TRAFFIC IMPACT STUDY For Creekside Thornton, Colorado August 215 November 215 Revised: August 216 Prepared for: Jansen Strawn Consulting Engineers 45 West 2 nd Avenue Denver, Colorado 8223 Prepared by: 873 Yates Drive, Suite 21 Westminster, Colorado 831 (33) 458-9798 Project Manager/Engineer: Mike Rocha, TSOS, TOPS 8/25/16 Engineer in Responsible Charge: Fred Lantz, PE 15-6441
Table of Contents Introduction... 1 Existing Traffic Conditions... 6 Future Traffic Conditions without Proposed Development... 9 Proposed Project Traffic... 15 Future Traffic Forecasts with Proposed Development... 19 Conclusion... 25
Creekside Traffic Impact Study August 216 I. Introduction Traffic Impact Study Conformance Statement We (SM ROCHA, LLC) acknowledge that the City of Thornton s review of this study is only for general conformance with submittal requirements, current design criteria, and standard engineering principles and practices. We are also aware of the provisions of Section 18 of the City Code of the City of Thornton. Project Overview This traffic impact study addresses the capacity, geometric, and control requirements associated with the proposed single-family residential area of development entitled Creekside. This study has been revised to provide additional information or clarification in response to the City s second review comments. This study is being prepared to present traffic impacts associated with changes proposed for the single-family residential area of development. The Highlands, Traffic Impact Study, by Krager and Associates Inc., September 24 and approved by The City of Thornton on September 24, 24 analyzed single family attached and commercial uses between 127 th Avenue and 128 th Avenue from Quebec Street to Monaco Street. These approved uses are not changing from the previously approved study. Anticipated traffic from residential and commercial components of the overall development were previously analyzed in a traffic impact study 1 dated September 24. The overall mixed-use development (Creekside) is approximately 155 acres in size and is located in the City of Thornton at the southwest corner of Quebec Street and 128 th Avenue. The three areas of overall development and approximate sizes of buildable area are described as single-family detached (123.7 acres), single-family attached (9.1 acres), and commercial (19.4 acres). Study Area Boundaries The study area to be examined in this analysis encompasses the 128 th Avenue intersections with Quebec Street, Oneida Street, and Monaco Street. Also included in the study area is the Quebec Street intersection with Quince Street and proposed site development access (127 th Avenue). Intersections internal to the overall site were excluded from this analysis since no specific development plans or access locations are known for the single-family attached or commercial areas of overall development. Figure 1 shows location of the site and study intersections. 1 The Highlands, Traffic Impact Study, Krager and Associates Inc., September 24. SM ROCHA, LLC - Traffic and Transportation Consultants Page 1
Creekside Traffic Impact Study August 216 Development Site Description Land for the development is currently vacant and surrounded by a mix of single family residential or commercial land uses. The proposed single-family residential development is understood to entail the construction of approximately 263 new dwelling units and represents an approximate 6 percent reduction in units from that analyzed (279 dwelling units) in the September 24 traffic study previously referenced on Page 1 of this study. For general reference in Appendix A of this report is the previously approved trip generation summary describing the single family attached portion of the site with 31 units and multiple commercial components. Access to the single-family area of development is proposed on Quebec Street and 128th Avenue at the following locations: 128 th Avenue Full movement access at Monaco Street. Monaco Street is an existing roadway located approximately ½ mile west of Quebec Street. It is unclassified in the 29 City of Thornton Transportation Plan. By estimated daily traffic and intersection with a major arterial, Monaco Street is a 2 lane collector. Full movement access at Oneida Street. The proposed Oneida Street aligns with the street of the same name on the north side of 128 th Avenue. This proposed roadway located approximately ¼ mile west of Quebec Street. It is unclassified in the 29 City of Thornton Transportation Plan. By estimated daily traffic and intersection with a major arterial, Oneida Street is a 2 lane collector. Quebec Street Full movement access at Quince Street. The proposed Quince Street aligns with the street of the same name on the east side of Quebec Street. This proposed roadway located approximately 1/2 mile south of 128 th Avenue. This roadway is unclassified in the 29 City of Thornton Transportation Plan. By estimated daily traffic and intersection with a major arterial, Quince Street is a 2 lane collector. Full movement access at a location between single-family residential and commercial area of development (herein referred to as 127 th Avenue). The proposed 127 th Avenue is located approximately 65 feet south of 128 th Avenue. This roadway is unclassified in the 29 City of Thornton Transportation Plan. By estimated daily traffic and intersection with a major arterial, 127 th Avenue is a 2 lane collector. For purposes of this study, it is assumed that the build-out the single family detached residential area would not be phased and be completed by end of Year 218. A conceptual site plan, as prepared Jansen Strawn Consulting Engineers, is shown on Figure 2 and is provided for illustrative purposes. SM ROCHA, LLC - Traffic and Transportation Consultants Page 2
Commercial 128th Avenue Commercial Single-Family Residential CREEKSIDE Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants Monaco Street Single-Family Residential Single-Family Residential Commercial Commercial Church Development Site Single-Family Residential Quince Street Single-Family Residential Single-Family Residential Single-Family Residential Oneida Street Quebec Street Single-Family Residential Single-Family Residential Not to Scale Figure 1 SITE LOCATION August 216 Page 3
Creekside Traffic Impact Study August 216 Existing and Committed Surface Transportation Network Within the study area, Quebec Street and 128th Avenue are the primary roadways that accommodate traffic to and from the proposed development. A brief description of each roadway is provided below: Quebec Street is a north-south arterial roadway having two through lanes (one lane in each direction) within the study area. The City Transportation Plan defines Quebec Street as a six lane major arterial roadway with raised median and a future build out traffic volume of 4, vehicles by Year 235. The posted speed limit is 45 MPH. 128th Avenue is a two lane, east-west, minor arterial roadway having one through lane in each direction. 128th Avenue has a future build out roadway volume of 13, vehicles with a four lane cross-section and striped median as defined by the City Transportation Plan. A posted speed limit of 45 MPH is provided for study segment of 128th Avenue. Monaco Street is a two lane, north-south, collector arterial roadway having one through lane in each direction. Monaco Street has a future build out roadway volume of 6, vehicles with a 2 lane cross-section as defined by City Construction Standards. A posted speed limit of 3 MPH is provided for study segment of Monaco Street. Right and left turn lanes are required at all accesses along arterials. The minimum dimension as specified by the City of Thornton Standards and Specifications are 15 of storage and 1 feet of taper. Arterial to arterial intersections shall be design to accommodate 2 storage and 1 taper. The 128 th Avenue intersections with Quebec Street and Oneida Street are signalized. All other study intersections operate under a stop-controlled condition. A stop-controlled intersection is defined as a roadway intersection where vehicle rights-of-way are controlled by one or more STOP signs. Comparison of the existing roadway cross-section of Quebec Street to the City Transportation Plan vision concludes that Quebec Street is not built to its ultimate width for accommodation of future regional transportation demands. It is further concluded that 128th Avenue is also not built to its ultimate cross-section. The northern half of 128 th Avenue is existing along site development frontage. No specific regional improvements for Quebec Street or 128th Avenue are known to be committed by the City at this time. However, improvements to Quebec Street and 128 th Avenue for completion of ultimate roadway cross-sections are anticipated as adjacent development of this site occurs. SM ROCHA, LLC - Traffic and Transportation Consultants Page 5
Creekside Traffic Impact Study August 216 II. Existing Traffic Conditions Morning (AM) and afternoon (PM) peak hour traffic counts were collected at the 128 th Avenue Street intersections with Quebec Street, Oneida Street, and Monaco Street and at the Quebec Street intersection with Quince Street. 24-hour volume counts were also collected on Quebec Street and 128th Avenue. These counts along with existing intersection lane geometry are shown on Figure 3. Traffic count data is included for reference in Appendix A. 24-hour volumes shown for other study roadways were derived from standard afternoon peak hour volume relationships. The Signalized and Unsignalized Intersection Analysis techniques, as published in the Highway Capacity Manual (HCM) by the Transportation Research Board and as incorporated into the SYNCHRO computer program, were used to analyze study intersections for existing traffic conditions. These nationally accepted techniques allow for the determination of intersection level of service (LOS) based on the congestion and delay of each traffic movement. The level of service analyses results for existing conditions are summarized in Table 1. Definitions of levels of service are given in Appendix B. Intersection capacity worksheets are provided in Appendix C. TABLE 1 INTERSECTION CAPACITY ANALYSIS SUMMARY EXISTING TRAFFIC INTERSECTION LEVEL OF SERVICE LANE GROUPS AM PEAK HOUR PM PEAK HOUR Quebec Street / 128th Avenue (Signalized) B (18.5) C (22.9) 128th Avenue / Oneida Street (Signalized) A (8.9) B (13.3) 128th Avenue / Monaco Street (Stop-Controlled) Westbound Left A A Northbound Left and Right C D Quebec Street / Quince Street (Stop-Controlled) Westbound Left and Right B B Southbound Left A A Key : Stop-Controlled Intersections: Lev el of Serv ice Signalized Intersection: Lev el of Serv ice (Control Delay in sec/v eh) SM ROCHA, LLC - Traffic and Transportation Consultants Page 6
Creekside Traffic Impact Study August 216 Existing Traffic Analysis Results Under existing conditions, operational analysis shows that the signalized intersection of 128th Avenue and Quebec Street operates overall at LOS C or better during each traffic peak hour. Operational analysis further shows that the signalized 128 th Avenue intersection with Oneida Street has overall LOS B or better during peak traffic hours. The existing stop-controlled intersection of Quebec Street and Quince Street, including 128 th Avenue and Monaco Street, has peak hour turn movement operations at or better than LOS C. It is only the northbound (shared) left and right turn movement on Monaco Street that is shown to have a LOS D operation during the afternoon peak traffic hour. Table 1A summarizes roadway (arterial) level of service analyses results for existing conditions. Analysis worksheets are provided for reference in Appendix C. TABLE 1A ROADWAY LEVEL OF SERVICE ANALYSIS SUMMARY EXISTING TRAFFIC ROADWAY 128th Avenue Quebec Street * Based on Table 4, Roadw ay Lev el-of-serv ice Thresholds by Functional Classification from City of Thornton Transportation Plan 29 LEVEL OF SERVICE* D A SM ROCHA, LLC - Traffic and Transportation Consultants Page 7
Creekside Traffic Impact Study August 216 III. Future Traffic Conditions without Proposed Development To account for projected increases in background traffic for Years 217 and 235, a compounded annual growth rate was calculated by comparing the existing ADT to the ADT represented in the Thornton Thoroughfare Plan, 29, Figure 17, 235 Traffic Volume Forecasts. The resultant compounded annual growth rate of approximately three percent was applied to existing traffic volumes. This annual growth rate is calculated at the direction of City s staff to estimate the level of long-term development expected within the area. Pursuant to the long-term envisioned area roadway improvements discussion provided in Section I, Year 217 (short-term) background traffic conditions assume no regional roadway improvements (i.e., widening of 128 th Avenue or Quebec Street to their ultimate cross-sections) to accommodate regional transportation demands. This assumption provides for a conservative analysis. Year 235 background traffic condition assumes 128th Avenue and Quebec Street to be built out to the ultimate roadway section as envisioned by the City of Thornton Transportation Master Plan. Projected background traffic volumes and intersection geometry for Years 217 and 235 are shown on Figure 4 and Figure 5, respectively. SM ROCHA, LLC - Traffic and Transportation Consultants Page 9
. 13 / 13 1 / 14 (16,9) (51) 473 / 82 2 / 1 484 / 862 3 / 14 LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site CREEKSIDE Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants Monaco Street 68 / 18 414 / 636 75 / 153 38 / 23. 7 / 39 412 / 723 Oneida Street 199 / 387 / 2 328 / 342 1 / 1 (7,92) (3,95) / 5 / 2 (11,55) Quince Street 59 / 122 246 / 35 12 / 113 (9,13) 128th Avenue Bachman Drive 124th Avenue 82 / 161 14 / 196 14 / 3 Quebec Street 113 / 133 22 / 26 38 / 67 Not to Scale 31 / 68 29 / 42 23 / 23 (7,35) (7,33) Figure 4 BACKGROUND TRAFFIC - YEAR 217 Volumes & Intersection Geometry AM / PM Peak Hour (ADT) : Average Daily Traffic August 216 Page 1
. 22 / 22 16 / 23 Monaco Street 115 / 36 74 / 18 (28,8) (84) 83 / 1363 4 / 16 823 / 1463 5 / 23 LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site CREEKSIDE Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants 128 / 259 65 / 4. 13 / 67 7 / 1228 Oneida Street 338 / 657 1 / 4 556 / 581 2 / 2 (13,42) (6,72) 1 / 1 9 / 4 (19,6) Quince Street 11 / 27 418 / 518 173 / 193 (15,49) 128th Avenue Bachman Drive 124th Avenue 139 / 274 176 / 333 23 / 5 Quebec Street 193 / 225 344 / 349 65 / 113 Not to Scale 52 / 115 355 / 713 4 / 4 (12,5) (12,5) Figure 5 BACKGROUND TRAFFIC - YEAR 235 Volumes & Intersection Geometry AM / PM Peak Hour (ADT) : Average Daily Traffic August 216 Page 11
