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13a Appendix F_Traffic Impact Analysis_2016TRAFFIC IMPACT ANALYSIS Painted Hills PRD Spokane Valley, Washington September 14. 2016 2013-1166 Prepared by: Whipple Consulting Engineers, Inc. 2528 N. Sullivan Road Spokane Valley, WA 99216 (509) 893-2617 This report has been prepared by the staff of Whipple Consulting Engineers, Inc. under the direction of the undersigned professional engineer whose seal and signature appears hereon. cItztzz!„ 21-46 Todd R. Whipple, P.E. TABLE OF CONTENTS EXECUTIVE SUMMARY 1 INTRODUCTION 6 Introduction, Purpose of Report and Study Area 6 Site Location and Development Description 6 EXISTING CONDITIONS 11 Existing Conditions Within Study Area 11 Land Use & Zoning 11 Existing Roadways 11 Dishman-Mica Road 11 University Road 11 Schafer Road 11 Bowdish Road 11 State Route 27 12 16th Avenue 12 32nd Avenue 12 Pines Road 12 Evergreen Road 12 Sullivan Road 13 Madison Road 13 Thorpe Road 13 Study Area Intersections 13 Traffic Control and Descriptions 14 32nd Ave & University Road 14 Dishman-Mica Road & University/Schafer Road 14 32nd Ave & Bowdish Road 14 Dishman-Mica Road & Bowdish Road 14 Dishman-Mica Road & Thorpe Road 14 16th Ave & Pines Road 14 16th Ave & State Route 27 14 32nd Ave & Pines Road 15 Madison Road & Thorpe Road 15 32nd Ave & State Route 27 15 32nd Ave & Evergreen Road 15 32nd Ave & Sullivan Road 15 Traffic Safety 16 Traffic Volumes and Peak Hours of Operation 17 Public Transit and School Bus Transportation 17 Public Involvement 18 LEVEL OF SERVICE 28 Signalized Intersections 28 Unsignalized Intersections 29 Whipple Consulting Engineers, Inc. i Painted Hills PRD EXISTING LEVEL OF SERVICE AND TRAFFIC ANALYSIS 30 BACKGROUND TRAFFIC GROWTH & BACKGROUND PROJECTS 34 Background Traffic Growth 34 Background Project Traffic 34 TRIP GENERATION AND DISTRIBUTION 37 Trip Distribution Characteristics for the Proposed Project 43 FUTURE YEAR TRAFFIC IMPACT ANALYSIS 48 Year 2025, without the Project 48 Year 2025, with the Project 53 Left Turn Analysis- Project Access 56 Left and Right Turn Warrants 56 Year 2030, without the Project, with the Background Projects 64 Year 2030, with the Project, with the Background Projects 67 CONCLUSIONS & RECOMMENDATIONS 70 Conclusions 70 Recommendations 72 LIST OF FIGURES Figure 1— Vicinity Map 8 Figure 2 — Site Plan 9 Figure 2A — Development Timeline 10 Figure 3 — Existing AM Peak Hour Traffic Volumes & LOS 32 Figure 4 — Existing PM Peak Hour Traffic Volumes & LOS 33 Figure 5 — Background Project AM Peak Hour Traffic Volumes 35 Figure 6 — Background Project PM Peak Hour Traffic Volumes 36 Figure 7 — AM Peak Hour Trip Distribution 45 Figure 8 — PM Peak Hour Trip Distribution 46 Figure 9 — PM Pass-by Trip Distribution 47 Figure 10 - 2025 AM Traffic Volumes, without Project, with Background 51 Figure 11 — 2025 PM Traffic Volumes, without Project, with Background 52 Figure 12 — 2025 AM Traffic Volumes, with Project, with Background 59 Figure 13 — 2025 PM Traffic Volumes, with Project, with Background 60 Figure 13A — 2025 PM 95th % Queue, loth Ave. & Highway 27 61 Figure 13B — 2025 PM 95th % Queue, 32nd Ave. & Pines Road 62 Figure 13C — 2025 PM 95th % Queue, 32nd Ave. & Highway 27 63 Figure 14 — 2030 AM Traffic Volumes, without Project, with Background 65 Figure 15 — 2030 PM Traffic Volumes, without Project, with Background 66 Figure 16 — 2030 AM Traffic Volumes, with Project, with Background 68 Figure 17 — 2030 PM Traffic Volumes, with Project, with Background 69 Whipple Consulting Engineers, Inc. ii Painted Hills PRD LIST OF TABLES Table 1— Accident Data for Intersections within the Study Area 16 Table 2 — Existing Intersections Levels of Service 30 Table 3 — Existing PM Individual Movement Queue (95th %) 31 Table 4 — Background Projects and Vested AM & PM Trips 34 Table 5 — Description of Land Use Code 37 Table 6 — Trip Generation Rates for Cottage Lots LUC #230 37 Table 7 — Trip Generation Rates for Single Family Units LUC #210 38 Table 8 — Trip Generation Rates for Estate Units LUC #210 38 Table 9 — Trip Generation Rates for Apartment Units LUC #220 39 Table 10 — Trip Generation Rates for Apartment Mixed Use LUC #220 39 Table 11— Trip Generation Rates for Shopping Center LUC #820 (North) 40 Table 12— Trip Generation Rates for Shopping Center LUC #820 (South) 40 Table 13— Trip Generation Rates for Quality Restaurant LUC #931 41 Table 14 — Driveway Trips Generation Summary 41 Table 15 — Pass-by Trips Generation Summary 42 Table 16 — Internal Trips Generation Summary 42 Table 17 — Year 2025 Levels of Service, without the Project, with the Background Projects 50 Table 18 — Year 2025 PM Without Project Individual Movement Queue (95th %) 52 Table 19 — Year 2025 Levels of Service, with the Project, with the Background Projects 53 Table 20— Year 2025 PM with Project Individual Movement Queue (95th %) 54 Table 21 — Left Turn Analysis at Project Access 56 Table 21A — Turn Analysis at Study Area Intersections 57 Table 22— Year 2030 Levels of Service, without the Project, with the Background Projects 64 Table 23 — Year 2030 Levels of Service, with the Project, with the Background Projects 67 TECHNICAL APPENDIX Level of Service Methods, Criteria and Tables Background Projects Accident Data Raw Traffic Counts Internal Trip Distribution Level of Service Calculations for Existing Conditions Level of Service Calculations for year 2025 without the Project, with the Background Level of Service Calculations for year 2025 with the Project, with the Background Level of Service Calculations for year 2030 without the Project, with the Background Level of Service Calculations for year 2030 with the Project, with the Background Left Turn Warrant at Access (WSDOT) Trip Distribution by Land use Whipple Consulting Engineers, Inc. iii Painted Hills PRD EXECUTIVE SUMMARY This Traffic Impact analysis has been prepared to supplement the SEPA process for the proposed Painted Hills planned residential development (PRD) the following traffic impact analysis has been completed and includes the following land uses: 52 Cottage Style Single Family Lots, 206 Single Family Residential Lots, 42 Estate Type Single Family Lots, 228 Apartment Units, a commercial development and a mixed use commercial/residential development. 1. The City of Spokane Valley and the Washington State Department of Transportation (WSDOT) have established Level of Service (LOS) D as the minimum acceptable level of service at signalized intersections and level of service E at unsignalized intersections within the study area. 2. The project proposes to develop 99.7 acres +/- into the following: 52 Cottage Style Single Family Lots, 206 Single Family Residential Lots, 42 Estate Type Single Family Lots, 228 Apartment Units, and a commercial development complex, the north development is anticipated to include a total of 13,400 SF of commercial buildings with 52 apartment units located above the retail space in the mixed use. The South development is anticipated to include 9,000 sf of retail space and a 4,000 sf quality restaurant. 3. The development timeline is anticipated to be as follows: Years 2015 and 2016 PRD approval, Year 2017 the PRD development is anticipated to be a continuous build over a seven to eight-year span of time with complete buildout by the year 2025. Please see Figure 2A for an anticipated order of construction. 4. The PRD is anticipated to have 3 public Accesses (1 on Dishman-Mica Road, and 2 on Madison Road), 2 private roadway accesses on Madison Road, 2 commercial driveways (1 Thorpe Road, 1 Dishman-Mica Road), and 1 apartment driveway on Dishman-Mica Road. The PRD is anticipated to have a total of 8 points of access on and off the existing transportation system. 5. The project site lies within the SE 1/4 of Section 33, T25N R44E W.M., within the City of Spokane Valley, Washington. And is located north of Thorpe Road, east of Dishman- Mica Road, and west of Madison Road. A vicinity map is included as Figure 1. 6. The project site is currently listed on the comprehensive plan and zoned Residential 3. The parcels to be developed by the project are 45336.9191, 44041.9144, 45334.9135, 45334.0110, 45334.0109, 45334.0108, 45334.0114, 45334.0113, and 45334.0106. Please see Figure 2, Site Plan. 7. The project study area intersections were identified through a neighborhood traffic scoping meeting and discussions with the City of Spokane Valley, the Washington State Department of Transportation (WSDOT), and Spokane County. The study encompasses twelve existing intersections and eight proposed intersections. • 32nd Ave & University Rd (AM & PM) • Dishman-Mica Rd & University/Schafer Rd (AM & PM) Whipple Consulting Engineers, Inc. 1 Painted Hills PRD • 32nd Ave & Bowdish Rd (AM & PM) • Dishman-Mica Rd & Bowdish Rd (AM & PM) • Dishman-Mica Rd & Apt. Access (AM & PM) (Proposed) • Dishman-Mica Rd & Sundown Dr. (AM & PM) (Proposed) • Dishman-Mica Rd & S. Comm. Access (AM & PM) (Proposed) • Dishman-Mica Rd & Thorpe Rd (AM & PM) • Thorpe Rd & Comm. Access (AM & PM) (Proposed) • 16th Ave & Pines Rd (AM & PM) • 16th Ave & SR 27 (AM & PM) • 32nd Ave & Pines Rd (AM & PM) • Madison Rd & Painted Hills Ave (AM & PM) (Proposed) • Madison Rd & 41' Ave (AM & PM) (Proposed) • Madison Rd & 43rd Ave (AM & PM) (Proposed) • Madison Rd & 44th Ave (AM & PM) (Proposed) • Madison Rd & Thorpe Rd (AM & PM) • 32nd Ave & SR 27 (AM & PM) • 32nd Ave & Evergreen Rd (AM & PM) • 32nd Ave & Sullivan Rd (AM & PM) 8. This traffic impact analysis follows the City of Spokane Valley Standard for Traffic impact analysis which utilizes level of service analysis for the year 2015 (existing) to establish a baseline of performance and identify any existing concerns in the exiting transportation system. Buildout year scenarios (2025) both with and without the project to determine traffic concurrency or to determine if the added trips of the project on the transportation system would reduce the scoped intersections level of service below the standard. 9. Per the City of Spokane Valley Street Standards 3.3.4.6 the buildout year +5 analysis scenario was included as the project is expected to take more than 6 years to complete. The buildout year plus 5 years (2030) both with and without the project will ensure that any proposed mitigation would maintain level of service after buildout. 10. Per the City of Spokane Valley Street Standards 3.3.4.6 the buildout year +20 analysis scenario of the mitigated intersection was not included as the proposed year 2025 mitigation at an unsignalized intersection (16th Avenue & Pines Road) does not involve the installation or modification to an intersection controlled with a traffic signal or roundabout. 11. An Additional analysis of Peak Hours and cut-through traffic per public comment were included in the public involvement section to respond to a concern that the Midilome East residents had. This additional analysis is not a part of traffic concurrency but is a service provided to the public for their information. 12. Conclusion Based upon the analysis, field observations, assumptions, methodologies and results which are provided in the body of this report, it is concluded that the development of the proposed project Whipple Consulting Engineers, Inc. 2 Painted Hills PRD will generate new trips on the existing transportation system and that those trips while affecting level of service will generally not degrade LOS below concurrency levels, except at the intersection of 16th Avenue & Pines Road. Additionally, any queue deficiencies that have been identified will carry through the scenarios from the existing condition to the future conditions. It is important to remember that the proposed project only adds to an already existing condition. These conclusions were reached and have been documented within the body of this report. Existing Condition • There are no Level of Service deficiencies identified for level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan. • There are four existing queue deficiencies identified at two of the scoped intersections that have acceptable levels of service. The deficiency occurs when the anticipated queue exceeds the available storage space. A review of the City of Spokane Valley Transportation improvement projects (TIP), shows that there are no public improvement projects identified to mitigate the discrepancies at the following intersections and movements: o 16th Avenue & State Route 27, EB Thru, WB Thru o 32nd Avenue & State Route 27, WB left, WB Thru Year 2025, Buildout, without the project, with background projects • There is a Level of Service deficiency identified at the intersection of 16th Avenue & Pines Road, as the southbound approach experienced 64 seconds of average delay, for level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan. The intersection can be returned to an acceptable level of service by signalizing the intersection and pairing the signal timing with the signal at 16th Avenue & State Route 27. • There are five future queue deficiencies identified at three intersections. These deficiencies were identified as the result of the background growth rate and the background projects as identified at scoping. A review of the City of Spokane Valley Transportation improvement projects (TIP), shows that there are no public improvement projects identified to mitigate the discrepancies at the following intersections and movements: o 16th Avenue & State Route 27, EB Thru, WB Thru o 32nd Avenue & Pines Road, EB Thru o 32nd Avenue & State Route 27, WB Thru, WB Left Turn Year 2025, Buildout, with the project, with background projects • Left Turn Lane Analysis, At Project Accesses on; Dishman Mica Road, Thorpe Road, and Madison Road o The intersection of Dishman-Mica Road & Sundown Drive warrants a southbound left turn lane Whipple Consulting Engineers, Inc. 3 Painted Hills PRD o The proposed intersections along Madison Road do not warrant left turn lanes, however the City of Spokane valley has designated Madison Road as a collector roadway, which has a 3-lane typical format. o After discussions with the developer a portion of Dishman-Mica Road and Madison along the project frontage are proposed to include a TWLTL for the project accesses. • Left and Right Turn Warrant analysis at Study Area Intersections o The Intersection of 16th Avenue & Pines Road northbound right turn movement meets the right turn lane, 100 vehicles in the PM Peak hour, rule of thumb in the Year 2025 With the project, however because of the close proximity of intersections, the signal controls, and the operation of the northbound approach as a left right. So the addition of a right turn lane would still operate as before, rendering any improvement as moot. o The intersection of 32nd Avenue & Pines Road northbound right turn movement meets the rule of thumb and the project anticipates adding trips to the movement. Therefore, a northbound right turn lane will be considered. • There is a Level of Service deficiency identified at the intersection of 16th Avenue & Pines Road, as the southbound approach has 96.2 seconds of average delay, for level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan. • The Level of Service deficiency identified at the intersection of 16th Avenue & Pines Road, originally caused by the background trips and worsened by this project, can be mitigated and brought back to an acceptable level of service by signalizing the intersection and pairing the signal timing with the signal at the intersection of 16th Avenue & State Route 27 • There are five future queue deficiencies at three intersections with two of those intersections operating at acceptable levels of service. These deficiencies were the result of the background growth rate and the background projects as identified within this study and are only incrementally worsened or kept the same by this project. A review of the City of Spokane Valley Transportation improvement projects (TIP), shows that there are no public improvement projects identified to mitigate the discrepancies at the following intersections and movements: o 16th Avenue & State Route 27, EB Thru, WB Thru o 32nd Avenue & Pines Road, EB Thru o 32'1" Avenue & State Route 27, WB Thru, WB Left Turn Year 2030, Buildout Plus 5 Years, without project, with background projects • There is a Level of Service deficiency identified at the intersection of 16th Avenue & Pines Road, as the southbound approach has 95.0 seconds of average delay, for level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan. Whipple Consulting Engineers, Inc. 4 Painted Hills PRD • There are five queue deficiencies identified at three intersections. These deficiencies were identified as the result of the background growth rate and the background projects as identified at scoping. A review of the City of Spokane Valley Transportation improvement projects (TIP), shows that there are no public improvement projects identified to mitigate the discrepancies at the following intersections and movements: o 16th Avenue & State Route 27, EB Thru, WB Thru o 32nd Avenue & Pines Road, EB Thru o 32nd Avenue & State Route 27, WB Thru, WB Left Turn Year 2030, Buildout Plus 5 Years, with project, with background projects • There is a Level of Service deficiency identified at the intersection of 16th Avenue & Pines Road, as the southbound approach has 133.7 seconds of average delay, for level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan. • The Level of Service deficiency identified at the intersection of 16th Avenue & Pines Road, originally caused by the background trips and worsened by this project, can be brought back to an acceptable level of service signalizing the intersection and pairing the signal timing with the signal at the intersection of 16th Avenue & State Route 27 • There are five future queue deficiencies at three intersections with two of those intersections operating at acceptable levels of service. These deficiencies were the result of the background growth rate and the background projects as identified within this study and are only incrementally worsened or kept the same by this project. A review of the City of Spokane Valley Transportation improvement projects (TIP), shows that there are no public improvement projects identified to mitigate the discrepancies at the following intersections and movements: o 16th Avenue & State Route 27, EB Thru, WB Thru o 32nd Avenue & Pines Road, EB Thru o 32nd Avenue & State Route 27, WB Thru, WB Left Turn Recommendations Based upon the conclusions within this study the proposed project is recommended to provide the following; • frontage improvements to Dishman-Mica Road, Thorpe Road, and Madison Road per the City of Spokane Valley development process • A two-way-left-turn-lane north of the Chester Creek Bridge to the property boundary with appropriate taper. • Bicycle and pedestrian facilities per the City of Spokane Valley Bicycle and Pedestrian Master Plan along the site frontage. • a northbound right turn lane be considered at the intersection of 32nd Avenue & Pines Road. Coordination with the City of Spokane Valley and the Central Valley School District will be required. • We also recommend that when warranted by the development conditions that the project contribute its participating percentage in a project to signalize the intersection of 16th Avenue & Pines Road. Whipple Consulting Engineers, Inc. 5 Painted Hills PRD INTRODUCTION Introduction, Purpose of Report and Study Area This traffic impact analysis is required by the City of Spokane Valley as part of the traffic concurrency and SEPA process for the proposed Painted Hills planned residential development (PRD). The proposed development includes 52 Cottage Style Single Family Lots, 206 Single Family Residential Lots, 42 Estate Type Single Family Lots, 228 Apartment Units, and a commercial development and a mixed use commercial/residential development (4.26 ± ac), with a total of 99.7 acres +/-. Please see Figure 1-Vicinity Map and Figure 2-Preliminary Site Plan. The purpose of this analysis is to review, assess, and identify the potential traffic related impacts that the proposed project may have on the transportation network and where possible minimize any impact. This TIA will be completed in accordance with the current traffic guidelines from the City of Spokane Valley, Washington State Department of Transportation (WSDOT), Spokane County, and the Institute of Transportation Engineers (A Recommended Practice — Traffic Access and Impact Studies for Site Development, 2010). Site Location and Development Description The proposed development is located on approximately 99.7 acres +/-. The site was previously a privately held golf course open to the public. The site is proposed to be separated into six (6) different land uses within the PRD. A description of each proposed land use is provided below. Cottages Style Single Family (Townhouses) The 52 "Cottage Style Single Family Lots" are intended to be a combination of cottage style homes and common wall buildings or townhouses within a gated community, which is located at the north end of the project site. The lots are accessed by a single gated access from Madison Road to the east that runs east/west, and also a gated emergency fire access road at the west end that leads into the Single Family Residential development. Single Family Residential The 206 Single Family Residential lot development lies in the middle of the site, and also makes up a majority of the site in land area, besides the open space. It has three main accesses: two from Madison Road to the east and one from Dishman-Mica Road to the west. The development has two north/south internal roads, as well as 5 east/west internal roads each with a traffic circle in the middle to provide traffic calming throughout the development. Estate Type Single Family (Large Lot Single Family Residential) The 42 Estate Type Single Family lots are large, single family residential lots located at the south end of the project site. There is a single gated access road from Madison Road to the east that runs east/west. The Estate Type Single Family also has an internal loop road that makes a rectangular loop off the proposed main road. There is also a gated emergency fire access road at the northwest corner that runs north into the southern traffic circle of the Single Family Residential development. Whipple Consulting Engineers, Inc. 6 Painted Hills PRD Multi-Family Residential The 228-unit apartment complex is located at the northwest end of the project site. There may be two accesses for this development: one to/from Dishman-Mica Road to the west, via a new alignment out to Wilbur Road, and one to/from an internal project road located to the south. As apartment complexes differ in design, the internal circulation, building locations, and parking will be provided under a separate submittal. Commercial The 4.26 acre (26.4 KSF) commercial development is located along Dishman-Mica Road and at the southwest end of the project site. The area is divided by Chester Creek into northern and southern areas. The northern area is proposed to include 13.4 ksf of retail space with an access driveway on Dishman Mica Road and an Access to Sundown Drive. The southern commercial development is anticipated to contain 9.0 ksf of retail development and a 4.0 ksf Restaurant, with access to Thorpe Road Apartments (Mixed Use) The 52 apartment units are proposed to be located over the retail space of the commercial development. There may be a single access from Dishman-Mica Road or an internal access to the proposed road as the apartments will use the commercial development access. Development Open Spaces The proposed development is anticipated to have approximately 30 acres in open space spread incorporates flood control facilities. The 10-acre open space of the development will not only include the park setting at the south but also a trail system that weaves through every corner of the development. Project Access to Existing Transportation System The PRD is anticipated to have 3 public Accesses (1 on Dishman-Mica Road, 2 on Madison Road), 2 private roadway accesses on Madison Road, 3 commercial driveways (1 Thorpe Road, 2 Dishman-Mica Road) , and 1 apartment driveway on Dishman-Mica Road. The PRD is anticipated to have a total of 9 points of access on and off the existing transportation system. PRD Development Timeline The development timeline is anticipated to be as follows: Years 2015 and 2016 PRD approval, Year 2017 the PRD development is anticipated to be a continuous build over a seven to eight- year span of time with complete buildout by the year 2025. Please see Figure 2A for an anticipated order of construction. Whipple Consulting Engineers, Inc. 7 Painted Hills PRD P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\OLD\TRAFFIC 4-27-16.dwg, 9/9/2016 5:08:39 PM, Color C60 PCL 6 s sundels, rtcr nr S Woodruff Rd rn 13. ca —r- co roper4 ffS IlVOS 01 ION 40 4'6 C4 Ce5C or ode 4,5afer 10815.4.1i9 m • rn CO a pH 6-MPPitag pu salsa S toodta vs, a Dr rrt Rs rri 4 rk' 717 1)14 'PR S rn. PSI lsal3 'g aap'Pu 3 PuZZ puZZ 3 PH AqfsJakiun S Pd '1 Fri rn na Pd uaaJaian.g S r PH swept' 11 TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON VICINITY MAP PROJ #: 1 3- 1 1 66 DATE: O3/25/ 15 DRAWN: RMA APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509.893-2617 FAX: 509.926-0227 P:\WCEWORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:26:29 PM, Color C60 PCL 6 \ I \ \ IHORP-E --R IOP5\\‘ /(j) c) \I ( \/)›x 11111 (c-_3(.7) ( (m !)Z Z g96' Ia .1\ X1 1 I~ II 4 z 0 I tlIII I IIII _-_-_-- _—, .,_-- -----1 ---- 1.1),„_,--f-,1\ 4----------,,>. ,..--- -.,:= :1 ,...,:-._:- .