1863 Adj Flow Rate, veh/h 497 1573 0 0 1257 587 376 11 750 Adj No. of Lanes 2 2 0 0 3 1 0 1 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 451 2058 0 0 2072 645 529 15 855 Arrive On Green 0.13 0.58 0.00 0.00 0.41 0.41 0.31 0.31 0.31 Sat Flow, veh/h 3442 3632 0 0 5253 1583 1726 50 2787 Grp Volume(v), veh/h 497 1573 0 0 1257 587 387 0 750 Grp Sat Flow(s),veh/h/ln1721 1770 0 0 1695 1583 1776 0 1393 Q Serve(g_s), s 14.3 36.5 0.0 0.0 21.2 38.1 21.1 0.0 27.9 Cycle Q Clear(g_c), s 14.3 36.5 0.0 0.0 21.2 38.1 21.1 0.0 27.9 Prop In Lane 1.00 0.00 0.00 1.00 0.97 1.00 Lane Grp Cap(c), veh/h 451 2058 0 0 2072 645 545 0 855 V/C Ratio(X) 1.10 0.76 0.00 0.00 0.61 0.91 0.71 0.00 0.88 Avail Cap(c_a), veh/h 451 2069 0 0 2087 650 879 0 1379 HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh47.4 17.2 0.0 0.0 25.5 30.5 33.5 0.0 35.9 Incr Delay (d2), s/veh 73.1 2.1 0.0 0.0 0.8 17.6 0.6 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln11.3 18.3 0.0 0.0 10.0 19.8 10.4 0.0 19.5 LnGrp Delay(d),s/veh 120.5 19.3 0.0 0.0 26.2 48.1 34.2 0.0 38.2 LnGrp LOS F B C D C D Approach Vol, veh/h 2070 1844 1137 Approach Delay, s/veh 43.6 33.2 36.8 Approach LOS D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 69.6 39.6 19.0 50.6 Change Period (Y+Rc), s 6.1 6.1 * 4.7 6.1 Max Green Setting (Gmax), s 63.8 54.0 * 14 44.8 Max Q Clear Time (g_c+I1), s 38.5 29.9 16.3 40.1 Green Ext Time (p_c), s 20.4 3.6 0.0 4.4 Intersection Summary HCM 2010 Ctrl Delay 38.3 HCM 2010 LOS D Notes Bonita Glen TIA Future Year 2035 Plus Project Conditions 5: Hilltop Dr & Pepper Tree Rd PM Peak Hour Bonita Glen TIA Synchro 10 Report Intersection Intersection Delay, s/veh11.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 51 90 72 61 20 90 160 45 10 210 0 Future Vol, veh/h 0 51 90 72 61 20 90 160 45 10 210 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 55 98 78 66 22 98 174 49 11 228 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10 10.8 12.6 11.3 HCM LOS A B B B Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 31% 0% 47% 5% Vol Thru, % 54% 36% 40% 95% Vol Right, % 15% 64% 13% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 295 141 153 220 LT Vol 90 0 72 10 Through Vol 160 51 61 210 RT Vol 45 90 20 0 Lane Flow Rate 321 153 166 239 Geometry Grp 1 1 1 1 Degree of Util (X) 0.461 0.227 0.263 0.354 Departure Headway (Hd) 5.177 5.336 5.695 5.332 Convergence, Y/N Yes Yes Yes Yes Cap 696 671 630 674 Service Time 3.213 3.383 3.741 3.372 HCM Lane V/C Ratio 0.461 0.228 0.263 0.355 HCM Control Delay 12.6 10 10.8 11.3 HCM Lane LOS B A B B HCM 95th-tile Q 2.4 0.9 1.1 1.6