Creekside Traffic Impact Study August 216 As with existing traffic conditions, the operations of study intersections were analyzed under background conditions, without the proposed development, using the SYNCHRO computer program. Background traffic level of service analyses results for Year 217 is listed in Table 2. Year 235 operational results are summarized in Table 3. Definitions of levels of service are given in Appendix B. Intersection capacity worksheets are provided in Appendix C. TABLE 2 INTERSECTION CAPACITY ANALYSIS SUMMARY BACKGROUND TRAFFIC - YEAR 217 INTERSECTION LEVEL OF SERVICE LANE GROUPS AM PEAK HOUR PM PEAK HOUR Quebec Street / 128th Avenue (Signalized) B (18.9) C (23.5) 128th Avenue / Oneida Street (Signalized) A (9.1) B (14.) 128th Avenue / Monaco Street (Stop-Controlled) Westbound Left A A Northbound Left and Right C E Quebec Street / Quince Street (Stop-Controlled) Westbound Left and Right B C Southbound Left A A Key : Stop-Controlled Intersections: Lev el of Serv ice Signalized Intersection: Lev el of Serv ice (Control Delay in sec/v eh) Background Traffic Analysis Results Year 217 Year 217 background traffic analysis indicates that the 128th Avenue intersection with Quebec Street has an overall operation of LOS C or better during the respective peak traffic hour. Similar to the existing traffic, Year 217 background traffic for the signalized intersection of 128th Avenue and Oneida Street has a projected overall peak hour operations of LOS B or better. The intersection of Quebec Street and Quince Street, and 128th Avenue and Monaco Street has Year 217 peak hour turn movement operations at or better than LOS C. The northbound (shared) left and right turn movement on Monaco Street is shown to have an afternoon peak traffic hour operational change from LOS C to LOS E. The LOS E operation experienced at Monaco Street is attributed to the volume of through traffic on 128th Avenue and the stop-controlled nature of the intersection. It is to be noted that it is not uncommon for unsignalized movements to or from an arterial roadway, in urban areas, to operate with noticeable delays during peak traffic hours. It is, however, likely that turn movements will operate better than the results obtained with this HCM Two Way Stop Control (TWSC) SM ROCHA, LLC - Traffic and Transportation Consultants Page 12
Creekside Traffic Impact Study August 216 level of service analysis would indicate, as the HCM 2 analysis may not accurately account for the effect of vehicle platooning and gaps caused by upstream signals. The upstream signal control on 128th Avenue at Oneida Street and Holly Street will tend to create additional gaps in the traffic stream for turning movements at Monaco Street and will most likely provide mitigation to the LOS E operation projected during the afternoon peak traffic hour. TABLE 3 INTERSECTION CAPACITY ANALYSIS SUMMARY BACKGROUND TRAFFIC - YEAR 235 INTERSECTION LEVEL OF SERVICE LANE GROUPS AM PEAK HOUR PM PEAK HOUR Quebec Street / 128th Avenue (Signalized) B (16.1) B (19.3) 128th Avenue / Oneida Street (Signalized) A (7.6) B (13.2) 128th Avenue / Monaco Street (Stop-Controlled) Westbound Left A B Northbound Left D F Northbound Right B C Quebec Street / Quince Street (Stop-Controlled) Westbound Left B C Westbound Right A A Southbound Left A A Key : Stop-Controlled Intersections: Lev el of Serv ice Signalized Intersection: Lev el of Serv ice (Control Delay in sec/v eh) Background Traffic Analysis Results Year 235 By Year 235 and without the proposed development, the 128th Avenue intersection with Quebec Street is projected to have an overall peak hour operation at LOS B in both morning and afternoon peak hour. The 128 th Avenue intersection with Oneida Street is shown to have overall peak hour operations at or better than LOS B. The stop-controlled intersection of 128th Avenue and Monaco Street is projected to begin seeing additional vehicular delay for some turn movements with a peak hour operation of LOS D or better. The northbound left turn movement at the intersection has a projected LOS F operation during the PM Peak Hour. As earlier discussed, it is not uncommon for unsignalized turn movements to or from an arterial roadway to operate with noticeable delay during peak traffic hours. The projected northbound left turn movement operations are attributed to the volume of through traffic on 128th Avenue and the stop-controlled nature of the intersection. 2 The Highway Capacity Manual 21, Transportation Research Board, Section 19-17. SM ROCHA, LLC - Traffic and Transportation Consultants Page 13
Creekside Traffic Impact Study August 216 Long-term operational analysis shows the Quebec Street and Quince Street intersection having peak hour turn movement operations ranging from LOS A to LOS C. Table 2A and Table 3A summarizes roadway (arterial) level of service analyses results for background traffic conditions for the respective analysis year and peak traffic hour. Synchro analysis worksheets and Table 4 from the Thornton Transportation Plan 29 are provided for reference in Appendix C. TABLE 2A ROADWAY LEVEL OF SERVICE ANALYSIS SUMMARY BACKGROUND TRAFFIC - YEAR 217 ROADWAY LEVEL OF SERVICE * 128th Avenue D Quebec Street A * Based on Table 4, Roadw ay Lev el-of-serv ice Thresholds by Functional Classification from City of Thornton Transportation Plan 29 TABLE 3A ROADWAY LEVEL OF SERVICE ANALYSIS SUMMARY BACKGROUND TRAFFIC - YEAR 235 ROADWAY LEVEL OF SERVICE * 128th Avenue A Quebec Street A * Based on Table 4, Roadw ay Lev el-of-serv ice Thresholds by Functional Classification from City of Thornton Transportation Plan 29 SM ROCHA, LLC - Traffic and Transportation Consultants Page 14
Creekside Traffic Impact Study August 216 Vehicle Trip Generation IV. Proposed Project Traffic Standard traffic generation characteristics compiled by the Institute of Transportation Engineers (ITE) in their report entitled Trip Generation, 9 th Edition, were applied to the proposed single-family detached area of development in order to estimate average daily traffic (ADT), AM Peak Hour, and PM Peak Hour vehicle trips. A vehicle trip is defined as a one-way vehicle movement from a point of origin to a point of destination. It is emphasized that there are no specific development plans are established for the northern area (multi-family or commercial) of Creekside development. A Conceptual Site Plan for the northwestern area of the Creekside development was approved by Thornton City Council in January 28 for a commercial retail center entitled Creekside Village West Commercial. This area was previously identified as a single family attached land use in The Highlands Traffic Impact Study dated September 4, 24. Only the construction of single-family detached area is being pursued at this time. As such, trip generation estimates for the northern area of Creekside as described within the previously approved traffic study are reiterated in this study. A copy of previous traffic study trip generation estimates is included for reference in Appendix. As actual land uses, densities or site plans within the northern area of Creekside development become defined over time, it is expected that traffic generation characteristics previously analyzed or considered within this study will need to be updated by more specific traffic analyses or studies to help re-evaluate when transportation improvements identified within this overall study are needed, or if additional improvements are needed to mitigate potential traffic impacts. Trip generation rates used in this study for proposed single-family residential of development area are presented in Table 4. TABLE 4 TRIP GENERATION RATES TRIP GENERATION RATES ITE 24 AM PEAK HOUR PM PEAK HOUR CODE LAND USE UNIT HOUR ENTER EXIT TOTAL ENTER EXIT TOTAL 21 Single-Family Residential DU 9.52.19.56.75.63.37 1. Key : DU = Dw elling Units Note: All data and calculations presented in abov e table are subject to being rounded to nearest v alue. Table 5 illustrates projected average daily traffic (ADT), AM Peak Hour, and PM Peak Hour traffic volumes likely generated by the proposed development upon build out or full occupancy. SM ROCHA, LLC - Traffic and Transportation Consultants Page 15
Creekside Traffic Impact Study August 216 TABLE 5 TRIP GENERATION SUMMARY TOTAL TRIPS GENERATED ITE 24 AM PEAK HOUR PM PEAK HOUR CODE LAND USE SIZE HOUR ENTER EXIT TOTAL ENTER EXIT TOTAL 21 Single-Family Residential 263 DU 2,54 49 148 197 166 97 263 Sub Total: 2,54 49 148 197 166 97 263 Future Assumed Development (per September 24 Traffic Impact Study) 23 Condominium/Townhous 31 DU 1,817 23 113 136 18 53 161 814 Specialty Retail 4 KSF 1,773 * * * 48 61 19 85 Supermarket 6 KSF 6,134 119 76 195 32 37 627 912 Drive-In Bank 3 DIL 1,234 34 24 58 77 77 154 934 Fast Food w/ Drive 4 KSF 1,984 18 14 212 72 67 139 945 Gas / Convenience Store 1 VFP 1,628 5 5 1 67 67 134 Sub Total: 14,57 334 367 71 692 632 1,324 Total: 17,74 383 515 898 858 729 1,587 Note: All data and calculations presented in abov e table are subject to being rounded to nearest v alue. * = ITE does not report significant AM peak hour generation due to the nature of the business (i.e. operating hours ty plically open after AM peak hour) As Table 5 illustrates, the single-family residential area of development has the potential to generate approximately 2,54 daily trips with 197 of those occurring during the morning peak hour and 263 during the afternoon peak hour. Upon assumed build out and full occupancy, the Creekside development is projected to generate approximately 17,74 daily trips, 898 morning peak hour trips, and 1,587 afternoon peak hour trips. Comparison of Site Traffic Generation A traffic generation comparison was performed for the area of site development. The previously approved traffic study dated September 24 defines the overall development area as a combination of general commercial, retail and residential uses. These uses are further described as a 6, square foot (SF) supermarket, 3 -lane drive in bank, 4, SF fast food with drive through, gas / convenience store with 1 vehicle fueling positions, 4, SF specialty retail and residential consisting of 279 dwelling units of single family detached and 31 dwelling units of townhome / condominium. The trip generation table from the September 24 traffic study is provided for reference. This traffic study analyzes the proposed development of 263 single family detached dwelling units. This comparison concludes that the total dwelling units of previously approved and the proposed development building area of existing and proposed development is approximately 6 percent (6 %) less overall than that originally anticipated in the September 24 traffic study. Likewise, site traffic expected from the proposed development remains in compliance to original expectations. SM ROCHA, LLC - Traffic and Transportation Consultants Page 16
Creekside Traffic Impact Study August 216 Adjustments to Vehicle Trip Generation Rates As a development with a variety of land uses is likely to attract trips from within the site (internal capture) as well as pass-by or diverted trips from the adjacent roadway system, use of a trip reduction percentage is applicable. However, no adjustments to trip generation were taken in this study in effort to present a conservative analysis and to remain consistent with the previous site traffic study. As example, ITE published data indicates that trip reduction rates for mixed-use developments of similar size and characteristics vary between twenty-five and fifty-five percent. Vehicle Trip Distribution The overall directional distribution of site-generated traffic was determined based on the location of site within the City, allowed turning movements, available roadway network, and surrounding land uses. Overall trip distribution patterns for the assumed development are shown on Figure 6. These distribution patterns were coordinated with City Staff. Vehicle Trip Assignment Traffic assignment is how site-generated and distributed vehicle trips are expected to be loaded onto the available roadway network. Trip distribution was estimated by reviewing the neighboring land uses and the general density of the surrounding area Areas with denser development received a higher percentage of distribution. Conversely, undeveloped areas were assigned a lower percentage of distribution. Study intersection turning volumes were calculated by assigning percentages in Figure 6 to the corresponding Total Trips Generated volumes shown in Table 5. Applying trip distribution patterns to site-generated traffic provides the overall site-generated trip assignments shown on Figure 6. SM ROCHA, LLC - Traffic and Transportation Consultants Page 17
14 / 146 (4%) 38 / 86 115 / 257 14 / 146 LEGEND Study Intersection Volumes Development Site CREEKSIDE Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants Monaco Street 38 / 86 38 / 86 14 / 146 51 / 73 51 / 73 38 / 86 51 / 73 51 / 73 38 / 86 25 / 36 25 / 36 Oneida Street (1%) 38 / 86 19 / 43 (15%) 127th Avenue 19 / 43 (2%) Quince Street 25 / 36 25 / 36 128th Avenue Bachman Drive 124th Avenue 79 / 11 25 / 36 Quebec Street 19 / 43 57 / 129 19 / 43 19 / 43 (1%) 51 / 73 51 / 73 (5%) 38 / 86 51 / 73 38 / 86 38 / 86 Not to Scale Figure 6 SITE DEVELOPMENT DISTRIBUTION (%) : Overall SITE-GENERATED AM / PM Peak Hour August 216 Page 18
Creekside Traffic Impact Study August 216 V. Future Traffic Forecasts with Proposed Development Site-generated traffic was added to background traffic projections for Years 217 and 235 to develop total traffic projections. It was assumed, for analysis purposes, that overall development construction (proposed single-family residential with assumed future multi-family and commercial components) would not be phase and occur by end of Year 217. Roadway improvements beyond that described in background conditions, were assumed as 128 th Avenue being a 4 lane minor arterial and Quebec Street as a 6 lane major arterial for analysis in total traffic conditions. Projected Year 217 total traffic volumes and intersection geometry are shown on Figure 7. Figure 8 shows projected total traffic volumes and intersection geometry for Year 235. SM ROCHA, LLC - Traffic and Transportation Consultants Page 19
... 117 / 159 1 / 14 511 / 888 117 / 267 588 / 18 3 / 14 Monaco Street 7 / 39 412 / 723 38 / 86 68 / 18 414 / 636 38 / 86 51 / 73 51 / 73 38 / 86 218 / 43 / 2. 38 / 86 353 / 378 26 / 37 (21,8) 14 / 146 51 / 73 51 / 73 (11,34) (5,65) (13,5) (5,61) (3,) 127th Avenue (3,2) (3,2) LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site 19 / 43 5 / 2 CREEKSIDE Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants 75 / 153 38 / 86 38 / 23 Oneida Street Quince Street 84 / 158 271 / 341 12 / 113 (1,83) 128th Avenue Bachman Drive 124th Avenue 38 / 86 25 / 46 38 / 86 366 / 428 82 / 161 183 / 36 39 / 66 Quebec Street 132 / 137 259 / 335 38 / 67 31 / 68 228 / 463 42 / 66 (1,77) 51 / 73 51 / 73 (1,2) Not to Scale Figure 7 TOTAL TRAFFIC - YEAR 217 Volumes & Intersection Geometry AM / PM Peak Hour (ADT) : Average Daily Traffic August 216 Page 2
. 126 / 168 16 / 23 Monaco Street 13 / 67 7 / 1228 38 / 86 115 / 36 74 / 18 38 / 86 841 / 1449 119 / 273 927 / 169 5 / 23 51 / 73 52 / 73 38 / 86 357 / 7 1 / 4. 38 / 86 581 / 617 27 / 38 2 / 44 9 / 4. (33,6) 14 / 146 51 / 73 51 / 73 (16,84) (8,42) (21,55) (5,94) (3,) 127th Avenue (3,4) (3,4) LEGEND Study Intersection Volumes Study Intersection Lane Geometry Development Site CREEKSIDE Traffic Impact Study SM ROCHA, LLC Traffic and Transportation Consultants 128 / 259 38 / 86 65 / 4 Oneida Street Quince Street 126 / 243 443 / 554 173 / 193 (17,19) 128th Avenue Bachman Drive 124th Avenue 38 / 86 39 / 731 38 / 86 594 / 667 139 / 274 255 / 443 48 / 86 Quebec Street 212 / 268 41 / 478 65 / 113 52 / 115 374 / 756 59 / 83 51 / 73 51 / 73. (15,92) (15,4) Not to Scale Figure 8 TOTAL TRAFFIC - YEAR 235 Volumes & Intersection Geometry AM / PM Peak Hour (ADT) : Average Daily Traffic August 216 Page 21