___ 4,...,... '....... N 7 N r-,.. A IF) ) /- I ' % / - - rn (4) --- 44TH A ALVARE CIMM ARON DR IS 31cIdIHM r - 1, 4 00 ARCY 0 CO 41 -A PAI N LE • /- < / 4 N \\ _71 f 0 )riz - / - r r / - P1 C) 0 CD m- Z Z 0 > 0 -I Z SS300V HIf10S / / M 7 1 31VOS 01 ION 3 N M 7J TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON PRELIMINARY SITE PLAN PROJ #: 13-1 166 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW ,WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\OLD\TRAFFIC 4-27-16.dwg, 9/9/2016 5:09:21 PM, Color C60 PCL 6 I g96' >0 0 z O 0 TH0RPE ROAD \)‘'s D m - o rn cn z F4 .IF" AINI I Ii 1 II ii-----\„-_-,,, -- -,....... _..,r --- •••••• ../ I "r. IPN I A N •-•- 0 I /4 /4 -Ix' )V V-‘ -S-'4.. ./°. ., \ V 1 = II 1 _ c. " 4411-I AVE 3 III • '7,1111 r ill I- (/) -r TEM • ••- •• •• CIMMARON DR O • 43RD AVE" DARCY DR I mmo I I I I 11 t L 41ST AVE S 'N.. • . • \ HILL I iVE 1 • I • • 1 • 6 YF C - C) 0 Om Mz 2 0 > - Z _Ir- \ • SS300V H1fl0S /, SS300V idV IlVOS 01 ION 3 S N M C) 0 m Z z 0 0 0 z Ns. N a xl TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD St THORPE ROAD SPOKANE VALLEY, WASHINGTON DEVELOPMENT TIMELINE PROJ #: 1 3- 1 1 66 DATE: 1 2/ 1 4/ 1 5 DRAWN: BNG APPROVED: TRW E WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLNAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PI-I• 509-893-2617 FAX 509.926-0227 EXISTING CONDITIONS Existing Conditions within the Study Area Land Use & Zoning The site is located north of Thorpe Road east of Dishman-Mica Road and west of Madison Road in a portion of the SE 1/4 of Section 33, T25N R44E W.M., within Spokane Valley, Washington. A vicinity map is included as Figure 1. The project site is currently zoned as Residential 3, and is the previous Painted Hills General Commercial/ Golf Course Site. The parcels to be developed by the project are 45336.9191, 44041.9144, 45334.9135, 45334.0110, 45334.0109, 45334.0108, 45334.0114, 45334.0113, and 45334.0106. Please see Figure 2-Site Plan. Existing Roadways The overall transportation network in this area consists of a state route, urban principle arterials, collectors, and local access roads. Dishman-Mica Road extends south, southeast from Sprague Avenue to State Route 27, Approximately 7.4 miles in length. Dishman-Mica Road is a northwest/southeast two-way, two- and five-lane minor-principal arterial. Dishman-Mica Road is an arterial that serves the residential neighborhoods that extend from Sprague Avenue to Bowdish Road. Dishman-Mica Road intersects with 8th Avenue, 16th Avenue, 32nd Avenue, University/Schafer Road and Bowdish Road with small commercial uses located at or near the intersections of 16th Avenue, University Road and Bowdish Road. Dishman-Mica Road then winds through a rural area before intersecting with State Route 27. Within the study area the posted speed limit on Dishman-Mica Road is 45 MPH. University Road is a north/south, two-way, 2-, 3-, 4-, & 5-lane minor arterial that serves a large residential area south of Interstate 90. It runs south from Nora Avenue, and crosses several major arterials, until it intersects with Dishman-Mica Road. University Road, between Mission Avenue and Sprague Avenue is a three-lane roadway. From Sprague Avenue to 4th Avenue, it changes to become a five-lane roadway. South of 4th Avenue to Dishman-Mica Road, it reduces to a four-lane roadway and continues to Dishman-Mica Road where the roadway transitions into Schafer Road. Dishman-Mica Road is posted at 35 MPH speed limit within the study area. The University Road section includes bike lanes from 16th Avenue to Mission Avenue, and sidewalks for pedestrians from Dishman-Mica Road to Mission Avenue. Schafer Road is a north/south, two-way, 2-lane, collector that serves a large residential area south of Dishman-Mica Road. Schafer Road runs south from Dishman-Mica Road to 44th Avenue. Schafer Road, between Dishman-Mica Road and 44th Avenue is a two lane roadway with shoulders, but no sidewalk or bike lanes. Schafer Road is posted at 35 MPH within the study area. Bowdish Road is a north/south, two-way, 2-lane, minor arterial serving a large residential area south of Interstate 90. Bowdish Road runs south from Mission Avenue, and crosses several major arterials, until it intersects with Sands Road. Bowdish Road, between Mission Avenue and Dishman-Mica Road is a two-lane roadway. South of Dishman-Mica Road, Bowdish Road Whipple Consulting Engineers, Inc. 11 Painted Hills PRD crosses the Union Pacific Railway and becomes a local access roadway. Sands Road branches off of Bowdish Road and continues the arterial to 44th Avenue. Bowdish Road is posted at 25 MPH on the local access portion, and is posted on the minor arterial as 35 MPH. State Route 27 is a north/south, two-way, 2-, 3-, 4-, & 5-Lane State Highway. State Route 27 extends south from Spokane Valley to Pullman, Washington and serves the many small farming communities of the Palouse. Within the City of Spokane Valley, State Route 27 follows the Pines Road alignment between Trent Avenue and 16th Avenue. South of 16th Avenue, State Route 27 shifts to the Blake road alignment serves the surrounding urban residential uses to 32nd Avenue where it serves a small cluster of commercial uses at the intersection of State Route 27 & 32nd Avenue. From Trent Avenue to 16th Avenue the posted speed limit is 35 MPH. From 16th Avenue to the 41st Avenue Alignment the posted speed limit is 45 MPH, beyond 41' Avenue SR 27 generally has a speed limit of 55 MPH. 10 Avenue is an east/west, two-way, 2- & 3-lane minor arterial that extends east from Bluff Drive (west of Dishman-Mica Road). Through the City of Spokane Valley to Shamrock Street (South of Shelley Lake). 16th Avenue generally serves residential land uses and commercial land uses located at the intersections of arterials. The posted speed limit on 16th Avenue is 35 MPH with the exception of the University Elementary, the McDonald Elementary, and the Evergreen Jr. High School zones where the posted speed limit is 20 MPH with beacons. The 16th Avenue Road section from Dishman-Mica Road to Sullivan Road includes sidewalks and bike lanes. 32nd Avenue is an east/west, two-way, 2-, 3- & 4-lane principle arterial. 32nd Avenue extends east from Dishman-Mica Road to Sullivan Road and serves mostly urban residential uses, but also provides access for commercial uses and University High School. The posted speed limit is 35 MPH with the exception of University High School zone where the speed limit is 20 MPH when children are present. The 32nd Avenue Road section has sidewalk from Dishman-Mica Road to SR 27, and bike lanes from University Road to SR 27. Additional sidewalk and bike lanes are from Evergreen Road to Best Road. Pines Road is a north/south two-way, 2-, 3-, & 5-lane state route and collector that extends south from Trent Avenue to 40th Avenue. From 16th Avenue to 32nd Avenue Pines Road is a proposed Collector. From 32nd Avenue, to 40th Avenue Pines Road is a collector. Pines Road serves residential uses and a commercial land use located on the northwest corner of Pines Road & 32nd Avenue. The speed limit on Pines Road is 35 MPH, with the exception of the South Pines Elementary school zone where the speed limit is 20 MPH with flashing beacons. The Pines Road Roadway section includes sidewalk along its entire length, and includes bike lanes from 22nd avenue to 32nd Avenue. Evergreen Road is a north/south, two-way, 2-, 3-, 5- & 6-lane urban principle arterial. Evergreen Road extends south from Indiana Avenue to 32nd Avenue and intersects with eight other minor and major arterials in the City of Spokane Valley. From Indiana Avenue to Interstate 90 Evergreen Road has six-lanes. From Interstate 90 to 4 th Avenue, Evergreen Road is a five- lane road. From 4th Avenue to 16th Avenue, Evergreen is a three-lane road. From 16th Avenue to 32nd Avenue Evergreen Road is a two-lane roadway The area surrounding Evergreen Road is generally single family residential uses and small pockets of commercial uses located at or near Whipple Consulting Engineers, Inc. 12 Painted Hills PRD the arterial intersections. The posted speed limit on Evergreen is 35 MPH. Evergreen Road includes sidewalk from 32nd Avenue to 24th Avenue and from 16th to Indiana. Evergreen Road has a bike lane from 32nd Avenue to Sprague Avenue. Sullivan Road is a north/south, two-way, 2-, 3- & 5-lane urban principal arterial that extends south from Wellesley Avenue to just beyond 32nd Avenue. Sullivan Road serves East Valley High School and Central Valley High School, residential, and commercial uses. The posted speed limit is 35 MPH. The Sullivan Road Roadway section includes sidewalk and bike lanes from 16th Avenue to 32nd Avenue, and sidewalk from 16th Avenue to Wellesley Avenue. Madison Road is a north/south, two-way, 2-lane collector road that extends south from the intersection of Pines Road & 40th Avenue, which is northeast of the site, through Thorpe Road, until eventually changing into Mohawk Drive. Madison Road is posted at 35 MPH and provides access to residential roads on its east and west side. Madison Road has no Sidewalk or bike lanes. Thorpe Road is an east/west, two-way, 2-lane collector road that extends east from Dishman- Mica Road to Madison Road. Thorpe Road generally serves commercial land uses. The posted speed limit on Thorpe Road is 35 MPH. Study Area Intersections The project study area intersections were identified through a neighborhood traffic scoping meeting and discussions with the City of Spokane Valley, Spokane County, and the Washington State Department of Transportation (WSDOT). The scope of the study encompasses the AM and PM peak hours of twelve existing intersections and five proposed intersections. • 32'1" Ave & University Rd • Dishman-Mica Rd & University/Schafer Rd • 32nd Ave & Bowdish Rd • Dishman-Mica Rd & Bowdish Rd • Dishman-Mica Rd & Apt Access (Proposed) • Dishman-Mica Rd & Sundown Dr. (Proposed) • Dishman-Mica Rd & Comm. Access (Proposed) • Dishman-Mica Rd & Thorpe Rd • Thorpe Road & Comm. Access. • 16th Ave & Pines Rd • 16th Ave & SR 27 • 32nd Ave & Pines Rd • Madison Rd & Painted Hills Ave (Proposed) • Madison Rd & 41st Ave (Proposed) • Madison Rd & 43rd Ave (Proposed) • Madison Rd & 44th Ave (Proposed) • Madison Rd & Thorpe Rd • 32nd Ave & SR 27 • 32nd Ave & Evergreen Rd • 32nd Ave & Sullivan Rd Whipple Consulting Engineers, Inc. 13 Painted Hills PRD Traffic Control and Descriptions 32" Avenue & University Road is a signalized intersection. The intersection has the following lane configuration: the east and westbound approaches have a left-through lane, a through-right lane, and two receiving lanes that immediately reduces to one lane. The north and southbound approaches have a left turn lane, a through lane, a through-right lane, and two receiving lanes. Dishman-Mica Road & University/Schafer Road is a signalized intersection. The intersection has the following lane configuration: The Dishman-Mica Road westbound approach has a left turn lane, a through lane, a through-right lane, and a single receiving lane. The Dishman-Mica Road eastbound approach has a left turn lane, a through lane, a right turn lane, and two receiving lanes. The Schafer Road northbound approach has a left turn lane, a through-right lane, and a single receiving lane. The University Road southbound approach has a left turn lane, a through lane, a right turn lane, and two receiving lanes. 32nd Avenue & Bowdish Road is a signalized intersection. The intersection has the following lane configuration: the east and westbound approaches have a left turn lane, a through-right lane, and a single receiving lane. The north and bound approaches have a left-through-right lane, and a single receiving lane. Dishman-Mica Road & Bowdish Road is a signalized intersection. The intersection has the following lane configuration: The Dishman-Mica Road eastbound & westbound approaches have a left turn lane, a through-right lane, and a single receiving lane. The Bowdish Road northbound approach has a left-through-right lane, and a single receiving lane. The Bowdish Road southbound approach has a left-through lane, a right turn lane, and a single receiving lane. Dishman-Mica Road & Thorpe Road is an unsignalized "T" type intersection with stop control on the Thorpe Road. The intersection has the following lane configuration: the westbound approach has a left-right turn lane, and a single receiving lane. The northbound approach has a through-right lane, and a single receiving lane. The southbound approach has a left-through lane, and a single receiving lane. 16th Avenue & Pines Road is an unsignalized intersection with stop control on Pines Road. The intersection has the following lane configuration: The eastbound approach has a through-right lane, and a single receiving lane. the westbound approach has a left-through lane, and two receiving lanes. The northbound approach has a left-right turn lane, and a single receiving lane. The southbound approach has a left-through-right lane, and no receiving lanes. 16th Avenue & State Route 27 is a signalized intersection. The intersection has the following lane configuration: The eastbound approach has a left-through lane, a right turn lane, and a single receiving lane. The westbound approach has a left-through-right lane and a single receiving lane, with an additional channelized right turn lane that yields to northbound traffic. The northbound & southbound approaches have a left turn lane, a through lane, a through-right lane, and two receiving lanes. Whipple Consulting Engineers, Inc. 14 Painted Hills PRD 32nd Avenue & Pines Road is a signalized intersection. The intersection has the following lane configuration: all approaches have a left turn lane, a through-right lane, and a single receiving lane. Madison Road & Thorpe Road is an unsignalized 2-way stop control intersection. There is one stop sign on the eastbound approach and the opposing driveway is obligated to stop on the approach. The intersection has the following lane configuration: the eastbound approach has a left-through- right turn lane, and a single receiving lane. The Westbound approach is a private driveway and includes a left-through-right lane and a single receiving lane The northbound and south bound approaches have a left-through-right lane, and a single receiving lane. 32nd Avenue & State Route 27 is a signalized intersection. The intersection has the following lane configuration: The eastbound approach has a left turn lane, a through lane, a through-right turn lane, and a single receiving lane. the westbound approach has a left turn lane, a through- right lane, and two receiving lanes. The north and southbound approaches have a left turn lane, a through lane, a through-right lane, and two receiving lanes. 32nd Avenue & Evergreen Road is an unsignalized intersection with stop control on Evergreen Road. The intersection has the following lane configuration: The eastbound approach has a left turn lane, a through-right lane, and a single receiving lane. the west, and northbound approaches have a left-through-right lane, and a single receiving lane. The Southbound approach has a right turn lane, a left-through lane, and a single receiving lane. 32nd Avenue & Sullivan Road is an unsignalized "T" type intersection with stop control on 32nd Avenue. The intersection has the following lane configuration: the eastbound approach has a left- right turn lane, and a single receiving lane. The northbound approach has a left-through lane, and a single receiving lane. The southbound approach has a through lane, a right turn lane, and a single receiving lane. There was a westbound approach that was a driveway entrance but has been blocked off for several years. Whipple Consulting Engineers, Inc. 15 Painted Hills PRD Traffic Safety For the intersections within the study area accident report summaries were received from City of Spokane Valley and WSDOT. Generally, accidents are documented by type of occurrence, such as property damage or injury. No fatalities were reported for the study intersections during the last three years. Rate per MEV = PM Peak hour volume X 10 X 365 X 3 years Equation 4-2 of ITE manual of traffic engineering studies (fourth edition) (modified given the available data, for 3 years and utilizes PM peak hour volumes — 10% of ADT) number of accidents in three years X 1 million In this analysis accidents are measured based on frequency per million entering vehicles (MEV). This ratio is a function of the average daily traffic entering the intersection and the annual frequency of accidents. This method of analysis is also considered as an "exposure" analysis. This method of analysis is used to identify areas that need further review. A typical review threshold for accidents at an intersection is 1.00 accidents per MEV. The accident data for the intersections within the study area are shown in Table 1. Table 1— Accident Data for Intersections within the Studv Area ACCIDENT DATA Intersection 2011 2012 2013 INTX Per MEV PDO INJ PDO INJ PDO INJ ADT 32nd Ave & University Rd 1 0 1 0 0 0 10,120 0.18 Dishman-Mica Rd & University/Schafer Rd 0 0 2 0 0 2 9,570 0.38 32nd Ave & Bowdish Rd 2 1 2 0 0 0 12,660 0.36 Dishman-Mica Rd & Bowdish Rd 1 2 0 0 0 1 8,190 0.45 Dishman-Mica Rd & Thorpe Rd 0 0 0 0 0 0 4,690 0.00 16th Ave & Pines Rd 4 0 2 2 3 1 10,430 1.05 16th Ave & SR 27 1 1 1 2 1 0 13,160 0.41 3211" Ave & Pines Rd 1 0 2 1 2 0 12,510 0.44 Madison Rd & Thorpe Rd 0 0 0 0 0 0 2,190 0.00 32nd Ave & SR 27 1 0 0 0 0 0 16,960 0.11 32nd Ave & Evergreen Rd 0 0 0 0 0 0 10,570 0.00 32nd Ave & Sullivan Rd 0 0 0 0 0 0 7,090 0.00 As shown in the table above most intersections within the study area do not meet or exceed the threshold for further review. However, the intersection of 16th Avenue & Pines Road does exceed the threshold for further analysis. 16th Avenue & Pines Road A review of the accident data shows that 9 of the 12 accidents reported were accidents that occurred at an angle, typical of a T-bone accident or a failure to yield the ROW by a turning or thru vehicle. The other accidents include a rear-end collision, a fixed object, and a pedestrian incident. For the accidents that occur at an angle, 6 out of the 9 accidents occurred when a SB through vehicle entered the intersection. Whipple Consulting Engineers, Inc. 16 Painted Hills PRD Traffic Volumes and Peak Hours of Operation Traffic counts were collected as required by scoping under the direction of WCE in the months of January through March 2015, however for technical reason associated with the requirements of chapter 3 of the COSV Road standards they were mostly recounted in October 2015. Counts were completed at the following intersections for the peak hour (AM/PM) time listed below: • 32nd Ave & University Rd (AM & PM) • Dishman-Mica Rd & University/Schafer Rd (AM & PM) • 32nd Ave & Bowdish Rd (AM & PM) • Dishman-Mica Rd & Bowdish Rd (AM & PM) • Dishman-Mica Rd & Thorpe Rd (AM & PM) • 16th Ave & Pines Rd (AM & PM)* • 16th Ave & SR 27 (AM & PM)* • 32nd Ave & Pines Rd (AM & PM) • Madison Rd & Thorpe Rd (AM & PM) • 32nd Ave & SR 27 (AM & PM) • 32nd Ave & Evergreen Rd (AM & PM) • 32nd Ave & Sullivan Rd (AM & PM) The peak hour from these counts are shown on Figures 3 and 4. The raw data for these counts are located in the technical appendix. * intersections volume balanced given proximity. Public Transit and School Bus Transportation The Spokane Transit Authority (STA) currently provides service routes to this area. Key Bus stops are located at the following intersections: 16th Avenue & Pines Road, 32nd Ave Avenue & University Road, 32nd Avenue & Pines Road, 32nd Avenue & SR 27, and 32nd Avenue & Evergreen Road. There are additional stops located along the STA routes located about every quarter mile. The STA Stop at the intersection of 32nd Avenue & Pines Road is the closest to the project and is located approximately 3,160 feet +/- or 0.6 mi from the projects northern border on Madison Road. The Central Valley School District currently provides student bus service to the area. Whipple Consulting Engineers, Inc. 17 Painted Hills PRD Public Involvement On March 3, 2015 a community and traffic scoping meeting was held at the Chester Elementary School located at 3525 S Pines Road, Spokane Valley, WA 99206. The following is a list of questions and concerns raised by the community at the meeting, and our responses at that time. The responses provided here, are compiled from the meeting notes and are paraphrased for clarity and brevity. Additional information/responses from the traffic study or other source have been provided in order to answer the publics comment to the best of our ability. Community Meeting The project was presented as depicted in the preliminary site plan of the TGDL. All phases of the project were described, the proposed units of each phase were stated and the accesses were described. During the pre-amble & opening, Todd Whipple noted the following: That this is an outright permitted use, which this project will not go before city council, but will go before the hearing examiner. • Question: Who is the developer? The developer is Dave Black. • Question: Why was this meeting scheduled on a Tuesday night when no City Council members can attend? We picked this night, with no intention to not allow Council members to attend. City staff wanted it noted here: that after the meeting had been scheduled. They requested that the meeting be moved to a non council night, Since the meeting had already been advertised it would have required another reschedule and confusion to the public. • Question: If this is not the right venue to discuss school overload issues, then what is? If one would like to present his or her concerns about overloading school issues, then he or she is more than welcome to attend the hearing that comes later after these meetings. One is also encouraged to write a letter to the school district, because they will be able to give one a more accurate answer. • Question: Why are there four accesses to the project to/from Madison Road and only one to/from Dishman-Mica Road? We tried to keep all of the commercial and apartment development on Dishman-Mica Road. • Question: Based on the International Fire Code, are you not allowed to place 30 lots on a single access? Whipple Consulting Engineers, Inc. 18 Painted Hills PRD We have met with the Fire Department and we have a modified map (attached) that will allow us emergency accesses as required, we did not change the plan for this meeting as this was the plan that was advertised. • Question: What plan do you have to mitigate the fire safety issue around the Painted Hills area when you are proposing to introduce about 1,300 cars into the mix? We do not have an answer for this at this time, but the question has been noted. Following up with the agencies, a specific fire safety issue was not identified at this time. If a member of the public has a specific fire safety concern, then we recommend that he/she take that specific concern to the Commissioners of Fire Districts #1 and #8. • Question: With the current zoning of R3 for this Painted Hills area, don't you have to leave about 30% of the acreage for open space? According to Spokane Valley zoning codes, if we stay with the R3 zoning, then we are not required to leave any open space at all. However, a Planned Residential Development (PRD) is required to have 30% open space; therefore, we have left 30% open. • Question: How will this area, all of a sudden, not become a flood plain? This area is technically only a flood plain, because it is Compensatory Storage. Compensatory Storage means that water that comes onto your land (or this site) sits there and filters through the ground. We will be working with the City and FEMA to address this issue. • Question: What do you do with the flood plain? We have to take every drop of water that comes to the site, and we will be coming up with ways to collect it and discharge it into the ground. • Question: Is this area an AE Zone? Yes, this area is an AE zone as it relates to Compensatory Storage. We can discharge the water throughout the site in many different ways. • Question: All of these forms of discharging are shown on the FEMA map? Yes they are located on the FEMA map. • Question: When do we all get the chance to ask the questions we want to ask? We will talk to the developers after this meeting. Your only chance may come at the Hearing. However, we currently do not know when the Hearing will be. • Question: Will there be notices sent out about these meetings? Whipple Consulting Engineers, Inc. 19 Painted Hills PRD Yes, there will be notices sent out about these meetings. • Question: Since the school district is not allowed to project how many new kids will be coming out of this new development, as they must give an exact amount, when will this bond go up? We will move through the process this year. As of this moment, it is projected that the development will be built out over the next 5 to 10 years depending on market conditions, as well as other factors. (Checked with the developer buildout may be completed in 10-15 years.) Traffic • Question: Are the accesses off of Madison Road set in stone or can they be changed? This is our proposal as of now and it is set to be designed this way unless traffic provisions do not allow us to do so. • It was addressed that the school hours are outside of the AM & PM peak hours. WCE Completed counts around the three schools here are those results: Traffic counts are usually done between 6:30-9:30AM & 3:30-6:30PM. The commuter traffic is where the peak hour is located, not generally during school hours. Tube counts were placed around each of the three schools (Chester Elementary, Horizon Middle, and University High) with the peak hours reported as follows: Type of Peak Hour High School Middle School Elem. School Vol. Time Vol. Time Vol. Time AM Commuter 806 7:00AM 269 7:15AM 179 7:15AM AM School 806 7:00AM 269 7:15AM 179 7:15AM PM School 788 2:15PM 209 2:30PM 139 2:30PM PM Commuter 966 5:00PM 210 5:00PM 140 5:00PM As the above table shows, the AM Commuter & AM School peak hours occur at the same time for the High School, Middle School, and Elementary School. The traffic volumes are shared between AM commuters and school travelers, due to the identical peak hour. Unlike the AM peak hour traffic, the PM Commuter traffic is higher than the PM School traffic for the High School, Middle School, and Elementary School. The traffic volumes are not shared between PM commuters and school travelers, because the peak hours occur at different times. Therefore, if we mitigate or maintain an acceptable level of service for the PM peak hour commuter, the time of greatest impact, then we also mitigate or maintain an acceptable level of service for the other peak hours. • Question: Who is conducting the Traffic Impact Analysis? Are there going to be turn lanes put in on Dishman-Mica & Madison Road, due to this project? WCE will be conducting the Traffic Impact Analysis. There will most likely be a widening of these streets for this project. Whipple Consulting Engineers, Inc. 20 Painted Hills PRD • Question: Will you take into account that Thorpe Road floods and closes sometimes during the spring? Yes, we will. This will be considered and included in our flood control plans and reports. This will not be addressed in this report. • Question: If the study shows that center turn lanes will need to be added to Madison Road, will that be funded by the developer? Yes, the developer will fund that work. • Question: Will you be adding a 3-way stop at Madison Road & 40th Avenue? Recently, walking down on 38th Avenue, we were not able to cross the street due to the high volume of traffic. The concern has been submitted to the City of Spokane Valley Traffic Engineer. • Question: Will you be studying Woodlawn Road as well? For some reason, people are cutting through Woodlawn Road in order to get to 32nd Avenue. WCE will study Woodlawn Cut through for the neighborhood, that study is included here: Tube counters were placed on Woodlawn Road at 32" Avenue and 40th Avenue, per the public's request. We have reviewed the counts at both ends of the Woodlawn Road, we have considered the 15 single family residences located to the south of 40th Avenue and after considering the trips from those residents a difference of entering and exiting trips can be seen. This difference during the three peak hours are trips that travel between 32" Avenue & 40th Avenue and are as follows: In the AM peak hour beginning at 7 AM there may possibly be 79 southbound cut- through trips and 38 northbound cut-through trips. For the 2 PM peak hour there may be 66 southbound cut-through trips and 57 northbound cut-through trips. For the 5 PM peak hour there may be 39 southbound cut-through trips and 29 northbound cut-through trips. As some of these trips primarily coincide with the School Peak hours, the reasons for these trips may be from congestion on 32nd Avenue in front of the High School, or from parents that are picking up and dropping off students at the middle or elementary schools, desiring a northbound orientation. However, this type of tube count study is limited as trips will sometimes double back on the anticipated route Therefore, a video of each end of Woodlawn was conducted simultaneously. A member of the staff then reviewed the tapes noting vehicle type, color, and time to identify vehicle. During the AM peak hour there were 5 cut-through trips identified, and in