Creekside Traffic Impact Study August 216 Peak Hour Intersection Levels of Service VI. Project Impacts Operations of study intersections were analyzed under projected total traffic conditions using the SYNCHRO computer program. Total traffic level of service analysis results for Years 217 and 235 are summarized in Table 6 and Table 7. Definitions of levels of service are given in Appendix B, with intersection capacity worksheets are provided in Appendix C. TABLE 6 INTERSECTION CAPACITY ANALYSIS SUMMARY TOTAL TRAFFIC - YEAR 217 INTERSECTION LEVEL OF SERVICE LANE GROUPS AM PEAK HOUR PM PEAK HOUR Quebec Street / 128th Avenue (Signalized) C (21.3) C (31.1) 128th Avenue / Oneida Street (Signalized) B (18.4) C (32.6) 128th Avenue / Monaco Street (Stop-Controlled) Westbound Left A B Northbound Left E F Northbound Right B C Quebec Street / Quince Street (Stop-Controlled) Eastbound Left C F Eastbound Through and Right B B Westbound Left C D Westbound Through and Right A B Northbound Left A A Southbound Left A A Quebec Street / 127th Avenue (Stop-Controlled) Eastbound Left C E Eastbound Right B B Nortbound Left A A Key : Stop-Controlled Intersections: Lev el of Serv ice Signalized Intersection: Lev el of Serv ice (Control Delay in sec/v eh) SM ROCHA, LLC - Traffic and Transportation Consultants Page 22
Creekside Traffic Impact Study August 216 TABLE 7 INTERSECTION CAPACITY ANALYSIS SUMMARY TOTAL TRAFFIC - YEAR 235 INTERSECTION LEVEL OF SERVICE LANE GROUPS AM PEAK HOUR PM PEAK HOUR Quebec Street / 128th Avenue (Signalized) B (16.7) C (21.5) 128th Avenue / Oneida Street (Signalized) B (16.1) C (34.) 128th Avenue / Monaco Street (Stop-Controlled) Westbound Left B C Northbound Left F F Northbound Right B C Quebec Street / Quince Street (Stop-Controlled) Eastbound Left D F Eastbound Through and Right B B Westbound Left C F Westbound Through and Right A B Northbound Left A A Southbound Left A A Quebec Street / 127th Avenue (Stop-Controlled) Eastbound Left C E Eastbound Right A A Nortbound Left A A Key : Stop-Controlled Intersections: Lev el of Serv ice Signalized Intersection: Lev el of Serv ice (Control Delay in sec/v eh) Total Traffic Analysis Results upon Development Build-Out Table 7 illustrates how, by Year 235, the signalized 128 th Avenue intersections of Quebec Street and Oneida Street, upon development build out with all conservative assumptions defined in this study, have projected overall operations at LOS C or better during peak traffic hours. The stop-controlled intersection of 128th Avenue and Monaco Street continues to see additional vehicular delay for some turn movements with peak hour operations at LOS C or better. The northbound left turn movement at the intersection continues to have an operation of LOS F during each traffic peak, similar to background traffic analysis results. As earlier discussed, the projected northbound left turn movement operation is attributed to the volume of through traffic on 128th Avenue and the stop-controlled nature of the intersection. Future signalization of this intersection, pursuant to stipulation of annexation agreement, will mitigate the projected LOS F operation for the northbound left turn movement. The 127 th Avenue and Quince Street intersections on Quebec Street are projected to have peak hour turn movement operations of LOS D or better. These intersections too have unsignalized left turn movements that are expected to experience some additional vehicular delay (ranging from LOS D to LOS F) during peak traffic hours. However, these additional delays are not expected to be detrimental to the intersection or the overall roadway network. SM ROCHA, LLC - Traffic and Transportation Consultants Page 23
Creekside Traffic Impact Study August 216 A signal warrant analysis, using Year 27 and 235 total traffic volumes, was conducted for the Monaco Street intersection of 128 th Avenue, the 127 th Avenue intersection of Quebec Street and the Quince Street intersection of Quebec Street in order to review potential for traffic signal control. Analysis results conclude that the intersections of 127 th Avenue intersection of Quebec Street and the Quince Street intersection of Quebec Street were found to have the less than minimum vehicle volumes required to meet Warrant 3 Peak Hour, from the Manual on Uniform Traffic Control Devices (MUTCD), for the installation of a traffic signal. Therefore, signalization of those intersections is not warranted. Analysis results conclude that the Monaco Street intersection of 128 th Avenue was found to have the minimum vehicle volumes required to meet Warrant 3 Peak Hour, from the Manual on Uniform Traffic Control Devices (MUTCD), for the installation of a traffic signal. However, this condition is founded the assumed development and as discussed in the background traffic analysis of this report this intersection operates with LOS ranging from D to F. As such, the Monaco Street intersection of 128 th Avenue was analyzed under as a stop-controlled condition. Warrant study forms are provided in Appendix D. Warrant 3 is intended for use at locations where traffic conditions are such that for a minimum of one hour on an average day, the minor-streets (Monaco Street, 127 th Avenue or Quince Street) traffic suffer undue delay when entering or crossing the major street (128 th Avenue of Quebec Street). This assumption provides for a conservative analysis. The intersections should be monitored further by City Staff as buildout of the area occurs to determine when signalization of Monaco and 128 th Avenue should occur. Table 6A and Table 7A summarizes roadway (arterial) level of service analyses results for total traffic conditions for the respective analysis year and peak traffic hour. Analysis worksheets are provided for reference in Appendix C. TABLE 6A ROADWAY LEVEL OF SERVICE ANALYSIS SUMMARY TOTAL TRAFFIC - YEAR 217 ROADWAY 128th Avenue Quebec Street Monaco Street 127th Avenue Oneida Street * Based on Table 4, Roadw ay Lev el-of-serv ice Thresholds by Functional Classification from City of Thornton Transportation Plan 29 LEVEL OF SERVICE* A A A A A SM ROCHA, LLC - Traffic and Transportation Consultants Page 24
Creekside Traffic Impact Study August 216 TABLE 7A ROADWAY LEVEL OF SERVICE ANALYSIS SUMMARY TOTAL TRAFFIC - YEAR 235 ROADWAY 128th Avenue Quebec Street Monaco Street 127th Avenue Oneida Street * Based on Table 4, Roadw ay Lev el-of-serv ice Thresholds by Functional Classification from City of Thornton Transportation Plan 29 LEVEL OF SERVICE* E A A A A VII. Conclusion This traffic impact study addressed the capacity, geometric, and control requirements associated with the proposed single-family residential area of overall development entitled Creekside. The proposed single-family development is part of a planned mixed-use development that is approximately 155 acres in size and located in the City of Thornton at the southwest corner of Quebec Street and 128th Avenue. This study is prepared to present traffic impacts associated with changes proposed for the singlefamily residential area of development with general consideration given for the multi-family and commercial areas of overall development site that were previously analyzed in a traffic study dated September 24. The three areas of overall development and approximate sizes of buildable area are described as single-family detached (123.7 acres), single-family attached (9.1 acres), and commercial (19.4 acres). The proposed single-family residential development is understood to entail the construction of approximately 263 new dwelling units and represents an approximate 5.7 percent reduction in units from that previously analyzed (279 dwelling units). The study area examined in this analysis encompasses the 128th Avenue intersections with Quebec Street, Oneida Street, and Monaco Street. Also included in the study area is the Quebec Street intersection with Quince Street and proposed site development access (127 th Avenue) on Quebec Street. Analysis was conducted for critical AM Peak Hour and PM Peak Hour traffic operations for existing traffic conditions, Year 217 and Year 235 background traffic conditions, and Year 217 and Year 235 total traffic conditions. SM ROCHA, LLC - Traffic and Transportation Consultants Page 25
Creekside Traffic Impact Study August 216 Existing and background traffic analyses for study years, without the proposed development, indicates that the 128th Avenue intersections of Oneida Street and Monaco Street operate at LOS D or better during both traffic peak hours, with only the northbound left turn movement at Monaco Street operating at LOS F during the afternoon peak hour. This LOS F operation at Monaco Street is attributed to the through traffic volume on 128th Avenue and the stop-controlled nature of the intersection. Moreover, it is not uncommon for unsignalized movements to or from an arterial roadway, in urban areas, to operate with noticeable delay during peak traffic hours. It is, however, expected that turn movements may operate better than the results presented in this analysis since the upstream signal control on 128th Avenue will tend to create additional gaps in the traffic stream for turn movements at the existing Monaco Street intersection. This LOS F operation at Monaco Street is mitigated with future intersection signalization as described by annexation agreement stipulation. A signal warrant analysis, using Year 217 and 235 total traffic volumes, was conducted for the Monaco Street intersection of 128 th Avenue, the 127 th Avenue intersection of Quebec Street and the Quince Street intersection of Quebec Street in order to review potential for traffic signal control. Analysis results conclude that the intersections of 127 th Avenue intersection of Quebec Street and the Quince Street intersection of Quebec Street were found to have the less than minimum vehicle volumes required to meet Warrant 3 Peak Hour, from the Manual on Uniform Traffic Control Devices (MUTCD), for the installation of a traffic signal. Therefore, signalization of those intersections in not warranted. Analysis results conclude that the, Monaco Street intersection of 128 th Avenue was found to have the minimum vehicle volumes required to meet Warrant 3 Peak Hour, from the Manual on Uniform Traffic Control Devices (MUTCD), for the installation of a traffic signal. However, this condition is founded the assumed development and as discussed in the background traffic analysis of this report this intersection operates with LOS ranging from D to F. As such, the Monaco Street intersection of 128 th Avenue was analyzed under as a stop-controlled condition. Warrant 3 is intended for use at locations where traffic conditions are such that for a minimum of one hour on an average day, the minor-street (Monaco Street, 127 th Avenue or Quince Street) traffic suffers undue delay when entering or crossing the major street (128 th Avenue of Quebec Street). This assumption provides for a conservative analysis. The intersections should be monitored further by City Staff as buildout of the area occurs to determine when signalization of Monaco and 128 th Avenue should occur. Analysis of future traffic conditions indicate that the addition of proposed site-generated traffic is expected to create no discernable impact to traffic operations for the existing surrounding roadway system. With all conservative assumptions defined in this analysis, intersections are projected to operate at future levels of service comparable to background traffic conditions. SM ROCHA, LLC - Traffic and Transportation Consultants Page 26
APPENDIX A Traffic Count Data
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 File Name : #1 MONACO&128THAM Site Code : Start Date : 7/3/215 Page No : 1 MONACO ST Southbound Westbound Groups Printed- Class 1 MONACO ST Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 7: AM 17 2 3 2 98 212 7:15 AM 114 2 5 4 114 239 7:3 AM 15 2 3 11 211 7:45 AM 131 1 2 121 255 Total 457 3 9 12 2 434 917 8: AM 96 1 2 1 12 22 8:15 AM 91 4 89 184 8:3 AM 9 2 1 92 185 8:45 AM 94 2 2 94 192 Total 371 1 1 1 3 377 763 Grand Total 828 3 1 9 22 1 5 811 168 Apprch % 99.5.4.1 28.1 68.8 3.1.6 99.4 Total % 49.3.2.1.5 1.3.1.3 48.3 MONACO ST Right Thru Left Peds 85 816 1666 Left 811 Thru 5 Right Peds 7/3/215 7: AM 7/3/215 8:45 AM Class 1 North 828 3 1 Right Thru Left Peds 82 832 1652 Left 22 Thru Right 9 Peds 1 8 32 4 MONACO ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 MONACO ST Southbound Westbound MONACO ST Northbound File Name : #1 MONACO&128THAM Site Code : Start Date : 7/3/215 Page No : 2 Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM 17 17 2 3 5 2 98 1 212 7:15 AM 114 2 116 5 4 9 114 114 239 7:3 AM 15 15 2 3 5 11 11 211 7:45 AM 131 1 132 2 2 121 121 255 Total Volume 457 3 46 9 12 21 2 434 436 917 % App. Total 99.3.7 42.9 57.1.5 99.5 PHF.......872.375..871.45..75..583.25.897...91.899 MONACO ST Right Thru Left Peds Peak Hour Data 469 436 95 Left 434 Thru 2 Right Peds Peak Hour Begins at 7: AM Class 1 North 457 3 Right Thru Left Peds 443 46 93 Left 12 Thru Right 9 Peds 5 21 26 MONACO ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 File Name : #1 MONACO&128THPM Site Code : Start Date : 7/3/215 Page No : 1 MONACO ST Southbound Westbound Groups Printed- Class 1 MONACO ST Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 4: PM 147 4 1 2 169 323 4:15 PM 157 2 1 3 167 33 4:3 PM 213 2 3 1 4 158 381 4:45 PM 187 6 4 5 6 181 389 Total 74 14 8 1 12 675 1423 5: PM 28 4 3 2 2 21 42 5:15 PM 196 1 4 1 1 191 394 5:3 PM 214 2 2 4 184 46 5:45 PM 196 2 1 5 3 159 366 Total 814 9 1 12 6 735 1586 Grand Total 1518 23 18 22 18 141 39 Apprch % 98.5 1.5 45 55 1.3 98.7 Total % 5.4.8.6.7.6 46.9 MONACO ST Right Thru Left Peds 154 1428 2968 Left 141 Thru 18 Right Peds 7/3/215 4: PM 7/3/215 5:45 PM Class 1 North 1518 23 Right Thru Left Peds 1428 1541 2969 Left 22 Thru Right 18 Peds 41 4 81 MONACO ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 MONACO ST Southbound Westbound MONACO ST Northbound File Name : #1 MONACO&128THPM Site Code : Start Date : 7/3/215 Page No : 2 Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:45 PM 4:45 PM 187 6 193 4 5 9 6 181 187 389 5: PM 28 4 212 3 2 5 2 21 23 42 5:15 PM 196 1 197 4 1 5 1 191 192 394 5:3 PM 214 2 216 2 4 6 184 184 46 Total Volume 85 13 818 13 12 25 9 757 766 169 % App. Total 98.4 1.6 52 48 1.2 98.8 PHF.......94.542..947.813..6..694.375.942...943.958 MONACO ST Right Thru Left Peds Peak Hour Data 817 766 1583 Left 757 Thru 9 Right Peds Peak Hour Begins at 4:45 PM Class 1 North 85 13 Right Thru Left Peds 77 818 1588 Left 12 Thru Right 13 Peds 22 25 47 MONACO ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 File Name : #2 ONEIDA&128AM Site Code : Start Date : 7/3/215 Page No : 1 ONEIDA ST Southbound Westbound Groups Printed- Class 1 ONEIDA ST Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 7: AM 23 7 1 88 84 5 28 7:15 AM 19 13 1 96 112 14 255 7:3 AM 15 1 1 3 81 87 12 29 7:45 AM 2 8 116 14 21 269 Total 77 38 1 5 381 387 52 941 8: AM 17 5 3 86 81 17 29 8:15 AM 18 12 1 4 76 72 21 24 8:3 AM 19 9 3 73 8 9 193 8:45 AM 2 2 1 3 72 73 33 24 Total 74 28 2 13 37 36 8 81 Grand Total 151 66 3 18 688 693 132 1751 Apprch % 68.6 3 1.4 2.5 97.5 84 16 Total % 8.6 3.8.2 1 39.3 39.6 7.5 ONEIDA ST 15 22 37 151 Right Thru 66 Left 3 Peds 839 825 1664 132 Left 693 Thru Right Peds 7/3/215 7: AM 7/3/215 8:45 AM Class 1 North 18 688 Right Thru Left Peds 759 76 1465 Left Thru Right Peds ONEIDA ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 ONEIDA ST Southbound Westbound ONEIDA ST Northbound File Name : #2 ONEIDA&128AM Site Code : Start Date : 7/3/215 Page No : 2 Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:15 AM 7:15 AM 19 13 32 1 96 97 112 14 126 255 7:3 AM 15 1 1 26 3 81 84 87 12 99 29 7:45 AM 2 8 28 116 116 14 21 125 269 8: AM 17 5 22 3 86 89 81 17 98 29 Total Volume 71 36 1 18 7 379 386 384 64 448 942 % App. Total 65.7 33.3.9 1.8 98.2 85.7 14.3 PHF.888..692.25.844.583.817...832.......857.762..889.875 ONEIDA ST 71 18 179 71 Right Thru 36 Left 1 Peds Peak Hour Data 45 448 898 64 Left 384 Thru Right Peds Peak Hour Begins at 7:15 AM Class 1 North 7 379 Right Thru Left Peds 42 386 86 Left Thru Right Peds ONEIDA ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 File Name : #2 ONEIDA&128PM Site Code : Start Date : 7/3/215 Page No : 1 ONEIDA ST Southbound Westbound Groups Printed- Class 1 ONEIDA ST Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 4: PM 24 5 6 13 121 48 334 4:15 PM 3 7 5 14 124 43 349 4:3 PM 38 4 9 166 122 43 382 4:45 PM 33 2 2 1 17 142 34 393 Total 125 18 2 3 66 59 168 1458 5: PM 35 9 12 176 158 43 433 5:15 PM 36 3 9 153 147 42 39 5:3 PM 4 8 6 183 131 51 419 5:45 PM 37 9 5 164 115 54 384 Total 148 29 32 676 551 19 1626 Grand Total 273 47 2 62 1282 16 358 384 Apprch % 84.8 14.6.6 4.6 95.4 74.8 25.2 Total % 8.9 1.5.1 2 41.6 34.4 11.6 ONEIDA ST 42 322 742 273 Right Thru 47 Left 2 Peds 1555 1418 2973 358 Left 16 Thru Right Peds 7/3/215 4: PM 7/3/215 5:45 PM Class 1 North 62 1282 Right Thru Left Peds 117 1344 2451 Left Thru Right Peds ONEIDA ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 ONEIDA ST Southbound Westbound ONEIDA ST Northbound File Name : #2 ONEIDA&128PM Site Code : Start Date : 7/3/215 Page No : 2 Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:45 PM 4:45 PM 33 2 2 37 1 17 18 142 34 176 393 5: PM 35 9 44 12 176 188 158 43 21 433 5:15 PM 36 3 39 9 153 162 147 42 189 39 5:3 PM 4 8 48 6 183 189 131 51 182 419 Total Volume 144 22 2 168 37 682 719 578 17 748 1635 % App. Total 85.7 13.1 1.2 5.1 94.9 77.3 22.7 PHF.9..611.25.875.771.932...951.......915.833..93.944 ONEIDA ST 27 168 375 144 Right Thru 22 Left 2 Peds Peak Hour Data 826 748 1574 17 Left 578 Thru Right Peds Peak Hour Begins at 4:45 PM Class 1 North 37 682 Right Thru Left Peds 6 719 1319 Left Thru Right Peds ONEIDA ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 File Name : #5 WALMART&E128THAM Site Code : Start Date : 7/3/215 Page No : 1 WALMART ACCESS Southbound Groups Printed- Class 1 Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 7: AM 15 11 12 38 7:15 AM 21 1 16 1 48 7:3 AM 17 1 15 9 42 7:45 AM 17 1 16 12 46 Total 7 1 2 58 43 174 8: AM 19 1 12 12 44 8:15 AM 6 1 9 25 8:3 AM 1 13 1 33 8:45 AM 16 2 1 14 11 44 Total 51 3 1 49 42 146 Grand Total 121 4 3 17 85 32 Apprch % 94.5 3.1 2.3 1 1 Total % 37.8 1.2.9 33.4 26.6 WALMART ACCESS 192 128 32 121 Right Thru 4 Left 3 Peds 121 85 26 85 Left Thru Right Peds 7/3/215 7: AM 7/3/215 8:45 AM Class 1 North 17 Right Thru Left Peds 4 17 111 Left Thru Right Peds
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 WALMART ACCESS Southbound Westbound File Name : #5 WALMART&E128THAM Site Code : Start Date : 7/3/215 Page No : 2 Northbound Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:15 AM 7:15 AM 21 1 22 16 16 1 1 48 7:3 AM 17 1 18 15 15 9 9 42 7:45 AM 17 1 18 16 16 12 12 46 8: AM 19 1 2 12 12 12 12 44 Total Volume 74 2 2 78 59 59 43 43 18 % App. Total 94.9 2.6 2.6 1 1 PHF.881..5.5.886.922....922........896..896.938 WALMART ACCESS 12 78 18 74 Right Thru 2 Left 2 Peds Peak Hour Data 74 43 117 43 Left Thru Right Peds Peak Hour Begins at 7:15 AM Class 1 North 59 Right Thru Left Peds 2 59 61 Left Thru Right Peds
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 File Name : #5 WALMART&E128THPM Site Code : Start Date : 7/29/215 Page No : 1 WALMART ACCESS Southbound Groups Printed- Class 1 Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 4: PM 35 23 27 85 4:15 PM 4 2 18 29 89 4:3 PM 39 1 22 26 88 4:45 PM 34 2 22 26 84 Total 148 3 2 85 18 346 5: PM 35 17 28 8 5:15 PM 3 1 3 27 88 5:3 PM 44 2 28 31 15 5:45 PM 36 1 21 23 81 Total 145 1 3 96 19 354 Grand Total 293 4 5 181 217 7 Apprch % 97 1.3 1.7 1 1 Total % 41.9.6.7 25.9 31 WALMART ACCESS 398 32 7 293 Right Thru 4 Left 5 Peds 293 217 51 217 Left Thru Right Peds 7/29/215 4: PM 7/29/215 5:45 PM Class 1 North 181 Right Thru Left Peds 4 181 185 Left Thru Right Peds
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 WALMART ACCESS Southbound Westbound File Name : #5 WALMART&E128THPM Site Code : Start Date : 7/29/215 Page No : 2 Northbound Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:45 PM 4:45 PM 34 2 36 22 22 26 26 84 5: PM 35 35 17 17 28 28 8 5:15 PM 3 1 31 3 3 27 27 88 5:3 PM 44 2 46 28 28 31 31 15 Total Volume 143 1 4 148 97 97 112 112 357 % App. Total 96.6.7 2.7 1 1 PHF.813..25.5.84.88....88........93..93.85 WALMART ACCESS 29 148 357 143 Right Thru 1 Left 4 Peds Peak Hour Data 143 112 255 112 Left Thru Right Peds Peak Hour Begins at 4:45 PM Class 1 North 97 Right Thru Left Peds 1 97 98 Left Thru Right Peds
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 File Name : #3 QUEBEC&128THAM Site Code : Start Date : 7/3/215 Page No : 1 QUEBEC ST Southbound Westbound Groups Printed- Class 1 QUEBEC ST Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 7: AM 2 34 7 2 44 6 2 27 23 22 55 8 25 7:15 AM 27 61 8 8 45 1 1 22 16 35 62 15 31 7:3 AM 31 47 11 9 44 6 2 26 2 18 65 11 29 7:45 AM 29 32 1 1 6 9 8 23 18 21 5 22 292 Total 17 174 36 29 193 22 13 98 77 96 232 56 1133 8: AM 2 4 15 5 38 3 4 17 13 16 51 8 23 8:15 AM 35 22 11 7 39 2 2 21 17 19 43 14 232 8:3 AM 3 36 11 6 32 6 7 13 19 18 45 11 234 8:45 AM 19 25 6 5 29 5 4 23 16 18 3 14 194 Total 14 123 43 23 138 16 17 74 65 71 169 47 89 Grand Total 211 297 79 52 331 38 3 172 142 167 41 13 223 Apprch % 35.9 5.6 13.5 12.4 78.6 9 8.7 5 41.3 24.9 59.8 15.4 Total % 1.4 14.7 3.9 2.6 16.4 1.9 1.5 8.5 7 8.3 19.8 5.1 QUEBEC ST 327 587 914 211 Right 297 Thru 79 Left Peds 684 671 1355 13 Left 41 Thru 167 Right Peds 7/3/215 7: AM 7/3/215 8:45 AM Class 1 North 52 331 38 Right Thru Left Peds 51 421 931 Left 142 Thru 172 Right 3 Peds 52 344 846 QUEBEC ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 QUEBEC ST Southbound Westbound QUEBEC ST Northbound File Name : #3 QUEBEC&128THAM Site Code : Start Date : 7/3/215 Page No : 2 Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM 2 34 7 61 2 44 6 52 2 27 23 52 22 55 8 85 25 7:15 AM 27 61 8 96 8 45 1 54 1 22 16 39 35 62 15 112 31 7:3 AM 31 47 11 89 9 44 6 59 2 26 2 48 18 65 11 94 29 7:45 AM 29 32 1 71 1 6 9 79 8 23 18 49 21 5 22 93 292 Total Volume 17 174 36 317 29 193 22 244 13 98 77 188 96 232 56 384 1133 % App. Total 33.8 54.9 11.4 11.9 79.1 9 6.9 52.1 41 25 6.4 14.6 PHF.863.713.818..826.725.84.611..772.46.97.837..94.686.892.636..857.941 QUEBEC ST 183 317 5 17 Right 174 Thru 36 Left Peds Peak Hour Data 377 384 761 56 Left 232 Thru 96 Right Peds Peak Hour Begins at 7: AM Class 1 North 29 193 22 Right Thru Left Peds 281 244 525 Left 77 Thru 98 Right 13 Peds 292 188 48 QUEBEC ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 File Name : #3 QUEBEC&128THPM Site Code : Start Date : 7/3/215 Page No : 1 QUEBEC ST Southbound Westbound Groups Printed- Class 1 QUEBEC ST Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 4: PM 33 42 15 11 59 5 5 42 35 13 55 32 347 4:15 PM 2 35 14 8 77 4 6 45 34 25 55 32 355 4:3 PM 38 43 18 9 88 5 7 37 36 2 56 25 382 4:45 PM 24 4 1 2 11 84 6 5 36 32 22 7 29 371 Total 115 16 57 2 39 38 2 23 16 137 8 236 118 1455 5: PM 42 45 2 17 99 4 5 5 35 32 69 28 446 5:15 PM 29 44 17 21 16 9 7 48 34 26 62 37 44 5:3 PM 3 54 16 15 85 3 11 43 51 27 58 21 414 5:45 PM 29 4 14 9 88 6 8 45 29 21 54 25 368 Total 13 183 67 62 378 22 31 186 149 16 243 111 1668 Grand Total 245 343 124 2 11 686 42 54 346 286 186 479 229 3123 Apprch % 34.3 48 17.4.3 12.2 82.8 5.1 7.9 5.4 41.7 2.8 53.6 25.6 Total % 7.8 11 4.1 3.2 22 1.3 1.7 11.1 9.2 6 15.3 7.3 QUEBEC ST 676 714 139 245 Right 343 Thru 124 Left 2 Peds 1217 894 2111 229 Left 479 Thru 186 Right Peds 7/3/215 4: PM 7/3/215 5:45 PM Class 1 North 11 686 42 Right Thru Left Peds 657 829 1486 Left 286 Thru 346 Right 54 Peds 571 686 1257 QUEBEC ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 QUEBEC ST Southbound Westbound QUEBEC ST Northbound File Name : #3 QUEBEC&128THPM Site Code : Start Date : 7/3/215 Page No : 2 Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:45 PM 4:45 PM 24 4 1 2 76 11 84 6 11 5 36 32 73 22 7 29 121 371 5: PM 42 45 2 17 17 99 4 12 5 5 35 9 32 69 28 129 446 5:15 PM 29 44 17 9 21 16 9 136 7 48 34 89 26 62 37 125 44 5:3 PM 3 54 16 1 15 85 3 13 11 43 51 15 27 58 21 16 414 Total Volume 125 183 63 2 373 64 374 22 46 28 177 152 357 17 259 115 481 1671 % App. Total 33.5 49.1 16.9.5 13.9 81.3 4.8 7.8 49.6 42.6 22.2 53.8 23.9 PHF.744.847.788.25.871.762.882.611..846.636.885.745..85.836.925.777..932.937 QUEBEC ST 356 373 729 125 Right 183 Thru 63 Left 2 Peds Peak Hour Data 651 481 1132 115 Left 259 Thru 17 Right Peds Peak Hour Begins at 4:45 PM Class 1 North 64 374 22 Right Thru Left Peds 35 46 81 Left 152 Thru 177 Right 28 Peds 312 357 669 QUEBEC ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 File Name : #4 QUEBEC&QUINCEAM Site Code : Start Date : 7/3/215 Page No : 1 QUEBEC ST Southbound QUINCE ST Westbound Groups Printed- Class 1 QUEBEC ST Northbound QUINCE ST Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 7: AM 72 1 48 121 7:15 AM 87 2 41 13 7:3 AM 76 2 45 123 7:45 AM 74 1 5 125 Total 39 1 5 184 499 8: AM 48 1 41 9 8:15 AM 46 1 38 85 8:3 AM 61 1 34 96 8:45 AM 5 47 97 Total 25 2 1 16 368 Grand Total 514 1 7 1 344 867 Apprch % 99.8.2 1.3 99.7 Total % 59.3.1.8.1 39.7 QUEBEC ST 344 515 859 Right 514 Thru 1 Left Peds QUINCE ST Left Thru Right Peds 7/3/215 7: AM 7/3/215 8:45 AM Class 1 North 7 Right Thru Left Peds 2 7 9 QUINCE ST Left Thru 344 Right 1 Peds 521 345 866 QUEBEC ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 QUEBEC ST Southbound QUINCE ST Westbound File Name : #4 QUEBEC&QUINCEAM Site Code : Start Date : 7/3/215 Page No : 2 QUEBEC ST Northbound QUINCE ST Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM 72 72 1 1 48 48 121 7:15 AM 87 87 2 2 41 41 13 7:3 AM 76 76 2 2 45 45 123 7:45 AM 74 1 75 5 5 125 Total Volume 39 1 31 5 5 184 184 499 % App. Total 99.7.3 1 1 PHF..888.25..891...625..625..92...92......96 QUEBEC ST 184 31 494 Right 39 Thru 1 Left Peds Peak Hour Data QUINCE ST Left Thru Right Peds Peak Hour Begins at 7: AM Class 1 North 5 Right Thru Left Peds 1 5 6 QUINCE ST Left Thru 184 Right Peds 314 184 498 QUEBEC ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 File Name : #4 QUEBEC&QUINCEPM Site Code : Start Date : 7/3/215 Page No : 1 QUEBEC ST Southbound QUINCE ST Westbound Groups Printed- Class 1 QUEBEC ST Northbound QUINCE ST Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 4: PM 6 1 1 8 142 4:15 PM 63 1 1 72 137 4:3 PM 67 1 1 2 9 161 4:45 PM 67 1 1 76 145 Total 257 2 3 1 4 318 585 5: PM 79 1 1 92 173 5:15 PM 75 84 159 5:3 PM 82 1 1 1 184 5:45 PM 87 1 89 177 Total 323 1 2 2 365 693 Grand Total 58 3 3 3 6 683 1278 Apprch % 99.5.5 5 5.9 99.1 Total % 45.4.2.2.2.5 53.4 QUEBEC ST 686 583 1269 Right 58 Thru 3 Left Peds QUINCE ST Left Thru Right Peds 7/3/215 4: PM 7/3/215 5:45 PM Class 1 North 3 3 Right Thru Left Peds 9 6 15 QUINCE ST Left Thru 683 Right 6 Peds 583 689 1272 QUEBEC ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 33-216-2439 QUEBEC ST Southbound QUINCE ST Westbound File Name : #4 QUEBEC&QUINCEPM Site Code : Start Date : 7/3/215 Page No : 2 QUEBEC ST Northbound QUINCE ST Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 5: PM 5: PM 79 79 1 1 1 92 93 173 5:15 PM 75 75 84 84 159 5:3 PM 82 1 83 1 1 1 1 184 5:45 PM 87 87 1 89 9 177 Total Volume 323 1 324 2 2 2 365 367 693 % App. Total 99.7.3 1.5 99.5 PHF..928.25..931...5..5.5.913...918......942 QUEBEC ST 365 324 689 Right 323 Thru 1 Left Peds Peak Hour Data QUINCE ST Thru Left Right Peds Peak Hour Begins at 5: PM Class 1 North 2 Right Thru Left Peds 3 2 5 QUINCE ST Left Thru 365 Right 2 Peds 325 367 692 QUEBEC ST
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 www.alltrafficdata.net Page 1 Site Code: 6 Station ID: 6 128TH AVE W/O QUEBEC ST 128TH AVE W/O QUEBEC ST Start 3-Jul-15 Time Thu EB WB Total 12: AM 18 29 47 1: 18 21 39 2: 21 15 36 3: 21 14 35 4: 41 3 71 5: 151 89 24 6: 256 217 473 7: 367 35 717 8: 298 316 614 9: 231 29 521 1: 188 281 469 11: 228 296 524 12: PM 25 344 594 1: 241 314 555 2: 247 391 638 3: 34 427 767 4: 389 548 937 5: 434 62 136 6: 322 47 792 7: 299 39 68 8: 225 27 495 9: 149 21 359 1: 87 11 188 11: 54 61 115 Total 4875 5995 187 Percent 44.8% 55.2% AM Peak - 7: 7: - - - - - - 7: Vol. - 367 35 - - - - - - 717 PM Peak - 17: 17: - - - - - - 17: Vol. - 434 62 - - - - - - 136 Grand Total 4875 5995 187 Percent 44.8% 55.2% ADT ADT 1,87 AADT 1,87
All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 www.alltrafficdata.net Page 1 Site Code: 7 Station ID: 7 QUEBEC ST S/O 128TH AVE QUEBEC ST S/O 128TH AVE Start 3-Jul-15 Time Thu NB SB Total 12: AM 24 14 38 1: 13 15 28 2: 14 13 27 3: 9 11 2 4: 17 45 62 5: 49 136 185 6: 142 239 381 7: 187 39 496 8: 164 25 369 9: 159 171 33 1: 151 132 283 11: 161 151 312 12: PM 169 172 341 1: 175 163 338 2: 2 176 376 3: 245 28 453 4: 322 259 581 5: 357 33 687 6: 299 212 511 7: 198 186 384 8: 159 146 35 9: 12 18 228 1: 73 49 122 11: 35 34 69 Total 3442 3484 6926 Percent 49.7% 5.3% AM Peak - 7: 7: - - - - - - 7: Vol. - 187 39 - - - - - - 496 PM Peak - 17: 17: - - - - - - 17: Vol. - 357 33 - - - - - - 687 Grand Total 3442 3484 6926 Percent 49.7% 5.3% ADT ADT 6,926 AADT 6,926
APPENDIX B Level of Service Definitions
The following information can be found in the Highway Capacity Manual, Transportation Research Board, 21: Chapter 18 Signalized Intersections and Chapter 19 Two-Way Stop Controlled Intersections. Automobile Level of Service (LOS) for Signalized Intersections Levels of service are defined to represent reasonable ranges in control delay. LOS A Describes operations with a control delay of 1s/veh or less and a volume-to-capacity ratio no greater than 1.. This level is typically assigned when the volume-to-capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. LOS B Describes operations with control delay between 1 and 2 s/veh and a volume-to-capacity ratio no greater than 1.. This level is typically assigned when the volume-to-capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. LOS C Describes operations with control delay between 2 and 35 s/veh and a volume-to-capacity ratio no greater than 1.. This level is typically assigned when progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is.significant, although many vehicles still pass through the intersection without stopping. LOS D Describes operations with control delay between 35 and 55 s/veh and a volume-to-capacity ratio no greater than 1..This level is typically assigned when the volume-to-capacity ratio is high and either progression is ineffective or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable. LOS E Describes operations with control delay between 55 and 8 s/veh and a volume-to-capacity ratio no greater than 1.. This level is typically assigned when the volume-to-capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent. LOS F Describes operations with control delay exceeding 8 s/veh or a volume-to-capacity ratio greater than 1.. This level is typically assigned when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue. Level of Service (LOS) for Unsignalized TWSC Intersections Level of Service Average Control Delay (s/veh) A - 1 B > 1-15 C > 15-25 D > 25-35 E > 35-5 F > 5
APPENDIX C Capacity Worksheets