the PM peak hour there were 7 cut-through trips identified. Whipple Consulting Engineers, Inc. 21 Painted Hills PRD Considering this information and given the volumes of traffic counted on Woodlawn Road there is no roadway capacity issue as a local access roadway can support the traffic volumes counted. Therefore, we must conclude that the main concern is speeding on Woodlawn Road, an element that we have not measured, and is not a part of this study. From our experience not all cut- through traffic speeds through a cut-through route. But speeding can be done by even those that live within the neighborhood. Therefore, we are going to leave this as an enforcement issue with the City of Spokane Valley. We recommend that the neighborhood association invite a representative of the Spokane Valley Police department to attend one of their meetings in order to discuss the speeding issue. We also recommend that the neighborhood association talk to the public works director, and the traffic engineer of the City of Spokane Valley to discuss how they may incorporate traffic calming measures that will not interfere with road maintenance, such as curb extensions or traffic circles. • Question: As a board member of Midlome East (neighborhood association), we have tried to talk to the agencies about the high traffic volumes on Woodlawn Road for the last 10 years, and have gotten nowhere. Will this issue get addressed? We are aware of some of the issues with cut-through traffic. We will talk to the jurisdictions about this issue and see how they would like us to proceed. • Question: Why is Pines Road shown as a Minor route for a portion of the road instead of a Major route throughout? This issue will be addressed through the traffic counts, which will give us the necessary data to possibly consider Pines Road a major route throughout. • Question: Will the developer pay for the mitigations? The developer will pay for anything that he breaks (yes, he will mitigate to project impacts). • There was a comment that someone lived on Woodlawn Road and eventually moved due to the extremely high traffic volumes. This comment has been noted, Counts of Woodlawn do not seem excessive for a roadway utilized as a collector in the City of Spokane Valley. • There was a comment that the intersection of Pines Road & 24th Avenue should be included in this study due to the high amount of people who travel through this intersection. This comment has been noted; however, the agencies did not include this intersection into the study. Whipple Consulting Engineers, Inc. 22 Painted Hills PRD • Question: How long does the traffic study last? Traffic studies are based on traffic counts. Counts are done on Tuesdays, Wednesdays, & Thursdays during the previously mentioned peak hours. These days have proven to be the most reliable and most accurate for showing true traffic volumes on the streets. In commercial areas, counts are performed from LOAM to 2PM. We do not count Sundays, unless there is a church problem. We can do a combination of tube counts and individual counts. • There was a comment made that Chester School, on Thursdays, starts at 10:10AM. This comment has been noted. See the previous response with regard to school peak hours. • There was a comment made that tomorrow at 6PM, there is a community vision meeting at Mirabeau. Our advice was to pay close attention to Growth Management and Growth Management meetings. • Question: When will the traffic study start? The traffic counts will begin next week. • Question: Is each intersection scoped only counted once? Yes, once in the AM and once in the PM. • Question: Will the congestion, due to the school traffic on Pines Road, be accounted for in the traffic counts? If the congestion falls within the time that the counts occur, then yes it will be counted in. • Question: Will you count pedestrians? Pedestrians were counted at the intersections. For the signalized intersections the pedestrians are grouped and queued at the corner where they push the crosswalk button and then cross the roadway this action is call a pedestrian call by the traffic software and is included as such. For pedestrians at an unsignalized intersection pedestrians are recorded, but are not used by the traffic software to model the intersection. • Question: Where can we go to affect change? One can go to the Growth Management meeting and participate in the Growth Planning Processes, and one can also attend the Hearing and speak to the Hearing Examiner. • Question: How do you calculate the traffic volumes based on the number of new units to be installed? Whipple Consulting Engineers, Inc. 23 Painted Hills PRD Prior to this meeting, WCE turned in a Trip Generation & Distribution Letter to the jurisdictions that allowed us to have this meeting. We use the ITE Trip Generation Manual 9th Edition. • Question: Can you describe an intersection? What is an intersection to you? An intersection is where two streets come together or when a driveway and a street come together. • Question: How many apartment projects are going in? How many people are there going to be? Who is paying the taxes on this new project to help build the new schools? There is only the one apartment complex that is being proposed. There is also a mixed-use apartment land use. Studies show that about 1.77 people live in each unit. Also, the owner of the apartment complex pays property taxes that go to help fund the local schools. • Question: If we live on 32nd Ave & McDonald Street and it is already hard for us to get onto 3211d Ave, doesn't it make sense that this problem will only get worse? When we perform the traffic counts on certain intersections, we will calculate Level of Service for each intersection. Level of Service is based on a letter grade A-F, with F being the worst case. Todd Whipple then described the Levels of service with the delays and experiences of the driver. • Question: Will you be studying where there are children school crosswalks? A review of school crosswalks was not included, as this review would be between the school district and the City of Spokane Valley. • Question: If it is decided that Madison Road needs further expansion, how will the traffic flow operate during construction? The road will most likely not be closed if under construction, but after talks with the school districts and the City, construction will most likely be conducted throughout normal traffic hours. • Question: Who decides which intersections will be counted in the study? The agencies of the City of Spokane Valley, Spokane County, and WSDOT. You can also contact the City to see when the scoping meeting will take place in order to be a part of that. • Question: What is your goal for LOS when conducting a traffic study? It depends on the intersection and the Level of Service. If further mitigation has to be done to fix an intersection than that will occur. However, if the jurisdictions decide that, for instance, at Whipple Consulting Engineers, Inc. 24 Painted Hills PRD an intersection where a Level of Service "E" is existing and will continue to be this way, there might not be any change. • Question: Are there any plans to run 40th Avenue over to Highway 27? There used to be plans or Right-of-way, but there are no such plans anymore. • Question: Are you planning for sidewalks & streetlights on Dishman-Mica Road & Madison Road? Yes, as part of the frontage improvements to the streets, sidewalks and streetlights will be added or improved. • Question: For the cottages, will there be one or two accesses? There will be two accesses. • Question: Are you familiar with Robie Street? Is there any chance that there could be access to the cottages using Robie Street? WCE is not familiar with this intersection, but this question of an additional access to the north has been noted. After finding Robie Street, it was determined that the development will not pursue an access to the north. • Question: If from the traffic study, it is found that the intersection of 32nd Ave & Pines Road becomes highly congested, what is your solution? We do not have a solution at this time. Through further study, it is our responsibility to find a solution if there happens to be a high congestion problem. • Question: Will any changes that come from the traffic study be done before or after the construction? Any changes in traffic will be concurrent with construction. • Question: How far out, geographically, is the study responsible for? The City of Spokane Valley & Spokane County have standards that we follow when performing the study. They will tell us which intersections to study, and before the study is completed, further intersections could be studied based on previous observations & data. • Question: What would be needed to expand Dishman-Mica Road from two lanes to four lanes from University Road to Madison Road? It would take a large additional traffic impact in order to expand the road in these areas. • Question: Could you add a traffic count on the intersection of Woodlawn Road & 40th Ave? Whipple Consulting Engineers, Inc. 25 Painted Hills PRD Please see previous response regarding the additional traffic study to Woodlawn Road. • Question: How much increase in traffic volume would warrant the installation of a new traffic signal? Once intersections move towards a LOS "F", we move to a section called "Warrants". If an intersection moves towards two to four warrants, then a traffic signal could be installed. • Question: How long is the time span for the traffic study, as the volume will grow over time as developments go up? We will perform the traffic study for each phase of construction, and if a certain phase requires work to be done to improve a traffic problem, then the work will be done during that phase. • There was a comment made that it seems like a conflict of interest for WCE to say that "we" are performing the traffic study. The jurisdictions make the developer hire a traffic engineer to perform the study. The traffic engineer turns the work into the City, who then reviews it and makes necessary comments. Then, the traffic engineer makes the changes and eventually the City accepts the study as their own traffic study for the developer and his or her project, all as part of the SEPA and concurrency process. • Question: How many cars does it take to determine a certain Level of Service? LOS is determined by average delay, not the numeric number of cars waiting or using an intersection. • Question: How many phases will there be for this project? At this time, WCE has not decided the number of phases for the proposed project. • Question: Living on Dishman-Mica Road, I'm wondering how long the left turn lanes would be off of the proposed center turn lane, because some turns are tight and short? Left turns lanes are usually no less than 100 feet long, and not longer than 300 feet. • Question: Do you consider projects that have already been approved by the County into your study? Yes, we do consider these background projects into our traffic study. Further analysis is performed on projects that have been approved, but not fully built out. We treat all background projects to be fully built out to account for the most conservative results. Please see the background project section of this report. Whipple Consulting Engineers, Inc. 26 Painted Hills PRD • Question: Are you aware that there are developments along Madison Road that have been previously permitted by the County? Please see the background project section of this report. Note: WCE observed that many of the school congestion questions were from directly affected parents and seniors, that have a history of leaving and returning to their residence from 9 AM to 3 PM. WCE believes that this non-commuter perspective has skewed their perspective of the Peak hour. This being said the provided tube counts have established the peak traffic around the schools. Whipple Consulting Engineers, Inc. 27 Painted Hills PRD LEVEL OF SERVICE Level of service (LOS) is an empirical premise developed by the transportation profession to quantify driver perception for such elements as travel time, number of stops, total amount of stopped delay, and impediments caused by other vehicles afforded to drivers who utilize the transportation network. It has been defined by the Transportation Research Board in the 2010 Highway Capacity Manual. This document has quantified level of service into a range from "A" which indicates little, if any, vehicle delay, to "F" which indicates significant vehicle delay and traffic congestion that may lead to system breakdown due to volumes that may exceed capacity. Signalized Intersections For signalized intersections, research has determined that average delay per vehicle is the best available measure of level of service. The following tables identify the relationships between level of service and average stopped delay per vehicle. City of Spokane Valley (Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan), and WSDOT have adopted level of service D as the minimum acceptable level for all signalized intersections. Level of Service Criteria and Descriptions - Signalized Delay Range LOS (sec) General Description • Very low delay at intersection. A 10 • All signal cycles clear. • No vehicles wait through more than one signal cycle. • Operating speeds beginning to be affected by other traffic. B 10 to 20 • Short traffic delays at intersections. • Higher average intersections delays resulting from more vehicles stopping. • Operating speeds and maneuverability closely controlled by other traffic. C 20 to 35 • Higher delays at intersections than for LOS B due to a significant number of vehicles stopping. • Not all signal cycles clear the waiting vehicles. • Tolerable operating speeds, but long traffic delays occur at intersections • The influence of congestion is noticeable. D 35 to 55 • Many vehicles stop and the proportion of vehicles not stopping declines. • The number of signal cycle failures, for which vehicles must wait through more than one signal cycle are noticeable. • Speeds are restricted, very long traffic delays are experienced and traffic volumes are near capacity. E 55 to 80 • Traffic flow is unstable, any interruption, no matter how minor, will cause queues to form and service to deteriorate. • Traffic signal cycle failures are frequent occurrences. • Extreme delays resulting in long queues which may interfere with other traffic movements F 80 • • Stoppages of long duration and speeds may drop to zero. Vehicle arrival rates are greater than capacity. • Considered unacceptable by most drivers. Whipple Consulting Engineers, Inc. 28 Painted Hills PRD Unsignalized Intersections The calculation of level of service (LOS) at an unsignalized one/two-way stop-controlled intersection is examined in the Transportation Research Board's 2010 Highway Capacity Manual. For unsignalized intersections, level of service is based on the delay experienced by each movement and approach within the intersection. The concept of delay as presented for unsignalized intersections in the Highway Capacity Manual is based on the amount of time a vehicle must spend at the intersection. Vehicles passing straight through the intersection on the major (uncontrolled) street experience no delay at the intersection. On the other hand, vehicles which are turning left from the minor street, because they must yield the right of way to all right turning vehicles, all left turning vehicles from the major street and all through vehicles on both the minor and major streets, must spend more time at the intersection. Levels of service are assigned to individual movements within the intersection, and are based upon the delay experienced by each movement or approach. The Transportation Research Board has determined what levels of service for unsignalized intersections should be, by designating level of service A through F, where level of service A represents a facility where no vehicle in any movement is delayed very long and level of service F which represents a facility where there is excessive delay for the average vehicle in at least one movement in the intersection. City of Spokane Valley (Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan), and WSDOT have adopted level of service E for all unsignalized intersections within the study area. Level of Service Criteria and Descriptions - unsignalized LOS Delay Range (sec) Expected Delay to Minor Street Traffic General Description A 10 Little to No Delay • Nearly all drivers find freedom of operation. • Very seldom is there more than one vehicle in the queue. B 10 to 15 Short Traffic Delays • Some drivers begin to consider the delay an inconvenience • Occasionally there is more than one vehicle in the queue. C 15 to 25 Average Traffic Delays • Many times there is more than one vehicle in the queue. • Most drivers feel restricted, but not objectionably so. D 25 to 35 Long Traffic Delays • Often there is more than one vehicle in the queue. • Drivers feel quite restricted. E 35 to 50 Very Long Traffic Delays • Represents conditions in which, demand is near or equal capacity. • There is almost always more than one vehicle in the queue. • Drivers find the delays approaching intolerable levels. F 50 Stop-and-Go Condition Delays Generally Longer than Acceptable • Forced flow. • Represents an intersection failure condition that is caused by geometric and/or operational constraints external to the intersection All level of service analyses described in this report were performed in accordance with the procedures described above. As a final note, the Highway Capacity Manual (HCM) analysis and procedures are based upon worst case conditions. Therefore, most of each weekday and the weekends will experience traffic conditions better than those described within this document, which are only for the peak hours of operation. Whipple Consulting Engineers, Inc. 29 Painted Hills PRD LEVEL OF SERVICE AND TRAFFIC ANALYSIS Existing Level of Service and Traffic Analysis The existing levels of service at the existing intersections were calculated using the methods from the 2010 Highway Capacity Manual as implemented in Synchro, version 9 - Build 902. The existing levels of service for the intersections within the study area are summarized on the following table. The existing traffic volumes used for this report are shown on Figures 3 & 4. Table 2 — Year 2015 Existing Intersections Levels of Service INTERSECTION (S)ignalized (U)nsignalized AM Peak Hour PM Peak Hour Delay (sec) LOS Delay (sec) LOS 32nd Ave & University Rd*** S 11.5 B 11.4 B Dishman-Mica Rd &University/Schafer Rd*** S 15.7 B 16.5 B 32nd Ave & Bowdish Rd*** S 13.1 B 11.7 B Dishman-Mica Rd & Bowdish Rd*** S 12.0 B 11.1 B Dishman-Mica Rd & Thorpe Rd*** U 10.7 B 10.4 B 16th Ave & Pines Rd (AM* PM***) U 20.2 C 32.4 D 16th Ave & SR 27(AM* PM***) S 27.7 C 25.5 C 32nd Ave & Pines Rd*** S 23.5 C 17.7 B Madison Rd & Thorpe Rd** U 11.0 B 9.5 A 32nd Ave & SR 27*** S 19.6 B 23.0 C 32nd Ave & Evergreen Rd(AM* PM***) U 10.6 B 17.7 C 32nd Ave & Sullivan Rd(AM* PM***) U 11.1 B 12.1 B Intersections Counted: * January 2015, ** March 2015, *** October 2015 Intersection Level of Service - Deficiency Evaluation There are no deficiencies identified for intersection level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan. Whipple Consulting Engineers, Inc. 30 Painted Hills PRD Intersection Movement Oueue —Deficiency Evaluation for Existing Condition The existing queue deficiencies are identified on Table 3 and are described as follows; all noted intersections are currently functioning at acceptable levels of service. All volumes are calculated and are not observed. • The EB thru approach of the intersection of 16th Avenue & Highway 27 where the existing queue of 462 feet exceeds the available space of 60 feet by 402 feet. • The WB thru approach of the intersection of 16th Avenue & Highway 27 where the existing queue of 258 feet exceeds the available space of 170 feet by 88 feet. • The WB left turn approach of the intersection of 321'1 Avenue & Highway 27 where the existing queue of 191 feet exceeds the available space of 150 feet by 41 feet. • The WB thru approach of the intersection of 32nd Avenue & Highway 27 where the existing queue of 373 feet exceeds the available space of 165 feet by 208 feet. Table 3 — Existing PM Peak Intersection Individual Movement Queue Lengths 9.5th Percentile INTERSECTION (A)vailable Lane Storage (Q)ueue within the Storage Lane 32" Ave & University Rd A Q EB L T 345 105 R Dishman-Mica Rd & A 150 1,213 1,213 University/Schafer Rd Q y 30 248 46 A 200 590 32nd Ave & Bowdish Rd Q 9 282 A 100 863 Dishman-Mica Rd & Bowdish Rd Q 17 158 A Dishman-Mica Rd & Thorpe Rd Q A 16° Ave & Pines Rd* Q A 60 60 I6th Ave & SR 27* Q 462 17 A 240 490 32"d Ave & Pines Rd* Q 24 434 A h 1.303 Madison Rd & Thome Rd 7.5 A 170 900 32nd Ave & SR 27* Q 121 1 -)1 100 32nd Ave & Evergreen Rd Q 17.5 A 600 32"d Ave & Sullivan Rd Q 40 A = Available Space (ft) Q = 95-th Percentle Queue Length WB L R 582 81 60 1,978 53 70 200 990 32 155 100 680 26 84 1.303 10 60 662 5 50 170 240 3.708 325 262 49 170 131 240 980 130 425 160 41 273 - 38 64 43 400 2.5 150 165 200 460 265 191 373 159 101 74 75 17.5 NB SB L T R 100 400 27 26 130 280 81 58 445 98 360 90 L T R 100 265 81 34 90 550 550 46 98 0 280 119 290 SO 135 0 700 5 300 147.5 630 181 700 86 1,240 138 315 42.5 Apparent Deficiency *A graphical exhibit of these Queue lengths are shown on Figures 13A through 13c. Whipple Consulting Engineers, Inc. 31 Painted Hills PRD P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:26:42 PM, Color C60 PCL 6 CITY LIMI 7 218 <= 111 12 1 7 e' 34 0 0 01 49 S 51 61 <1= 24 0 0 A ), 000 z 0 LO 3nN3AV Hitt • z MADISON ROAD HIGHWAY 27 112 S 143 => 59 16 'A,7 21 II 43 S 50 => 99 CO rs) 01 0 4,1} N5 C.4 CO LO 0 0 S C=0Ow 0 31 <= 33 181 UD NJ Co N, CITY LIMIT o 0,' 14 S 74r> Ca 98 142 22 N z. 0. rn z rn No cn CD 4, 44N5. 19,P tk 4 3 1:0 X46 60 61 wa N., -P. L' 52 44= 28 CD N.)—‘ —.. (J, 114 258 0:1 .‹=. 78 126 'A7 22 92 109 73 U rnmorn UNIVERSITY ROAD BOWDISH ROAD PINES ROAD YIN3AV HitZ TIN3AV Hi9L EVERGREEN ROAD SULLIVAN ROAD 24c/ 31 98 ti ti) times <-4—, 134 49 S 1 401 (1 99 18A 7 /.39 Ln co co co 0 I-3 144VelJ_ z -I TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD Sc THORPE ROAD SPOKANE VALLEY, WASHINGTON 2015 AM TRAFFIC VOLUMES SE LOS PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW WC E WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCEWORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:26:52 PM, Color C60 PCL 6 CITY LIMI x 37 136 => w d4N5 3nN3AV Hitt <= 178 244 25 33 -1-, > <= 73 z 0 0 in 70 0 z MADISON ROAD HIGHWAY 27 48,S 82t 13 ' 0 NJ O O 1'O —• fs, G., O1 C., 5 -<= 118 9 46 J 2' 29 45=j <=73 44 54 CITY LIMIT J O O, a — n 21 48 Ea 88 '%:=, 295 3nN3AV C3NZ 19 4t= 5 54=> <, 104 37 97 21 55 77 Na (C J Cr, .e,98 0 id\orr ro 4, O) CO NJtO 20 = 134 38 .e4N5 113 63 154 => n < 197 96 40 --r - o G4 a, UNIVERSITY ROAD BOWDISH ROAD PINES ROAD r.) z C 0) rnz C rl EVERGREEN ROAD SULLIVAN ROAD 4, O CO (.O 20.P 0 162 Uu (.4 Cr! CD CD C4 4, 4, 103 201 21 247 => 293 9 82 O r In 31JJ`seelJ_ O z -I til TI C TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD St THORPE ROAD SPOKANE VALLEY, WASHINGTON PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH• (.1c1-7,1!:n-9F17 FAX. FCIAAPF-(1227 201 5 PM TRAFFIC VOLUMES (Sc LOS BACKGROUND TRAFFIC GROWTH & BACKGROUND PROJECTS Background Traffic Growth Background traffic growth is an anticipated increase in traffic volume from year to year. As the existing land uses that surround a transportation facility mature, an increase in traffic results may be due to either an increase in drivers per household or a household's purchase of an additional vehicle. Many things can cause an increase in the traffic volumes of a facility. The objective of the background traffic growth rate is to anticipate what the traffic volumes may be in the future. The background traffic growth rate for an area or street is determined by means of physical counts collected by local governmental agencies. The counts are compared on a yearly basis and a rate of increase is calculated from the data. For the study area, the background growth rate was determined by the City of Spokane Valley to be 1.1% per year. Based on a ten-year build out (2025), compounded annually, the total increase in traffic is anticipated to total 11.6%. For the buildout plus 5 years (2030) the total increase in traffic is anticipated to total 17.8%. Background Project Traffic In addition to the increase in background growth, background projects that have already been approved or have made application and vested before this project have been included. The following projects have been scoped by the City of Spokane Valley, Spokane County, and WSDOT. Table 4 — Background projects and Vested AM & PM Trips Background Project Remaining Lots/ units AM Peak. Hour Trips PM Peak Hour Trips Total In Out Total In Out Paxton Addition 13 lots 10 3 7 13 8 9 The Creek at Chester 44 lots 33 9 24 44 29 15 Pine Valley Ranch Apts. 132 units 69 14 55 90 59 31 Elk Ridge Heights 78 lots 59 15 44 79 51 28 Total Vested - 171 41 130 226 147 83 Since the traffic from these background projects are not currently included in the existing traffic counts/volumes, the AM & PM trips anticipated from these developments are added to the future projected traffic volumes. Please see the anticipated increase of traffic due to the build out of these background projects per intersection on Figures 5 & 6. Whipple Consulting Engineers, Inc. 34 Painted Hills PRD PAWCE_WORIC2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:27:10 PM, Color C60 PCL 6 iD 14 c) i 0 ow C-) r - 18 -1-, m 3nN3AV H1 7 MADIS N ROAD HIGHWAY 27 CITY LIMI 18 10 85%, a4 <-, 4 18 <3=7 CITY LIMIT <= 7 3f1N3AV ONZ2 2=> 3 01 15 35 => 17 11 3 0 UNIVERSITY ROAD BOWDISH ROAD PINES ROAD 311N3AV H1.17Z EVERGREEN ROAD N.) IN3 cr, 41=r5., SULLIVAN ROAD -3 C=12 0 rn r 0 z 0 0 s3ian_Ls i -q C TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON AM BACKGROUND TRIPS PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW WC E WHIPPLE CONSULTING ENGINEERS CIVIL, STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:27:22 PM, Color C60 PCL 6 CITY LIIATT- UNIVERSITY ROAD r7, 4:12 6G P 2 9 X17 12=> 22 z MADIS N ROAD 12=> 22 HIGHWAY 27 a13 12=> X22 CITY LIMIT 12 => <= 22 17 21 3flN3AV ONZc 1=> <=, 3 1=1> <=3 10 22= 13 N 40 e, 11 C) BOWDISH ROAD PINES ROAD TIN3AV HiVZ 311N3AV 1-1194 EVERGREEN ROAD SULLIVAN ROAD C=7 3 25=> <46 O r In w Cl O XI -1 01 0 r7I Ul Cl TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD St THORPE ROAD SPOKANE VALLEY, WASHINGTON PM BACKGROUND TRIPS PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: 6N6 APPROVED: TRW ,WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 TRIP GENERATION AND DISTRIBUTION Trip generation rates for the AM and PM peak hours are determined by the use of the Trip Generation Manual, 9th Edition published by the Institute of Transportation Engineers (ITE). The purpose of the Trip Generation Manual is to compile and quantify empirical data into trip generation rates for specific land uses within the US, UK and Canada. For the proposed development that includes 52 Cottage Style Single Family Lots, 206 Single Family Residential Lots, 42 Estate Type Single Family Lots, 228 Apartment Units, and two areas of commercial development (north-south). The north area includes 13,400 sf (13.4 KSF) of Retail area as well as 52 apartment units proposed to be located above the retail area. The south area includes 9,000 sf (9.0 ksf) of retail area and a 4,000 