Timings Existing Traffic 1: Quebec Street & 128th Avenue AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 56 232 96 22 197 29 77 98 13 36 191 17 Future Volume (vph) 56 232 96 22 197 29 77 98 13 36 191 17 Satd. Flow (prot) 177 1863 1583 177 1863 1583 177 1831 177 1863 1583 Flt Permitted.563.556.4.679 Satd. Flow (perm) 149 1863 1583 136 1863 1583 745 1831 1265 1863 1583 Satd. Flow (RTOR) 115 115 6 116 Lane Group Flow (vph) 61 252 14 24 214 32 84 121 39 28 116 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 4 4 Total Split (s) 18.5 33. 33. 18.5 33. 33. 18.5 3. 18.5 3. 3. Total Lost Time (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Act Effct Green (s) 37.9 3.4 3.4 36.3 29.6 29.6 22.4 17.2 19.6 13.9 13.9 Actuated g/c Ratio.52.42.42.5.4.4.31.24.27.19.19 v/c Ratio.1.33.14.4.28.5.24.28.1.59.29 Control Delay 1.2 18.3 3.9 1.2 18.7.1 18.1 24.9 16.5 35.2 7.9 Queue Delay........... Total Delay 1.2 18.3 3.9 1.2 18.7.1 18.1 24.9 16.5 35.2 7.9 LOS B B A B B A B C B D A Approach Delay 13.5 15.7 22.1 24.4 Approach LOS B B C C Queue Length 5th (ft) 13 79 5 67 26 46 12 89 Queue Length 95th (ft) 36 161 27 18 142 56 94 31 162 4 Internal Link Dist (ft) 1247 242 2134 172 Turn Bay Length (ft) 2 75 365 26 3 22 28 Base Capacity (vph) 736 775 726 732 754 79 465 668 538 676 648 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.8.33.14.3.28.5.18.18.7.31.18 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 73.1 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.59 Intersection Signal Delay: 18.5 Intersection Capacity Utilization 43.2% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 1: Quebec Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
Timings Existing Traffic 2: 128th Avenue & Oneida Street AM Peak Hour Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 64 391 389 7 36 71 Future Volume (vph) 64 391 389 7 36 71 Satd. Flow (prot) 177 1863 1863 1583 177 1583 Flt Permitted.314.95 Satd. Flow (perm) 585 1863 1863 1583 177 1583 Satd. Flow (RTOR) 8 77 Lane Group Flow (vph) 7 425 423 8 39 77 Turn Type pm+pt NA NA Perm pm+pt Perm Protected Phases 5 2 6 7 Permitted Phases 2 6 4 4 Total Split (s) 16. 74. 58. 58. 26. 26. Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Act Effct Green (s) 26.6 29.3 14.3 14.3 6.9 6.8 Actuated g/c Ratio.71.79.38.38.18.18 v/c Ratio.11.29.59.1.12.22 Control Delay 3.2 3.6 14.6 6. 17.9 7.6 Queue Delay...... Total Delay 3.2 3.6 14.6 6. 17.9 7.6 LOS A A B A B A Approach Delay 3.6 14.4 11.1 Approach LOS A B B Queue Length 5th (ft) 5 36 79 8 Queue Length 95th (ft) 14 75 165 6 31 28 Internal Link Dist (ft) 1249 1247 18 Turn Bay Length (ft) 24 29 66 8 Base Capacity (vph) 817 1863 1863 1583 1118 128 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.9.23.23.1.3.7 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 37.3 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.59 Intersection Signal Delay: 8.9 Intersection Capacity Utilization 38.6% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 2: 128th Avenue & Oneida Street August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Existing Traffic 3: Monaco Street & 128th Avenue AM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 446 2 3 457 12 9 Future Volume (Veh/h) 446 2 3 457 12 9 Sign Control Free Free Stop Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 485 2 3 497 13 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 487 988 485 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 487 988 485 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 1 95 98 cm capacity (veh/h) 176 273 582 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 485 2 3 497 23 Volume Left 3 13 Volume Right 2 1 csh 17 17 176 17 355 Volume to Capacity.29...29.6 Queue Length 95th (ft) 5 Control Delay (s).. 8.4. 15.8 Lane LOS A C Approach Delay (s)..1 15.8 Approach LOS C Intersection Summary Average Delay.4 Intersection Capacity Utilization 34.1% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Existing Traffic 4: Quebec Street & Quince Street AM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 5 188 1 39 Future Volume (Veh/h) 5 188 1 39 Sign Control Stop Free Free Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 5 24 1 336 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 542 24 24 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 542 24 24 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 99 1 1 cm capacity (veh/h) 51 837 1368 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 5 24 337 Volume Left 5 1 Volume Right csh 51 17 1368 Volume to Capacity.1.12. Queue Length 95th (ft) 1 Control Delay (s) 12.3.. Lane LOS B A Approach Delay (s) 12.3.. Approach LOS B Intersection Summary Average Delay.1 Intersection Capacity Utilization 27.1% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
Timings Existing Traffic 1: Quebec Street & 128th Avenue PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 115 288 17 22 396 64 152 185 28 63 194 125 Future Volume (vph) 115 288 17 22 396 64 152 185 28 63 194 125 Satd. Flow (prot) 177 1863 1583 177 1863 1583 177 1827 177 1863 1583 Flt Permitted.358.497.316.539 Satd. Flow (perm) 667 1863 1583 926 1863 1583 589 1827 14 1863 1583 Satd. Flow (RTOR) 115 115 7 136 Lane Group Flow (vph) 125 313 116 24 43 7 165 231 68 211 136 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 5 2 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2. 2. 11.5 2. 2. 11.5 2. 11.5 2. 2. Total Split (s) 12. 47. 47. 12. 47. 47. 16. 29. 12. 25. 25. Total Split (%) 12.% 47.% 47.% 12.% 47.% 47.% 16.% 29.% 12.% 25.% 25.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 Total Lost Time (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min Max Max Min Max Max None None None None None Act Effct Green (s) 52. 44.3 44.3 49.8 43.2 43.2 3.8 21.7 23.5 16. 16. Actuated g/c Ratio.55.47.47.53.46.46.33.23.25.17.17 v/c Ratio.27.36.14.4.5.9.5.54.22.67.36 Control Delay 11.4 18.3 3.8 1. 21.4 1.1 28.4 36.9 23.5 47.5 8.9 Queue Delay........... Total Delay 11.4 18.3 3.8 1. 21.4 1.1 28.4 36.9 23.5 47.5 8.9 LOS B B A A C A C D C D A Approach Delay 13.7 18.2 33.4 3.9 Approach LOS B B C C Queue Length 5th (ft) 32 117 6 18 72 123 28 121 Queue Length 95th (ft) 65 22 32 18 293 8 122 198 57 195 48 Internal Link Dist (ft) 1247 242 2134 172 Turn Bay Length (ft) 2 75 365 26 3 22 28 Base Capacity (vph) 466 879 87 577 856 789 345 493 322 418 46 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.27.36.14.4.5.9.48.47.21.5.3 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 93.9 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.67 August 216 Synchro Report SM ROCHA LLC
Timings Existing Traffic 1: Quebec Street & 128th Avenue PM Peak Hour Intersection Signal Delay: 22.9 Intersection Capacity Utilization 59.2% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service B Splits and Phases: 1: Quebec Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
Timings Existing Traffic 2: 128th Avenue & Oneida Street PM Peak Hour Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 17 6 682 37 22 144 Future Volume (vph) 17 6 682 37 22 144 Satd. Flow (prot) 177 1863 1863 1583 177 1583 Flt Permitted.137.95 Satd. Flow (perm) 255 1863 1863 1583 177 1583 Satd. Flow (RTOR) 4 157 Lane Group Flow (vph) 185 652 741 4 24 157 Turn Type pm+pt NA NA Perm pm+pt Perm Protected Phases 5 2 6 7 Permitted Phases 2 6 4 4 Detector Phase 5 2 6 6 7 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2.5 2.5 2.5 2.5 2.5 Total Split (s) 15. 79. 64. 64. 21. 21. Total Split (%) 15.% 79.% 64.% 64.% 21.% 21.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)...... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode Min None None None None None Act Effct Green (s) 42.9 42.9 28.3 28.3 7.1 7.1 Actuated g/c Ratio.72.72.48.48.12.12 v/c Ratio.43.49.83.5.11.48 Control Delay 7.2 4.8 22.6 3. 29.3 11.5 Queue Delay...... Total Delay 7.2 4.8 22.6 3. 29.3 11.5 LOS A A C A C B Approach Delay 5.4 21.6 13.8 Approach LOS A C B Queue Length 5th (ft) 13 64 27 8 Queue Length 95th (ft) 55 149 378 12 32 52 Internal Link Dist (ft) 1249 1247 18 Turn Bay Length (ft) 24 29 66 8 Base Capacity (vph) 464 1828 1733 1475 515 572 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.4.36.43.3.5.27 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 59.4 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.83 August 216 Synchro Report SM ROCHA LLC
Timings Existing Traffic 2: 128th Avenue & Oneida Street PM Peak Hour Intersection Signal Delay: 13.3 Intersection Capacity Utilization 59.9% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 2: 128th Avenue & Oneida Street August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Existing Traffic 3: Monaco Street & 128th Avenue PM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 757 9 13 813 12 13 Future Volume (Veh/h) 757 9 13 813 12 13 Sign Control Free Free Stop Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 823 1 14 884 13 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 833 1735 823 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 833 1735 823 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 98 86 96 cm capacity (veh/h) 8 95 373 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 823 1 14 884 27 Volume Left 14 13 Volume Right 1 14 csh 17 17 8 17 154 Volume to Capacity.48.1.2.52.17 Queue Length 95th (ft) 1 15 Control Delay (s).. 9.6. 33.2 Lane LOS A D Approach Delay (s)..1 33.2 Approach LOS D Intersection Summary Average Delay.6 Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Existing Traffic 4: Quebec Street & Quince Street PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 2 365 2 1 323 Future Volume (Veh/h) 2 365 2 1 323 Sign Control Stop Free Free Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 2 397 2 1 351 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 751 398 399 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 751 398 399 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 99 1 1 cm capacity (veh/h) 378 652 116 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 2 399 352 Volume Left 2 1 Volume Right 2 csh 378 17 116 Volume to Capacity.1.23. Queue Length 95th (ft) Control Delay (s) 14.6.. Lane LOS B A Approach Delay (s) 14.6.. Approach LOS B Intersection Summary Average Delay.1 Intersection Capacity Utilization 29.3% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 1: Quebec Street & 128th Avenue Year 217 - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 59 246 12 23 29 31 82 14 14 38 22 113 Future Volume (vph) 59 246 12 23 29 31 82 14 14 38 22 113 Satd. Flow (prot) 177 1863 1583 177 1863 1583 177 1829 177 1863 1583 Flt Permitted.545.535.386.675 Satd. Flow (perm) 115 1863 1583 997 1863 1583 719 1829 1257 1863 1583 Satd. Flow (RTOR) 115 115 6 123 Lane Group Flow (vph) 64 267 111 25 227 34 89 128 41 22 123 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 5 2 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2. 2. 11.5 2. 2. 11.5 2. 11.5 2. 2. Total Split (s) 18.5 33. 33. 18.5 33. 33. 18.5 3. 18.5 3. 3. Total Split (%) 18.5% 33.% 33.% 18.5% 33.% 33.% 18.5% 3.% 18.5% 3.% 3.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 Total Lost Time (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min Max Max Min Max Max None None None None None Act Effct Green (s) 38.1 3.5 3.5 36.3 29.6 29.6 23.2 17.9 2.2 14.5 14.5 Actuated g/c Ratio.52.41.41.49.4.4.31.24.27.2.2 v/c Ratio.11.35.15.4.3.5.26.29.1.6.3 Control Delay 1.6 19. 4.4 1.5 19.4.1 18.1 24.9 16.5 35.5 7.7 Queue Delay........... Total Delay 1.6 19. 4.4 1.5 19.4.1 18.1 24.9 16.5 35.5 7.7 LOS B B A B B A B C B D A Approach Delay 14.1 16.3 22.1 24.6 Approach LOS B B C C Queue Length 5th (ft) 13 86 5 73 28 49 12 95 Queue Length 95th (ft) 38 174 31 19 154 58 98 32 172 41 Internal Link Dist (ft) 1247 242 2134 172 Turn Bay Length (ft) 2 75 365 26 3 22 28 Base Capacity (vph) 718 769 721 712 746 73 462 661 541 669 647 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.9.35.15.4.3.5.19.19.8.33.19 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 73.9 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.6 August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 1: Quebec Street & 128th Avenue Year 217 - AM Peak Hour Intersection Signal Delay: 18.9 Intersection Capacity Utilization 44.8% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 1: Quebec Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 2: 128th Avenue & Oneida Street Year 217 - AM Peak Hour Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 68 414 412 7 38 75 Future Volume (vph) 68 414 412 7 38 75 Satd. Flow (prot) 177 1863 1863 1583 177 1583 Flt Permitted.298.95 Satd. Flow (perm) 555 1863 1863 1583 177 1583 Satd. Flow (RTOR) 8 82 Lane Group Flow (vph) 74 45 448 8 41 82 Turn Type pm+pt NA NA Perm pm+pt Perm Protected Phases 5 2 6 7 Permitted Phases 2 6 4 4 Detector Phase 5 2 6 6 7 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 21.5 21.5 21.5 21.5 21.5 Total Split (s) 16. 74. 58. 58. 26. 26. Total Split (%) 16.% 74.% 58.% 58.% 26.% 26.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)...... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode Min None None None None None Act Effct Green (s) 27.5 3.2 15. 15. 7. 6.9 Actuated g/c Ratio.72.79.39.39.18.18 v/c Ratio.12.31.61.1.13.23 Control Delay 3.2 3.7 14.9 6. 18.6 7.8 Queue Delay...... Total Delay 3.2 3.7 14.9 6. 18.6 7.8 LOS A A B A B A Approach Delay 3.6 14.7 11.4 Approach LOS A B B Queue Length 5th (ft) 5 39 86 9 Queue Length 95th (ft) 15 81 179 6 33 3 Internal Link Dist (ft) 1249 1247 18 Turn Bay Length (ft) 24 29 66 8 Base Capacity (vph) 8 1863 1863 1583 194 19 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.9.24.24.1.4.8 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 38.3 Natural Cycle: 6 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.61 August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 2: 128th Avenue & Oneida Street Year 217 - AM Peak Hour Intersection Signal Delay: 9.1 Intersection Capacity Utilization 4.% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 2: 128th Avenue & Oneida Street August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Background Traffic 3: Monaco Street & 128th Avenue Year 217 - AM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 473 2 3 484 13 1 Future Volume (Veh/h) 473 2 3 484 13 1 Sign Control Free Free Stop Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 514 2 3 526 14 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 516 146 514 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 516 146 514 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 1 94 98 cm capacity (veh/h) 15 252 56 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 514 2 3 526 25 Volume Left 3 14 Volume Right 2 11 csh 17 17 15 17 333 Volume to Capacity.3...31.8 Queue Length 95th (ft) 6 Control Delay (s).. 8.4. 16.7 Lane LOS A C Approach Delay (s).. 16.7 Approach LOS C Intersection Summary Average Delay.4 Intersection Capacity Utilization 35.5% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Background Traffic 4: Quebec Street & Quince Street Year 217 - AM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 5 199 1 328 Future Volume (Veh/h) 5 199 1 328 Sign Control Stop Free Free Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 5 216 1 357 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 575 216 216 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 575 216 216 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 99 1 1 cm capacity (veh/h) 479 824 1354 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 5 216 358 Volume Left 5 1 Volume Right csh 479 17 1354 Volume to Capacity.1.13. Queue Length 95th (ft) 1 Control Delay (s) 12.6.. Lane LOS B A Approach Delay (s) 12.6.. Approach LOS B Intersection Summary Average Delay.1 Intersection Capacity Utilization 28.1% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 1: Quebec Street & 128th Avenue Year 217 - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 122 35 113 23 42 68 161 196 3 67 26 133 Future Volume (vph) 122 35 113 23 42 68 161 196 3 67 26 133 Satd. Flow (prot) 177 1863 1583 177 1863 1583 177 1825 177 1863 1583 Flt Permitted.274.482.315.541 Satd. Flow (perm) 51 1863 1583 898 1863 1583 587 1825 18 1863 1583 Satd. Flow (RTOR) 164 164 8 164 Lane Group Flow (vph) 133 332 123 25 457 74 175 246 73 224 145 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 5 2 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2. 2. 11.5 2. 2. 11.5 2. 11.5 2. 2. Total Split (s) 15.9 4.4 4.4 14.5 39. 39. 19.1 3.6 14.5 26. 26. Total Split (%) 15.9% 4.4% 4.4% 14.5% 39.% 39.% 19.1% 3.6% 14.5% 26.% 26.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 Total Lost Time (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min Max Max Min Max Max None None None None None Act Effct Green (s) 47.5 38.2 38.2 42.2 35.5 35.5 31.7 22. 24.4 16.1 16.1 Actuated g/c Ratio.53.43.43.47.4.4.36.25.27.18.18 v/c Ratio.33.42.16.5.62.1.48.54.21.66.35 Control Delay 13.5 21.1 1.8 11.7 27.7.3 24.5 34.3 2.5 44.7 6.5 Queue Delay........... Total Delay 13.5 21.1 1.8 11.7 27.7.3 24.5 34.3 2.5 44.7 6.5 LOS B C A B C A C C C D A Approach Delay 15.4 23.3 3.2 28.1 Approach LOS B C C C Queue Length 5th (ft) 34 126 6 22 68 12 27 118 Queue Length 95th (ft) 76 234 18 21 364 12 25 56 24 39 Internal Link Dist (ft) 1247 242 2134 172 Turn Bay Length (ft) 2 75 365 26 3 22 28 Base Capacity (vph) 45 799 772 568 742 729 413 556 393 464 518 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.3.42.16.4.62.1.42.44.19.48.28 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 89 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.66 August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 1: Quebec Street & 128th Avenue Year 217 - PM Peak Hour Intersection Signal Delay: 23.5 Intersection Capacity Utilization 62.% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service B Splits and Phases: 1: Quebec Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 2: 128th Avenue & Oneida Street Year 217 - PM Peak Hour Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 18 636 723 39 23 153 Future Volume (vph) 18 636 723 39 23 153 Satd. Flow (prot) 177 1863 1863 1583 177 1583 Flt Permitted.123.95 Satd. Flow (perm) 229 1863 1863 1583 177 1583 Satd. Flow (RTOR) 42 166 Lane Group Flow (vph) 196 691 786 42 25 166 Turn Type pm+pt NA NA Perm pm+pt Perm Protected Phases 5 2 6 7 Permitted Phases 2 6 4 4 Detector Phase 5 2 6 6 7 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2.5 2.5 2.5 2.5 2.5 Total Split (s) 15. 79. 64. 64. 21. 21. Total Split (%) 15.% 79.% 64.% 64.% 21.% 21.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)...... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode Min None None None None None Act Effct Green (s) 45.9 45.9 31.1 31.1 7.3 7.3 Actuated g/c Ratio.73.73.5.5.12.12 v/c Ratio.47.51.85.5.12.5 Control Delay 1. 5. 23.4 2.8 31.3 12. Queue Delay...... Total Delay 1. 5. 23.4 2.8 31.3 12. LOS B A C A C B Approach Delay 6.1 22.3 14.5 Approach LOS A C B Queue Length 5th (ft) 14 71 23 8 Queue Length 95th (ft) 77 168 422 12 36 55 Internal Link Dist (ft) 1249 1247 18 Turn Bay Length (ft) 24 29 66 8 Base Capacity (vph) 439 186 1693 1442 491 559 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.45.38.46.3.5.3 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 62.7 Natural Cycle: 7 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.85 August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 2: 128th Avenue & Oneida Street Year 217 - PM Peak Hour Intersection Signal Delay: 14. Intersection Capacity Utilization 62.6% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 2: 128th Avenue & Oneida Street August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Background Traffic 3: Monaco Street & 128th Avenue Year 217 - PM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 82 1 14 862 13 14 Future Volume (Veh/h) 82 1 14 862 13 14 Sign Control Free Free Stop Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 872 11 15 937 14 15 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 883 1839 872 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 883 1839 872 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 98 83 96 cm capacity (veh/h) 766 81 35 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 872 11 15 937 29 Volume Left 15 14 Volume Right 11 15 csh 17 17 766 17 135 Volume to Capacity.51.1.2.55.21 Queue Length 95th (ft) 1 19 Control Delay (s).. 9.8. 38.8 Lane LOS A E Approach Delay (s)..2 38.8 Approach LOS E Intersection Summary Average Delay.7 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Background Traffic 4: Quebec Street & Quince Street Year 217 - PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 2 387 2 1 342 Future Volume (Veh/h) 2 387 2 1 342 Sign Control Stop Free Free Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 2 421 2 1 372 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 796 422 423 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 796 422 423 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 99 1 1 cm capacity (veh/h) 356 632 1136 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 2 423 373 Volume Left 2 1 Volume Right 2 csh 356 17 1136 Volume to Capacity.1.25. Queue Length 95th (ft) Control Delay (s) 15.2.. Lane LOS C A Approach Delay (s) 15.2.. Approach LOS C Intersection Summary Average Delay.1 Intersection Capacity Utilization 3.5% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 1: Quebec Street & 128th Avenue Year 235 - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 11 418 173 4 355 52 139 176 23 65 344 193 Future Volume (vph) 11 418 173 4 355 52 139 176 23 65 344 193 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 585 1583 3433 585 1583 Flt Permitted.483.458.47.627 Satd. Flow (perm) 1745 3539 1583 1655 3539 1583 1471 585 1583 2266 585 1583 Satd. Flow (RTOR) 188 115 115 21 Lane Group Flow (vph) 11 454 188 43 386 57 151 191 25 71 374 21 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2. 2. 11.5 2. 2. 11.5 2. 2. 11.5 2. 2. Total Split (s) 19.5 32. 32. 19.5 32. 32. 19.5 29. 29. 19.5 29. 29. Total Split (%) 19.5% 32.% 32.% 19.5% 32.% 32.% 19.5% 29.% 29.% 19.5% 29.% 29.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 Total Lost Time (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min Max Max Min Max Max None None None None None None Act Effct Green (s) 35.9 28.8 28.8 34.5 28.1 28.1 21.3 14.6 14.6 18.3 11.3 11.3 Actuated g/c Ratio.51.41.41.49.4.4.3.21.21.26.16.16 v/c Ratio.1.32.25.4.27.8.23.18.6.1.46.49 Control Delay 8.3 15.6 3.6 8.2 15.8.7 17.3 24.9.3 16.5 29. 8.6 Queue Delay............ Total Delay 8.3 15.6 3.6 8.2 15.8.7 17.3 24.9.3 16.5 29. 8.6 LOS A B A A B A B C A B C A Approach Delay 11.5 13.3 2.1 21.1 Approach LOS B B C C Queue Length 5th (ft) 1 67 4 57 23 26 1 54 Queue Length 95th (ft) 23 114 38 11 1 4 42 45 23 84 54 Internal Link Dist (ft) 1247 242 2134 172 Turn Bay Length (ft) 2 15 365 26 2 15 22 28 Base Capacity (vph) 1339 1441 756 139 145 698 919 183 635 17 183 696 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.8.32.25.3.27.8.16.11.4.7.21.3 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 7.7 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.49 August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 1: Quebec Street & 128th Avenue Year 235 - AM Peak Hour Intersection Signal Delay: 16.1 Intersection Capacity Utilization 38.8% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 1: Quebec Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 2: 128th Avenue & Oneida Street Year 235 - AM Peak Hour Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 115 74 7 13 65 128 Future Volume (vph) 115 74 7 13 65 128 Satd. Flow (prot) 177 3539 3539 1583 177 1583 Flt Permitted.289.95 Satd. Flow (perm) 538 3539 3539 1583 177 1583 Satd. Flow (RTOR) 14 139 Lane Group Flow (vph) 125 765 761 14 71 139 Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 Detector Phase 5 2 6 6 4 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2.5 2.5 2.5 2.5 2.5 Total Split (s) 25.4 68.5 43.1 43.1 31.5 31.5 Total Split (%) 25.4% 68.5% 43.1% 43.1% 31.5% 31.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5 -.5 -.5 -.5 -.5 Total Lost Time (s) 4. 4. 4. 4. 4. 4. Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode Min None Max Max None None Act Effct Green (s) 53.5 53.5 39.2 39.2 8.6 8.6 Actuated g/c Ratio.76.76.56.56.12.12 v/c Ratio.21.28.38.2.33.44 Control Delay 3.2 3. 1. 4.7 32.9 1.7 Queue Delay...... Total Delay 3.2 3. 1. 4.7 32.9 1.7 LOS A A A A C B Approach Delay 3. 9.9 18.2 Approach LOS A A B Queue Length 5th (ft) 1 37 87 28 Queue Length 95th (ft) 24 65 151 8 66 46 Internal Link Dist (ft) 1249 1247 18 Turn Bay Length (ft) 24 29 66 8 Base Capacity (vph) 787 3266 198 892 696 77 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.16.23.38.2.1.2 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 7.1 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.44 August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 2: 128th Avenue & Oneida Street Year 235 - AM Peak Hour Intersection Signal Delay: 7.6 Intersection Capacity Utilization 39.3% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 2: 128th Avenue & Oneida Street August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Background Traffic 3: Monaco Street & 128th Avenue Year 235 - AM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 83 4 5 823 22 16 Future Volume (Veh/h) 83 4 5 823 22 16 Sign Control Free Free Stop Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 873 4 5 895 24 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 877 133 436 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 877 133 436 tc, single (s) 4.1 6.8 6.9 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 99 83 97 cm capacity (veh/h) 766 145 568 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 436 436 4 5 448 448 24 17 Volume Left 5 24 Volume Right 4 17 csh 17 17 17 766 17 17 145 568 Volume to Capacity.26.26..1.26.26.17.3 Queue Length 95th (ft) 14 2 Control Delay (s)... 9.7.. 34.7 11.5 Lane LOS A D B Approach Delay (s)..1 25.1 Approach LOS D Intersection Summary Average Delay.6 Intersection Capacity Utilization 32.7% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Background Traffic 4: Quebec Street & Quince Street Year 235 - AM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 9 1 338 1 2 556 Future Volume (Veh/h) 9 1 338 1 2 556 Sign Control Stop Free Free Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 1 1 367 1 2 64 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 572 122 368 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 572 122 368 tc, single (s) 6.8 6.9 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 98 1 1 cm capacity (veh/h) 449 96 1187 Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 1 1 122 122 122 1 2 21 21 21 Volume Left 1 2 Volume Right 1 1 csh 449 96 17 17 17 17 1187 17 17 17 Volume to Capacity.2..7.7.7...12.12.12 Queue Length 95th (ft) 2 Control Delay (s) 13.2 9..... 8.... Lane LOS B A A Approach Delay (s) 12.8.. Approach LOS B Intersection Summary Average Delay.2 Intersection Capacity Utilization 2.7% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 1: Quebec Street & 128th Avenue Year 235 - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 27 518 193 4 713 115 274 333 5 113 349 225 Future Volume (vph) 27 518 193 4 713 115 274 333 5 113 349 225 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 585 1583 3433 585 1583 Flt Permitted.24.46.352.528 Satd. Flow (perm) 867 3539 1583 1467 3539 1583 1272 585 1583 198 585 1583 Satd. Flow (RTOR) 21 125 115 245 Lane Group Flow (vph) 225 563 21 43 775 125 298 362 54 123 379 245 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2. 2. 11.5 2. 2. 11.5 2. 2. 11.5 2. 2. Total Split (s) 16.7 4.9 4.9 15.5 39.7 39.7 17.6 26.2 26.2 17.4 26. 26. Total Split (%) 16.7% 4.9% 4.9% 15.5% 39.7% 39.7% 17.6% 26.2% 26.2% 17.4% 26.% 26.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 Total Lost Time (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min Max Max Min Max Max None None None None None None Act Effct Green (s) 47. 38.2 38.2 42.4 35.9 35.9 27.1 15.9 15.9 2.9 12.8 12.8 Actuated g/c Ratio.55.45.45.5.42.42.32.19.19.25.15.15 v/c Ratio.3.35.25.5.52.17.43.38.14.2.49.55 Control Delay 1. 16.7 3.3 9.3 2.5 4.2 22.7 31.3.7 2.6 35.5 9.7 Queue Delay............ Total Delay 1. 16.7 3.3 9.3 2.5 4.2 22.7 31.3.7 2.6 35.5 9.7 LOS B B A A C A C C A C D A Approach Delay 12.4 17.8 25.4 24.6 Approach LOS B B C C Queue Length 5th (ft) 26 99 4 155 58 61 23 68 Queue Length 95th (ft) 49 159 4 13 247 34 92 93 42 13 63 Internal Link Dist (ft) 1247 242 2134 172 Turn Bay Length (ft) 2 15 365 26 2 15 22 28 Base Capacity (vph) 884 1594 828 187 1499 742 768 1337 51 829 1325 593 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.25.35.25.4.52.17.39.27.11.15.29.41 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 84.8 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.55 August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 1: Quebec Street & 128th Avenue Year 235 - PM Peak Hour Intersection Signal Delay: 19.3 Intersection Capacity Utilization 53.5% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 1: Quebec Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 2: 128th Avenue & Oneida Street Year 235 - PM Peak Hour Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 36 18 1228 67 4 259 Future Volume (vph) 36 18 1228 67 4 259 Satd. Flow (prot) 177 3539 3539 1583 177 1583 Flt Permitted.1.95 Satd. Flow (perm) 186 3539 3539 1583 177 1583 Satd. Flow (RTOR) 73 282 Lane Group Flow (vph) 333 1174 1335 73 43 282 Turn Type pm+pt NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 2 6 4 Detector Phase 5 2 6 6 4 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2.5 2.5 2.5 2.5 2.5 Total Split (s) 28. 79. 51. 51. 21. 21. Total Split (%) 28.% 79.% 51.% 51.% 21.% 21.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5 -.5 -.5 -.5 -.5 Total Lost Time (s) 4. 4. 4. 4. 4. 4. Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode Min None Max Max None None Act Effct Green (s) 71.6 71.6 47.3 47.3 9. 9. Actuated g/c Ratio.81.81.53.53.1.1 v/c Ratio.65.41.71.8.24.68 Control Delay 21.8 3.2 19.3 3.7 4.6 14. Queue Delay...... Total Delay 21.8 3.2 19.3 3.7 4.6 14. LOS C A B A D B Approach Delay 7.3 18.5 17.5 Approach LOS A B B Queue Length 5th (ft) 93 64 281 23 Queue Length 95th (ft) 29 141 446 23 55 72 Internal Link Dist (ft) 1249 1247 18 Turn Bay Length (ft) 24 29 66 8 Base Capacity (vph) 582 314 1889 879 341 533 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.57.39.71.8.13.53 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 88.6 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.71 August 216 Synchro Report SM ROCHA LLC