sf (4.0 KSF) Quality Restaurant. The ITE Trip Generation Land Use Code (LUC) for each land use is listed below in Table 5. Table 5 — Descri tion of Land Use Code Description Number of Units / KSF Land Use Code (LUC) Cottage Style Single Family Lots 52 Units Residential Townhouses — 230 Single Family Residential 206 Units Single Family Residential — 210 Single Family Residential Estate Type 42 Units Single Family Residential — 210 228 Units Apartments — 220 Apai lnients Apartments (mixed use) (North) 52 units Apartments - 220 Commercial Development (North) 13.4 KSF Shopping Center — 820 Commercial Development (South) 9.0 KSF Shopping Center — 820 Existing Restaurant (South) 4.0 KSF Quality Restaurant - 931 Cottage Style Single Family Lots For the 52 Cottage Style Single Family lots, Land Use Code #230, Residential Condominium/Townhouses was used to determine the trips generated by the proposed land use. The trips generated by the cottage Style Single Family land use are shown in Table 6. Table 6 - Trip Generation Rates for Cottage Style Single Family Lots LUC #230 Residential Townhouses Number of Lots AM Peak Hour Trips Vol. @ 0.44 trips/ Unit Directional Distribution 17% In 83% Out PM Peak Hour Trips Vol. @ 0.52 trips/ Unit Directional Distribution 67% In 33% Out 52 23 4 19 28 19 9 Average Daily Trip Ends (ADT) Lots Rate ADT 52 5.81 303 As shown in Table 6, in the AM peak hour the land use is anticipated to generate 23 new trips, with 4 new trips entering the site, and 19 new trips exiting the site. In the PM peak hour, the land use is anticipated to generate 28 new trips; with 19 new trips entering the site, and 9 new trips exiting the site. The land use is anticipated to have an Average Daily Trips (ADT) of 303 trips to/from the site per day. Whipple Consulting Engineers, Inc. 37 Painted Hills PRD Single Family Residential For the 206 single family units, Land Use Code #210, Single Family Residential, was used to determine the trips generated by the proposed land use. The trips generated by the single family residential land use are shown in Table 7. Table 7 - Trip Generation Rates for Single Family Lots LUC #210 Single Family Residential Number of Lots AM Peak Hour Trips PM Peak Hour Trips Vol. @ 0.75 Trips/Unit Directional Distribution Vol. (PI, 1.0 Trips/Unit Directional Distribution 25% In 75% Out 63% in 37% Out 206 155 39 116 206 130 76 Internal 0 0 0 5 3 2 New 155 39 116 201 127 74 Average Daily Trip Ends (ADT) Lots Rate ADT 206 9.52 1,962 As shown in Table 7, in the AM peak hour the land use is anticipated to generate 155 new trips, with 39 new trips entering the site, and 116 new trips exiting the site. In the PM peak hour the land use is anticipated to generate 201 new trips; with 127 new trips entering the site, and 74 new trips exiting the site. The land use is anticipated to have an Average Daily Trips (ADT) of 1,962 trips to/from the site per day. Estate Type Single Family Lots — Single Family Residential For the 42 Estate Type Single Family lots, Land Use Code #210, Single Family Residential, was used to determine the trips generated by the proposed land use. The trips generated by the Estate type lots land use are shown in Table 8. Table 8 - Trip Generation Rates for Estate Type Single Family Lots LUC #210 Single Family Residential Number of Units Vol. @ 0.75 Trips/Unit AM Peak Hour Trips Directional Distribution PM Peak Hour Trips Directional Distribution 25% In 75% Out Vol. * 1.0 Trips/Unit 63% In 37% Out F 42 32 8 24 42 26 16 Average Daily Trip Ends (ADT) Units Rate ADT 42 9.52 400 As shown in Table 8, in the AM peak hour the land use is anticipated to generate 32 new trips, with 8 new trips entering the site, and 24 new trips exiting the site. In the PM peak hour, the land use is anticipated to generate 42 new trips; with 26 new trips entering the site, and 16 new trips exiting the site. The land use is anticipated to have an Average Daily Trips (ADT) of 400 trips to/from the site per day. Whipple Consulting Engineers, Inc. 38 Painted Hills PRD Apartments — Multi-Family Residential For the 228-unit Multi-Family Apartment Complex, Land Use Code #220, Apartment was used to determine the trips generated by the proposed land use. The trips generated by the apartment land use are shown in Table 9. Table 9 - Trin Generation Rates for Apartment Units LUC #220 Apartment Number of Units AM Peak Hour Trips PM Peak Hour Trips Vol. @ 0.51 Trips/Unit Directional Distribution Vol. @ 0.62 Trips/Unit Directional Distribution 20% In 80% Out 65% In 35% Out 228 117 23 94 142 92 50 Internal 0 0 0 4 2 2 New 117 23 94 138 90 48 Average Daily Trip Ends (ADT) Units Rate ADT 228 6.65 1,517 As shown in Table 7, in the AM peak hour the land use is anticipated to generate 117 new trips, with 23 new trips entering the site, and 94 new trips exiting the site. In the PM peak hour the land use is anticipated to generate 137 new trips; with 89 new trips entering the site, and 48 new trips exiting the site. The land use is expected to have an Average Daily Trips (ADT) of 1,517 trips to/from the site per day. 52 Apartments (Mixed Use) — Multi-Family Residential For the Multi-Family Apartment Units (Mixed Use) located above the commercial development, Land Use Code #220, Apartment was used to determine the trips generated for the proposed land use. The trips generated by the Apartment (Mixed Use) land use are shown in Table 10. Table 10 - Trip Generation Rates for LUC #220 Apartment (Mixed Use) Number of Units AM Peak Hour Trips PM Peak Hour Trips Vol. @ 0.51 Trips/Unit Directional Distribution Vol. @, 0.62 Trips/Unit Directional Distribution 20% In 80% Out 65% In 35% Out 52 27 5 22 33 21 12 Internal 0 0 0 1 1 0 New 27 5 22 32 20 12 Average Daily Trip Ends (ADT) Units Rate ADT 52 6.65 346 As shown in Table 10, in the AM peak hour the land use, above the commercial development, are anticipated to generate 27 new trips, with 5 new trips entering the site, and 22 new trips exiting the site. In the PM peak hour the land use is anticipated to generate 33 new trips; with 21 new trips entering the site, and 12 new trips exiting the site. The land use is anticipated to have an Average Daily Trips (ADT) of 346 trips to/from the site per day. Whipple Consulting Engineers, Inc. 39 Painted Hills PRD Commercial For the 13,400 sf (13.4 KSF) retail area of the north area Land Use Code #820, Shopping Center was used to determine the trips generated by the proposed land use. The trips generated by the north commercial development land use are shown in Table 11. Table 11 - Trip Generation Rates for LUC #820 Shopping Center (North) Thousand Square Feet KSF (Max) AM Peak Hour Trips PM Peak Hour Trips Vol. @ 0.96 Trips/KSF Directional Distribution Vol. @ 3.71 Trips/KSF Directional Distribution 62% In 38% Out 48% In 52% Out 13.4 13 8 5 50 24 26 Internal 0 0 0 10 4 6 Driveway 13 8 5 40 20 20 Pass By - - - 14 7 7 New 13 8 5 26 13 13 Average Daily Trip Ends (ADT) PM Pass-by 34% per ITE Trip Handbook Table 5.6 KSF Rate ADT 13.4 42.7 573 As shown in Table 11, in the AM peak hour the land use is anticipated to generate 13 new trips, with 8 new trips entering the site, and 5 new trips exiting the site. In the PM peak hour, the land use is anticipated to generate 26 new trips; with 13 new trips entering the site, and 13 new trips exiting the site. The land use is anticipated to have an Average Daily Trips (ADT) of 573 trips to/from the site per day. For the 9,000 sf (9.0 KSF) retail area of the south area Land Use Code #820, Shopping Center was used to determine the trips generated by the proposed land use. The trips generated by the north commercial development land use are shown in Table 12. Table 12 - Trip Generation Rates for LUC #820 Shopping Center (South) Thousand Square Feet KSF (Max) AM Peak Hour Trips Vol. @ 0.96 Trips/KSF Direcfional Distribution 62% In 38% Out PM Peak Hour Trips Vol. @ 3.71 Trips/KSF Directional Distribution 48% In 52% Out 9.0 9 6 3 34 16 18 Average Daily Trip Ends (ADT) KSF Rate ADT 9.0 42.7 385 As shown in Table 12, in the AM peak hour the south land use is anticipated to generate 9 new trips, with 6 new trips entering the site, and 3 new trips exiting the site. In the PM peak hour, the south land use is anticipated to generate 22 new trips; with 10 new trips entering the site, and 12 new trips exiting the site. The south land use is anticipated to have an Average Daily Trips (ADT) of 385 trips to/from the site per day. For the 4,000 sf (4.0 ksf) Restaurant Land Use Code #931 Quality Restaurant was used to determine the trips generated by the proposed land use. The trips generated by the proposed land use are shown in Table 13. Whipple Consulting Engineers, Inc. 40 Painted Hills PRD Table 13 - Trip Generation Rates for LUC #931 Quality Restaurant (South) Thousand Square Feet. KSF (Max) AM Peak Hour Trips Vol. @ 0.81 Trips/KSF Directional Distribution 50"/o In 50% Out PM Peak Hour Trips Vol. @ 7.49 Trips/KSF Directional Distribution 67% In 33% Out 4.0 4 2 2 30 20 10 Average Daily Trip Ends (ADT) KSF Rate ADT 4.0 89.95 360 As shown in Table 13, in the AM peak hour the land use is anticipated to generate 4 new trips, with 2 new trips entering the site, and 2 new trips exiting the site. In the PM peak hour, the land use is anticipated to generate 30new trips; with 20 new trips entering the site, and 10 new trips exiting the site. The land use is anticipated to have an Average Daily Trips (ADT) of 360 trips to/from the site per day. New Trips The proposed development new trips generated on the transportation system are shown in the table below. Table 14 — New Trips Generation Summar AM Peak Hour Trips PM Peak Hour Trips Land Use Code (LUC) Vol. per LUC Directional Distribution Vol. per Directional Distribution In Out LUC In Out LUC #230 Townhouses (Cottage Style) (Table 6) 23 4 19 28 19 9 LUC #210 Single Family Residential (Table 7) 155 39 116 201 127 74 LUC #210 SFR (Estate Lots) (Table 8) 32 8 24 42 26 16 LUC #220 Apartment (Table 9) 117 23 94 138 90 48 LUC #220 Apartment (mixed use) (Table 10) 27 5 22 32 20 12 LUC #820 Shopping Center (Table 11) 13 8 5 40 20 20 LUC #820 Shopping Center (Table 12) 9 6 3 34 16 18 LUC #931 Quality Restaurant (Table 13) 4 2 2 30 20 10 Total 380 95 285 545 338 207 Average Daily Trip Ends (ADT) Land Use Code .(LUC) Rate ADT LUC #230 Townhouses (Cottage Style) (Table 6) - 303 LUC #210 Single Family Residential (Table 7) - 1,962 LUC #210 SFR (Estate Lots) (Table 8) - 400 LUC #220 Apartment (Table 9) - 1,517 LUC #220 Apartment (mixed use) (Table 10) - 346 LUC #820 Shopping Center (Table 11) - 573 LUC #820 Shopping Center (Table 12) 385 LUC #931 Quality Restaurant (Table 13) 360 Total - 5,846 As shown in Table 14, in the AM peak hour the land uses of the project is anticipated to generate 380 new trips, with 95 new trips entering the site, and 285 new trips exiting the site via the eight access opportunities previously noted. In the PM peak hour, the land uses of the project are anticipated to generate 545 new trips; with 338 new trips entering the site, and 207 new trips Whipple Consulting Engineers, Inc. 41 Painted Hills PRD exiting the site via the eight access opportunities previously noted. The land uses of the project are anticipated to have an Average Daily Trips (ADT) of 5,846 trips to/from the site per day, via the 9 access opportunities previously noted. Pass-by Trips The pass-by trips, as shown on Table 11, is a trip that is currently on the adjacent roadway and turns into the land use as a matter of convenience on the way to their final destination (work/home). The proposed development pass-by trips generated on the transportation system are shown in the table below. Please see the map of pass-by trips on Figure 9. Table 15 — Pass-b Trims Generation Summar AM Peak Hour Trips PM Peak Hour Trips Land Use Code (LUC) Vol. per LUC Directional Distribution Vol. per. Directional DistribUtion In Out LUC In Out LUC #820 Shopping Center (Table 11) (north) - - - 14 7 7 As shown in Table 13, in the AM peak hour the commercial development is not anticipated to generate pass-by trips. In the PM peak hour, the commercial development is anticipated to generate 14 pass-by trips; with 7 pass-by trips entering the site, and 7 pass-by trips exiting the site. Internal Trips The internal trip is a trip that is generated within the proposed land uses when a vehicle/consumer will stop at more than one place on the site or within the PRD. The internal trip generation was established using the methodology set forth in ITE Trip Generation Handbook Chapter 7. The proposed development internal trip generation on the internal road network between the Single Family Residential, Apartments, and north Commercial land uses are summarized in the table below. Table 16 — Internal Trips Generation Summary Use Code (LUC) AM Peak Hour Trips PM Peak Hour Trips Vol per LUC Directional Distribution Vol. per LUC DirectionalLand Distribution In Out In Out LUC #210 Single Family Residential (Table 7) 0 0 0 5 3 2 LUC #220 Apartment (Table 9) 0 0 0 4 2 2 LUC #220 Apartment (mixed use) (Table 10) 0 0 0 1 1 LUC #820 Shopping Center (Table 11) (north) 0 0 0 (10) (4) (6) Table 16, shows that there is no anticipated internal trip in the AM peak hour between land uses. In the PM peak hour Table 16 Shows that the 6 trips out of the shopping center go into the single family and Multi-Family Residential land uses and vice versa that the 4 trips into the shopping center came from the Single and Multi-Family Land uses. Whipple Consulting Engineers, Inc. 42 Painted Hills PRD Trip Distribution Characteristics for the Proposed Project Considering many factors such as the development surrounding the proposed project, the general commuter traffic in the area, the geography in the vicinity of the site, and the existing transportation facilities in the surrounding area, the following distribution from the proposed project applies: Cottages Style Single Family (Townhouses) It is anticipated that 100% of the trips will go to/from the north via Madison Road towards 32nd Avenue. At 3211`1 Avenue, traffic will follow the existing traffic patterns of the intersection, In the AM peak hour from the intersection of 32nd Avenue & Pines Road 57% of the trips will be traveling to/from the east, 29% of the trips will be traveling to/from the north, and 14% of the trips will be traveling to/from the west. Please see Figure 7A in the appendix. In the PM peak hour from the intersection of 32nd Avenue & Pines Road 44% of the trips will be traveling to/from the east, 32% of the trips will be traveling to/from the north, and 24% of the trips will be traveling to/from the west. Please see Figure 8A in the appendix. Estate Type Single Family It is anticipated that 50% of the trips will go to/from the north on Madison Road towards 32nd Avenue, and 50% of the trips will go to/from the south on Madison Road towards Thorpe Road, then towards Dishman-Mica Road, where 45% of trips go to/from the north, and 5% of trips go to/from the south. Please see Figures 7B and 8B in the appendix. At the intersection of Dishman-Mica Road & Bowdish Road In the AM peak hour 5% will go to/from the north 31% will go to/from the west and 9% will go to/from the south. In the PM peak hour 5% will go to/from the north 38% will go to/from the west and 2% will go to/from the south. At the intersection of 32nd Avenue & Pines Road In the AM peak hour 9% will go to/from the west, 16% will go to/from the north and 25% will go to/from the east. In the PM peak hour 12% will go to/from the west, 16% will go to/from the north and 22% will go to/from the east. Single Family Residential It is anticipated that the trips will be split 50/50 with half of the trips going to Madison Road, and half of the trips going to Dishman-Mica Road where 45% go to/from the north and 5% go to/from the south. Please see Figures 7C and 8C in the appendix. At the intersection of Dishman-Mica Road & Bowdish Road In the AM peak hour 5% will go to/from the north 31% will go to/from the west and 9% will go to/from the south. In the PM peak hour 5% will go to/from the north 38% will go to/from the west and 2% will go to/from the south. At the intersection of 32nd Avenue & Pines Road In the AM peak hour 9% will go to/from the west, 16% will go to/from the north and 25% will go to/from the east. In the Whipple Consulting Engineers, Inc. 43 Painted Hills PRD PM peak hour 12% will go to/from the west, 16% will go to/from the north and 22% will go to/from the east. Apartments - Apartments (Mixed Use) —Land uses Commercial It is anticipated that 100% of the trips will go to/from Dishman-Mica Road, where 5% of trips go to/from the south, and 5% of trips will go east around to Madison Road and 90% of trips go to/from the north, where in the AM peak hour 11% will go to/from the north 61% will go to/from the west and 18% will go to/from the south. In the PM peak hour 10% will go to/from the north 76% will go to/from the west and 4% will go to/from the south. Beyond this distribution trips will follow existing traffic patterns. For Apartments Please see Figures 7D and 8D in the appendix. For Apartments (Mixed Use) please see Figures 7E and 8E in the appendix. For Commercial Please see Figures 7F and 8F in the appendix. Whipple Consulting Engineers, Inc. 44 Painted Hills PRD P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:54:33 PM, Color C60 PCL 6 3 Vek,T; ("vzo Cr, v Crl 0 9 12 2=> 3C1N3AV Hitt' <-1-, 7 MADIS N ROAD CITY LIMI cP\Ly 10 13 <= 8 HIGHWAY 27 TOTAL 'RESTAURANT SHOPPING CENTER S. SHOPPING CENTER N. APARTMENTS MIXED APARTMENTS SFR ESTATES LOTS SINGLE FAMILY LOTS COTTAGE LOTS AM PEAK HOUR (NEW TRIPS) H 4,-, 'C' .--"--,....,1 '-' f..) 0 ?,,,s "P" t.,--) 1,) ,j, L..) sO ln 1...) Cr, C O t..., Ln '`) Co 39 4> 285 24 .-. 0 N 4., in N ,C .P., '-. z 0 ow w 0 In z Nolinsieu_sia Lnm 15 30 => 50 <1.11—, 7 30%/33% (IN/OUT) 4 76 <= 25 4e! 4 7 15 0 CO r m mom Al se,0 r -- Z 0 m 0 < c P1 -I r 0 -a CITY LIMIT 12 YINI3AV CINZ2 SULLIVAN ROAD 12 5 10 LJ .<= 8 U' UNIVERSITY ROAD BOWDISH ROAD J CITY LIMIT PINES ROAD 3nN3AV Hit Z EVERGREEN ROAD 27 <= 5 15 «2 0 r C m Fl z Fl z H r Fl TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON AM PEAK HOUR TRIP DISTRIBUTION PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GODWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:59:05 PM, Color C60 PCL 6 8 oiv Cw CO <= 6 13 8 46 1 • P1 CO CO 3nN3AV Hitt' 13 G=6 cl7 MADIS N ROAD NJ 3 13 CITY LIMI 95 qz. 39 <= 17 HIGHWAY 27 H O RESTAURANT SHOPPING CEN I ER S. SHOPPING CENIER N. APARTMENTS MIXED APARTMENTS SFR ESTA IE LOTS SINGLE FAMILY UNITS COTTAGE LOTS PM PEAK HOUR (NEW TRIPS) I 545 U... c, 43 -r. 40 l.... I., 138 4,I., 201 NJ O0 TOTAL U., U., O0 i..) ,--, O1 I., O N., O ,,5 O r..) O'. rj__, ..+O LO NJ ,..] ,--. N., P--. 4, •--, O z O o• w f1) P1 m z 0 -1 z Nm C r I0 5 m z< r -u 3 O o\ r • m o co m • z z C O 11 \O) 13 18=> 29 wn 5.7 In <= 33 31%/29% (IN/OUT) 19 51 => •C-7 , 86 1,3 CITY LIMIT C.) '14 qz:. 20 SULLIVAN ROAD 23 =1-> 3nNI3AV CINZ2 Cr 25 16 UNIVERSITY ROAD BOWDISH ROAD PINES ROAD EVERGREEN ROAD L., 5 O5: 25 4=10 C=7 0 03 C 0 13 -I -I 71IUIZI TIMM mm_ " m z ▪ 0 P1 0 -I En— > 0 xi c0 m B3 I -I ,› C xi xi O 0:1 >r I 0 C CZOZ I 0 0 z 0 r C 3 (n 7J -"U m z m 7J z w r co C TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON PM PEAK HOUR TRIP DISTRIBUTION PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: B NG APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/15/2016 8:52:57 AM, Color C60 PCL 6.pc3 VOLUMES = TRIP ENERATION TABLE BOWDISH ROAD cx, /4040 44TH AVENUE PASS-BY TRIPS AM PEAK HOUR PM PEAK HOUR TOTAL IN OUT TOTAL IN OUT - - - 14 7 7 0 O (r) THORPE RD w MADISON ROAD N E S NOT TO SCALE PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD AND THORPE ROAD SPOKANE VALLEY, WASHINGTON FIGURE 9 PM PASS -BY TRIPS AWC E WHIPPLE CONSULTING ENGINEERS CIVIL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 FUTURE YEAR TRAFFIC IMPACT ANALYSIS Future Year Traffic Impact Analysis Level of service calculations for the buildout Year (2025) & the buildout year plus 5 years (2030) conditions assumed that the existing traffic volumes as shown on Figures 3 & 4 experience an increase above the year 2015 volumes at the established background rate. Two scenarios were examined for the year 2025 (buildout) analysis, as well as the 2030 buildout year plus 5 years. The first scenario assumes that the development has not moved forward and analyzes the scoped intersections with the background growth rate and the background project trips. The second scenario assumes that the development has moved forward to completion and is builtout. The scenario analyzes the scoped intersections with the background growth rate, the background projects, and the project trips. These scenarios will allow a determination to be made of what the future conditions may be with and without the project. Year 2025 Buildout without the Project, with the Background Projects This scenario assumes that the development has not moved forward and the background projects have been completed. The traffic volumes for this condition include the existing traffic, as shown on Figures 3 & 4 multiplied by the background growth rate, plus the traffic from the original background projects as shown on Figures 5 & 6. Please see Figures 10 & 11 for the traffic volumes used for this scenario. A summary of the level of service results are shown in the following table. Table 17 - Year 2025 Levels of Service, without the Project, with the Background Projects INTERSECTION (S)ignalized (U)nsignalized AM Peak Hour PM Peak Hour Delay (sec)(sec) LOS Delay LOS 32nd Ave & University Rd S 12.2 B 11.9 B Dishman-Mica Rd & University/Schafer Rd S 16.4 B 17.2 B 32nd Ave & Bowdish Rd S 15.2 B 13.5 B Dishman-Mica Rd & Bowdish Rd S 12.8 B 11.8 B Dishman-Mica Rd & Thorpe Rd U 11.3 B 10.9 B 16th Ave & Pines Rd • Paired Signalized Intersections U (S) 26.2 (30.5) D (C) 66.4 (33.7) F (C) 16th Ave & SR 27 • Paired Signalized Intersections S 33.6 (42.3) C (D) 30.3 (28.4) C (C) 32nd Ave & Pines Rd S 27.0 C 21.9 C Madison Rd & Thorpe Rd U 12.1 B 9.9 A 32nd Ave & SR 27 S 22.3 C 28.2 C 32nd Ave & Evergreen Rd U 11.2 B 23.6 C 32nd Ave & Sullivan Rd U 12.0 B 13.2 B Whipple Consulting Engineers, Inc. 48 Painted Hills PRD Intersection Level of Service - Deficiency Evaluation Without the project there is a deficiency identified for intersection level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan, at the intersection of 16th Avenue & Pines Road. The deficiency in LOS can be remedied by Signalizing the intersection and pairing the signal timing with the intersection of 16th Avenue & Highway 27, given their close proximity. Intersection Movement Queue - Deficiency Evaluation for 2025 Without the Project The queue deficiencies are identified on Table 17 and described as follows; These deficiencies are solely based upon the Background trips (unmitigated) reported within this report. All noted intersections are anticipated to function at acceptable levels of service. Year 2015 Existing vs. Year 2025w-o Proj, 16th Avenue & State Route 27 • The EB through approach as reported is expected to go from a queue length of 462 feet to a queue length of 586 feet or an increase of 124 feet. And the reported queue exceeds the available space by 526 feet. • The WB thru approach as reported is expected to go from a queue length of 262 feet to a queue length of 310 feet or an increase of 48 feet. And the reported queue exceeds the available space by 140 feet. 32nd Avenue & Pines Road • The EB through approach as reported is expected to go from a queue length of 434 feet to a queue length of 562 feet or an increase of 128 feet. And the reported queue exceeds the available space by 72 feet. 32nd Avenue & State Route 27 • The WB through approach as reported is expected to go from a queue length of 373 feet to a queue length of 470 feet or an increase of 97 feet. And the reported queue exceeds the available space by 305 feet. • The WB left turn approach as reported is expected to go from a queue length of 191 feet to a queue length of 246 feet or an increase of 55 feet. And the reported queue exceeds the available space by 96 feet. Whipple Consulting Engineers, Inc. 49 Painted Hills PRD Table 18 — Year 2025 PM Peak W-O the Project, Intersection Queue Lengths 90 Percentile INTERSECTION EB WB NB (A)vailable Lane Storage (Q)ueue within the Storage Lane 32" Ave & University Rd A 345 Q 127 Dishman-Mica Rd & A 150 1,213 1,213 University/Schafer Rd Q 32 291 49 32" Ave & Bowdish Rd 200 590 Q 10 403 A 100 863 Dishman-Mica Rd & Bowdish Rd Q 18 187 Dishman-Mica Rd & Thorpe Rd A Q l 6th Ave & Pines Rd* A Q 16th Ave & SR 27* 60 60 586 27 A 240 490 32" Ave & Pines Rd* Q 26 562 A 1,303 Madison Rd & Thorpe Rd 10 32" Ave & SR 27* A 170 900 Q 136 276 A 100 32" Ave & Evergreen Rd Q 25 582 98 60 1,978 56 80 200 990 37 100 190 6S0 30 96 1,303 12.5 60 5 170 310 240 980 49 327 32" Ave & Sullivan Rd A 600 T 100 400 29 30 130 280 89 64 445 III 360 SB L T R 100 265 SS 38 90 550 550 53 109 0 280 135 290 135 106 96 0 700 5 662 300 117.5 265 240 60 130 3,708 209 425 325 150 160 630 234 700 42 83 48 108 400 2.5 150 165 200 460 246 470 190 137 Q 55 265 97 1,240 187 75 315 30 70 A = Available Space (0) Q = 95th Percentle Queue, Length Apparent Deficiency *A graphical exhibit of these Queue lengths are shown on Figures 13A through 13c. Whipple Consulting Engineers, Inc. 50 Painted Hills PRD P:\WCEWORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:28:07 PM, Color C60 PCL 6 CITY LIMI 23 7 as 311N3AV Hitt 243=> co 124 13 43 \A%. 60 65 82 =>W 32 Cr ° o o o 31VOS Oi ION P1 0 7o -a z p. MADISON ROAD HIGHWAY 27 44 . 125 8 21 83 67 w <= 52 68 160 is oj X66 e r' 24 L, O1 O A 48 66 13 O CD O Co wmJ 35 <:= 41 4%::' 202 cvie 4s A CD O, CD CO CITY LIMIT NJ NN 112 0=w a0 L z7, o N3 NJ 4,4 16 165 83 => 25 3f1N3AV ONZ C., 61 V,CO cBJ 58 103 0.1 P 52 31 142 323 => 158 O1 NJ C4 C7, Ln 123 81 80 <=, 98 28 <vie J N CO O UNIVERSITY ROAD BOWDISH ROAD 30N3AV HAL NO, 29 0 229 35 152 PINES ROAD NI P1 z P1 60 c7P 88 > 20 =7 c„ ,J EVERGREEN ROAD <= 122 O r tn II YJ -9 Gl— CrIm Mb) * r nr Lu z 0 SULLIVAN ROAD U I 44 TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD Sc THORPE ROAD SPOKANE VALLEY, WASHINGTON 2O25 AM W/O PROJECT VOLUMES Sc LOS PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:28:19 PM, Color C60 PCL 6 CITY LIMI 7, D 3 152 => 311N3AV Hitt <1;—, 199 33 30 46 > 98 z 0 o U) rn 93 0 --a rn z MADISON ROAD HIGHWAY 27 54 91=`,> 16 N 01 CP 0, co 1 /1 ' 6 <= 132 13 32 57 <=. 94 54, 60 (1) CO C4, 4. 0, 4. CITY LIMIT 209 <,,=.0 17 NJNJ 23 350 54= <,98 311N3AV ONZ2 04 co CP 1,4 ,4.;21 61=> 41% cV.e CO NJ 01 0 0 0, 136.P 194 120 w CND 6 <1=. 