Timings Background Traffic 2: 128th Avenue & Oneida Street Year 235 - PM Peak Hour Intersection Signal Delay: 13.2 Intersection Capacity Utilization 64.2% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service C Splits and Phases: 2: 128th Avenue & Oneida Street August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Background Traffic 3: Monaco Street & 128th Avenue Year 235 - PM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1363 16 23 1463 22 23 Future Volume (Veh/h) 1363 16 23 1463 22 23 Sign Control Free Free Stop Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 1482 17 25 159 24 25 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 1499 2327 741 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1499 2327 741 tc, single (s) 4.1 6.8 6.9 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 94 18 93 cm capacity (veh/h) 443 29 359 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 741 741 17 25 795 795 24 25 Volume Left 25 24 Volume Right 17 25 csh 17 17 17 443 17 17 29 359 Volume to Capacity.44.44.1.6.47.47.82.7 Queue Length 95th (ft) 4 67 6 Control Delay (s)... 13.6.. 32. 15.8 Lane LOS B F C Approach Delay (s)..2 156. Approach LOS F Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 5.4% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Background Traffic 4: Quebec Street & Quince Street Year 235 - PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 4 1 657 4 2 581 Future Volume (Veh/h) 4 1 657 4 2 581 Sign Control Stop Free Free Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 4 1 714 4 2 632 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 929 238 718 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 929 238 718 tc, single (s) 6.8 6.9 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 98 1 1 cm capacity (veh/h) 266 763 879 Direction, Lane # WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 4 1 238 238 238 4 2 211 211 211 Volume Left 4 2 Volume Right 1 4 csh 266 763 17 17 17 17 879 17 17 17 Volume to Capacity.2..14.14.14...12.12.12 Queue Length 95th (ft) 1 Control Delay (s) 18.7 9.7.... 9.1... Lane LOS C A A Approach Delay (s) 16.9.. Approach LOS C Intersection Summary Average Delay.1 Intersection Capacity Utilization 22.7% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 1: Quebec Street & 128th Avenue Year 217 - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 84 271 12 42 228 31 82 183 39 38 259 132 Future Volume (vph) 84 271 12 42 228 31 82 183 39 38 259 132 Satd. Flow (prot) 177 1863 1583 177 1863 1583 177 1814 177 1863 1583 Flt Permitted.54.496.31.524 Satd. Flow (perm) 939 1863 1583 924 1863 1583 577 1814 976 1863 1583 Satd. Flow (RTOR) 115 115 1 143 Lane Group Flow (vph) 91 295 111 46 248 34 89 241 41 282 143 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 5 2 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2. 2. 11.5 2. 2. 11.5 2. 11.5 2. 2. Total Split (s) 18.5 33. 33. 18.5 33. 33. 18.5 3. 18.5 3. 3. Total Split (%) 18.5% 33.% 33.% 18.5% 33.% 33.% 18.5% 3.% 18.5% 3.% 3.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 Total Lost Time (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min Max Max Min Max Max None None None None None Act Effct Green (s) 39.4 31. 31. 37. 29.8 29.8 26.3 21. 23.2 17.5 17.5 Actuated g/c Ratio.51.4.4.47.38.38.34.27.3.22.22 v/c Ratio.16.4.16.9.35.5.27.49.11.67.31 Control Delay 12.4 21.7 4.8 12.1 22.2.1 18.2 27.6 16.3 37.1 6.8 Queue Delay........... Total Delay 12.4 21.7 4.8 12.1 22.2.1 18.2 27.6 16.3 37.1 6.8 LOS B C A B C A B C B D A Approach Delay 16.2 18.5 25.1 26. Approach LOS B B C C Queue Length 5th (ft) 22 15 11 88 28 1 13 129 Queue Length 95th (ft) 56 213 34 33 186 59 178 32 223 44 Internal Link Dist (ft) 1247 242 581 172 Turn Bay Length (ft) 2 75 365 26 3 22 28 Base Capacity (vph) 667 739 697 661 711 675 438 638 57 637 636 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.14.4.16.7.35.5.2.38.8.44.22 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 78 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.67 August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 1: Quebec Street & 128th Avenue Year 217 - AM Peak Hour Intersection Signal Delay: 21.3 Intersection Capacity Utilization 49.1% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service A Splits and Phases: 1: Quebec Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 2: Oneida Street & 128th Avenue Year 217 - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 68 414 38 38 412 7 14 51 51 38 38 75 Future Volume (vph) 68 414 38 38 412 7 14 51 51 38 38 75 Satd. Flow (prot) 177 1863 1583 177 1863 1583 177 1863 1583 177 1676 Flt Permitted.293.319.494.721 Satd. Flow (perm) 546 1863 1583 594 1863 1583 92 1863 1583 1343 1676 Satd. Flow (RTOR) 164 164 164 82 Lane Group Flow (vph) 74 45 41 41 448 8 113 55 55 41 123 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 21.5 21.5 11.5 21.5 21.5 11.5 2.5 2.5 21.5 21.5 Total Split (s) 12. 45.5 45.5 12. 45.5 45.5 12. 21. 21. 21.5 3.5 Total Split (%) 12.% 45.5% 45.5% 12.% 45.5% 45.5% 12.% 21.% 21.% 21.5% 3.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)........... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min None None Min None None None None None None None Act Effct Green (s) 28.2 2.8 2.8 27.1 2.3 2.3 15.2 12.6 12.6 13.1 8. Actuated g/c Ratio.51.38.38.49.37.37.27.23.23.24.14 v/c Ratio.17.64.6.9.66.1.3.13.11.11.39 Control Delay 8.4 21.3.2 7.9 22.2. 18.8 24.2.5 16.8 15.9 Queue Delay........... Total Delay 8.4 21.3.2 7.9 22.2. 18.8 24.2.5 16.8 15.9 LOS A C A A C A B C A B B Approach Delay 18.1 2.7 15.6 16.1 Approach LOS B C B B Queue Length 5th (ft) 12 134 6 137 28 13 1 13 Queue Length 95th (ft) 32 25 2 25 74 54 34 61 Internal Link Dist (ft) 1249 1247 492 18 Turn Bay Length (ft) 24 75 29 66 Base Capacity (vph) 476 1365 124 488 1365 124 392 649 659 665 928 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.16.33.3.8.33.1.29.8.8.6.13 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 55.4 Natural Cycle: 8 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.66 August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 2: Oneida Street & 128th Avenue Year 217 - AM Peak Hour Intersection Signal Delay: 18.4 Intersection Capacity Utilization 49.1% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 2: Oneida Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Total Traffic 3: Monaco Street & 128th Avenue Year 217 - AM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 511 117 3 588 117 1 Future Volume (Veh/h) 511 117 3 588 117 1 Sign Control Free Free Stop Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 555 127 3 639 127 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 682 12 555 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 682 12 555 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 1 38 98 cm capacity (veh/h) 911 24 531 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 Volume Total 555 127 3 639 127 11 Volume Left 3 127 Volume Right 127 11 csh 17 17 911 17 24 531 Volume to Capacity.33.7..38.62.2 Queue Length 95th (ft) 9 2 Control Delay (s).. 9.. 48.1 11.9 Lane LOS A E B Approach Delay (s).. 45.2 Approach LOS E Intersection Summary Average Delay 4.3 Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Total Traffic 4: Quebec Street & Quince Street Year 217 - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 51 5 19 38 218 28 353 38 Future Volume (Veh/h) 51 51 5 19 38 218 28 353 38 Sign Control Stop Stop Free Free Grade % % % % Peak Hour Factor.92.92.92.92.92.92.92.92.92.92.92.92 Hourly flow rate (vph) 55 55 5 21 41 237 3 384 41 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 784 763 384 818 84 237 425 237 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 784 763 384 818 84 237 425 237 tc, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4. 3.3 3.5 4. 3.3 2.2 2.2 p queue free % 81 1 92 98 1 97 96 98 cm capacity (veh/h) 289 315 664 258 298 82 1134 133 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 55 55 5 21 41 237 3 384 41 Volume Left 55 5 41 3 Volume Right 55 21 41 csh 289 664 258 82 1134 17 133 17 17 Volume to Capacity.19.8.2.3.4.14.2.23.2 Queue Length 95th (ft) 17 7 1 2 3 2 Control Delay (s) 2.3 1.9 19.2 9.6 8.3. 7.8.. Lane LOS C B C A A A Approach Delay (s) 15.6 11.5 1.2.5 Approach LOS C B Intersection Summary Average Delay 3. Intersection Capacity Utilization 41.4% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Total Traffic 5: Quebec Street & 127th Avenue Year 217 - AM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 51 51 38 25 366 38 Future Volume (Veh/h) 51 51 38 25 366 38 Sign Control Stop Free Free Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 55 55 41 272 398 41 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 661 px, platoon unblocked.87.87.87 vc, conflicting volume 752 398 439 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 645 24 287 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 85 92 96 cm capacity (veh/h) 368 699 1115 Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 Volume Total 55 55 41 272 398 41 Volume Left 55 41 Volume Right 55 41 csh 368 699 1115 17 17 17 Volume to Capacity.15.8.4.16.23.2 Queue Length 95th (ft) 13 6 3 Control Delay (s) 16.5 1.6 8.4... Lane LOS C B A Approach Delay (s) 13.5 1.1. Approach LOS B Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 35.9% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 1: Quebec Street & 128th Avenue Year 217 - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 158 341 113 66 463 68 161 36 66 67 335 137 Future Volume (vph) 158 341 113 66 463 68 161 36 66 67 335 137 Satd. Flow (prot) 177 1863 1583 177 1863 1583 177 1812 177 1863 1583 Flt Permitted.139.394.194.298 Satd. Flow (perm) 259 1863 1583 734 1863 1583 361 1812 555 1863 1583 Satd. Flow (RTOR) 115 115 11 149 Lane Group Flow (vph) 172 371 123 72 53 74 175 45 73 364 149 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 4 4 Detector Phase 5 2 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2. 2. 11.5 2. 2. 11.5 2. 11.5 2. 2. Total Split (s) 18.5 33. 33. 18.5 33. 33. 18.5 3. 18.5 3. 3. Total Split (%) 18.5% 33.% 33.% 18.5% 33.% 33.% 18.5% 3.% 18.5% 3.% 3.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 Total Lost Time (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min Max Max Min Max Max None None None None None Act Effct Green (s) 43.6 32.5 32.5 37.4 29.3 29.3 36.9 27.4 3.1 21.8 21.8 Actuated g/c Ratio.48.36.36.42.33.33.41.3.33.24.24 v/c Ratio.55.55.19.18.83.12.54.72.25.81.3 Control Delay 21.3 28.4 6.2 15.2 43.8 2.2 23.4 37.2 18.5 47.6 6.8 Queue Delay........... Total Delay 21.3 28.4 6.2 15.2 43.8 2.2 23.4 37.2 18.5 47.6 6.8 LOS C C A B D A C D B D A Approach Delay 22.5 35.9 33. 33.6 Approach LOS C D C C Queue Length 5th (ft) 55 172 3 22 273 63 27 25 196 Queue Length 95th (ft) 17 293 42 49 #59 13 112 339 53 #34 47 Internal Link Dist (ft) 1247 242 581 172 Turn Bay Length (ft) 2 75 365 26 3 22 28 Base Capacity (vph) 374 672 645 52 66 592 379 574 418 544 567 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.46.55.19.14.83.13.46.71.17.67.26 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 9 Natural Cycle: 7 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.83 August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 1: Quebec Street & 128th Avenue Year 217 - PM Peak Hour Intersection Signal Delay: 31.1 Intersection LOS: C Intersection Capacity Utilization 73.% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Quebec Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 2: Oneida Street & 128th Avenue Year 217 - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 636 86 86 723 39 146 73 73 23 86 153 Future Volume (vph) 18 636 86 86 723 39 146 73 73 23 86 153 Satd. Flow (prot) 177 1863 1583 177 1863 1583 177 1863 1583 177 1684 Flt Permitted.96.146.261.76 Satd. Flow (perm) 179 1863 1583 272 1863 1583 486 1863 1583 1315 1684 Satd. Flow (RTOR) 164 164 164 87 Lane Group Flow (vph) 196 691 93 93 786 42 159 79 79 25 259 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 21.5 21.5 11.5 21.5 21.5 11.5 2.5 2.5 21.5 21.5 Total Split (s) 12. 45.5 45.5 12. 45.5 45.5 12. 21. 21. 21.5 3.5 Total Split (%) 12.% 45.5% 45.5% 12.% 45.5% 45.5% 12.% 21.% 21.% 21.5% 3.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s)........... Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min None None Min None None None None None None None Act Effct Green (s) 49.2 41.7 41.7 48.1 41.1 41.1 25.2 22.3 22.3 21.2 14.8 Actuated g/c Ratio.55.47.47.54.46.46.28.25.25.24.17 v/c Ratio.84.79.11.35.91.5.65.17.15.7.74 Control Delay 49.5 29.7.4 12.9 4.5.1 37.5 29..6 21.7 35.8 Queue Delay........... Total Delay 49.5 29.7.4 12.9 4.5.1 37.5 29..6 21.7 35.8 LOS D C A B D A D C A C D Approach Delay 3.9 35.9 26.2 34.6 Approach LOS C D C C Queue Length 5th (ft) 58 317 2 394 68 32 1 92 Queue Length 95th (ft) #24 #61 2 5 #731 #121 78 28 173 Internal Link Dist (ft) 1249 1247 492 18 Turn Bay Length (ft) 24 29 66 Base Capacity (vph) 233 872 828 275 861 819 245 467 52 483 555 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.84.79.11.34.91.5.65.17.15.5.47 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 89 Natural Cycle: 1 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.91 August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 2: Oneida Street & 128th Avenue Year 217 - PM Peak Hour Intersection Signal Delay: 32.6 Intersection LOS: C Intersection Capacity Utilization 85.% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Oneida Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Total Traffic 3: Monaco Street & 128th Avenue Year 217 - PM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 888 267 14 18 159 14 Future Volume (Veh/h) 888 267 14 18 159 14 Sign Control Free Free Stop Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 965 29 15 196 173 15 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 1255 291 965 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1255 291 965 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 97 95 cm capacity (veh/h) 554 56 39 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 Volume Total 965 29 15 196 173 15 Volume Left 15 173 Volume Right 29 15 csh 17 17 554 17 56 39 Volume to Capacity.57.17.3.64 3.8.5 Queue Length 95th (ft) 2 Err 4 Control Delay (s).. 11.7. Err 17.2 Lane LOS B F C Approach Delay (s)..2 922.6 Approach LOS F Intersection Summary Average Delay 677.5 Intersection Capacity Utilization 68.5% ICU Level of Service C Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Total Traffic 4: Quebec Street & Quince Street Year 217 - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 73 2 43 86 43 2 37 378 86 Future Volume (Veh/h) 73 73 2 43 86 43 2 37 378 86 Sign Control Stop Stop Free Free Grade % % % % Peak Hour Factor.92.92.92.92.92.92.92.92.92.92.92.92 Hourly flow rate (vph) 79 79 2 47 93 467 2 4 411 93 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 1191 1146 411 1224 1238 468 54 469 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1191 1146 411 1224 1238 468 54 469 tc, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4. 3.3 3.5 4. 3.3 2.2 2.2 p queue free % 42 1 88 98 1 92 91 96 cm capacity (veh/h) 137 175 641 124 154 595 161 193 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 SB 3 Volume Total 79 79 2 47 93 469 4 411 93 Volume Left 79 2 93 4 Volume Right 79 47 2 93 csh 137 641 124 595 161 17 193 17 17 Volume to Capacity.58.12.2.8.9.28.4.24.5 Queue Length 95th (ft) 73 1 1 6 7 3 Control Delay (s) 61.9 11.4 34.5 11.6 8.7. 8.4.. Lane LOS F B D B A A Approach Delay (s) 36.6 12.5 1.4.6 Approach LOS E B Intersection Summary Average Delay 5.8 Intersection Capacity Utilization 46.8% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Total Traffic 5: Quebec Street & 127th Avenue Year 217 - PM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 73 73 86 46 428 86 Future Volume (Veh/h) 73 73 86 46 428 86 Sign Control Stop Free Free Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 79 79 93 5 465 93 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 661 px, platoon unblocked.84.84.84 vc, conflicting volume 1151 465 558 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 182 261 372 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 57 88 91 cm capacity (veh/h) 182 65 991 Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1 SB 2 Volume Total 79 79 93 5 465 93 Volume Left 79 93 Volume Right 79 93 csh 182 65 991 17 17 17 Volume to Capacity.43.12.9.29.27.5 Queue Length 95th (ft) 5 1 8 Control Delay (s) 39.1 11.3 9.... Lane LOS E B A Approach Delay (s) 25.2 1.4. Approach LOS D Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 1: Quebec Street & 128th Avenue Year 235 - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 126 443 173 59 374 52 139 255 48 65 41 212 Future Volume (vph) 126 443 173 59 374 52 139 255 48 65 41 212 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 585 1583 3433 585 1583 Flt Permitted.461.434.364.575 Satd. Flow (perm) 1666 3539 1583 1568 3539 1583 1315 585 1583 278 585 1583 Satd. Flow (RTOR) 188 115 115 23 Lane Group Flow (vph) 137 482 188 64 47 57 151 277 52 71 436 23 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2. 