119 108 70 01 260 56 PINES ROAD TIN3AV HitZ EVERGREEN ROAD SULLIVAN ROAD 26 10 NCO 0, CD CO U, n NJ 373 0 r- z UJ 91 11 C Fl TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON 2025 PM W/O PROJECT VOLUMES & LOS PROJ #: 1 3-1 166 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 Year 2025 with the Project, with the Background Projects This scenario assumes that the development has moved forward to completion and the background projects have been completed. The traffic volumes for this condition include the traffic volumes, as shown on Figures 10 & 11, plus the project trips as shown on Figures 7 & 8. Please see Figures 12 & 13 for the traffic volumes used for this scenario. A summary of the level of service results are shown in the following table. Table 19 - Year 2025 Levels of Service, with the Project, with the Background Projects INTERSECTION (S)ignalized (U)nsignalized AM Peak Hour PM Peak Hour Delay (sec) LOS Delay (sec) LOS 32nd Ave & University Rd S 12.4 B 12.4 B Dishman-Mica Rd & University/Schafer Rd S 16.9 B 18.3 B 32nd Ave & Bowdish Rd S 15.6 B 14.7 B Dishman-Mica Rd & Bowdish Rd S 15.7 B 13.3 B Dishman-Mica Rd & Apt. Access U 13.2 B 10.4 B Dishman-Mica Rd & Sundown Drive U 12.6 B 10.8 B Dishman- Mica Rd & S. Comm. Access U 11.5 B 11.3 B Dishman-Mica Rd & Thorpe Rd U 11.9 B 11.9 B Thorpe Rd & Comm. Access U 9.0 A 9.1 A 16th Ave & Pines Rd • Paired Signalized Intersections U (S) 27.3 (31.1) D (C) 99.2 (34.8) F (C) 16th Ave & SR 27 • Paired Signalized Intersections S 35.9 (44.6) D (D) 31.3 (28.6) C (C) 32nd Ave & Pines Rd • NB Right Turn S 32.3 (27.6) C (C) 26.0 (24.7) C (C) Madison Rd & Painted Hills Ave. U 11.1 B 10.8 B Madison Rd & 41' Ave. U 10.7 B 10.5 B Madison Rd & 43rd Ave. U 10.5 B 10.2 B Madison Rd & 44th Ave. U 9.7 A 9.6 A Madison Rd & Thorpe Rd U 12.4 B 10.4 B 32nd Ave & SR 27 S 23.2 C 29.8 C 32nd Ave & Evergreen Rd U 11.6 B 26.1 D 32nd Ave & Sullivan Rd U 12.3 B 13.5 B Intersection Level of Service - Deficiency Evaluation With the project there continues to be a deficiency identified for intersection level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan, at the intersection of 16th Avenue & Pines Road. The deficiency in LOS can be remedied by signalizing the intersection and pairing the signal timing with 16th Avenue & Highway 27. We therefore recommend that the project contribute its proportionate share to the signal. The cost of the signal is anticipated at $475,000 - $500,000. the proportionate share should be included in the conditions of approval. Whipple Consulting Engineers, Inc. 53 Painted Hills PRD Intersection Movement Queue - Deficiency Evaluation for 2025 with the project The queue deficiencies are identified on Table 19 and described as follows; These deficiencies are solely based upon the proposed project as documented within this report. All noted intersections are anticipated to function at acceptable levels of service, except for the intersection of 16th Avenue & Pines Road Year 2025 w-o Prof. vs. Year 2025 w- Proj., 16th Avenue & State Route 27 • The EB through approach as reported is expected to go from a queue length of 586 feet to a queue length of 645 feet or an increase of 59 feet. And the reported queue exceeds the available space by 526 feet. • The WB thru approach as reported is expected to go from a queue length of 310 feet to a queue length of 319 feet or an increase of 9 feet. And the reported queue exceeds the available space by 149 feet. 32nd Avenue & Pines Road • The EB through approach as reported is expected to go from a queue length of 562 feet to a queue length of 708 feet or an increase of 146 feet. And the reported queue exceeds the available space by 218 feet. 32nd Avenue & State Route 27 • The WB through approach as reported is expected to go from a queue length of 470 feet to a queue length of 497 feet or an increase of 27 feet. And the reported queue exceeds the available space by 305 feet. • The WB left turn approach as reported is expected to go from a queue length of 246 feet to a queue length of 238 feet or a decrease of 8 feet. And the reported queue exceeds the available space by 88 feet. (The decrease may be in part to the models adjustment of green time to the EB left turning movement (w/ the added trips), the correlating effect increases the WB left green time.) Table 20 — Year 2025 PM w- project Intersection Movement Queue Lengths 95th Percentile INTERSECTION (A)vailable Lane Storage (Q)ueue within the Storage Lane 32nd Ave & University Rd A EB WB L T R 345 Q Dishman-Mica Rd & University/Schafer Rd A 131 150 1,213 1,213 Q 32'd Ave & Bowdish Rd A Q Dishman-Mica Rd & Bowdish Rd A Q Dishman-Mica Rd & Apt. Access A Q Dishman-Mica Rd & Sundown Dr. A Q 31 480 60 200 590 L T 582 T 100 400 102 60 1,978 54 106 200 990 11 444 100 863 41 208 100 680 18 367 34 158 100 5 150 5 29 37 130 280 84 67 445 122 360 111 SB L T R 100 265 93 45 90 550 550 71 110 0 280 151 290 135 110 0 150 10 Whipple Consulting Engineers, Inc. 54 Painted Hills PRD Table 20 (continued) INTERSECTION (A)vailable Lane Storage (Q)ueue within the Storage Lane L EB T R f ishman-Mica Rd & S Comm. Dishman-Mica Rd & Thorpe Rd Q A A Thorpe Rd & Comm. Access 16th Ave & Pines Rd Q 16th Ave & SR 27* Q 32' Ave & Pines Rd* S Madison Rd & Painted Hills Ave Q A 100 Madison Rd & 41' Ave Q 2.5 A 100 Madison Rd & 43rd Ave Q 2.5 A 100 Madison Rd & 44th Ave Q 2.5 1,303 Madison Rd & Thorpe Rd 15 A I 170 900 150 165 32nd Ave & SR 27* Q 137 281 238 497 AI 100 32nd Ave & Evergreen Rd QI 27.5 A 600 32" Ave & Sullivan Rd Q 57.5 T 50 5 1,303 20 L NB T R 60 662 60 60 645 27 240 490 28 708 100 0 5 272.5 L SB T R 700 10 50 2.5 300 347.5 170 240 3,708 325 630 319 240 980 1 12 358 60 213 149 238 130 425 150 160 700 69 97 6 50 66 183 0 50 0 50 0 400 2.5 200 460 199 140 265 1,240 95 194 75 35 315 82.5 A = Available Space (II) Q = 95th Percentile Queuc Length Apparent Deficiency *A graphical exhibit of these Queue lengths are shown on Figures 13A through 13c. There are no new deficiencies identified with the proposed project, only the extension of known deficiencies. Whipple Consulting Engineers, Inc. 55 Painted Hills PRD Left Turn Analysis at Proposed Project Accesses on Dishman-Mica Road, Thorpe Road & Madison Road along Project Frontage Per the request of the City of Spokane Valley we have analyzed the proposed accesses to determine if a left turn is warranted based upon the WSDOT design manual Exhibit 1310-7a. The results are summarized here and the exhibits are shown in the appendix: Table 21 - Left Turn Analysis at Proposed Project Accesses. Intersection: Results Dishman-Mica Road & Apt. Access NA — no left turns allowed (RI-RO) Dishman-Mica Road & Sundown Drive Plots above the line and warrants left turn lane Dishman-Mica Road & N. Comm. Access Plots below the line Dishman-Mica Road & S Comm. Access S. Plots below the line Thorpe Road & Comm. Access Plots below the line Madison Road & Painted Hills Avenue Plots below the line Madison Road & 41St Avenue Plots below the line Madison Road & 43'1 Avenue Plots below the line Madison Road & 44th Avenue Plots below the line SAM MOS S. m4a KEY: I I I I I I 11 hob. ra, 4.000.0k. CO*" Marro, .•• vs. lion— 0•••••V ON • (••• • um. verso, 1•••••••• asamr• }aft —a pais.. ovum% \ \ • • us, \ N sos UM I % ROI My I u•-••• I all (son* lefi.Tinti Stomp Guidelines. Troo-Lene. LInsignalited rgneo oisz. As shown in the results only the intersection of Dishman-Mica Road & Sundown Drive meets the threshold to consider a left turn storage lane. Based upon these results and discussions with the developer regarding the developments frontage improvements, we recommend that on Dishman Mica Road a Two-Way-Left-Turn-Lane (TWLTL) be provided to accommodate the proposed access roads and driveways. The TWLTL is proposed to begin north of the Chester Creek Bridge and end before the extension of the project boundary. Additionally, based upon the City of Spokane Valleys classification of Madison Road as a collector we recommend that that the developer includes the widening of Madison Road for a future TWLTL. These recommendations are incorporated with the analysis of the intersections. Study Area Intersections Left and Right Turn Warrants Per the request of the City of Spokane Valley a review of directly impacted left & right turn movements of the study intersections was completed for the Year 2025 with the project in the AM and PM peak hours. The left and right turn movements of each intersection were screened using a rule of thumb consideration to identify potential turn lane needs. The rule of thumb is a Whipple Consulting Engineers, Inc. 56 Painted Hills PRD movements that exceeded a volume of 300 vehicles for a left turn movement, and 100 vehicles for a right turn movement. This rule of thumb is only used as an indicator, as the decision to install a turn lane is based upon multiple variables including Intersection Level of Service, Signal Timing, Pedestrian needs, and Movement Queue. Table 21A Turn Analysis at Study Area Intersections Intersection AM Peak Hour PM Peak Hour Existing Condition Recommendation Mvmt Trips Mvmt Trips 32nd Ave. & University Rd. WB Rt SB Lt 132 69 WB Rt SB Lt 70 114 Shared Rt & Thru Turn Lane None Dishman-Mica Rd & University/Schafer WB RT SB Lt 34 25 WB Rt SB Lt 34 18 50' Full Flare Turn Lane None 32'1 Ave & Bowdish WB Lt WB Rt NB Lt NB Rt SB Lt 29 14 63 37 83 WB Lt WB Rt NB Lt NB Rt SB Lt 103 58 25 89 48 Turn Lane No Turn Lane No Turn lane Slight Flare No Turn lane None Dishman-Mica Rd & WB Lt 42 WB Lt 31 Turn Lane None Bowdish WB Rt 46 WB Rt 43 No turn lane. NB Rt 30 NB Rt 27 Slight Flare SB Lt 32 SB Lt 35 No Turn Lane Dishman-Mica Rd & WB Rt 113 WB Rt 103 Shared Lt & Rt None Thorpe Rd NB Rt 14 NB Rt 18 No Turn Lane SB Lt 55 SB Lt 139 No Turn Lane 16th Ave. & Pines Rd WB Lt 54 WB Lt 81 No Turn Lane See 2025 W-OProj NB Rt 256 NB Rt 202 Slight Flare Recommendation 16th Ave & Hwy 27 EB Lt 237 EB Lt. 194 Shared Lt & Thru none 32nd Ave. & Pines EB Rt 8 EB Rt 71 No turn lane. See Below Rd WB Lt 63 WB Lt 133 Turn Lane NB Lt 63 NB Lt 64 Turn Lane NB Rt 168 NB Rt 83 No Turn lane Madison & Thorpe EB Lt 91 EB Lt 47 No Turn Lane None SB Rt 79 SB Rt 44 No Turn Lane 32nd Ave. & State EB Lt 154 EB Lt 92 Turn Lane None Route 27 EB Rt 71 EB Rt 213 Turn Lane NB Lt 145 NB Lt 149 Turn Lane SB Rt 82 SB Rt 77 50' Full Flare 32nd Ave. & EB Lt 244 EB Lt 214 Turn Lane None Evergreen Rd SB Rt 115 SB Rt 223 Turn Lane 32nd Ave. & EB Lt 241 EB Lt 294 Shared Lt & Rt None Sullivan Rd SB Rt 177 SB Rt 370 Turn Lane The Intersection of 16th Avenue & Pines Road northbound right turn movement meet the rule of thumb in the Year 2025 with the project, however because of the close proximity of intersections, the signal controls the operation of the northbound approach. So the addition of a right turn lane would still operate as before, rendering any improvement as moot. Whipple Consulting Engineers, Inc. 57 Painted Hills PRD The intersection of 32nd Avenue & Pines Road northbound right turn movement meets the rule of thumb and the project anticipates adding trips to the movement. Therefore, considering the installation of a right turn movement; per the intersection level of service analysis the intersection is anticipated to function at Level of Service "C" for both the AM and PM Peak Hours and With and Without the Project. Considering that the PM Peak Hour Queue length would extend 174 feet and the number of conflicting movements we would ask the City of Spokane Valley to consider allowing the project to install a northbound right turn lane at the intersection at the end of the development. The proposed right Turn lane would include the following: 1. Obtain Row from Central Valley School District 2. Provide plans to... a. Relocate Signal Cabinet and Power Cabinet b. Relocate SE traffic pole and Foundation c. Relocate Existing Power Pole, and power supply. d. Re Run Wires for all Signal Poles. e. Relocate existing storm drainage hooded catch basin f. Adjust pedestrian ramps on NE and SE Corners g. Provide new channelization striping on 32nd Avenue and Pines Road h. Provide new Signage for Right turn lane. i. Provide new Sidewalk along proposed Right Turn Lane 3. Relocate Existing Avista Power Poles a. Consider the change to intersection Lighting b. All lighting must stay out of the operational limits of the overhead power lines. Whipple Consulting Engineers, Inc. 58 Painted Hills PRD P:\WCEWORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 4:06:39 PM, Color C60 PCL 6 C) z 12 46 133 4 `== 4 ,1. 55 65./ 82 => ba LD Lr1 0 000 5 rn 79 32 4 172'- z0 o w s-U) rTl 3nN3AV Hitt 98 z CITY LIMIT ^) MADIS N ROAD 1= lks, 1D 183.-11-> ra <—'99 HIGHWAY 27 2s co 125 J 1 160 30 r=k7 63 ,z141' 96'-; 168 O, 4, N 01 72 2s •<=, 66 32 35 <= 48 J' 202 4 246 => <= 116 NJ 1 217 Ea <7, 106 CITY LIMIT 115 0= CO ao 6 O N) I, CA E; 16 8R 177 83 Ea <= 25 z 0zc 21 95 67 O, CM (O NO 63J 6 2 => Ea 37 CO U3...., CO 4, UNIVERSITY ROAD >5 60 69 BOWDISH ROAD 103 .<1--' 128 83 •g\%. 145 k 82 323 => <1= 98 158 F'5, 28 N) CO NJ LA N 01 311N3AV ---------- PINES ROAD 311N3AV HitZ EVERGREEN ROAD SULLIVAN ROAD N) 32 cP 256 0 -p• co 60 D3 2D 35 <= 157 <1:1= 124 0 r 3 0 44 n IA -f N TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON 2025 AM W/ PROJECT VOLUMES Sc LOS PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCEWORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:28:41 PM, Color C60 PCL 6 0=> 8%, 33 46 L.4 4, O, O O J <= 205 139 2 44 98 cvOipOOO s0 TIVOS 01 10N En 311N3AV Hitt' , 0 m 20 CO 13 4t:=13 80 0 X137 z co 4% MADIS N ROAD CITY LIMI Dl fl 3 39 85 => n « 148 HIGHWAY 27 54 eP 27 64 75 83 Dl 3 6 <"."--. 132 35 IN IQ 4,CO La 32 127 60 C., A tO Lo N.) <= 217 CITY LIMIT r‘) O0 0 4 1 223 0 <= 7 1 P o O1 23 370 54 ca <-98 311N3AV ONZc 4 1 21 cP •Ct:::, 6 84 => <=. 144 41 114 25,J 105 89 CO NJ J O -• C L" co 22 X168 48 cV.e La CO O ON Co ry CD CO N.) 149k \S 77 194 n 26D 120 l 56 DO co NJ cr, H UNIVERSITY ROAD BOWDISH ROAD PINES ROAD 311N3AV H1i7Z I EVERGREEN ROAD SULLIVAN ROAD 2 202 26 305 <= 380 10 91 W CD CD CO O 1 O, 1O CD A A 4, 115 256 —• NE Co a 3e1 n TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD Sc THORPE ROAD SPOKANE VALLEY, WASHINGTON 2025 PM W/ PROJECT VOLUMES St LOS PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: EING APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/14/2016 12:54:14 PM, Color C60 PCL 6 " • PI. t•• • • • • t • • , 9 GS 3113110 TO 6d —M S r1VOS 01 ION 3 -th- M I g N.) N.) O o N CJI Cri 0 -0 0 c_ rn rn • k. • tr. le 3n3no ONIISIX3 g LN a • • li;i 1 re•••'*? S. Is •..•*. ° Vi O1. • CD — „ - " O • • ct.4 e : CD' IL).* / e`• 444,,e•••• ( N.) 0) it N TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON ff 4 QUEUE SUMMARY EXHIBIT 11 r._ A ti CO r r. .4,. • 1 • 5 eptiA.t. 4` .fillt1-12•EssinalMIEMNINOM --- 5** • tr, in , a- r' • PROJ #: 1 3-1 166 DATE: 12/14/15 DRAWN: BNG APPROVED: TRW t 1.7:>`• • • • , • 01' '. ..) 1.111.'i ,_.i '• : li"-.n , , 1 , 0,, 1,.., 1 — Art 4 t. l,il 51..,f. • ir ,,, , s , , rye/ " L-L, 1 (i., I.5 ;, ". • • k' 4 4 WCE WFIIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH 509.893-2617 FAX-.509-926.0227 P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/14/2016 12:54:35 PM, Color C60 PCL 6 Alp • ri I ) e, • rr I I N.) N.) O 0 cr; I 0 -la 0 70 0 0 C m C m c rn S T1VOS 01 10N 3 -d3- M 3n3no ONILLSIX3 g LN z C (1 4.4,A I r .{ £1 C) 4 t4tc . , • 1,1 I 1: J !' 0) •=e 1 • C' m m ('4 CO. r./ C5) ' I y _Is, .., ly AP. 11i Cri 1 — -11 CO / -P` 4 . ?`'tk • "4-. v1 ( r*PrI,,. • 1,4 .; '441 k, , • • q. s T. TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON QUEUE SUMMARY EXHIBIT PROJ #: 13-1 166 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW WO E WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH 509.893-2617 FAX 509.926.0227 PAWCE WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/14/2016 12:54:53 PM, Color C60 PCL 6 • .11 ...LI ) b ,,tr7 UJ O 311]110 road O—M m -n z 3n3no oNILSIX3 g toz W11 . ltd riy •• 7.,1 —s- • • di • air • Ril.! •747•Ve7il a, -;1 • • ' • s.„.1, I.1—• •!).7.,": tr7•447.; I IP 7ft - • .1:440 0614, •• • I • r. 4 O) 4 j, TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD Sc THORPE ROAD SPOKANE VALLEY, WASHINGTON • -I ot. tz ainoa 3_1_V_LS ...................... ; ........................ •••••'. :•;•• r.tt r, I • '''X•4:••:, • ot,;71 4 Y y •"/') • 4rid • .4 --..--7- CY. s. 4 .4 V QUEUE SUMMARY EXHIBIT • 1.• tSY A•• • 4. • 7. t • • • • -47 l• p. • ;e•4' 4 , I 107 • • ?k.C: I. .4 • • !..7 .1' PROJ #: 1 3-1 166 DATE: 12/14/15 DRAWN: BNG APPROVED: TRW r. • p WC E WHIPPLE CONSULTING ENGINEERS CIVIL STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509.893-2617 FAX-509.926.0227 Year 2030 Buildout plus 5 years without the Project, with the Background Projects This scenario assumes that the development has not moved forward, the background projects have been completed and five years have passed. The traffic volumes for this condition include the existing traffic, as shown on Figures 3 & 4 multiplied by the background growth rate, plus the traffic from the original background projects as shown on Figures 5 & 6. Please see Figures 14 & 15 for the traffic volumes used for this scenario. A summary of the level of service results are shown in the following table. Table 22 - Year 2030 Buildout Plus 5, Levels of Service, without the Project INTERSECTION (S)ignalized (U)nsignalized AM Peak Hour PM Peak Hour Delay (sec) LOS Delay (sec) LOS 32nd Ave & University Rd S 12.4 B 12.2 B Dishman-Mica Rd & University/Schafer Rd S 16.8 B 17.6 B 32nd Ave & Bowdish Rd S 16.5 B 14.7 B Dishman-Mica Rd & Bowdish Rd S 13.4 B 12.1 B Dishman-Mica Rd & Thorpe Rd U 11.6 B 11.2 B 16th Ave & Pines Rd • Paired Signalized Intersections U (S) 30.8 (30.8) D (C ) 99.9 (35.2) F (D) 16th Ave & SR 27 • Paired Signalized Intersections S 37.4 (46.7) D (D ) 32.8 (28.7) C (C) 32nd Ave & Pines Rd S 28.8 C 24.6 C Madison Rd & Thorpe Rd U 12.4 B 10.1 B 32nd Ave & SR 27 S 23.4 C 30.0 C 32nd Ave & Evergreen Rd U 11.5 B 27.1 D 32nd Ave & Sullivan Rd U 12.3 B 13.9 B Intersection Level of Service - Deficiency Evaluation Without the project there is a deficiency identified for intersection level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan, at the intersection of 16th Avenue & Pines Road. The deficiency in LOS can be remedied by signalizing the intersection and pairing the signal timing with 16th Avenue & Highway 27. Whipple Consulting Engineers, Inc. 64 Painted Hills PRD P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 4:10:12 PM, Color C60 PCL 6 r---- CITY LIMIT 257 14 68 63 86 03 <= 33 0 In 7, Nr .C 1 ? z o o fTl O O O 311113AV H1iT 131 45 0 z MADISON ROAD HIGHWAY 27 23 132 169 =1> 19 N, N J a, 4, O CO 5. 8 <= 70 26 51 37 69 => <=. 43 125 213 I, 4, O, NJ CO 0 Ors 0 NJ NJ NJ ID CD co O rs, NJ CITY LIMIT NJ 16 ,P 174 87=> <r26 311N3AV ONZ2 \'D vt" ,1,104 \r\\\\°' `3` • 01JNCO 22S 5 88 => 03 a 55 72 71I=%, (A CO CO -‘ A ID DI O O O 4q 61 55tiU 33 cl%4 149 339 =15, 165 ro CO mW in 108 X129 Nr 86 85 103 29 H UNIVERSITY ROAD BOWDISH ROAD PINES ROAD TIN3AV HitZ rn rl z C P1 EVERGREEN ROAD SULLIVAN ROAD 3 241 63 514 A O, OS CY v v mw NJ NJ NJ 4, NJu, 01 N.) CO NJ O 37 161 1 <= 129 46 O r + m m z 0 Cl TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON 2030 AM W/0 PROJECT VOLUMES 8c LOS PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 PAWCEWORK\2013 WCE PROJECTS12013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:29:13 PM, Color C60 PCL 6 CITY LIMIT ,4 8 w RO 311N3AV Hitt 160 <-'210 12 r 97 0, NJ NJ 00 34j' ik 31 48 =>W '103 0 -U m z MADISON ROAD HIGHWAY 27 57 97=> 16 NJ N 0 NI co C= 139 14 MP NJ -• NJ CO CO CO CO LTI ,:?r 5 54 60=> 57 34 99 64 u fl CO -A A CO 0 0,CO 0 0 CO CITY LIMIT 220 0 0 .‹= 0 18 0 A -• ti01 25 tk. 369 57= <- 1 04 311N3AV QNZc 22 65 44 25 101 91 — (O CO NJ <1= 1 26 114 CO ND ,J 0 Co 4? 24 CA —• LP N, co (-4001N CO CO C., <= 161 45 143 O74 203 :5 n <,,= 272 126 MP -• CA CP O •-.1 C) UNIVERSITY ROAD BOWDISH ROAD PINES ROAD TIN3AV HitZ I EVERGREEN ROAD SULLIVAN ROAD 2 97 28 316 11 --• NJ cnti 4t, 121 244 O r tri TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD Sc THORPE ROAD SPOKANE VALLEY, WASHINGTON 2030 PM W/O PROJECT VOLUMES Sc LOS PROJ #: 13 1 166 DATE: 12/ 1 4/15 DRAWN: BNG APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 Year 2030 Buildout Plus 5 Years with the Project, with the Background Projects This scenario assumes that the development has moved forward to completion and the background projects have been completed and five years have passed. The traffic volumes for this condition include the existing traffic, as shown on Figures 14 & 15, plus the project trips as shown on Figures 7 & 8. Please see Figures 16 & 17 for the traffic volumes used for this scenario. A summary of the level of service results are shown in the following table. Table 23- Year 2030 Buildout Plus 5 Levels of Service, with the Project INTERSECTION (S)ignalized (U)nsignalized AM Peak Hour PM Peak Hour Delay (sec) LOS Delay (sec) LOS 32nd Ave & University Rd S 12.7 B 12.8 B Dishman-Mica Rd & University/Schafer Rd S 17.3 B 18.9 B 32nd Ave & Bowdish Rd S 16.9 B 16.0 B Dishman-Mica Rd & Bowdish Rd S 16.9 B 14.0 B Dishman-Mica Rd & Apt. Access U 13.4 B 10.5 B Dishman-Mica Rd & Sundown Drive U 12.9 B 10.9 B Dishman- Mica Rd & S. Comm. Access U 11.6 B 11.5 B Dishman-Mica Rd & Thorpe Rd U 12.2 B 12.2 B Thorpe Rd & Comm. Access U 9.1 A 9.1 A 16th Ave & Pines Rd • Paired Signalized Intersections U (S) 32.3 (31.4) D (C) 141.2 (36.7) F (D) 16th Ave & SR 27 • Paired Signalized Intersections S 40.7 (49.3) D (D) 34.3 (29.0) C (C) 32nd Ave & Pines Rd • NB Right Turn lane S 34.9 29.2 C (C) 26.9 27.1 C (C) Madison Rd & Painted Hills Ave. U 11.2 B 10.9 B Madison Rd & 41' Ave. U 10.8 B 10.6 B Madison Rd & 431'1 Ave. U 10.6 B 10.2 B Madison Rd & 44th Ave. U 9.7 A 9.8 A Madison Rd & Thorpe Rd U 12.8 B 10.6 B 32nd Ave & SR 27 S 24.3 C 31.9 C 32nd Ave & Evergreen Rd U 11.8 B 30.3 D 32nd Ave & Sullivan Rd U 12.6 B 14.2 B Intersection Level of Service - Deficiency Evaluation With the project there continues to be a deficiency identified for intersection level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan, at the intersection of 16th Avenue & Pines Road. The deficiency in LOS can be remedied by signalizing the intersection and pairing the signal timing with 16th Avenue & Highway 27. Whipple Consulting Engineers, Inc. 67 Painted Hills PRD P:\WCEWORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:29:28 PM, Color C60 PCL 6 ti CO 60 =>W ez:,, 140 5 ,e 57 4 N5 68 j 1:k. 82 B6 > <17=. 33 0 ° 000 4 180 => z 0 o i-e C)(f) 3nN3AV Hlt-t7 7o --a 7o o 4 102 z CITY LIMIT MADIS N ROAD C.1 1 0 191=› Ea <7, 103 HIGHWAY 27 87 r-> 26 132 169 =t> 31 UI wJ J t p J -4 -4 -A (A 0 03 01 CO 66 99 => n 175 CJI 4 CO 0, CO No J S 44 5 .1= 70 'r 34 37 .1= 50 li 213 %. 4 254 CO 225 => 11D Ni CO 0 0, 0 Ni NI A CI, 120 CITY LIMIT 121 16 1-k= 186 CO 26 311N3AV CINZ2 22 sP 100 71 0\-6\°xio`• 010 Li CO II co -A c,0 0 0. 0, -1= 63 73 '/A5 66 .f ts 108 65 => co 134 39c%, 88 'MP 152 339 165 C, 0 N., -A 0, --J 0 0, N, n nrII V NCU 01 87 X103 29 C cn TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD Sc THORPE ROAD SPOKANE VALLEY, WASHINGTON j 2030 AM W/ PROJECT VOLUMES Sc LOS UNIVERSITY ROAD BOWDISH ROAD PINES ROAD z 311N3AV H19L EVERGREEN ROAD SULLIVAN ROAD 268 63 29 => 21 NJ NJ Co Co 01 CD rn IN) CO NJ 0 37 X166 O r (1) -171. 3elnalA L. 3bInoLd 131 46 PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH' 509-893-2617 FAX' 509-926-0227 P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:29:48 PM, Color C60 PCL 6 168 =>W <= 216 9 143 34 48 ==> 0 z o O rn C• 64 w 000 26 5• 45 X103 ° 13 84 => • co 311N3AV H1 413 X143 z I N-5 HIGHWAY 27 CITY LIMIT wor 7,9 C4 -Oro cc NJ 57 97.=> <r139 27 S 7 14 N JNA O J -I,. La 67 78 => 86 ,r 36 34 <= 132 64 0 127 => 3 108 CO <-,191 0 => S\ 19 223 N,C4 N3 0 NJ LO 234 <7,-, 0 18 0 25 389 57 104 22 j 1 88 44 156 203 => 126 —01 OD CO 1.4 01 -4 -4 oa NJ La Ni a. JJ R \fi7 C-J LP 0 La — CO 6 151 120 177 UNIVERSITY ROAD BOWDISH ROAD 81 <= 272 58 !Will All cs) —4 212 PINES ROAD 311N3AV HitZ 28 =TP co o cn co 121 269 28j 320 => EVERGREEN ROAD SULLIVAN ROAD 11.=2, Di C4 JI 0 4, 1,3 ,J Co N.) O C r Fl I Ii C 398 97 8 3 ansu TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON 2030 PM W/ PROJECT VOLUMES & LOS PROJ #: 1 3-1 1 66 DATE: 1 2/1 4/1 5 DRAWN: BNG APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 CONCLUSIONS & RECOMMENDATIONS Conclusions Based upon the analysis, field observations, assumptions, methodologies and results which are provided in the body of this report, it is concluded that the development of the proposed project will generate new trips on the existing transportation system and that those trips while affecting level of service will generally not degrade LOS below concurrency levels, except at the intersection of 16th Avenue & Pines Road. Additionally, the queue deficiencies identified, carry through the scenarios from the existing condition to the future conditions, and the project only adds to an already existing condition. This conclusion was reached and has been documented within the body of this report. Existing Condition • There are no Level of Service deficiencies identified for level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan. • There are four queue deficiencies identified at two of the scoped intersections that have acceptable levels of service, there is no public improvement project identified to mitigate these discrepancies. o 16th Avenue & State Route 27, EB Thru, WB Thru o 32nd Avenue & State Route 27, WB left, WB Thru Left Turn lanes on Dishman Mica Road, Thorpe Road, and Madison Road • The intersection of Dishman-Mica Road & Sundown Drive warrants a southbound left turn lane • Based upon the results and discussions with the developer Dishman-Mica Road & Madison are proposed to include a TWLTL for the project accesses. Study Area Intersections Left and Right Turn Warrants The Intersection of 16th Avenue & Pines Road northbound right turn movement meet the rule of thumb in the Year 2025 With the project, however because of the close proximity of intersections, the signal controls the operation of the northbound approach. So the addition of a right turn lane would still operate as before, rendering any improvement as moot. The intersection of 32nd Avenue & Pines Road northbound right turn movement meets the rule of thumb and the project anticipates adding trips to the movement. Therefore a northbound right turn lane will be considered. Whipple Consulting Engineers, Inc. 70 Painted Hills PRD Year 2025, Buildout, without project, with background projects • There is a Level of Service deficiency identified at the intersection of 16th Avenue & Pines Road, for level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan. The deficiency in LOS can be remedied by signalizing the intersection and pairing the signal timing with 16th Avenue & Highway 27. • There are five queue deficiencies identified at three intersections. These deficiencies were identified as the result of the background growth rate and the background projects as identified at scoping. There is no public improvement project identified to mitigate these discrepancies. Please see the analysis for the details of the found discrepancies. o 16th Avenue & State Route 27, EB Thru, WB Thru o 32nd Avenue & Pines Road, EB Thru o 32nd Avenue & State Route 27, WB Thru, WB Left Turn Year 2025, Buildout, with project, with background projects • There is a Level of Service deficiency identified at the intersection of 16th Avenue & Pines Road, for level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan. • The Level of Service deficiency identified at the intersection of 16th Avenue & Pines Road, originally caused by the background trips and worsened by this project, can be brought back to an acceptable level of service by signalizing the intersection and pairing the signal timing with 16th Avenue & Highway 27. • These are the same five queue deficiencies previously identified at three intersections with two of those intersections operating at acceptable levels of service. These deficiencies were the result of the background growth rate and the background projects as identified within this study and are only incrementally worsened or kept the same by this project. There is no public improvement project identified to mitigate these discrepancies. Please see the analysis for the details of the found discrepancies. o 16th Avenue & State Route 27, EB Thru, WB Thru o 32nd Avenue & Pines Road, EB Thru o 32nd Avenue & State Route 27, WB Thru, WB Left Turn Year 2030, Buildout Plus 5 Years, without project, with background projects • There is a Level of Service deficiency identified at the intersection of 16th Avenue & Pines Road, for level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan. The deficiency in LOS can be remedied by signalizing the intersection and pairing the signal timing with 16th Avenue & Highway 27. • There are five queue deficiencies identified at three intersections. These deficiencies were identified as the result of the background growth rate and the background projects as identified at scoping. There is no public improvement project identified to mitigate these discrepancies. Please see the analysis for the details of the found discrepancies. Whipple Consulting Engineers, Inc. 71 Painted Hills PRD o 16th Avenue & State Route 27, EB Thru, WB Thru o 32nd Avenue & Pines Road, EB Thru o 32nd Avenue & State Route 27, WB Thru, WB Left Turn Year 2030, Buildout Plus 5 Years, with project, with background projects • There is a Level of Service deficiency identified at the intersection of 16th Avenue & Pines Road, for level of service as described in Chapter 3 of the Spokane Valley Street Standards, and the Level of Service Table 4.3 of the City of Spokane Valley Comprehensive Plan. • The Level of Service deficiency identified at the intersection of 16th Avenue & Pines Road, originally caused by the background trips and worsened by this project, can be brought back to an acceptable level of service by signalizing the intersection and pairing the signal timing with 16th Avenue & Highway 27. • There are the same five queue deficiencies previously identified at three intersections with two of those intersections operating at acceptable levels of service. These deficiencies were the result of the background growth rate and the background projects as identified within this study and are only incrementally worsened or kept the same by this project. There is no public improvement project identified to mitigate these discrepancies. Please see the analysis for the details of the found discrepancies. o 16th Avenue & State Route 27, EB Thru, WB Thru o 32nd Avenue & Pines Road, EB Thru o 32nd Avenue & State Route 27, WB Thru, WB Left Turn Recommendations Based upon the conclusions within this study the proposed project is recommended to provide the following; • frontage improvements to Dishman-Mica Road, Thorpe Road, and Madison Road per the City of Spokane Valley development process • A two-way-left-turn-lane north of the Chester Creek Bridge to the property boundary with appropriate taper. • Bicycle and pedestrian facilities per the City of Spokane Valley Bicycle and Pedestrian Master Plan along the site frontage. • a northbound right turn lane be considered at the intersection of 32nd Avenue & Pines Road. Coordination with the City of Spokane Valley and the Central Valley School District will be required. • We also recommend that the development contribute a proportionate share of the cost of the proposed signal at the intersection of 16th Avenue & Pines Road. Whipple Consulting Engineers, Inc. 72 Painted Hills PRD TECHNICAL APPENDIX LEVEL OF SERVICE METHODS AND CRITERIA Unsignalized Intersection Level of Service Criteria Level of Service Delay Range (sec) Expected Delay to Minor Street Traffic A ≤ 10 Little to No Delay B > 10 and ≤ 15 Short Traffic Delays C >15 and ≤ 25 Average Traffic Delays D >25 and ≤ 35 Long Traffic Delays E > 35 and ≤ 50 Very Long Traffic Delays F > 50 Stop-and-Go Condition Delays Generally Longer than Acceptable Unsignalized Intersections Level of Service Descriptions LOS General Description A • • Nearly all drivers find freedom of operation. Very seldom is there more than one vehicle in the queue. B • • Some drivers begin to consider the delay an inconvenience Occasionally there is more than one vehicle in the queue. C • • Many times there is more than one vehicle in the queue. Most drivers feel restricted, but not objectionably so. D • • Often there is more than one vehicle in the queue. Drivers feel quite restricted. E • • • Represents conditions in which the demand is near or equal to the probable maximum number of vehicles that can be accommodated by the movement. There is almost always more than one vehicle in the queue. Drivers find the delays approaching intolerable levels. F • • Forced flow. Represents an intersection failure condition that is caused by geometric and/or operational constraints external to the intersection Signalized Intersection Level of Service Criteria Level of Service Delay Range (sec) A ≤ 10 B > 10 and ≤ 20 C >20 and ≤ 35 D >35 and ≤ 55 E > 55 and ≤ 80 F > 80 Signalized Intersections Level of Service Descriptions LOS General Description • Very low delay at intersection. A • All signal cycles clear. • No vehicles wait through more than one signal cycle. • Operating speeds beginning to be affected by other traffic. B - Short traffic delays at intersections. - Higher average intersections delays resulting from more vehicles stopping. • Operating speeds and maneuverability closely controlled by other traffic. • Higher delays at intersections than for LOS B due to a significant number of vehicles C stopping. • Not all signal cycles clear the waiting vehicles. • Tolerable operating speeds, but long traffic delays occur at intersections • The influence of congestion is noticeable. D • Many vehicles stop and the proportion of vehicles not stopping declines. • The number of signal cycle failures, for which vehicles must wait through more than one signal cycle are noticeable. • Speeds are restricted, very long traffic delays are experienced and traffic volumes are near capacity. E • Traffic flow is unstable so that any interruption, no matter how minor, will cause queues to form and service to deteriorate. • Traffic signal cycle failures are frequent occurrences. • Extreme delays resulting in long queues which may interfere with other traffic movements • Stoppages of long duration and speeds may drop to zero. F • There may be frequent signal failures. • Vehicle arrival rates are greater than capacity. • Considered unacceptable by most drivers. ACCIDENT DATA ROADWA INTERSEC PRIMARY TING DIST MI JURISDICT TRAFFICW TRAFFICW FROM REF or ION AY AY POINT FT 16th Avenue & Pines Road REFERENC E POINT REPORT NAME NUMBER MOST MOST SEVERE SEVERE FIRST FIRST SECOND SECOND SOBRIETY INJURY COLLISION OBJECT COLLISION OBJECT FATALITIE TOTAL # DATE TYPE TYPE TYPE STRUCK TYPE STRUCK S INJURIES ROADWA # JUNCTION Y SURFACE # PEDESTRI PEDALCYC RELATION CHARACT CONDITIO VEHICLES ANS LISTS SHIP WEATHER ERISTIC NS City Street 16 PINES 2900389 4/10/2012 Had NOT B Possible Inj Entering at angle 0 1 2 0 0 At Intersec Clear or Pa Straight & I Dry City Street E 16TH AVE S PINES RD E242266 5/5/2013 Had NOT B Evident Inji Entering at angle Fixed objec Retaining V 0 3 2 0 0 At Intersec Clear or Pa Straight & I Dry City Street E 16TH AVE S PINES RD 2908876 12/31/2012 Had NOT B No Injury Entering at angle 0 0 2 0 0 At Intersec Clear or Pa Straight & I Dry City Street E 16TH AVE S PINES RD E138193 11/21/2011 Had NOT B No Injury Entering at angle 0 0 2 0 0 At Intersec Clear or Pa Straight & I Wet City Street E 16TH AVIS PINES RD E095353 3/7/2011 Had NOT B No Injury Entering at angle . - 0 0 2 0 At Intersec Clear or Pa Straight & I Dry City Street E 16TH AVIS PINES RD E092870 2/22/2011 Had NOT B No Injury Entering at angle 0 0 2 0 0 At Intersec Overcast Straight & I Wet City Street S PINES RD E 16TH AVE 3471561 8/13/2013 Had NOT B No Injury From same direction - both going straight - on 0 0 2 0 0 At Intersec Clear or Pa Straight & I Dry City Street S PINES RD E 16TH AVE E236753 4/5/2013 Had NOT B No Injury Entering at angle 0 0 2 0 0 At Intersec Clear or Pa Straight & I Dry City Street S PINES RD E 16TH AVE E213887 12/15/2012 HBD - Abilil No Injury Fixed objec Retaining Wall (concrete, rock, bri 0 0 1 0 0 At Intersec Clear or Pa Straight & I Wet City Street S PINES RD E 16TH AVE 2450642 7/3/2012 Had NOT B Serious Inj( Vehicle turning right hits pedestrian 0 1 1 1 0 At Intersec Overcast Straight & I Dry City Street S PINES RD E 16TH AVE E161046 3/25/2012 Had NOT B Possible Inj Entering at angle 0 1 2 0 0 At Intersec Clear or Pa Straight & I Dry City Street S PINES RD E 16 AVE E122427 8/28/2011 Had NOT B No injury Entering at angle 0 0 2 0 0 At Intersec Clear or Pa Straight & I Dry eta 2Utk.-2 013 I 16th Avenue & SR 27 State Rout( 27 3357859 6/1/2013 HBD - Abilil No Injury Entering at angle 0 0 2 0 0 At Intersec Clear or Pa Straight & I Dry State Rout( 27 E180273 7/6/2012 Had NOT B Possible Inj Entering at angle From same direction -0 1 3 0 0 At Intersec. Clear or Pa Straight & ( Dry State Rout( 27 E170726 5/16/2012 Had NOT B Possible Inj Entering at angle 0 1 2 0 0 At Intersec Clear or Pa Straight & I Dry State Rout( 27 E153399 2/7/2012 Had NOT B No Injury From same direction - both going straight- on 0 0 2 0 0 At Intersec Clear or Pa Straight & I Wet State Rout( 27 E129934 10/3/2011 Had NOT B Evident Inji Entering at angle 0 1 2 0 0 At Intersec Clear or Pa Straight & I Dry State Rout( 27 2909115 6/28/2011 Had NOT B No Injury From same direction - both going straight - on 0 0 2 0 0 At Intersec Clear or Pa Straight & I Dry 20 ii 2 PP Po' ) 32nd Avenue & Pines Road r NT-1 1_ City Street E 32ND AVE 88 F S PINES RD E289399 11/26/2013 Had NOT B No Injury From same direction - both going straight - on 0 0 2 0 0 Intersectio Clear or Pa Straight & I Dry City Street E 32ND AV S PINES RD 2901253 1/1/2011 Had NOT B No Injury From same direction - both going straight - on 0 0 2 0 0 At Intersec Clear or Pa Straight & I Ice City Street E 32ND AV S PINES RD E205151 11/10/2012 HBD - Abilil No Injury From opposite direction - one left turn - one s 0 0 2 0 0 At Drivewa Clear or Pa Straight & I Dry City Street E 32ND AV S PINES RD 3471886 11/9/2012 Had NOT B No Injury From opposite direction - one left turn - one s 0 0 2 0 0 At Intersec Clear or Pa Straight & I Wet City Street E 32ND AV S PINES RD E172189 5/24/2012 Had NOT B Possible Inj From same direction - From same direction - 0 2 3 0 0 At Intersec Clear or Pa Straight & I Dry 29 ff 2i ,► PO 2_._ ' Thorpe Road & Madison Road l 32nd Avenue & SR 27 State Rout( 27 2904294 5/18/2011 Had NOT B No Injury Entering at angle 0 0 2 0 0 At Intersec Clear or Pa Straight & I Dry State Rout( 27 2900818 10/4/2011 HBD - Abilil No Injury From same direction - both going straight - on 0 0 2 0 0 At Intersec Clear or Pa Straight & ( Dry 32nd Avenue & Evergreen Road 2.0 1( pno 7.0i2. 2(1 13 INTERSEC PRIMARY TING DIST JURISDICT TRAFFICW TRAFFICW FROM REF ION AY AY POINT 32nd Avenue & University Road City Street E 32ND AV S UNIVERSITY RD City Street E 32ND AV S UNIVERSITY RD Dishman-Mica Road & University Road City Street S DISHMAN S UNIVERSITY RD City Street S DISHMAN S SCHAFER RD City Street S DISHMAN S SCHAFER RD City Street S DISHMAN MICA RD 110 32nd Avenue & Bowdish Road City Street E 32 AV S BOWDISH RD City Street S BOWDISF E 32ND AVE City Street S BOWDISF E 32 AV ) City Street S BOWDISF E 32ND AVE City Street E 32 RD S BOWDISH RD Dishman-Mica Road & Bowdish Road City Street E 32ND AV S BOWDISH RD City Street S BOWDISF S DISHMAN MICA RD City Street E 32ND AV S BOWDISH RD City Street S DISHMAN S BOWDISH RD Dishman-Mica Road & Thorpe Road MI or FT REFERENC E POINT NAME REPORT NUMBER E135292 2901831 E289398 E234058 E186100 F S SCHAFER E180738 M E131740 2900393 2909563 2909102 E154327 2900382 2900890 E093682 3358375 MOST SEVERE SOBRIETY DATE TYPE MOST SEVERE INJURY TYPE FIRST FIRST SECOND SECOND COLLISION OBJECT COLLISION OBJECT TYPE STRUCK TYPE STRUCK 11/7/2011 Had NOT B No Injury From same direction - both going straight - on 5/8/2012 Had NOT B No Injury From same direction - both going straight - on 11/28/2013 Had NOT B Possible Inj Entering at angle 3/22/2013 Had NOT B Possible Inj Entering at angle 8/12/2012 HBD - Abilil No Injury Fixed objec Signal Pole 7/13/2012 Had NOT B No Injury From same direction - both going straight - bc 10/19/2011 Had NOT B No Injury From opposite directio From opposite directio 6/28/2012 Had NOT B No Injury From opposite direction - one left turn - one s 8/21/2011 Had NOT B Possible Inj Entering at angle 4/22/2011 Had NOT B No Injury Entering at angle 2/14/2012 Had NOT B No Injury From same direction - both going straight - on 12/9/2011 Had NOT B No Injury From same direction - both going straight - bc 9/11/2013 Had NOT B Possible Inj From opposite direction - one left turn - one s 2/24/2011 Had NOT B Evident Injt From opposite direction - one stopped - head 12/23/2011 HBD - Abilil Evident Inji From same direction - Entering at angle FATALITIE TOTAL # S INJURIES 0 0 0 0 #1/7 0 0 0 0 0 1 0 0 201/ 0 20ti 0 0 0 1 0 1 0 2 2 ft PO pip- 2., ROADWA ROADWA # JUNCTION Y SURFACE # PEDESTRI PEDALCYC RELATION CHARACT CONDITIO VEHICLES ANS LISTS SHIP WEATHER ERISTIC NS 2 0 2 0 2_0/2 20/3 2 2 1 2 Z012- 3 2 2 2 2 2 2 2 3 Q1 - 0 0 0 0 a a 0 0 0 0 0 f3 0 At Intersec Clear or Pa Straight & I Dry O At Intersec Clear or Pa Straight & I Dry 0 At Intersec Clear or Pa Straight & I Dry 0 At Intersec Clear or Pa Straight & I Dry O At Intersec Clear or Pa Curve & Le Dry O Not at Inte Clear or Pa Straight & I Dry O At Intersec Clear or Pa Straight & I Dry O At Intersec Clear or Pa Straight & I Dry O At Intersec Clear or Pa Straight & I Dry O At Intersec Clear or Pa Straight & I Dry O At Intersec Overcast Straight & I Wet 0 0 At Intersec Clear or Pa Straight & I Unknown 0 0 At Intersec Clear or Pa Straight & I Dry 0 0 At Intersec Clear or Pa Straight & I Ice 0 0 At Intersec Overcast Straight & I Dry 013 1 RAW TRAFFIC COUNTS PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd & University DATE OF COUNT: 10/20/2015 Counter Analyst Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS JDK BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 pass Itrk pass jtrk pass Itrk pass 'Irk pass Ilrk pass Itrk pass Itrk pass jtrk pass Itrk .pass Itrk pass 'Irk pass Itrk Eastbound Left 0 1 0 1 2 1 Through 20 38 38 26 1 35 25 Right 0 0 1 0 2 1 2 App. Total . 0 0 20 '0 39 0 39 0 27 1 39 1 28 0 0 0 0 0 0 0 '0 0 0 0 Pet Trucks 0 0 0 0.036 0.025 0 Westbound Left 4 4 7 3 1 6 15 Through 63 94 116 124 113 88 Right 11 5 1 24 1 26 2 28 29 1 App. T.otal -. 0 ' (0 ' _ 78 - 70 `103 1 147 1 153 3 147 0 132 '_.: 1 0 WNW MID INIPIO IMO MEM MO lillita IMO. IM:0 Pet Trucks 0 0.01 0.007 0.019 0 0.008 Northbound Left 5 1 4 7 4 4 Through 12 13 22 19 19 13 Right 11 18 10 1 19 13 16 1 App. TOW _. _ 0 , 0 , .28 0 . 32 0 36 1 45 0 '36 0 33 :1 0 ... .0 I _ -.0 i.0 lialli(0 Utak° ice'-"0 f._ J.0 ::._1'..fO. ri•-...10. Pct Trucks 0 0 0.027 0 0 0.029 Southbound Left 6 17 3 10 2 19 2 11 16 1 Through 3 6 1 4 15 13 1 13 Right 0 0 0 1 1 1 1 App, Total 0 0 9 :_.'__, 0 C_ f23 4 ' '14 . :3 35 2 . 25 1 :30 1 0 0 0 0 0 0 0 0 :0 i:..! Pct Trucks 0 0.148 0.176 0.054 0.038 0.032 Total Intersection Volume 0 0 135 0 197 5 236 5 260 6 247 2 223 3 0 0 0 0 0 0 0 0 0 0 Intersection Pct Trucks 0.0% 2.5% 2.1% 2.3% 0.8% 1.3% Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks One Hour Volumes Trucks 6:30 AM 578 1.7% 8:00 AM 226 1.3% 6:45 AM 844 1.9% 8:15 AM 0 7:00 AM 958 1.9% 8:30 AM 0 7:15 AM 982 1.6% 7:30 AM 741 1.5% 7:45 AM 475 1.1% 32nd & University, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13.1166 INTERSECTION: 32nd & University DATE OF COUNT: 10/20/2015 Counter Analyst JDK BNG APPROACH IMOVEMENTIp Eastbound Whipple Consulting Engineers, Inc AM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 7:15 7:30 7:45 8:00 ass Itrk pass trk pass Itrk pass Itrk TOTAL P.H.F. Left Through Right App: Total _ Pct Trucks 0 1 2 1 4 38 26 1 35 25 125 1 0 2 1 2 6 39 0 27 1 39 28 .0 135 0 0.035714 0.025 0 'Pct Trucks 0.50 0.82 0.50 0.84 Westbound Left 7 3 1 6 15 32 Through 116 124 113 88 441 Right 24 1 26 2 28 29 1 111 App.Total " 147 -1 153 3 147 0 132 1 584 Pct Trucks 0.006757 0.019231 0 0.007519_ Northbound Left Through Right App. Total Pct Trucks 4 7 4 4 19 73 60 22 10 36 19 19 45 19 13 36 13 16 33 1 1 0 0 0 0 1 1 152 0.027027 0.029412 Southbound Left 'Through Right App. Total Pct Trucks 10 2 19 15 2 11 13 16 13 1 61 46 0% 1% 17% 0.53 0.89 0.93 0.94 3% 0% 4% 0.68 0.83 0.79 0.84 0% 0% 3% 0.73 0.77 1.00 0.75 4 0 14 1 3 0.176471 1 35 2 0.054054 25 1 1 0.038462 1 30 0.032258 4 Total Intersection Volume 236 5 260 6 247 2 223 Intersection Pct Trucks Pedestrian Calls APPROACH MOVEMENT 7:15 7:30 7:45 8:00 ped bike ped bike ped bike ped bike ;TOTAL Eastbound Westbound -Through / 0J Through I 0t N orthbound Through 1 1 1 I 3I Southbound Through I 0j App;Total. ! . '0 0 1 0 1 0 1 0 31 2.1% 2.3% 0.8% 31 1.3% 982 0.92 8% 2% 25% 32nd & University, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd & University DATE OF COUNT: 10/8/2015 Counter Analyst JDK BNG 15 Minute Period Beginning O APPROACH MOVEMENT 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM pass )trk pass trk pass trk pass 'trk pass trk pass Itrk pass jtrk pass Itrk pass Itrk pass 'irk pass Itrk pass jtrk Eastbound Left 1 1 1 0 1 0 Through 75 75 1 80 85 1 106 1 96 2 Right 8 4 5 1 3 3 4 App. Total 0 0 0 0 84 0 80 1 86 1 88 1 110 1 100 _ .2 0 0 .0 0 0 0 0 0 Pct Trucks 0 0.012 0.011 0.011 0.009 0.02 Westbound Left 13 1 12 23 13 21 15 Through 37 2 40 48 35 37 56 Right 8 1 10 13 1 13 15 1 16 App, Total 0 0 0 0 58 4 62 0 84 1 61 0 73 1 87 0 0 0 0 0 .0 0 0 0 Pct Trucks 0.065 0 0.012 0 0.014 0 Northbound Left 2 1 10 1 1 13 2 3 Through 11 1 17 10 1 13 21 9 Right 14 12 0 11 14 App: Total 0 0 0 0 27 2 27 1 23 1 26 0 34 0 26 0 0 0 0 0 0 .0 0 '0 Pct Trucks 0.069 0.036 0.042 0 0 0 Southbound Left 27 2 24 1 16 1 27 22 1 30 Through 22 1 20 22 24 26 32 Right 2 1 2 0 1 2 App. Total 0 0 0 0 51 3 45 1 40 1 51 0 49 1 64 0 0 0 0 0 0 0 0 0 Pot Trucks 0.056 0.022 0.024 0 0.02 0 Total Intersection Volume 0 0 0 0 220 9 214 3 233 4 226 1 266 3 277 2 0 0 0 0 0 0 0 0 Intersection Pct Trucks 3.9% 1.4% 1.7% 0.4% 1.1% 0.7% Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET PM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks lOne Hour Volumes Trucks 3:30 PM 446 2.7% 5:00 PM 548 0.916 3:45 PM 683 2.3% 5:15 PM 279 0.7% 4:00 PM 910 1.9% 5:30 PM 0 4:15 PM 950 1.2% 4:30 PM 1012 1.0% 4:45 PM 775 0.8% 32nd & University, CRW Page 1 of 4 Whipple Consulting Engineers. Inc. PROJECT: Painted Hilts GC JOB NO. 13-1166 INTERSECTION: 32nd DATE OF COUNT: 10/8/2015 Counter Analyst JDK BNG University Whipple Consulting Engineers, Inc PM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH MOVEMENT 4:30 PM 4:45 PM 5:00 PM 5:15 PM pass Ink pass jtrk pass Itrk pass ltrk TOTAL P.H.F. Eastbound Left 1 0 1 0 2 Through 80 85 1 106 1 96 2 371 Right 5 1 3 3 4 16 App. Total • 86 1 88 1 110 1 100 2 389 Pct Trucks 0.011494 0.011236 0.009009 0.019608 Westbound Left 23 13 21 15 72 Through 48 35 37 56 176 Right 13 1 13 15 1 16 59 App. Total' 84 1 61 0 73 1 87 0 307 Pet Trucks 0.011765 0 0.013514 0 Northbound Left 1 13 2 3 19 Through 10 1 13 21 9 54 Right 12 0 11 14 37 App. Total' 23 1 26 0 34 0 26 0 110 Pct Trucks 0.041667 0 0 0 Southbound Left 16 1 27 22 1 30 97 Through 22 24 26 32 104 Right 2 0 1 2 5 App: Total 40 1 51 0 49 1 64 0 206 Pct Trucks 0.02439 0 0.02 0 0.50 0.87 0.67 0.88 Pct /Trucks 0% 1% 6% 0.78 0.79 0.92 0.88 0% 0% 3% 0.37 0.64 0.66 0.81 0% 2% 0% 0.81 0.81 0.63 0.80 2% 0% 0% Total Intersection Volume 233 4 226 1 266 3 277 2 1012 0.91 Intersection Pct Trucks Pedestrian Calls 1.7% 0.4% 0.7% APPROACH MOVEMENT Eastbound Westbound N orthbound Southbound Through Through Through Through App: Total 4:30 PM 4:45 PM 5:00 PM 5:15 PM ped bike ped bike ped bike ped 'bike TOTAL 0 1 1 1 11 .2 0 0 • 0 0 0 1 0 32nd & University, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: JOB NO. INTERSECTION: DATE OF COUNT: Counter RMA BNG 15 Minute Period Beginning (4 APPROACH MOVEMENT 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 pass Itrk pass Itrk pass trk pass trk pass Itrk pass 'Irk pass trk pass itrk pass Itrk pass 'trk pass trk pass trk Eastbound Left 0 0 1 0 0 0 Through 22 21 1 29 3 22 4 45 1 26 1 Right 7 2 7 10 7 11 8 1 App. Total 0 .0 29 '2 28 1, 40 3 29 4 56 1 34 2 0 .0 0 0 0 0 0 0 0 .0 Pct Trucks 0.065 0.034 0.07 0.121 0.018 0.056 Westbound Left 0 0 1 1 8 4 Through 58 2 81 89 1 116 1 86 4 67 1 Right 7 2 7 4 4 1 5 App. Total .0 0 , $65 2 83 .0 97 1 121 1 98 5 76 1 0 0 ,0 0 0 .0 0 0 0 •,0 Pct Trucks 0.03 0 0.01 0.008 0.049 0.013 Northbound Left 38 54 57 56 46 26 Through 14 19 23 26 26 1 18 Right 1 2 4 6 10 3 App. Total. 0 0 .53 '0 7,5 0 84 0 "88 0 82 1 47 0 '0 0 0 0. 0 0 0 0 ' :0 • 0 Pct Trucks 0 0 0 0 0.012 0 Southbound Left 2 1 1 2 6 5 4 Through 4 9 1 7 4 1 15 18 Right 1 1 4 5 1 1 App. Total , 0, 0 7 1 _ 1:1 1. 13 0 15 1 . 21 0 23 0 0 .6 0 0 0 0 0.. 0 .0 0 Pct Trucks 0.125 0.083 0 0.063 0 0 Total Intersection Volume 0 0 154 5 197 2 234 4 253 6 257 7 180 3 0 0 0 0 0 0 0 0 0 0 Intersection Pct Trucks 3.1% 1.0% 1.7% 2.3% 2.7% 1.6% Painted Hills GC 13-1166 Dishman-Mica & Universty/Schafer 10/20/2015 Analyst Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks One Hou Volumes Trucks 6:30 AM 596 1.8% 8:00 AM 183 1.6% 6:45 AM 855 2.0% 8:15 AM 0 7:00 AM 960 2.0% 8:30 AM 0 7:15 AM 944 2.1% 7:30 AM 706 2.3% 7:45 AM 447 2.2% Dishman-Mica & University-Schafer, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: Dishman-Mica & Universty/Schafer DATE OF COUNT: 10/20/2015 Counter Analyst RMA BNG Whipple Consulting Engineers, Inc AM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH MOVEMENT 7:00 7:15 7:30 7:45 Eastbound Westbound Northbound Southbound pass jtrk pass trk pass 'Irk pass 'Irk Left Through Right App. Total Pct Trucks Left Through Right Total Pct Trucks Left 54 57 56 46 213 Through 19 23 26 26 1 95 Right 2 4 6 10 22 App..T0tal I 75 .0 84 0 es 0 _ '82 1 .. 330 Pct Trucks 0 0 0 0.012048 Left Through Right App, Total, Pct Trucks TOTAL 0 1 0 0 1 126 21 1 29 3 22 4 45 1 7 10 7 11 35 28 1 40 3 29 4 56 1 162 0.034483 0.069767 0.121212 0.017544 0 1 1 8 10 61 89 1 116 1 86 4 378 2 7 4 4 1 18 :83 0 97 1 121 1 98 5 406 0 0.010204 0.008197 0.048544 P.H.F. 1 9 1 2 7 4 6 4 5 5 14 37 11 62 1 1 0.083333 13 0 0 15 1 1 0.0625 15 1 21. 0 0 0.25 0.68 0.80 0.71 Pct Trucks 0% 7% 0% 0.31 0.81 0.64 0.83 0.93 0.88 0.55 0.94 0.58 0.62 0.55 0.74 0% 2% 6% 0% 1% 0% 0% 5% 0% Total Intersection Volume Intersection Pct Trucks 197 2 1.0% 234 4 1.7% 253 6 2.3% 257 7 2.7% Pedestrian Calls APPROACH MOVEMENT 7:00 7:15 ped 'bike ped jbike ped Eastbound Westbound N orthbound Southbound Through Through Through Through 10 0 960 7:30 7:45 bike ped bike TOTAL 0 01 0 0 '0 .0 0 0.91 Dishman-Mica & University-Schafer. CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: Dishman-Mica & University/Schafer DATE OF COUNT: 10/7/2015 Counter Analyst Fred BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM pass trk pass ltrk pass ltrk pass ltrk pass ltrk pass ltrk pass Itrk pass It* pass [trk pass trk pass ltrk pass trk Eastbound Left 8 3 1 8 2 5 Through 57 73 69 68 80 78 Right 28 38 29 35 44 48 App. Total 0 0 0 0 0 0 0 0 93 0 114 0 99 0 111 0 126 0 131 0 0 0 0 0 Pct Trucks 0 0 0 0 0 0 Westbound Left 5 11 10 12 12 4 Through 41 26 38 49 45 41 Right 10 4 (1 5 2 2 App. Total 0 0 0 0 0 0 0 0 56 0 41 0 48 0 66 0 59 0 47 0 0 0 0 0 Pct Trucks 0 0 0 0 0 0 Northbound Left 16 20 16 15 23 16 Through 7 13 14 14 12 11 Right 6 8 1 2 4 3 App. Total 0 0 0 0 0 0 0 0 29 0 41 0 31 0 31 0 39 0 30 0 0 0 0 0 Pct Trucks 0 0 0 0 0 0 Southbound Left 4 0 4 9 11 7 Through 24 15 21 27 26 29 Right 5 0 0 1 2 2 App. Total 0 0 0 0 0 0 0 0 33 0 15 0 25 0 37 0 39 0 38 0 0 0 0 0 Pct Trucks 0 0 0 0 0 0 Total Intersection Volume 0 0 0 0 0 0 0 0 211 0 211 0 203 0 245 0 263 0 246 0 0 0 0 0 Intersection Pct Trucks 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET PM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks IOne Hour Volumes Trucks 3:30 PM 0 5:00 PM 957 0.0% 3:45 PM 211 0.0% 5:15 PM 754 0.0% 4:00 PM 422 0.0% 5:30 PM 509 0.0% 4:15 PM 625 0.0% 4:30 PM 870 0.0% 4:45 PM 922 0.0% Dishman-Mica & University-Schafer, CRW.xts Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: Dishman-Mica & DATE OF COUNT Counter Fred APPROACH 10/7/2015 Analyst BNG MOVEMENT University/Schafer Whipple Consulting Engineers, Inc PM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 5:00 PM 5:15 PM 5:30 PM 5:45 PM pass 'Irk pass Itrk pass Itrk pass Itrk TOTAL Eastbound Left 1 8 2 5 Through 69 68 80 78 Right 29 35 44 48 App. Total 99 0 111 0 126 0 131 0 Pct Trucks 0 0 0 0 Westbound 16 295 156 467 Left 10 12 12 4 38 Through 38 49 45 41 173 Right 0 5 2 2 9 App. Total 48 0 66 0 59 0 47 0 220 Pct Trucks 0 0 0 0 P.H.F. 0.50 0.92 0.81 0.89 Pct Trucks 0% 0% 0% 0.79 0.88 0.45 0.83 0% 0% 0% Northbound Left 16 15 23 16 70 Through 14 14 12 11 51 Right 1 2 4 3 10 App, Total 31 0 31 0 39 0 30 0 131 Pct Trucks 0 0 0 0 Southbound Left Through Right App. Total Pct Trucks 4 9 11 26 7 31 0.76 0.91 0.63 0.84 0% 0% 0% 0.70 0.89 0.63 0.89 21 0 27 1 2 29 2 103 5 25 0 0 37 0 0 39 0 0 38 0 0 139 Total Intersection Volume Intersection Pet Trucks 203 0 0.0% 245 Pedestrian Calls APPROACH MOVEMENT 5:00 PM 5:15 PM ped I bike ped (bike Eastbound Westbound N orthbound Southbound Through Through Through Through App. Total 0 0 0 0 0.0% 263 0 0.0% 246 0 957 0.91 0% 0% 0% 0.0%J 5:30 PM 5:45 PM ped bike ped bike TOTAL 0 0 1 1 0 0 0 0 1 0 Dishman-Mica & University-Schafer, CRW.xts Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd & Bowdish DATE OF COUNT: 10/8/2015 Counter Analyst CEL BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 pass Itrk pass Itrk pass Itrk pass -Itrk pass Itrk pass (Irk pass Itrk pass Itrk pass Itrk pass Itrk pass Itrk pass (Irk Eastbound Left 4 9 6 1 13 22 15 Through 49 91 1 91 2 125 1 92 9 90 1 Right 1 10 7 8 9 17 App. T.otal 0 0 .54 0 110 1 104 3 146 1 • 123 9 122 1 0 0 ,0 0 0 0 0 _10 _Li0, .t0 Pct Trucks 0 0.009 0.028 0.007 0.068 0.008 Westbound Left 4 5 5 8 5 2 Through 30 1 76 1 48 1 56 4 64 3 37 1 Right 2 2 1 1 1 3 0 1 App: Total 0 0 - 36 1,83 1 54 1 65 5 72 3 39 ,_ .2 0 0 0 0 0 0 All0 NO MED IMO Pct Trucks 0.027 0.012 0.018 0.071 0.04 0.049 Northbound Left 0 1 13 14 22 2 13 Through 3 7 1 5 12 19 4 Right 2 9 6 9 4 5 APPkTotali_ 0 ,,(:) S ',0 17 1 24 :0 _ 35 0 _ 45 2 22 JO 0 0 0 0 0 0 0 i--:.0 toile. IMO Pct Trucks 0 0.056 0 0 0.043 0 Southbound Left 18 15 20 21 17 9 Through 19 25 24 33 26 1 19 Right 11 15 15 29 1 32 27 APP.:total, . 0 i 0 -.,48 .0 . 55 :0 59 0 83 1 75 1 . 55 0 0 0 0 0 0 _MO EEO. 111110 IMO IMO I'd Trucks 0 0 0 0.012 0.013 0 Total Intersection Volume 0 0 143 1 265 3 241 4 329 7 315 15 238 3 0 0 0 0 0 0 0 0 0 0 Intersection Pct Trucks 0.7% 1.1% 1.6% 2.1% 4.5% 1.2% Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks One Hour Volumes Trucks 6:30 AM 657 1.2% 8:00 AM 241 1.2% 6:45 AM 993 1.5% 8:15 AM 0 7:00 AM 1179 2.5% 8:30 AM 0 7:15 AM 1152 2.5% 7:30 AM 907 2.8% 7:45 AM 571 3.2% 32nd & Bowdish, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: JOB NO. INTERSECTION: DATE OF COUNT: Counter CEL Painted Hills GC 13-1166 32nd 10/8/2015 Analyst BNG Bowdish Whipple Consulting Engineers, Inc AM PEAK HOUR BREAKDOWN APPROACH MOVEMENT' 7:00 7:15 7:30 7:45 pass Itrk pass Itrk pass trk pass trk Eastbound Left 9 6 1 13 22 Through 91 91 2 125 92 9 Right 10 7 8 9 App. Total 110 1 104 3 146 1 123 9 Pct Trucks 0.009009 0.028037 0.006803 0.068182 Westbound Left 5 5 8 Through 76 1 48 1 56 4 64 3 Right 2 3 App. Total 83 1 54 1 65 5 72 3 Pct Trucks 0.011905 0.018182 0.071429 0.04 Northbound Left 13 14 22 2 Through 7 1 5 12 19 Right 9 6 9 4 App. Total 17 1 24 0 35 0 45 2 Pct Trucks 0.055556 0 0 0.042553 Southbound Lett 15 20 21 17 Through 25 24 33 26 Right 15 15 29 1 32 App. Total:55 0 59 0 83 1 75 1 Pct Trucks 0 0 0.011905 0.013158 Total Intersection Volume Intersection PO Trucks Pedestrian Calls 265 3 241 4 329 7 315 15 1.1% 1.6% 2.1% _ 4.5% Data Transler Intersection No. 1 TOTAL 51 412 34 497 23 253 8 284 52 44 28 124 P.H.F. 0.58 0.82 0.85 0.85 Pct Trucks 2% 3% 0% 0.72 0.82 0.67 0.85 0% 4% 13% 0.54 0.58 0.78 0.66 4% 2% 0% 73 109 92 274 1179 0.87 0.83 0.72 0.82 0% 1% 1% 0.88 APPROACH MOVEMENT 7:15 7:30 7:45 8:00 Eastbound Westbound N onhbound Southbound Through Through Through Through App.,Total _ ped bike ped bike ped bike ped bike TOTAL 0 0 0 0 0 0 0. 