2. 11.5 2. 2. 11.5 2. 2. 11.5 2. 2. Total Split (s) 19.5 32. 32. 19.5 32. 32. 19.5 29. 29. 19.5 29. 29. Total Split (%) 19.5% 32.% 32.% 19.5% 32.% 32.% 19.5% 29.% 29.% 19.5% 29.% 29.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 Total Lost Time (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min Max Max Min Max Max None None None None None None Act Effct Green (s) 36.5 29. 29. 34.8 28.1 28.1 22.7 16. 16. 19.7 12.7 12.7 Actuated g/c Ratio.5.4.4.48.39.39.31.22.22.27.18.18 v/c Ratio.13.34.25.7.3.8.23.25.12.1.49.49 Control Delay 8.9 16.7 3.8 8.9 16.9.6 17.2 25..6 16.3 29.1 8.1 Queue Delay............ Total Delay 8.9 16.7 3.8 8.9 16.9.6 17.2 25..6 16.3 29.1 8.1 LOS A B A A B A B C A B C A Approach Delay 12.4 14.2 19.9 21.3 Approach LOS B B B C Queue Length 5th (ft) 13 76 6 64 23 39 1 64 Queue Length 95th (ft) 29 128 39 17 112 4 42 63 2 23 97 55 Internal Link Dist (ft) 1247 242 96 172 Turn Bay Length (ft) 2 15 26 15 2 15 22 28 Base Capacity (vph) 129 1413 745 1257 1372 684 95 1761 623 12 1761 698 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.11.34.25.5.3.8.17.16.8.7.25.33 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 72.5 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.49 August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 1: Quebec Street & 128th Avenue Year 235 - AM Peak Hour Intersection Signal Delay: 16.7 Intersection Capacity Utilization 4.6% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 1: Quebec Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 2: Oneida Street & 128th Avenue Year 235 - AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 115 74 38 38 7 13 14 51 51 65 38 128 Future Volume (vph) 115 74 38 38 7 13 14 51 51 65 38 128 Satd. Flow (prot) 177 3539 1583 177 3539 1583 177 1863 1583 177 1647 Flt Permitted.27.32.4.721 Satd. Flow (perm) 53 3539 1583 596 3539 1583 745 1863 1583 1343 1647 Satd. Flow (RTOR) 115 115 115 139 Lane Group Flow (vph) 125 765 41 41 761 14 113 55 55 71 18 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2.5 2.5 11.5 2.5 2.5 11.5 2.5 2.5 11.5 2.5 Total Split (s) 16. 48. 48. 12. 44. 44. 16. 27. 27. 13. 24. Total Split (%) 16.% 48.% 48.% 12.% 44.% 44.% 16.% 27.% 27.% 13.% 24.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5.. -.5 -.5... -.5. Total Lost Time (s) 4. 4. 4.5 4.5 4. 4. 4.5 4.5 4.5 4. 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min None None Min Max Max None None None None None Act Effct Green (s) 53.3 43.6 43.1 46.5 4.7 4.7 18. 1. 1. 15.4 8.4 Actuated g/c Ratio.64.53.52.56.49.49.22.12.12.19.1 v/c Ratio.26.41.5.1.44.2.41.24.19.24.62 Control Delay 8.4 14.2.1 8.1 16.5. 29.2 36.6 1.4 25.8 21.1 Queue Delay........... Total Delay 8.4 14.2.1 8.1 16.5. 29.2 36.6 1.4 25.8 21.1 LOS A B A A B A C D A C C Approach Delay 12.8 15.8 24.2 22.5 Approach LOS B B C C Queue Length 5th (ft) 23 125 7 135 47 27 29 21 Queue Length 95th (ft) 55 29 23 226 91 62 1 61 84 Internal Link Dist (ft) 1249 1247 768 18 Turn Bay Length (ft) 2 15 2 29 2 15 66 Base Capacity (vph) 518 1915 9 452 174 836 328 515 521 315 5 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.24.4.5.9.44.2.34.11.11.23.36 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 82.7 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.62 August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 2: Oneida Street & 128th Avenue Year 235 - AM Peak Hour Intersection Signal Delay: 16.1 Intersection Capacity Utilization 55.5% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 2: Oneida Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Total Traffic 3: Monaco Street & 128th Avenue Year 235 - AM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 841 119 5 927 126 16 Future Volume (Veh/h) 841 119 5 927 126 16 Sign Control Free Free Stop Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 914 129 5 18 137 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 143 1428 457 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 143 1428 457 tc, single (s) 4.1 6.8 6.9 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 99 97 cm capacity (veh/h) 663 125 551 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 457 457 129 5 54 54 137 17 Volume Left 5 137 Volume Right 129 17 csh 17 17 17 663 17 17 125 551 Volume to Capacity.27.27.8.1.3.3 1.1.3 Queue Length 95th (ft) 1 199 2 Control Delay (s)... 1.5.. 176.8 11.7 Lane LOS B F B Approach Delay (s)..1 158.6 Approach LOS F Intersection Summary Average Delay 11.1 Intersection Capacity Utilization 39.3% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Total Traffic 4: Quebec Street & Quince Street Year 235 - AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 52 9 2 38 357 1 27 581 38 Future Volume (Veh/h) 51 52 9 2 38 357 1 27 581 38 Sign Control Stop Stop Free Free Grade % % % % Peak Hour Factor.92.92.92.92.92.92.92.92.92.92.92.92 Hourly flow rate (vph) 55 57 1 22 41 388 1 29 632 41 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 988 1161 316 91 121 194 673 389 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 988 1161 316 91 121 194 673 389 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4. 3.3 3.5 4. 3.3 2.2 2.2 p queue free % 7 1 92 95 1 97 96 98 cm capacity (veh/h) 186 181 68 22 171 815 914 1166 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 55 57 1 22 41 194 194 1 29 316 316 41 Volume Left 55 1 41 29 Volume Right 57 22 1 41 csh 186 68 22 815 914 17 17 17 1166 17 17 17 Volume to Capacity.3.8.5.3.4.11.11..2.19.19.2 Queue Length 95th (ft) 29 7 4 2 4 2 Control Delay (s) 32.3 1.8 23.7 9.5 9.1... 8.2... Lane LOS D B C A A A Approach Delay (s) 21.4 14..9.3 Approach LOS C B Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 38.9% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Total Traffic 5: Quebec Street & 127th Avenue Year 235 - AM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 51 51 38 39 594 38 Future Volume (Veh/h) 51 51 38 39 594 38 Sign Control Stop Free Free Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 55 55 41 424 646 41 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 986 px, platoon unblocked 1. 1. 1. vc, conflicting volume 869 215 687 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 853 197 67 tc, single (s) 6.8 6.9 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 81 93 96 cm capacity (veh/h) 283 88 912 Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 55 55 41 141 141 141 215 215 215 41 Volume Left 55 41 Volume Right 55 41 csh 283 88 912 17 17 17 17 17 17 17 Volume to Capacity.19.7.4.8.8.8.13.13.13.2 Queue Length 95th (ft) 18 5 4 Control Delay (s) 2.7 9.8 9.1....... Lane LOS C A A Approach Delay (s) 15.3.8. Approach LOS C Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 28.1% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 1: Quebec Street & 128th Avenue Year 235 - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 243 554 193 83 756 115 274 443 86 113 478 268 Future Volume (vph) 243 554 193 83 756 115 274 443 86 113 478 268 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 585 1583 3433 585 1583 Flt Permitted.225.375.267.438 Satd. Flow (perm) 813 3539 1583 1355 3539 1583 965 585 1583 1583 585 1583 Satd. Flow (RTOR) 21 125 115 219 Lane Group Flow (vph) 264 62 21 9 822 125 298 482 93 123 52 291 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 8 4 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2. 2. 11.5 2. 2. 11.5 2. 2. 11.5 2. 2. Total Split (s) 14. 46. 46. 12. 44. 44. 15. 3. 3. 12. 27. 27. Total Split (%) 14.% 46.% 46.% 12.% 44.% 44.% 15.% 3.% 3.% 12.% 27.% 27.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 -.5 Total Lost Time (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min Max Max Min Max Max None None None None None None Act Effct Green (s) 51.3 42.3 42.3 47.4 4.4 4.4 29.9 19.4 19.4 24.1 16.5 16.5 Actuated g/c Ratio.56.46.46.51.44.44.32.21.21.26.18.18 v/c Ratio.37.37.25.11.53.16.5.45.22.22.57.63 Control Delay 11.2 18. 3.4 1. 21.5 4.1 25.2 33.1 5. 22. 37.3 16.3 Queue Delay............ Total Delay 11.2 18. 3.4 1. 21.5 4.1 25.2 33.1 5. 22. 37.3 16.3 LOS B B A A C A C C A C D B Approach Delay 13.5 18.4 27.5 28.7 Approach LOS B B C C Queue Length 5th (ft) 34 116 1 181 64 91 25 13 37 Queue Length 95th (ft) 61 183 42 24 272 34 96 124 26 44 139 118 Internal Link Dist (ft) 1247 242 96 172 Turn Bay Length (ft) 2 15 365 26 2 15 22 28 Base Capacity (vph) 745 1619 838 89 1545 761 611 1435 529 58 1269 559 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.35.37.25.1.53.16.49.34.18.21.41.52 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 92.4 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.63 August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 1: Quebec Street & 128th Avenue Year 235 - PM Peak Hour Intersection Signal Delay: 21.5 Intersection Capacity Utilization 58.2% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service B Splits and Phases: 1: Quebec Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 2: Oneida Street & 128th Avenue Year 235 - PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 36 18 86 86 1228 67 146 73 73 4 86 259 Future Volume (vph) 36 18 86 86 1228 67 146 73 73 4 86 259 Satd. Flow (prot) 177 3539 1583 177 3539 1583 177 1863 1583 177 1652 Flt Permitted.87.16.179.76 Satd. Flow (perm) 162 3539 1583 298 3539 1583 333 1863 1583 1315 1652 Satd. Flow (RTOR) 115 164 164 132 Lane Group Flow (vph) 333 1174 93 93 1335 73 159 79 79 43 375 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 2 6 6 8 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. 4. Minimum Split (s) 11.5 2.5 2.5 11.5 2.5 2.5 11.5 2.5 2.5 11.5 2.5 Total Split (s) 2. 54.5 54.5 11.5 46. 46. 12. 22.5 22.5 11.5 22. Total Split (%) 2.% 54.5% 54.5% 11.5% 46.% 46.% 12.% 22.5% 22.5% 11.5% 22.% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Lost Time Adjust (s) -.5 -.5.. -.5 -.5... -.5. Total Lost Time (s) 4. 4. 4.5 4.5 4. 4. 4.5 4.5 4.5 4. 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min None None Min Max Max None None None None None Act Effct Green (s) 62. 5.7 5.2 48.3 42. 42. 26.8 22.3 22.3 24.8 17.2 Actuated g/c Ratio.62.51.5.48.42.42.27.22.22.25.17 v/c Ratio.93.65.11.38.9.1.81.19.16.12.95 Control Delay 6.1 2.3 1.9 13.9 36.3.3 59.7 35.3.7 26.2 62.5 Queue Delay........... Total Delay 6.1 2.3 1.9 13.9 36.3.3 59.7 35.3.7 26.2 62.5 LOS E C A B D A E D A C E Approach Delay 27.5 33.1 38.9 58.8 Approach LOS C C D E Queue Length 5th (ft) 158 279 22 47 78 44 2 16 Queue Length 95th (ft) #329 352 17 42 #549 #17 86 46 #341 Internal Link Dist (ft) 1249 1247 768 18 Turn Bay Length (ft) 2 15 2 29 15 15 66 Base Capacity (vph) 358 181 855 248 1491 761 197 417 481 366 399 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.93.65.11.38.9.1.81.19.16.12.94 Intersection Summary Cycle Length: 1 Actuated Cycle Length: 99.7 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.95 August 216 Synchro Report SM ROCHA LLC
Timings Total Traffic 2: Oneida Street & 128th Avenue Year 235 - PM Peak Hour Intersection Signal Delay: 34. Intersection LOS: C Intersection Capacity Utilization 93.6% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Oneida Street & 128th Avenue August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Total Traffic 3: Monaco Street & 128th Avenue Year 235 - PM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1449 273 23 169 168 23 Future Volume (Veh/h) 1449 273 23 169 168 23 Sign Control Free Free Stop Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 1575 297 25 1749 183 25 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 1872 25 788 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1872 25 788 tc, single (s) 4.1 6.8 6.9 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 92 93 cm capacity (veh/h) 318 22 334 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 788 788 297 25 874 874 183 25 Volume Left 25 183 Volume Right 297 25 csh 17 17 17 318 17 17 22 334 Volume to Capacity.46.46.17.8.51.51 8.38.7 Queue Length 95th (ft) 6 Err 6 Control Delay (s)... 17.3.. Err 16.6 Lane LOS C F C Approach Delay (s)..2 8799.2 Approach LOS F Intersection Summary Average Delay 475. Intersection Capacity Utilization 6.5% ICU Level of Service B Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Total Traffic 4: Quebec Street & Quince Street Year 235 - PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 73 4 44 86 7 4 38 617 86 Future Volume (Veh/h) 73 73 4 44 86 7 4 38 617 86 Sign Control Stop Stop Free Free Grade % % % % Peak Hour Factor.92.92.92.92.92.92.92.92.92.92.92.92 Hourly flow rate (vph) 79 79 4 48 93 761 4 41 671 93 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 1368 174 336 1444 1793 38 764 765 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1368 174 336 1444 1793 38 764 765 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4. 3.3 3.5 4. 3.3 2.2 2.2 p queue free % 8 1 88 94 1 92 89 95 cm capacity (veh/h) 86 77 66 72 68 617 845 844 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 79 79 4 48 93 38 38 4 41 336 336 93 Volume Left 79 4 93 41 Volume Right 79 48 4 93 csh 86 66 72 617 845 17 17 17 844 17 17 17 Volume to Capacity.92.12.6.8.11.22.22..5.2.2.5 Queue Length 95th (ft) 125 1 4 6 9 4 Control Delay (s) 161.1 11.2 57.8 11.3 9.8... 9.5... Lane LOS F B F B A A Approach Delay (s) 86.1 14.9 1.1.5 Approach LOS F B Intersection Summary Average Delay 8.4 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
HCM Unsignalized Intersection Capacity Analysis Total Traffic 5: Quebec Street & 127th Avenue Year 235 - PM Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 73 73 86 731 667 86 Future Volume (Veh/h) 73 73 86 731 667 86 Sign Control Stop Free Free Grade % % % Peak Hour Factor.92.92.92.92.92.92 Hourly flow rate (vph) 79 79 93 795 725 93 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 986 px, platoon unblocked.96.96.96 vc, conflicting volume 1176 242 818 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 136 62 663 tc, single (s) 6.8 6.9 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 6 92 89 cm capacity (veh/h) 195 949 884 Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 79 79 93 265 265 265 242 242 242 93 Volume Left 79 93 Volume Right 79 93 csh 195 949 884 17 17 17 17 17 17 17 Volume to Capacity.4.8.11.16.16.16.14.14.14.5 Queue Length 95th (ft) 45 7 9 Control Delay (s) 35.5 9.1 9.5....... Lane LOS E A A Approach Delay (s) 22.3 1.. Approach LOS C Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 31.7% ICU Level of Service A Analysis Period (min) 15 August 216 Synchro Report SM ROCHA LLC
APPENDIX D Warrant Analysis Forms
Creekside Background Traffic - Year 217 - PM Peak Hour Minor street suffers undue delay when entering major street. Quince Street 117 75 Quebec Street - 35 MPH
Creekside Background Traffic - Year 217 - PM Peak Hour Minor street suffers undue delay when entering major street. 127th Avenue 16 73 Quebec Street - 35 MPH
Creekside Background Traffic - Year 217 - PM Peak Hour Minor street suffers undue delay when entering major street. Monaco Street 2177 159 128th Avenue - 45 MPH
Creekside Background Traffic - Year 235 - PM Peak Hour Minor street suffers undue delay when entering major street. Quince Street 1572 77 Quebec Street - 35 MPH
Creekside Background Traffic - Year 235 - PM Peak Hour Minor street suffers undue delay when entering major street. 127th Avenue 157 73 Quebec Street - 35 MPH
Creekside Background Traffic - Year 235 - PM Peak Hour Minor street suffers undue delay when entering major street. Monaco Street 3167 168 128th Avenue - 45 MPH