0 0 0 32nd & Bowdish, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd & Bowdish DATE OF COUNT: 10/8/2015 Counter Analyst RMA BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM pass ltrk pass trk pass ltrk pass ltrk pass jtrk pass trk pass trk pass jtrk pass trk pass Irk pass 'tit pass ltrk Eastbound Left 8 8 4 4 2 5 Through 97 1 80 1 85 1 96 1 115 2 114 1 Right 18 1 10 14 11 12 20 App. Total 0 0 0 0 123 2 98 1 103 1 111 1 129 2 139 1 0 0 0 0 0 0 0 .0 Pct Trucks 0.016 0.01 0.01 0.009 0.015 0.007 Westbound Lett 13 27 1 25 18 24 20 Through 55 2 50 76 1 56 1 63 72 Right 7 10 14 11 8 15 App. Total 0 0 0 0 75 2 87 1 115 1 85 1 95 0 107 0 ,0 0 0 0 0 0 0 0 Pct Trucks 0.026 0.011 0.009 0.012 0 0 Northbound Left 11 4 8 2 6 5 Through 28 1 18 30 20 21 13 1 Right 19 22 1 24 18 13 22 App. Total 0 0 0 0 58 1 44 1 62 0 40 0 40 0 40 1 .0 0 0 0 0 0 0 0 Pct Trucks 0.017 0.022 0 0 0 0.024 Southbound Left 11 13 4 10 15 9 Through 27 14 25 1 29 39 40 Right 7 10 6 3 6 5 App. Total 0 0 0 0 45 0 37 0 35 1 42 0 60 0 54 0 0 0 0 0 0 0 0 10 Pct Trucks 0 0 0.028 0 0 0 Total Intersection Volume 0 0 0 0 301 5 266 3 315 3 278 2 324 2 340 2 0 0 0 0 0 0 0 0 Intersection Pct Trucks 1.6% 1.1% 0.9% 0.7% 0.6% 0.6% Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET PM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks One Hour Volumes Trucks 3:30 PM 575 1.4% 5:00 PM 668 0.6% 3:45 PM 893 1.2% 5:15 PM 342 0.6% 4:00 PM 1173 1.1% 5:30 PM 0 4:15 PM 1193 0.8% 4:30 PM 1266 0.7% 4:45 PM 948 0.6% 32nd & Bowdish, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13.1166 INTERSECTION: 32nd DATE OF COUNT: 10/8/2015 Counter Analyst RMA BNG Bowdish Whipple Consulting Engineers, Inc PM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH MOVEMENT' Eastbound Left Through Right AppitiTotalli.1 Pct Trucks Westbound Northbound Southbound Left Through Right App. Total Pct Trucks Left Through Right App. Total Pct Trucks 4:30 PM 4:45 PM 5:00 PM 5:15 PM pass 'Irk 4 4 2 5 85 1 96 1 115 2 114 1 14 11 12 20 , 103 1. 111 1 129 2 139 1 0.009615 0.008929 0.015267 0.007143 25 18 24 20 76 1 56 1 63 72 14 11 8 15 115 1 85 1 95 0 ..._ 1.07 .0 0.008621 0.011628 0 0 pass 'Irk pass [Irk pass 'Irk 8 2 6 5 30 24 62 0 0 20 18 40 0 0 21 13 _ AO 0 0 13 22 40 1 1 0.02439 Left Through Right App. Total Pct Trucks 4 10 29 15 39 9 25 6 35 1 0.027778 3 42 0 0 6 60 0 0 40 5 54 0 0 Total Intersection Volume 315 3 278 2 324 2 340 2 Intersection Pct Trucks 0.9% 0.7% 0.6% TOTAL P.H.F. 15 0.75 415 0.89 57 0.71 487 0.87 87 0.87 269 0.87 48 0.80 404 0.87 21 0.66 85 0.71 77 0.80 183 0.74 38 0.63 134 0.84 20 0.83 .192 0.80 1266 0.93 0.6% Pedestrian Calls APPROACH MOVEMENT 4:30 PM 4:45 PM 5:00 PM 5:15 PM ped bike ped bike ped bike ped bike TOTAL Eastbound Through of Westbound Through 0 N orthbound Through 0 Southbound Through 0 ___ 10 0 0 0 0 0 01 Pct Trucks 0% 1% 0% 0% 1% 0% 0% 1% 0% 0% 1% 0% 32nd & Bowdish, CRW Page 2 of 4 Whipple Consulting Engineers. Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: Dishman-Mica & Bowdish DATE OF COUNT: 10/8/2015 Counter Analyst RMA BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 pass trk pass itrk pass 'irk pass Itrk pass Itrk pass Itrk pass trk pass Itrk pass Itrk pass Itrk pass Itrk pass 'Irk Eastbound Left 0 3 2 0 1 1 Through 16 30 1 32 1 27 22 22 Right 4 10 6 1 7 7 7 1 App. Total 0 0 0 0 20 0 43 1 40 2 34 0 30 0 30 1 0 0 0 0 0' 0 0 0 Pct Trucks 0 0.023 0.048 0 0 0.032 Westbound Left 1 0 4 1 4 8 1 Through 46 3 73 72 2 60 1 60 1 53 1 Right 3 10 0 7 5 App. Total 0 <0 0 0 47 3 76 0 .86 2 61 1 71 1 66 2 0 0 0 0 0 0 0 '0 Pct Trucks 0.06 0 0.023 0.016 0.014 0.029 Northbound Left 21 26 33 23 30 14 Through 24 29 40 45 1 28 16 Right 4 4 1 3 3 5 4 App. Total 0 0 0 0 49 0 59 1 76 0 71 1 63 0 34 0 0 _ 0 0 0 0 0 0 0 Pct Trucks 0 0.017 0 0.014 0 0 Southbound Left 5 1 4 7 6 4 0 Through 7 7 12 25 15 6 Right 6 1 3 1 2 2 App. Total 0 0 0 0 18 1 12 0 22 0 32 0 21 0 8 0 0 0 0 0 0 0 0 0 Pct Trucks 0.053 0 0 0 0 0 Total Intersection Volume 0 0 0 0 134 4 190 2 224 4 198 2 185 1 138 3 0 0 0 0 0 0 0 0 Intersection Pct Trucks 2.9% 1.0% 1.8% 1.0% 0.5% 2.1% Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks One Hour Volumes Trucks 6:30 AM 330 1.8% 8:00 AM 327 1.2% 6:45 AM 558 1.8% 8:15 AM 141 2.1% 7:00 AM 758 1.6% 8:30 AM 0 7:15 AM 806 1.1% 7:30 AM 755 1.3% 7:45 AM 527 1.1% Dishman-Mica & Bowdish, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: Dishman-Mica & DATE OF COUNT: 10/8/2015 Counter Analyst RMA BNG Bowdish Whipple Consulting Engineers, Inc AM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH MOVEMENT 7:15 7:30 7:45 8:00 pass Itrk pass Itrk pass 'Irk pass Itrk TOTAL Eastbound Left 3 2 0 1 Through 30 1 32 1 27 22 113 Right 10 6 1 7 7 31 App. Total 43 1 40 2 34 0 30 0 150 Pct Trucks 0.022727 0.047619 0 0 Westbound Left 0 4 1 4 9 Through 73 72 2 60 1 60 1 269 Right 3 10 0 7 20 App: Total _ 76 0 86 2 61 1 71 1 298 Pet Trucks 0 0.022727 0.016129 0.013889 Northbound Left 26 33 23 30 112 Through 29 40 45 1 28 143 Right 4 1 3 3 5 16 App. Total 59 1 76 0 71 1 63 0 271 Pet Trucks 0.016667 0 0.013889 0' Southbound Left 4 7 6 4 21 Through 7 12 25 15 59 Right 1 3 1 2 7 Total 12 0 22 0 32 0 21 0 87 Pet Trucks 0 0 0 0 Total Intersection Volume 190 2 224 4 198 2 185 1 806 Intersection Pet Trucks 1.0% 1.8% 1.0% 0.5% P.H.F. 0.50 0.86 0.78 0.85 0.56 0.91 0.50 0.85 Pct Trucks 0% 2% 3% 0% 1% 0% Pedestrian Calls 0.85 0.78 0.80 0.89 0% 1% 6% 0.75 0.59 0.58 0.68 0.88 0% 0% 0% APPROACH Eastbound Westbound N orthbound Southbound MOVEMENT 7:30 7:45 8:00 8:15 Through Through Through Through App:. Total ped bike ped bike ped bike ped bike TOTAL 01 1 0 1 0 0 0 0 0 0 0 Dishman-Mica & Bowdish, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. Wee Count LLC. E. 1110 Excelsior Rd. Spokane, Wa., 99224 (509) 979-3331 Turn Count Summary Location: Bowdish Rd. at Dishman Mica Rd., Spokane Valley GPS Coordinates: Lat=47.618556, Lon=-117.250896 Date: 2015-10-07 Day of week: Wednesday Weather: Rain Analyst: Mike McCluskey Total vehicle traffic Interval starts SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 16:45 5 34 0 4 21 3 14 20 10 2 54 29 196 17:00 1 36 0 15 37 7 8 31 4 1 48 28 216 17:15 2 26 3 2 41 8 14 9 4 3 56 38 206 17:30 3 25 0 4 42 5 13 19 1 4 56 24 196 17:45 3 31 2 2 35 4 13 23 4 2 60 22 201 18:00 5 35 1 1 31 0 10 21 2 1 42 26 175 Car traffic Interval starts SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 16:45 5 34 0 4 21 3 14 20 9 2 53 29 194 17:00 1 36 0 14 36 7 8 31 4 1 47 28 213 17:15 2 26 3 2 41 8 14 9 4 3 56 38 206 17:30 3 25 0 4 42 5 13 19 1 4 56 24 196 17:45 3 31 2 2 ,•34 4 13 23 4 2 60 22 200 18:00 5 35 1 1 \31 0 10 21 2 1 42 26 175 Truck traffic Interval starts SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 16:45 0 0 0 0 0 0 0 0 1 0 1 0 2 17:00 0 0 0 1 1 0 0 0 0 0 1 0 3 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 1 0 0 0 0 0 0 0 1 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrian volumes Interval starts NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 Intersection Peak Hour 17:00 - 18:00 South Bound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 9 118 5 23 155 24 48 82 13 10 220 112 819 Factor 0.75 0.82 0.42 0.38 0.92 0.75 0.86 0.66 0.81 0.62 0.92 0.74 0.95 Approach Factor 0.89 0.86 0.83 0.88 Peak Hour Vehicle Summary Vehicle South Bound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Car 9 118 5 22 153 24 48 82 13 10 219 112 815 Truck 0 0 0 1 2 0 0 0 0 0 1 0 4 Peak Hour Pedestrians NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 Intersection Peak Hour Location: Bowdish Rd. at Dishman Mica Rd., Spokane Valley GPS Coordinates: Lat=47.618556, Lon=-117.250896 Date: 2015-10-07 Day of week: Wednesday Weather: Rain Analyst: Mike McCluskey h: d 2 2 h d Intersection Peak Hour 17:00 - 18:00 SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 9 118 5 23 155 24 48 82 13 10 220 112 819 Factor 0.75 0.82 0.42 0.38 0.92 0.75 0.86 0.66 0.81 0.62 0.92 0.74 0.95 Approach Factor 0.89 0.86 0.83 0.88 PROJECT: Barker & Sprague CPA JOB NO. 13-1166 INTERSECTION: Dishman-Mica & DATE OF COUNT: 10/8/2015 Counter Analyst Thorpe Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS CEL BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 pass Itrk pass trk pass trk pass trk pass Itrk pass trk pass !Irk pass trk pass trk pass trk pass irk pass jtrk Eastbound Left Through Right A.'0O16-tatIA ir.--:10 re- a40 ift_ 20 1;-,..,10 • _.,0 i_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . _.0 _ 40. Pct Trucks Westbound Left 1 1 3 2 0 - 1 Through Right 13 1 21 21 23 8 15 App..Total 0 0 0 0 14 1 22 0 24 0 25 0 8 0 16 0 0 0 0 0 0 0 0 ....,0 Pct Trucks 0.067 0 0 0 0 0 Northbound Left Through 35 2 50 1 70 4 40 1 51 1 43 4 Right 3 3 3 3 3 1 1 APP. Total UlliO. We3:0 0 0 38 2 53 11. 73 4 : 43 1' 54 1' 44 5 0 .. ==._0 i - l) 3) ._ i0. ' 0 it-or0 Pct Trucks 0.05 0.019 0.052 0.023 0.018 0.102 Southbound Left 8 10 5 1 9 9 9 Through 22 1 25 2 34 2 23 2 23 16 1 Right Mt IdtalVII IMO INIE1 ULM 0 30 1 35 2 . 39 3 32 2 32 0 25 1 AIM0 MO M0 MO in0 iii0 L _J.) 0 Pct Trucks 0.032 0.054 0.071 0.059 0 0.038 Total Intersection Volume 0 0 0 0 82 4 110 3 136 7 100 3 94 1 85 6 0 0 0 0 0 0 0 0 Intersection Pd Trucks 4.7% 2.7% 4,9% 2.9% 1.1% 6.6% Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks One Hour Volumes Trucks 6:30 AM 199 3.5% 8:00 AM 186 3.8% 6:45 AM 342 4.1% 8:15 AM 91 6.6% 7:00 AM 445 3.8% 8:30 AM 0 7:15 AM 454 3.1% 7:30 AM 432 3.9% 7:45 AM 289 3.5% Dishman-Mica & Thorpe, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: JOB NO. INTERSECTION: Barker & Sprague CPA 13-1166 Data Transfer Intersection No. 1 Dishman-Mica & Thorpe DATE OF COUNT: 10/8/2015 Counter Analyst CEL BNG Whipple Consulting Engineers, Inc AM PEAK HOUR BREAKDOWN APPROACH MOVEMENT 7:15 7:30 7:45 8:00 pass trk pass trk pass trk pass trk TOTAL Eastbound Left Through Right ota Pct Trucks Westbound Left 1 3 2 0 Through Right 21 21 23 24 Pct Trucks 0 0 0 0 Northbound Left Through 50 1 70 4 40 1 51 1 Right 3 3 3 3 App 1 I Pct Trucks 0.018519 0.051948 0.022727 0.018182 Southbound Left 10 5 1 9 9 Through 25 2 34 2 23 2 23 Right App ;;Total?.,, 35 Pct Trucks 0.054054 u.u/1429 u.ub8824 0 0 0 0 9 0 MEM 12 34 111 P.H.F. Pct Trucks 0.50 0% 0.79 0.79 0% 0.74 1.00 0.75 3% 0% 0.85 0.77 3% 5% 0.86 Total Intersection Volume 110 3 136 7 100 3 94 ,,454 0.79 Intersection Pct Trucks Pedestrian Calls 2.7% 4.9% 2.9% APPROACH Eastbound Westbound N orthbound Southbound MOVEMENT 7:15 7:30 7:45 8:00 Through Through Through Throunh I ped bike ped bike ped bike ped bike TOTAL 0 0 0 0 Dishman-Mica & Thorpe, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills JOB NO. 13-1166 INTERSECTION: Dishman-Mica & DATE OF COUNT: 10/7/2015 Counter Analyst Thorpe Whipple Consulting Engineers. Inc TRAFFIC COUNT REDUCTION WORKSHEET PM PEAK HOURS BNG BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM pass Itrk pass Itrk pass Itrk pass Itrk pass Itrk pass 'Irk pass Itrk pass Itrk pass trk pass jtrk pass trk pass Itrk Eastbound Left Through Right App. Total,0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ._ _ .0 0 Pct Trucks Westbound Left 2 4 9 4 2 3 Through Right 14 25 1 11 5 10 9 App: Total 0 ' 0 0 0 '0 0 0 0 0 0 16 0 29 1, 20 0 9 0 12 __ -'50 12 0 0 0 Pct Trucks 0 0.033 0 0 0 0 Northbound Left Through 23 37 1 32 43 25 2 21 Right 2 1 4 3 1 APP.q.otati', ,-,__.,._-4)0;r:-110. _ 0 '0 .0 .0 0 0 0 0 25 0 _38 1. _.36 .0 46 .0 C„_:26 ....2 _:21: ,.___„40. Miro MO Pct Trucks 0 0.026 0 0 0.071 0 Southbound Left 20 1 22 17 10 11 6 Through 46 1 37 1 42 51 45 45 Right App., Total 0 0 0 0 0 0 0 0 0 0 66 , 2 59 l 1 59 0 61 0 56 0 51. 0 0 . , ‘,0, Pct Trucks 0.029 0.017 0 0 0 0 Total Intersection Volume 0 0 0 0 0 0 0 0 0 0 107 2 126 3 115 0 116 0 94 2 84 0 0 0 Intersection Pct Trucks 1.8% 2.3% 0.0% 0.0% 2.1% 0.0% Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks lOne Hour Volumes Trucks 3:30 PM 0 5:00 PM 456 1.1% 3:45 PM 0 5:15 PM 411 0.5% 4:00 PM 109 1.8% 5:30 PM 296 0.7% 4:15 PM 238 2.1% 4:30 PM 353 1.4% 4:45 PM 469 1.1% Dishman-Mica & Thorpe, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: JOB NO. INTERSECTION: Painted Hills 13-1166 Data Transfer Intersection No. 1 Dishman-Mica & Thorpe DATE OF COUNT: 10/7/2015 Counter Analyst BNG BNG Whipple Consulting Engineers, Inc PM PEAK HOUR BREAKDOWN APPROACH Eastbound Westbound Northbound Southbound MOVEMENT 4:45 PM 5:00 PM 5:15 PM 5:30 PM pass trk pass irk pass trk pass trk Left Through Right al Not I rucks Left 2 4 9 4 Through Right 14 25 1 11 N.iriLlo:a.1._ : , _0 Pot Trucks u 0.033 .13 0 u Left Through 23 37 1 32 43 Riaht 2 1 4 3 Pct Trucks 0 0.025641 0 0 Left 20 1 22 17 10 Through 46 1 37 1 42 51 Right hr i,.- I [,,I 1 61 Pct Trucks 0.029412 0.016667 01 0 TOTAL 0 0 0 19 0 56 0 136 10 70 178 0 2.18 Total Intersection Volume 107 2 126 3 115 0 116 0 9 P.H.F. Pct Trucks 0.53 0.54 0.63 0% 2% 0.79 0.63 0.79 .1% 0% 0.80 0.87 1% 1% 0.91 0.91 Intersection Pct Trucks Pedestrian Calls 1.8% 2.3% 0.0% 0.0% APPROACH Eastbound Westbound N orthbound Southbound MOVEMENT Through Through Through Through 7:15 7:30 7:45 8:00 ped bike ped bike ped bike ped bike TOTAL 0 0 0 Dishman-Mica & Thorpe, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 16th DATE OF COUNT: 1/28/2015 Counter Analyst JDK BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 pass Itrk pass Itrk pass Itrk pass 'Irk pass 'Irk pass 'Irk pass Itrk pass Itrk pass Itrk pass trk pass 'Irk pass Itrk Eastbound Left Through 35 53 1 56 1 55 3 51 3 41 5 35 1 64 3 Right 2 1 19 15 1 3 6 4 3 App. Total 0 0 0 0 37 1 72 1 71 1 59 3 54 3 47 5 39 1 67 3 0 0 0 0 Pct Trucks 0.03 0.01 0.01 0.05 0.05 0 1 0.03 0.04 Westbound Left 5 16 13 11 9 8 1 13 Through 29 1 54 50 3 51 4 34 2 31 29 38 Right App. Total 0 0 0 0 34 1 70 0 63 3 62 4 43 2 39 0 30 0 51 0 0 0 0 0 Pct Trucks 0.03 0 0.05 0.06 0.04 0 0 0 Northbound Left 7 6 8 5 5 2 5 5 Through Right 55 52 3 53 47 43 37 1 37 3 51 App. Total 0 0 0 0 62 0 58 3 61 0 52 0 48 0 39 1 42 3 56 0 0 0 0 0 Pct Trucks 0 0.05 0 0 0 0.03 0.07 0 Southbound Left 1 Through 21 2 41 1 38 1 24 1 28 13 28 2 35 1 Right 8 9 1 4 11 1 5 9 1 9 14 App. Total 0 0 0 0 30 2 50 2 42 1 35 2 33 0 22 1 37 2 49 1 0 0 0 0 Pct Trucks 0.06 0.04 0.02 0.05 0 0.04 0.05 0.02 Total Intersection Volume 0 0 0 0 163 4 250 6 237 5 208 9 178 5 147 7 148 6 223 4 0 0 0 0 Intersection Pct Trucks 2.4% 2.3% 2.1% 4.1% 2.7% 4.5% 3.9% 1.8% Pines Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks One Hour Volumes Trucks 6:30 AM 423 2.4% 8:00 AM 718 3.1% 6:45 AM 665 2.3% 8:15 AM 535 3.2% 7:00 AM 882 2.7% 8:30 AM 381 2.6% 7:15 AM 898 2.8% 7:30 AM 796 3.3% 7:45 AM 708 3.8% 16th & Pines, CRW.xls Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT Painted Hills GC JOB NO. 13-1166 INTERSECTION. 16th & Pines DATE OF COUNT 1/28/2015 Counter Analyst JDK BNG APPROACH Whipple Consulting Engineers, Inc AM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 MOVEMENT Eastbound Westbound Left Through Right App. Total Pct Trucks Left Through Right App. Total Pct Trucks 7:15 7:30 7:45 8:00 TOTAL pass trk pass trk pass trk pass trk 0 53 1 56 1 55 3 51 3 223 19 15 4 3 41 72 1 71 1 59 3 54 3 264 0 013699 0.013889 0.048387 0.052632 16 13 11 9 49 54 50 3 51 4 34 2 198 0 70 0 63 3 62 4 43 2 247 0 0.045455 0.060606 0.044444 P.H. F. Pet Trucks 0.96 0.54 0.90 Northbound Left 6 8 5 5 24 Through 0 Right 52 :3 53 47 43 198 App. Total 58 3 61 0 52 0 48 0 222 Pct Trucks 0.04918 0 0 0 Southbound Left 0 Through 41 1 38 1 24 1 28 134 Right 9 1 4 11 1 5 31 App. Total 50 2 42 1 35 2 33 0 165 Pct Trucks 0.038462 0.023256 0.054054 0 4% 0% 0.77 0.90 0.88 0.75 0% 5% 0% 0.90 0.91 2% 0.80 0.65 0.79 2% 6% Total Intersection Volume 250 6 237 5 208 9 178 5 898 0.88 Intersection Pet Trucks 2.3% 2.1% 4.1% 2.7% Pedestrian Calls APPROACH MOVEMENT 7:15 ped bike Eastbound Through Westbound Through N orthbound Through Southbound Through App. Total 7:30 7:45 8:00 ped I bike ped I bike ped !bike TOTAL 0 2 2 0 0 0 0 0 2 '0 0 0 16th & Pines, CRW.xls Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 16th Avenue & Pines Road DATE OF COUNT: 10/6/2015 Counter Analyst Judy BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM pass jtrk pass Pi* pass [trk pass trk pass 'trk pass jtrk sass trk pass ltrk pass [Irk pass trk pass ltrk pass Irk Eastbound Left Through 52 2 73 1 75 1 59 92 1 81 Right 9 12 11 6 14 17 App: Total 0 *0 61 2 85 1 86 1 65 0 106 1 98 0 0 0 0 0 0 0 0 0 0 0 Pct Trucks 0.032 0.012 0.011 0 0.009 0 Westbound Leh 13 1 13 19 12 15 16 Through 31 2 28 25 37 41 35 Right App. Total 0 0 .44 3 41 0 44 0. 49 0 56 0 51 0 0 0 0 0 0 0 0 0 .0 0 Pet Trucks 0.064 0 0 0 0 0 Northbound Left 5 2 4 8 2 6 Through Right 31 34 38 44 36 44 App. Total 0 0 36 0 36 0 42 0 52 0 38 0 50 0 0 0 0 0 0 0 .0 0 0 0 Pct Trucks 0 0 0 0 0 0 Southbound Left 1 Through 27 1 51 40 55 52 54 Right 14 16 1 29 20 1 24 1 27 1 App. Total ' 0 0 41 1 68 1 69 0 75 1 76 1 81 1 0 0 0 0 0 .0 0 0 0 -',0 Pet Trucks 0.024 0.014 0 0.013 0.013 0.012 Total Intersection Volume 0 0 182 6 230 2 241 1 241 1 276 2 280 1 0 0 0 0 0 0 0 0 0 0 Intersection Pct Trucks 3.2% 0.9% 0.4% 0.4% 0.7% 0.4% Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET PM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks lone Hour Volumes Trucks 3:30 PM 662 1.4% 5:00 PM 281 0.4% 3:45 PM 904 1.1% 5:15 PM 0 4:00 PM 994 0.6% 5:30 PM 0 4:15 PM 1043 0.5% 4:30 PM 801 0.5% 4:45 PM 559 0.5% 16th Avenue & Pines Road, CRW Page 1 of 4 Whipple Consulting Engineers. Inc. PROJECT: JOB NO. INTERSECTION: Painted Hills GC 13-1166 Data Transfer Intersection No. 1 16th Avenue & Pines Road DATE OF COUNT: 10/6/2015 Counter Analyst Judy BNG APPROACH 'MOVEMENT 4:15 PM 4:30 PM Whipple Consulting Engineers, Inc PM PEAK HOUR BREAKDOWN 4:45 PM 5:00 PM pass trk pass Prk pass 'Irk pass trk Eastbound Westbound Northbound Left Through Right APP. Total Pct Trucks TOTAL 0 75 11 86 1 1 0.011494 59 6 65 0 0 92 14 106 1 1 0.009346 81 17 98 0 0 Left Through Right App..Total Pct Trucks 19 25 12 37 15 41 16 35 309 48 357 62 44 0 0 49 0 0 '56 0 0 51 0 0 Left Through Right App: Pct Trucks 4 8 2 6 38 _ _ :42 0 0 44 52 0 0 36 38 0 0 44 50 0 0 Southbound Lett Through 40 55 52 54 Right 29 20 1 24 1 27 1 Appaotali :5, 69 0 75 1 76 1 81 1 Pct Trucks 0 0.013158 0.012987 0.012195 138 0 200 20 0 162 182 0 P.H.F. Pct Trucks 0.83 0.71 0.83 1% 0% 0.82 0.84 0% 0% 0.89 0.63 0% 0.92 0.88 0% 201 103 304 0.91 0.89 0.93 Total Intersection Volume Intersection Pet Trucks 241 1 241 1 276 2 280 1 1043 0% 3% 0.93 Pedestrian Calls 0.4% 0.4% 0.7% 0.4% APPROACH MOVEMENT 4:15 PM 4:30 PM 4:45 PM 5:00 PM ped bike ped bike ped bike ped bike TOTAL Eastbound Through _01 Westbound Through I 01 N orthbound Southbound Through 01 Through 0 *Apr): Totak' i L.. _____ ,0 ,0 0 0 0 _ 0 _ ,0 _ r0 401 16th Avenue & Pines Road, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 16th DATE OF COUNT: 1/28/2015 Counter Analyst BNG BNG 15 Minute Period Beginning 44 APPROACH MOVEMENT 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 pass Itrk pass 'irk pass Irk pass jtrk pass 'Irk pass trk pass 'irk pass jtrk pass ltrk pass trk pass Itrk pass itric Eastbound Left 51 2 68 47 55 1 35 1 34 81 1 Through 28 41 1 48 52 41 1 32 24 53 1 Right 4 2 6 6 6 7 1 2 5 App.. Total 0 0 0 0 83 0 45 1 122 0 105 0 102 2 74 2 60 0 139 2 0 0 0 0 Pct Trucks 0 0.022 0 0 0.019 0.026 0 0.014 Westbound Left 2 3 1 1 2 2 1 Through 20 1 51 52 3 45 1 36 23 24 44 Right 10 21 17 16 14 14 27 17 1 App. Total .0 .0 , _ _•0 . 0 32 1 75 0 70 3 61 1 51 0 39 0 53 0 62 1 0 0 0 0 Pct Trucks 0.03 0 0.041 0.016 0 0 0 0.016 Northbound Lett 17 14 15 12 8 7 16 9 Through 80 1 100 1 125 1 92 81 1 74 1 48 1 69 4 Right 2 7 1 7 3 3 App. Total, 0 ,0 0 '0 '.99 1 121 1 141 1 111 0 92 1 84 1 64 1 78 4 '0 0 0 0 Pct Trucks 0.01 0.008 0.007 0 0.011 0.012 0.015 0.049 Southbound Left 5 8 8 16 7 8 8 10 Through 11 4 27 2 20 21 1 27 1 16 26 27 3 Right 1 Apra: Total 0 0 0 0 16 4 35 2 28 0 37 1 35 1 24 0 34 0 37 3 0 0 .0 0 Pct Trucks 0.2 0.054 0 0.026 0.028 0 0 0.075 Total Intersection Volume 0 0 0 0 230 6 276 4 361 4 314 2 280 4 221 3 211 1 316 10 0 0 0 0 Intersection Pct Trucks 2.5% 1.4% 1.1% 0.6% 1.4% 1.3% 0.5% 3.1% Whipple Consulting Engineers, Inc SR27 TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS Intersection Total Pct Intersection Total Pet Notes: One Hour Volumes Trucks One Hour Volumes Trucks 6:30 AM 516 1.9% 8:00 AM 1046 1.7% 6:45 AM 881 1.6% 8:15 AM 762 1.8% 7:00 AM 1197 1.3% 8:30 AM 538 2.0% 7:15 AM 1245 1.1% 7:30 AM 1189 1.1% 7:45 AM 1036 1.0% 16th & SR27. CRW Page 1 of 4 Whipple Consulting Engineers. Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 16th DATE OF COUNT: 1/28/2015 Counter Analyst BNG BNG APPROACH MOVEMENT Eastbound Left Through Right App.. Total Pct Trucks Westbound Left Through Right App:Total Pct Trucks SR27 Whipple Consulting Engineers, Inc AM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 7:15 7:30 7:45 8:00 pass trk pass trk pass trk pass trk TOTAL 2 68 47 55 1 173 41 48 52 41 1 184 2 6 6 6 20 45 1 122 0 105 0 102 2 377 0.021739 0 0 0.019231 3 1 1 5 51 52 3 45 1 36 188 21 17 16 14 68 75 0 70 3 61 1 51 0 261 0 0.041096 0.016129 0 1 P.H.F. Pct Trucks 0.64 0.88 0.83 0.77 0.42 0.85 0.81 0.87 Northbound Left 14 15 12 8 49 Through 100 1 125 1 92 81 1 401 Right 7 1 7 3 18 App: Total 121 1 141 1 111 0 92 1 468 Pct Trucks 0.008197 0.007042 0 0.010753 Southbound Left Through Right App. Total Pct Trucks 8 8 27 2 20 35 2 28 0 0 0.054054 Total Intersection Volume 276 4 361 4 Intersection Pct Trucks Pedestrian Calls 1.4% 16 7 39 21 1 27 1 99 1 37 1 35 1 139 0.026316 0.027778 314 2 280 4 1245 0.6% 1.4% 1% 1% 0% 0% 2% 0% 0.82 0.80 0.64 0.82 0% 1% 0% 0.61 0% 0.85 0.25 0.91 4% 0% 0.85 APPROACH Eastbound Westbound N orthbound Southbound MOVEMENT' 7:15 7:30 7:45 8:00 Through Through Through Through App. Total ped 'bike ped bike ped 3 bike ped bike TOTAL 0 0 0 0 0 0 0 3 0 0 0 3 16th & SR27, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 16th Avenue & DATE OF COUNT: 10/7/2015 Counter Analyst RMA/JDK BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM pass Itrk pass Irk pass 'irk pass !Irk pass 'Irk pass trk pass Jtrk pass Irk pass 'trk pass ltrk pass trk pass trk Eastbound Left 42 1 40 1 42 37 1 39 40 Through 60 63 3 64 64 1 52 58 1 Right 10 13 9 15 15 9 App. Total 0 0 0 0 0 0 0 0 112 1 116 4 115 0 116 2 106 0 107 1 0 0 0 0 Pct Trucks 0.009 0.033 0 0.017 0 0.009 Westbound Left 2 1 3 5 4 2 Through 59 39 1 42 48 56 41 Right 1 1 4 1 0 1 App. Total 0 0 0 0 _0 0 0 0 62 0 41 1 49 ' 0 54 0 60 0 44 0 0 0 0 0 Pct Trucks 0 0.024 0 0 0 0 Northbound Left 4 2 6 5 8 7 Through 59 1 59 82 1 51 1 52 1 55 Right 1 1 1 4 3 0 App; Total......_ . 0 0 ____ 0 ...___.0. 0 0 0 0 64 11 62 '0 1.'89 1 '60 1 '60 4 _62 0 0 0 0 0 Pct Trucks 0.015 0 0.011 0.016 0.063 0 Southbound Left 13 27 24 14 17 16 Through 48 55 88 79 71 67 Right 0 0 0 0 0 App. Total .0 0 0 0 0 0 0 0 61 0 82 0 ... :1.12 0 93 0 .88 0 _83 0 0 ____ 0 - 0 . -0 Pct Trucks 0 0 0 0 0 0 Total Intersection Volume 0 0 0 0 0 0 0 0 299 2 301 5 365 1 323 3 314 4 296 1 0 0 0 0 Intersection Pct Trucks 0.7% 1.6% 0.3% 0.9% 1.3% 0.3% Whipple Consulting Engineers. Inc SR 27 TRAFFIC COUNT REDUCTION WORKSHEET PM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks [One Hour Volumes Trucks 3:30 PM 0 5:00 PM 1307 0.7% 3:45 PM 301 0.7% 5:15 PM 941 0.9% 4:00 PM 607 1.2% 5:30 PM 615 0.8% 4:15 PM 973 0.8% 4:30 PM 1299 0.8% 4:45 PM 1316 1.0% 16th & SR27, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 16th Avenue DATE OF COUNT: 10/7/2015 Counter Analyst RMA/JDK BNG SR 27 Whipple Consulting Engineers, Inc PM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH MOVEMENT 4:45 PM 5:00 PM 5:15 PM 5:30 PM Eastbound Westbound Northbound Southbound pass trk pass trk pass 'Irk pass Itrk TOTAL Left 40 1 42 37 1 39 Through 63 3 64 64 1 52 Right 13 9 15 15 Alitflifertalr4 — '1161 --•=4 ' -115 0 116 2 106 0 Pct Trucks 0.033333 0 0.016949 0 Left 1 3 5 4 Through 39 1 42 48 56 Right 1 4 1 0 AptCRAW, - I _ 411 1 49 ,0 54 0 60 0 Pct Trucks 0.02381 0 0 0 Left 2 6 5 3 Through 59 82 1 51 1 52 1 Right 1 1 4 3 App:Tota : i.62 0 .89 1 60 1 460 4 Pct Trucks 0 0.011111 0.016393 0.0625 Left 27 24 14 17 Through 55 88 79 71 Right 0 0 0 ANI.Frotak , ,82 0 112 0 .93 0 88 0 Pct Trucks 0 0 0 0 160 247 P.H.F. 0.95 0.94 0.87 0.96 52 Pct Trucks 1% 2% 0% 459 13 0.65 0.83 0.38 0.85 0% 1% 0% 186 6 205 21 0.66 0.74 0.56 0.77 0% 1% 247 9 33% 277 82 0.76 0.83 0% 0% 293 0 375 0.84 Total Intersection Volume 301 5 365 1 323 3 314 4 1316 0.90 Intersection Pct Trucks Pedestrian Calls 1.6% 0.3% 0.9% 1.3% APPROACH MOVEMENT 4:45 5:00 5:15 5:30 ped bike ped bike ped bike ped bike TOTAL Eastbound Through I 01 Westbound Through I 01 N odhbound Through 1 I 1 Southbound Through of Atiogotakili .___ _ k0 i__ — • _ .0 r0 _0 _ 0 1 :0 - - i 16th & SR27, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. 0 PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd Avenue & Pines Road DATE OF COUNT: 10/8/2015 Counter Analyst Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS JDK BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 pass [Irk 9:15 pass laic pass Itrk pass Itrk pass trk pass trk pass Itrk pass Itrk pass trk pass trk pass Itrk pass Itrk Eastbound Left 7 3 5 2 5 4 Through 74 1 82 1 67 3 97 6 87 1 46 Right 1 0 0 1 2 4 App. Total 0 0 0 0 82 1. 85 1 72 3 100 6 94 1 54 0 0 0 0 0 0 0 0 Q Pct Trucks 0.012 0.012 0.04 0.057 0.011 0 Westbound Left 3 7 8 9 1 13 11 Through 75 93 2 93 94 7 100 1 48 2 Right 2 8 1 16 1 11 1 15 6 App. Total.0 .0 0 .0 80 0 108 3 117 1. 114 9 128 1 -65 2 0 0 '0 0. 0 ,:i.0 .... _ '0 /0 Pet Trucks 0 0.027 0.008 0.073 0.008 0.03 Northbound Lett 9 13 13 8 9 10 Through 11 14 14 11 11 9 Right 9 14 22 3 29 31 15 1 App. Total, 0 _ _ :0 MILO ar10..: .'29 0 _ 41 :0 - . '49 :3 48 ! .0 511 ,0 '34 1 _ _0 .. _ _ 10 . __.1.0 4...-_.0 il li10. INV MIIIIM KEZO. Pet Trucks 0 0 0.058 _ 0 0 0.029 Southbound Left 17 24 30 2 54 1 70 14 Through 3 10 2 10 11 5 Right 6 7 12 4 8 7 App. Total 0 .0 0 0 26 0 41 .0 44 2 68 1 89 0 26 0 0 0 0 0 .0 0 ..0 Pct Trucks 0 0 0.043 0.014 0 0 Total Intersection Volume 0 0 0 0 217 1 275 4 282 9 330 16 362 2 179 3 0 0 0 0 0 0 0 0 Intersection Pct Trucks 0.5% 1.4% 3.1% 4.6% 0.5% 1.6% Intersection Total Pct Intersection Total Pet Notes: One Hour Volumes Trucks One Hour Volumes Trucks 6:30 AM 497 1.0% 8:00 AM 546 0.9% 6:45 AM 788 1.8% 8:15 AM 182 1.6% 7:00 AM 1134 2.6% 8:30 AM 0 7:15 AM 1280 2.4% 7:30 AM 1183 2.5% 7:45 AM 892 2.4% 32nd Avenue & Pines Road. CRW Page 1 of 4 Whipple Consulting Engineers, Inc. 0 PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd Avenue & DATE OF COUNT: 10/8/2015 Counter Analyst JDK BNG Pines Road Whipple Consulting Engineers, Inc AM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH MOVEMENT 7:15 7:30 7:45 8:00 Pct pass trk pass jtrk pass ltrk pass trk TOTAL P.H.F. Trucks 0% 3% 0% Eastbound Left 3 5 2 5 15 0.75 Through 82 1 67 3 97 6 87 1 344 0.83 0.38 0.85 Right 0 0 1 2 3 APATOtall ME11851IMC_ 1, 72 3 la 100 6 94 1 _262 Pct Trucks 0.011628 0.04 0.056604 0.010526 _ Westbound Left 7 8 9 1 13 38 0.73 3% Through 93 2 93 94 7 100 1 390 0.97 3% Right 8 1 16 1 11 1 15 53 0.78 6% App. Total 108 iidlialle it 11g IMMO Agt4 lik.. 9 128 1 481 0.93 0% 0% 3% Pct Trucks 0.027027 0.008475 0.073171 0.007752 Northbound Lett 13 13 8 9 43 0.83 Through 14 14 11 11 50 0.89 0.80 0.92 Right 14 22 3 29 31 99 192 giPTotal 41 JO F> $49.: 3 - 48 SEEMO IM1 •511 C 0 Pct Trucks 0 0.057692 0 0 2% Southbound Left 24 30 2 54 1 70 181 0.65 Through 10 2 10 11 33 31 0.75 0% Right - 12 4 8 0.65 0% App. Total 41 0 44 2 7'68 P:- 1I itPMFOg It- 0 245 0.69 Pct Trucks 0 0.043478 0.014493 0 Total Intersection Volume 275 4 282 9 330 16 362 2 1280 0.88 Intersection Pct Trucks Pedestrian Calls 1.4% 3.1% 4.6% 0.5% APPROACH MOVEMENT 7:15 7:30 7:45 8:00 ped bike ped ibike ped bike ped bike TOTAL Eastbound Westbound N orthbound Through 6 9 3 2 20 Through 2 5 6 5 18 Through 4 5 8 8 25 Southbound Through 4 6 3 13 AppoTotal. t 16 0 25 20 0 15 0 76 32nd Avenue & Pines Road, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd Avenue & Pines Road DATE OF COUNT: 10/6/2015 Counter Analyst BNG BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM pass 'Irk pass !trk pass Itrk pass jtrk pass 'trk pass 'Irk pass Jtrk pass trk pass hi( pass trk pass Itrk pass Itrk Eastbound Left 15 7 10 7 11 5 Through 119 1 70 2 131 1 88 2 141 77 1 Right 8 5 13 10 11 9 App. Total 0 0 142 1 82 2 154 1 105 2 163 0 91 1 0 0 0 0 0 .0 .0 0 _.0. _.2.-.:0 Pct Trucks 0.007 0.024 0.006 0.019 0 0.011 Westbound Left 10 16 18 13 23 13 Through 72 2 58 1 94 1 70 110 62 Right 7 10 13 6 12 8 App. Total 0 :0 89 2 84 1 125 1 89 0 145 0 83 0 0 0 0 0 0 0 0 .0 '0 0 Pct Trucks 0.022 0.012 0.008 0 0 0 Northbound Left 7 1 6 7 12 19 8 Through 9 4 16 6 12 11 Right 12 18 15 5 12 12 App. .Total 0 .0 28 1 28 0 38 0 23 0 43 0 31 0 0 0 0 0 0 0 0 0 0 0 Pct Trucks 0.034 0 0 0 0 0 Southbound Left 24 9 13 15 18 8 Through 13 12 20 17 23 13 Right 9 10 6 6 8 9 App. Total 0 0 46 0 31 0 39 0 38 0 49 0 30 0 0 0 0 0 0 0 0 0 0 0 Pct Trucks 0 0 0 0 0 0 Total Intersection Volume 0 0 305 4 225 3 356 2 255 2 400 0 235 1 0 0 0 0 0 0 0 0 0 0 Intersection Pct Trucks 1.3% 1.3% 0.6% 0.8% 0.0% 0.4% Whippte Consulting Engineers. Inc TRAFFIC COUNT REDUCTION WORKSHEET PM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks lOne Hour Volumes Trucks 3:30 PM 895 1.0% 5:00 PM 236 0.4% 3:45 PM 1152 1.0% 5:15 PM 0 4:00 PM 1243 0.6% 5:30 PM 0 4:15 PM 1251 0.4% 4:30 PM 893 0.3% 4:45 PM 636 0.2% 32nd Avenue & Pines Road, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd Avenue & DATE OF COUNT: 10/6/2015 Counter Analyst BNG BNG APPROACH IMOVEMEN Pines Road Whipple Consulting Engineers, Inc PM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 4:15 PM 4:30 PM 4:45 PM 5:00 PM Eastbound Westbound Left Through Right .App. Total Pet Trucks ass Irk pass jtrk pass jtrk pass itrk TOTAL P.H.F. 10 7 11 5 33 131 1 88 2 141 77 1 441 13 10 11 9 43 154 1' 105 2 163 0 91 1 517 0.006452 0.018692 0 0.01087 Left 18 13 23 13 67 Through 94 1 70 110 62 337 Right 13 6 12 8 39 App. Total 125 1 89 0 145 0 83 0 _443 Pct Trucks 0.007937 0 0 _0 0.75 0.78 0.83 0.79 Pet Trucks 0% 1% 0% 0.73 0.77 0.75 0.76 0% 0% 0% Northbound Left 7 12 19 8 46 0.61 Through 16 6 12 11 45 0.70 Right 15 5 12 12 44 0.73 App. Total '38 0 23 0 43 0 31 0 135 0.78 Pct Trucks 0 0 0 0 Southbound Left 13 15 18 8 54 Through 20 17 23 13 73 Right 6 6 8 9 29 App: Total 39 0 38 0 49 0 30 0 .156 Pet Trucks 0 0 0 0 0.75 0.79 0.81 0.80 0% 0% 0% 0% 0% 0% Total Intersection Volume 356 2 255 2 400 0 235 1 1251 0.78 Intersection Pct Trucks Pedestrian Calls 0.6% 0.8% 0.0% 0.4% APPROACH Eastbound Westbound N orthbound Southbound MOVEMENT 4:15 PM 4:30 PM 4:45 PM 5:00 PM Through Through Through Through ped bike App: Total .a. ped bike ped bike ped Ibike TOTAL 0 1 1 1 3 2 1 1 5 1 1 .3 0 0 2 1 2 0 9 32nd Avenue & Pines Road, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills PRD JOB NO. 13-1166 INTERSECTION: Madison & DATE OF COUNT: 3/11/2015 Counter Analyst RMA RMA 15 Minute Period Beginning 0 APPROACH MOVEMENT 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 pass Itrk pass Itrk pass trk pass [Irk pass trk pass trk pass Itrk pass trk pass trk pass [Irk pass Itrk pass 'Irk Eastbound Left 19 21 24 3 8 Through Right 3 3 3 1 APIS:trotalt- . - ,;ci k_7_ 0 ,i3 ..0 , ,,0 t. ..0 22 0 24 0 27 3 9 0 0 0 0 . _ it) L._ ..:i0 f....t.:_i0 1--,---;.0 k-3ei- -.0 ir._1:0 leitiii0 Pct Trucks 0 0 0.1 0 Westbound Left Through Right App: Total '0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 1.0 'A) V •'40 i .1..10 ;-_:!•',.0 Pct Trucks Northbound Left 15 15 1 10 8 Through 15 18 19 9 Right App.: Total 0 0 .0 0 0 0 30 0 33 1 '29 0 17 0 0 0 0 . 0 0 .0 0 .0 0 . _ .l0 Pct Trucks 0 0.029 0 0 Southbound Left Through 3 9 6 6 Right 8 13 17 13 ikOp'. Total.:; .. 0 . ..0 __,.0 0 0 11 0 22 0 .23 0 19 0 . _..0 .0 0 _ _.() _ . I) _ 0 0 .0 .0 _ ..f.0 Pct Trucks 0 0 0 0 Total Intersection Volume 0 0 0 0 0 0 63 0 79 1 79 3 45 0 0 0 0 0 0 0 0 0 0 0 Intersection Pct Trucks 0.0% 1.3% 3.7% 0.0% Thorpe Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks One Hour Volumes Trucks 6:30 AM 63 0.0% 8:00 AM 45 0.0% 6:45 AM 143 0.7% 8:15 AM 0 7:00 AM 225 1.8% 8:30 AM 0 7:15 AM 270 1.5% 7:30 AM 207 1.9% 7:45 AM 127 2.4% Madison & Thorpe, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills PRD JOB NO. 13-1166 INTERSECTION: Madison DATE OF COUNT: 3/11/2015 Counter Analyst RMA RMA Thorpe Whipple Consulting Engineers, Inc AM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH MOVEMENT 7:15 7:30 7:45 8:00 Eastbound Westbound Northbound Southbound pass trk pass trk pass trk pass trk TOTAL Left 19 21 24 3 8 Through Right 3 3 3 1 AbPV,O,ttl.Yi/ 24 ,.- p27 3 Pct Trucks 0 0 0.1 Left Through Ri.ht 75 0 1 0 0 0 0 0 0 0 CI Pct Trucks Left 15 15 1 10 8 49 Through 15 18 19 9 61 Right 0 8. :;.TN•er .:. i;*,4,:;,yi .3 0 1 ^ n 17 TAM7,14412:P ittig0 Pct Trucks 0 0.029412 0 0 Left Through Right 7,70;ti Pct Trucks 3 8 9 13 6 17 6 13 1 0 24 51 0 0 Total Intersection Volume 63 0 79 1 79 Intersection Pct Trucks Pedestrian Calls APPROACH MOVEMENT 7:15 ped bike Eastbound Westbound N orthbound Southbound Through Through Through Through 0.0% 1.3% 0 3 45 3.7% 0 0 P.H.F. 0.69 Pct Trucks 4% 0.83 0.71 0% 0.77 0.80 2% 0% 0.81 0.67 0.75 0.82 0% 0% 0.82 0.0% 7:30 7:45 8:00 ped bike ped bike ped bike TOTAL 0 0 0 0 Madison & Thorpe, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills PRD JOB NO. 13-1166 INTERSECTION: Madison & DATE OF COUNT: 3/11/2015 Counter Analyst RMA RMA 15 Minute Period Beginning @ APPROACH MOVEMENT 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM pass trk pass ltrk pass ltrk pass Itrk pass Itrk pass trk pass Itrk pass trk pass Irk pass ltrk pass Itrk pass Itrk Eastbound Left 8 1 5 3 4 Through Right 10 11 9 13 App. Total 0 0 0 0 0 0 0 0 0 0 0, 0 18 1 16 0 12 0 17 0 .0 0 0 0 Pct Trucks 0.053 0 0 0 Westbound Left Through Right App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pct Trucks Northbound Left 3 7 8 6 Through 5 12 11 5 Right App. Total 0 0 0 0 0 0 0 0 0 0 0 0 8 0 19 0 19 0 11 0 0 0 0 0 Pct Trucks 0 0 0 0 Southbound Left Through 24 17 18 14 Right 13 6 2 4 App. Total 0 0 0 0 0 0 0 0 0 0 0 0 37 0 23 0 20 0 18 0 0 0 0 0 Pct Trucks 0 0 0 0 Total Intersection Volume 0 0 0 0 0 0 0 0 0 0 0 0 63 1 58 0 51 0 46 0 0 0 0 0 Intersection Pct Trucks 1.6% 0.0% 0.0% 0.0% Thorpe Whipple Consulting Engineers. Inc TRAFFIC COUNT REDUCTION WORKSHEET PM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks One Hour Volumes Trucks 3:30 PM 0 5:00 PM 219 0.5% 3:45 PM 0 5:15 PM 155 0.0% 4:00 PM 0 5:30 PM 97 0.0% 4:15 PM 64 1.6% 4:30 PM 122 0.8% 4:45 PM 173 0.6% Madison & Thorpe, CRW Page 1 of 4 Whipple Consulting Engineers. Inc. PROJECT: Painted Hills PRD JOB NO. 13.1166 INTERSECTION: Madison DATE OF COUNT: 3/11/2015 Counter Analyst RMA RMA Thorpe Whipple Consulting Engineers, Inc PM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH Eastbound Westbound Northbound Southbound MOVEMENT 5:00 PM 5:15 PM 5:30 PM 5:45 PM Left Throu h Ri•ht Pct Trucks Left Through Right 400t5iL ot a 9i,? Pct Trucks pass 8 1 5 3 4 illiM(6 11 9 13 '12 0.052682 0 0 0 trk pass trk pass Irk pass trk Left Through Right 0 3 5 7 8 11 6 5 12 plr of a tt:a Pct Trucks 0 0 0 0 Left Through Ri ht 24 13 '&37- 17 6 18 2 0 14 4 Pct Trucks 0 0 0 0 TOTAL 21 0 .15 P.H.F. 0.58 Pct Trucks 5% 0.83 0.84 0% 0 0 0 24 33 0 5:7 0 73 25 8 Total Intersection Volume Intersection Pct Trucks 63 1.6% 58 0 0 0% 51 0 0.0% 46 0 719 0.75 0.69 0% 0% 0.75 0.76 0.48 0.66 0% 0% Pedestrian Calls APPROACH MOVEMENT 5:00 PM 5:15 PM 5:30 PM 5:45 PM TOTAL ped bike ped bike ped bike ped bike Eastbound Westbound N orthbound Southbound Through 0 Through 0 Through 0 Through 0.86 Madison & Thorpe, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd & HWY 27 DATE OF COUNT: 10/8/2015 Counter Analyst BNG BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 _pass 'Irk pass Itrk pass trk pass Itrk pass Itrk pass trk pass Itrk pass trk pass 'Irk pass trk pass Itrk pass Itrk Eastbound Left 9 28 1 31 36 28 1 25 1 Through 37 1 45 55 2 55 2 59 3 44 Right 13 13 12 1 6 2 21 18 1 App. Total 0 ,. '0 0 0 59 1 86 1 98 3 97 4 108 4 87 2 0 0 0 .0 0 0 0 0 Pct Trucks 0.017 0.011 0.03 0.04 0.036 0.022 Westbound Left 7 17 1 't _ 2 21 5 10 _ 2 —I_ Through 37 48 3 36 48 2 54 30 1 Right 5 11 20 1 22 12 16 ApW Total 0 0 0 0 49 0 76 4 69 3 91 2 71 0 56 3 0 0 0 0 0 .0 0 0 Pct Trucks 0 0.05 0.042 0.022 0 0.051 Northbound Left 16 35 1 21 2 24 31 22 Through 38 67 82 1 46 5 56 1 46 2 Right 25 23 48 1 24 30 31 App.. Total . 0 0 0 0 79 0 125 1 151 4 94 5 117 1 99 2 -0 0 .0 0 0 0' 0 0 Pct Trucks 0 0.008 0.026 0.051 0.008 0.02 Southbound Left 1 3 7 8 4 5 Through 20 1 22 2 18 1 15 1 19 21 2 Right 4 14 15 2 16 3 22 8 App. Total 0 0 0 0 25 1 39 2 40 3 39 4 45 0 34 2 0 0 0 0 0 0 0 0 Pct Trucks 0.038 0.049 0.07 0.093 0 0.056 Total Intersection Volume 0 0 0 0 212 2 326 8 358 13 321 15 341 5 276 9 0 0 0 0 0 0 0 0 Intersection Pct Trucks 0.9% 2.4% 3.5% 4.5% 1.4% 3.2% Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks One Hour Volumes Trucks 6:30 AM 548 1.8% 8:00 AM 631 2.2% 6:45 AM 919 2.5% 8:15 AM 285 3.2% 7:00 AM 1255 3.0% 8:30 AM 0 7:15 AM 1387 3.0% 7:30 AM 1338 3.1% 7:45 AM 967 3.0% 10.6.15 32nd & HWY 27, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd DATE OF COUNT: 10/8/2015 Counter Analyst BNG BNG HWY 27 Whipple Consulting Engineers. Inc AM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH MOVEMENT 7:15 7:30 7:45 8:00 Eastbound Westbound pass 'Irk pass 'irk pass trk pass TOTAL Left 28 1 31 36 28 I 125 Through 45 55 2 55 2 59 3 221 Right 13 12 I 6 2 21 55 401 Apt,: Total 86 1 98 3 97 4 108 4 Pct Trucks 0.011494 0.029703 0.039604 0.035714 Left 17 I 13 2 21 5 59 Through 48 3 36 48 2 54 191 Right 11 20 1 22 12 66 App. Total _ 76 4 69 3 91 2 71 0 316 Pct Trucks 0.05 0.041667 0.021505 0 P.H.F. 0.87 0.89 0.65 0.90 Pct Trucks 2% 3% 5% 0.70 0.88 0.75 0.85 Northbound Left 35 1 21 2 24 31 114 Through 67 82 1 46 5 56 1 258 Right 23 48 1 24 30 126 App. Total 125 1 151 4 94 5 117 1 498 Pct Trucks 0.007937 0.025806 0.050505 0.008475 Southbound Left 3 7 8 4 22 Through 22 2 18 1 15 1 19 78 Right 14 15 2 16 3 22 72 App. Total 39 2 40 3 39 4 45 0 172 Pct Trucks 0.04878 0.069767 0.093023 0 5% 3% 2% 0.79 0.78 0.64 0.80 0.69 0.81 0.82 0.96 3% 3% 1% 0% 5% 7% Total Intersection Volume 326 8 358 13 321 15 341 5 1387 0.93 Intersection Pct Trucks Pedestrian Calls APPROACH MOVEMENT 7:15 ped bike Eastbound Westbound N orlhbound Southbound Through Through Through 1 Through Apg.:Total _1. 2,4%3.5% 4.5% 1.4% 7:30 7:45 8:00 ped bike ped bike ped bike TOTAL 0 0 3 0 41 0 3 0 0 0 0 .0 10.6.15 32nd & HWY 27, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd & HWY 27 DATE OF COUNT: 10/6/2015 Counter Analyst RMA/JDK BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM pass 'trk pass 'Irk pass 'trk pass 'trk pass 'trk pass 'trk pass 'trk pass 'trk pass trk pass 'irk pass trk pass 'trk Eastbound Left 11 9 20 19 21 19 Through 66 3 70 2 69 1 60 2 81 2 81 1 Right 33 20 35 33 54 46 App. Total . 0 0 110 3 99 2 124 1 112 2 156 2 146. 1 0 0 0 0 0 0 0 .0 0 D Pet Trucks 0.027 0.02 0.008 0.018 0.013 0.007 Westbound Left 30 30 1 31 1 31 43 36 1 Through 65 2 69 2 50 1 71 1 92 90 1 Right 7 8 10 6 14 10 App. Total 0 0 102 2 107 3 91 2 108 1 149 0 136 2 0 0 0 0 0 0 0 0 0 0 Pct Trucks 0.019 0.027 0.022 0.009 0 0.014 Northbound Left 21 18 1 23 28 31 31 Through 39 1 32 25 2 39 1 45 41 1 Right 26 19 1 22 2 15 2 37 2 16 App. Total 0 0 . 186 , 1 69 2 70 4 .82 3 143 2 88 1 0 0 -0 _ .0 _ 0 0 0 _ _AO a x.1,0.1=40 Pct Trucks 0.011 0.028 0.054 0.035 0.017 0.011 Southbound Left 9 9 9 10 10 11 Through 48 2 51 44 1 51 48 52 1 Right 7 20 11 20 17 15 App.:Total' 0 '0 64 2 . 80 0 64 1' 81 0! 75 0 78 1 0 0 0 0 0 0 0 0 0 0 Pct Trucks 0.03 0 0.015 0 0 0.013 Total Intersection Volume 0 0 362 8 355 7 349 8 383 6 493 4 448 5 0 0 0 0 0 0 0 0 0 0 Intersection Pct Trucks 2.2% 1.9% 2.2% 1.5% 0.8% 1.1% Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET PM PEAK HOURS Intersection Total Pct Intersection Total Pet Notes: One Hour Volumes Trucks 'One Hour Volumes Trucks 3:30 PM 1089 2.1% 5:00 PM 453 1.1% 3:45 PM 1478 2.0% 5:15 PM 0 4:00 PM 1605 1.6% 5:30 PM 0 4:15 PM 1696 1.4% 4:30 PM 1339 1.1% 4:45 PM 950 0.9% 10-6-15 32nd & HWY 27, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd DATE OF COUNT: 10/6/2015 Counter Analyst RMA/JDK BNG HWY 27 Whipple Consulting Engineers, Inc PM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH MOVEMENT Eastbound Left Through Right App: Total Pct Trucks estbound Northbound Southbound Left Through Right App. Total Pct Trucks Left Through Right App. Total Pct Trucks Left Through Right App. Total Pct Trucks 4:15 PM 4:30 PM 4:45 PM 5:00 PM pass Iltrl< 20 19 21 19 69 1 60 2 81 2 81 1 35 33 54 46 '124 1 112 2 156 2 146 1 0.008 0.017544 0.012658 0.006803 31 1 31 43 36 1 50 1 71 1 92 90 1 10 6 14 10 91 2 108 1 149 0 136 2 0.021505 0.009174 0 0.014493 23 28 31 31 25 2 39 1 45 41 1 22 2 15 2 37 2 16 70 l,.__ 4 82 3 113 2 88 1 0.054054 0.035294 0.017391 0.011236 9 10 10 11 44 1 51 48 52 1 11 20 17 15 64 1 81 0 75 0 __ _ 78 1 0.015385 0 0 0.012658 ass itrk pass dirk pass Irk TOTAL Total Intersection Volume 349 8 383 6 493 4 448 5 Intersection Pct Trucks 2.2% 1.5% 0.8% P.H.F. 79 0.94 297 0.89 168 0.78 544 0.86 143 0.83 306 0.83 40 0.71 489 0.82 113 0.91 154 0.86 96 0.62 363 0.79 40 0.91 197 0.93 63 0.79 300 0.93 0.85 .1696 Pedestrian Calls APPROACH MOVEMENT 4:15 PM 4:30 PM 4:45 PM 5:00 PM ped bike ped bike ped bike ped bike TOTAL Eastbound Through 1 1 2 2 6 Westbound N orthbound Southbound Through 0 Through 01 Through 1 1 3 A '= ;3 . 0lL Pct Trucks 0% 2% 0% 1% 1% 0% 0% 3% 6% 0% 1% 0% 10.6-15 32nd & HWY 27, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd & Evergreen DATE OF COUNT: 1/27/2015 Counter Analyst BNG BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 pass Itrk pass ltrk pass 'Irk pass trk pass ltrk pass Itrk pass trk pass Itrk pass trk pass itrk pass Itrk pass trk Eastbound Left 19 1 35 50 3 55 44 1 39 32 1 29 1 Through 33 1 34 46 2 43 1 48 45 35 1 49 Right 2 APO:Total 0 0 0 0 52 2 69 0 96 5 98 1 92 1 86 .0 67 2 78 1 0 0 0 ,0 Pct Trucks 0.037 0 0.05 0.01 0.011 0 0.029 0.013 Westbound Left Through 46 40 52 2 44 47 3 40 4 30 44 Right 8 7 6 3 8 4 2 2 App. Total 0 .0 0 0 :54 ; 0 47 0 58 2 47 0 55 3 44 4 • 32 0 46 0 0 0 0 .0 Pct Trucks 0 0 0.033 0 0.052 0.083 0 0 Northbound Lett Through Right App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 Pct Trucks Southbound Left 1 2 1 2 1 1 Through Right 21 13 3 30 24 1 25 15 3 13 1 25 1 App. Total 0' 0 0 0 22 0 13 3 32 0 25 1 27 0 15 3 14 2 25 1 0 0 0 0 Pct Trucks 0 0.188 0 0.038 0 0.167 0.125 0.038 Total Intersection Volume 0 0 0 0 128 2 129 3 186 7 170 2 174 4 145 7 113 4 149 2 0 0 0 0 Intersection Pct Trucks 1.5% 2.3% 3.6% 1.2% 2.2% 4.6% 3.4% 1.3% Whipple Consulting Engineers. Inc TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks One Hour Volumes Trucks 6:30 AM 262 1.9% 8:00 AM 598 2.8% 6:45 AM 455 2.6% 8:15 AM 420 3.1% 7:00 AM 627 2.2% 8:30 AM 268 2.2% 7:15 AM 675 2.4% 7:30 AM 695 2.9% 7:45 AM 619 2.7% 32nd & Evergreen, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd DATE OF COUNT: 1/27/2015 Counter Analyst BNG BNG Evergreen Whipple Consulting Engineers, Inc AM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH MOVEMENT 7:30 7:45 8:00 8:15 Eastbound Westbound Northbound Southbound pass trk pass trk pass trk pass trk TOTAL Left 50 3 55 44 1 39 Through 46 2 43 1 48 45 Right 2 A* I 1 92 36 Pct Trucks 0.049505 0.010101 0.010753 0 Left Through 52 2 44 47 3 40 4 Rht 6 3 8 4 l l .':-F, II ,, k58 47 55.:to.,:.,44 eit,liif4 Pct 1 rucks 0.033003 0 0.051724 0.083333 Left Through Right 3,-,;pOTotalbp ) 0 0 0 0 Pct Trucks Left 2 1 2 Through Right 30 24 1 25 15 3 Pct Trucks 0 0.038462 0 0.1 66667 192 185 2 P.H.F. 0.87 0.96 0.25 0.94 Pct Trucks 2% 2% 0% 0 192 21 0 0 0 5 0 0.89 0.66 0.89 5% 0% 0.63 0% 98 Total Intersection Volume 186 7 170 2 174 4 145 7 i D.82 0.80 4% 0.90 Intersection Pct Trucks Pedestrian Calls 3.6% 1.2% 2.2% 4.6% APPROACH Eastbound Westbound N orthbound Southbound MOVEMENT 7:30 7:45 8:00 8:15 Through Through Through Through asp ped bike ped bike ped bike ped bike TOTAL 0 0 0 32nd & Evergreen, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd Avenue DATE OF COUNT: 10/8/2015 Counter Analyst BNG 15 Minute Period Beginning @ APPROACH MOVEMENT 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM pass Itrk pass Itrk _pass trk pass trk pass Itrk pass Itrk pass trk pass Itrk pass Irk pass Itrk pass Itrk pass trk Eastbound Left 37 1 45 41 1 42 49 1 28 Through 44 82 I 74 2 105 82 71 1 Right App.Total . 0 0 0 0 0 0 0 0 81 1 127 1 115 3 147 0 131 1 99 1 0 0 0 0 Pct Trucks 0.012 0.008 0.025 0 0.008 0.01 Westbound Left Through 79 1 73 91 1 94 76 74 1 Right 2 6 1 2 1 3 App:Total'. . 0 0 f '0 .0 0 0 0 0 81. 1 79 .0 . 92 1 96 0 77 0 77 1 .0 0 0 0 Pct Trucks 0.012 0 0.011 0 0 0.013 Northbound Left Through Right App. Total .0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pct Trucks Southbound Left 2 1 2 7 5 5 Through Right 41 1 47 1 43 44 36 1 49 1 App. Total 0 0 0 0 0 0 0 0 43 1 48 1 45 0 51 41 1 0 54 1 0 0 0 0 Pct Trucks 0.023 0.02 0 0.446 0 0.018 Total Intersection Volume 0 0 0 0 0 0 0 0 205 3 254 2 252 4 294 41 209 1 230 3 0 0 0 0 Intersection Pct Trucks 1.4% 0.8% 1.6% 12.2% 0.5% 1.3% & Evergreen Road Whipple Consulting Engineers. Inc TRAFFIC COUNT REDUCTION WORKSHEET PM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks lone Hour Volumes Trucks 3:30 PM 0 5:00 PM 1034 4.7% 3:45 PM 208 1.4% 5:15 PM 778 5.8% 4:00 PM 464 1.1% 5:30 PM 443 0.9% 4:15 PM 720 1.3% 4:30 PM 1055 4.7% 4:45 PM 1057 4.5% 32nd & Evergreen, CRW Page 1 of 4 Whipple Consulting Engineers. Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd Avenue & DATE OF COUNT: 10/8/2015 Counter Analyst 0 BNG Evergreen Road Whipple Consulting Engineers, Inc PM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH Eastbound Westbound MOVEMENT 4:45 PM 5:00 PM 5:15 PM 5:30 PM Left Through Right A Pct Trucks Left Through 73 91 1 94 76 Right . 6 1 n:-..THL kJ,. ,c,2 Pct Trucks 0 0.0107531 0 Left Through Right Pct Trucks pass 45 41 1 42 49 1 82 1 74 2 105 82 , 1 , 1: .,41,5 5. 147 , , -431, 0.00/5761 0.u07813 0.u2b424 0 trk pass trk pass trk pass trk TOTAL 179 346 0 335 10 Northbound Southbound 0 0 0 Left 1 2 7 5 15 Through 0 Right 47 1 43 44 36 1 172 Pct Trucks 0.020408 0 0.445652 0 Total Intersection Volume 254 2 252 4 294 41 209 1 A057, P.H.F. 0.90 0.82 Pct Trucks 1% 1% 0.89 0.89 0.42 0.90 0% 0% 0.31 33% 0.54 0.51 22% 0.79 Intersection Pct Trucks Pedestrian Calls 0.8% 1.6% 12.2% 0.5% APPROACH Eastbound Westbound N orthbound Southbound MOVEMENT 4:45 5:00 5:15 5:30 Through Through Through Through ped bike ped bike ped bike ped bike 1 0 0 °0 TOTAL 0 0 1 32nd & Evergreen, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd & Sullivan DATE OF COUNT: 1/27/2015 Counter Analyst J0K BNG 15 Minute Period Beginning as APPROACH MOVEMENT 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 pass Itrk pass 'Irk pass trk pass Jtrk pass Itrk pass Itrk pass trk pass [Irk pass Itrk pass 'Irk pass Itrk pass Itrk Eastbound Left 33 1 26 2 56 1 38 1 38 1 46 26 1 45 1 Through Right 1 1 1 4 3 1 1 App. Total,0 0 0 0 34 1 26 2 .57 1 39 1 42 1 49 0 27 1 46 . A E___.40 vt:-.A0 t=c_10 1.=--.2'0 Pct Trucks 0.029 0.071 0.017 0.025 0.023 0 0.036 0.021 Westbound Left Through Right App., Total 0 '0 ' c.0 _ 0 0 0 0 0 0 0 0 0 0 0 0 iv10 iniiik0 iii:Id0 MOO awn woo saw ii._-,---a.0 nibi0. Pct Trucks Northbound Lett 4 5 4 4 2 4 7 6 Through 13 19 26 21 12 15 26 14 1 Right App. Total .. _ ...0 0 , ;0 i ":0 I 17 0 24 0 .30 0 '25 0 1'.4 .0 19 .0 _ 33 _0 .20 I .Tgll 1*. -.10 IMO iNNO MO. Pct Trucks 0 0 0 0 0 0 0 0.048 Southbound Left Through 2 8 5 6 5 6 4 13 1 Right 33 1 30 44 3 27 1 36 4 23 4 28 27 3 App. Total .0 0 0 0 35 1 38 0 49 3 33 1 41 4 29 4 32 0 , 40 4 0 ___40 IMO WOE Pct Trucks 0.028 0 0.058 0.029 0.089 0.121 0 0.091 Total Intersection Volume 0 0 0 0 86 2 88 2 136 4 97 2 97 5 97 4 92 1 106 6 0 0 0 0 Intersection Pct Trucks 2.3% 2.2% 2.9% 2.0% 4.9% 4.0% 1.1% 5.4% Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks One Hour Volumes Trucks 6:30 AM 178 2.2% 8:00 AM 408 3.9% 6:45 AM 318 2.5% 8:15 AM 306 3.6% 7:00 AM 417 2.4% 8:30 AM 205 3.4% 7:15 AM 431 3.0% 7:30 AM 442 3.4% 7:45 AM 395 3.0% 32nd & Sullivan. CRW Page 1 of 4 Whipple Consulting Engineers. Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd DATE OF COUNT: 1/27/2015 Counter Analyst JDK ENG Sullivan Whipple Consulting Engineers, Inc AM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH MOVEMENT 7:30 7:45 8:00 8:15 Eastbound Westbound Northbound pass trk pass trk pass trk pass trk TOTAL Left 56 1 38 1 38 1 46 Through Right 1 1 ' viatata N= 1 r Pct Trucks 0.017241 0.025 0.023256 0 Left Through Right A'pl50.0. Pct Trucks Left 4 4 2 4 Through 26 21 12 15 Right 0101611 '30 14 0 `19 Pct Trucks u 0 0 181 0 9 0 0 0 0 0 Southbound Left Through 5 6 5 6 Right 44 3 27 36 4 23 1 4 Pct Trucks 0.057692 0.029412 0.088889 0.121212 Total Intersection Volume Intersection Pct Trucks Pedestrian Calls 14 74 0 0 22 136 4 97 2 97 5 97 4 2.9% 2.0% 4.9% 4.0% 142 442 P.H.F. 0.79 Pct Trucks 2% 0.56 0.82 0% 0.88 0.71 0% 0% 0.73 0.92 0.76 0.79 0% 8% 0.79 APPROACH Eastbound Westbound N orthbound Southbound MOVEMENT 7:30 7:45 8:00 8:15 Through Through Through Through ped bike ped bike ped bike ped bike TOTAL 0 0 0 0 314614100 32nd & Sullivan, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd Avenue & Sullivan Road DATE OF COUNT: 10/8/2015 Counter Analyst Whipple Consulting Engineers, Inc TRAFFIC COUNT REDUCTION WORKSHEET PM PEAK HOURS tiN(i tiNCi 15 Minute Period Beginning 47) APPROACH MOVEMENT 3:30 PM 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM pass Itrk pass irk pass 'irk pass 'Irk pass irk pass 'Irk pass Jtrk pass Irk pass ltrk pass Irk pass 'Irk pass 'Irk Eastbound Left 54 3 50 2 45 1 66 2 63 1 63 1 Through Right 6 5 3 1 6 5 App. Total - 0 0 ' 60 '3 . 55 2 48 1 - 67 2 69 1' '68 1 0 _0 0 0 0 0 0 0 0 'Pct Trucks 0.048 0.035 0.02 0.029 0.014 0.014 Westbound Left Through Right App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 '0 0 0 0 0' Q 0 0. Pct Trucks Northbound Left 1 3 5 2 5 9 Through 13 2 17 10 1 17 9 11 Right App'. Total, . 0 0 14 .,2 . ,:20 _ .0. 15 1 19 0 14 0._ ,20 0 0 0. 0 0!_ 0 0, -7_+0 NW NIKO NOM Pct Trucks 0.125 0 0.063 0 0 0 Southbound Left Through 30 18 21 19 24 24 Right 63 1 50 2 72 1 79 61 1 81 App. Total' 0 0 .93 1 .68 2 93 1 98 .0 85 1 105 0 0 0 0 0 0' 0 0 Q 0 Q. Pct Trucks 0.011 0.029 0.011 0 0.012 0 Total Intersection Volume 0 0 167 6 143 4 156 3 184 2 168 2 193 1 0 0 0 0 0 0 0 0 0 0 Intersection Pct Trucks 3.5% 2.7% 1.9% 1.1% 1.2% 0.5% Intersection Total Pct Intersection Total Pct Notes: One Hour Volumes Trucks lOne Hour Volumes Trucks 3:30 PM 479 2.7% 5:00 PM 194 0.5% 3:45 PM 665 2.3% 5:15 PM 0 4:00 PM 662 1.7% 5:30 PM 0 4:15 PM 709 1.1% 4:30 PM 550 0.9% 4:45 PM 364 0.8% 32nd & Sullivan, CRW Page 1 of 4 Whipple Consulting Engineers, Inc. PROJECT: Painted Hills GC JOB NO. 13-1166 INTERSECTION: 32nd Avenue & DATE OF COUNT: 10/8/2015 Counter Analyst BNG BNG Sullivan Road Whipple Consulting Engineers, Inc PM PEAK HOUR BREAKDOWN Data Transfer Intersection No. 1 APPROACH Eastbound Westbound Northbound Southbound MOVEMENT 4:15 PM 4:30 PM 4:45 PM 5:00 PM Left Through Riaht Pct Trucks Left Through Right i°,00%Tot'al Pet Trucks pass 45 1 66 2 63 1 63 1 3 1 6 1 t 0.020408 0.028986 0.014286 0.01,K93 trk pass trk pass trk pass trk Left Through Right App 4T, Pet Trucks Left Through Right Pct Trucks Total Intersection Volume Intersection Pct Trucks 0 5 2 5 9 10 1 17 9 11 xt 19 1 00.06251 0 0 0 21 19 24 24 72 1 79 61 81 1 98 0 -105 :01 0.010638 0 U.ul1628 156 3 184 2 168 2 193 1.9% 1.1 1.2% 0.5% TOTAL 242 0 15 '257 0 0 0 21 48 0 0 88 295 09 P.H.F. 0.89 Pct Trucks 2% 0.63 0.92 0% 0.58 0.71 0% 2% 0.86 0.92 0.91 0.91 0% 1% 0.91 Pedestrian Calls APPROACH MOVEMENT 4:15 PM 4:30 PM 4:45 PM 5:00 PM ped bike ped bike ped bike ped bike TOTAL Eastbound Westbound N orlhbound Southbound Through Through Through 1 Through t',:pfitTota I 0 0 1 0 32nd & Sullivan, CRW Page 2 of 4 Whipple Consulting Engineers, Inc. INTERNAL TRIPS Whipple Consulting Engineers Multi-Use Trip Generation Worksheet Project Painted Hills Project # 13-1166 Analyst BNG Date 9/9/2016 Peak Hour AM LAND USE B LAND USE A Retail ITE LUC 820 Size 13.4 ksf External Exit Total Internal External Enter 8 0 8 4 Exit 5 0 5 1 8 Total 13 0 13 —P. Enter % 100% 0% 100% Demand 3% 0 Balance 0 Demand 37% 10 Multi Family Demand 5% 0 Balance 0 Demand 34% 39 ITE LUC 220 Size 228 units +52 units External Exit 4 Total Internal External Enter 28 0 28 116 Exit 116 0 116 —ii. 28 Total 144 0 144 Enter % 100% 0% 100% 4 Demand Balance Demand 7% 0 Balance Demand Demand Legend 31% Percentages from ITE Handbook Tables 7.1and 7.2 or engineering judgment based on project characteristics 475 From LUC Trip Genration Tables 25 User Defined Balance Demand 5% 0 37% 14 0% 0 0 0% 0 0% 0 0 0% 0 Demand Balance Demand Balance 0 LAND USE C Demand 34% 39 Residential ITE LUC 210 Size 206 units Total Internal External Enter 39 0 39 Exit 115 0 115 Total 154 0 154 100% 0% 100% External Exit 4 115 —÷ 39 Enter Net External Trips for Multi-Use Deve opment Land Use A Land Use B Land Use C TOTAL Enter 8 28 39 75 Exit 5 116 115 236 Total 13 144 154 311 Single-use Trip Gen Est. 13 144 154 311 INTERNAL CAPTURE 0% Whipple Consulting Engineers 1 9/9/2016 Whipple Consulting Engineers Multi-Use Trip Generation Worksheet Project Painted Hills Project # 13-1166 Analyst BNG Date 9/9/2016 Peak Hour PM LAND USE B LAND USE A Retail ITE LUC 820 Size 13.4 ksf External Exit Total Internal External Enter 24 4 20 20 Exit 26 6 20 1 20 Total 50 10 40 —o. Enter % 100% 20% 80% Demand 12% 3 Balance 3 Demand 31% 35 Multi Family Demand 9% 2 Balance 2 Demand 53% 33 ITE LUC 220 Size 228 units +52 units External Exit Total Internal External Enter 113 3 110 60 Exit 62 2 60 4 110 Total 175 5 170 --o. €Enter % 100% 3% 97% Demand Balance Demand 12% 3 Balance 3 Demand Demand Legend 31% Percentages from ITE Handbook Tables 7.1and 7.2 or engineering judgment based on project characteristics 475 From LUC Trip Genration Tables 25 User Defined Balance Demand 9% 2 31% 39 0% 0 0 0% 0 0% 0 0 0% 0 Demand Balance Demand Balance 2 LAND USE C ITE LUC 210 Size 206 units Total Internal External External 4 Exit Enter 127 3 124 Exit 75 2 73 75 -5. Total 202 5 197 127 100% 2% 98% Enter Demand 53% 40 Residential Net External Trips for Multi-Use Deve opment Land Use A Land Use B Land Use C TOTAL Enter 20 110 124 254 Exit 20 60 73 153 Total 40 170 197 407 Single-use Trip Gen Est. 50 175 202 427 INTERNAL CAPTURE 5% Whipple Consulting Engineers 2 9/9/2016 BACKGROUND PROJECTS Spokane County Interactive Map ri 6:\ at Plt 8.1a 45336.9191 iks3 6:1113 aafo P•OKANE VALLEY 44041 9008 't L 44041.9007 44041.9034 Scat 11 I! 44041.9149 l a Ili r4erry C s NIex 'Awl., Cord [irk II,011;1 1.14114 45343 9058 45343.9097 44041 .9144 .111'oriCttr'R'd sP4)178-81 44041.9093 44041.9106 44041.9107 4713 !Ice O O 71* Fi Perce Li) • 44032.9151 44032.9152 SP-1231.00 Withdrawn PE-1999.07 _ • . 45343.9106 PE-1933-04 Prelim Oita W..lit_tg 44032.9090 /4 91; 48 ataza 44032.9153 ErnoCi \'‘‘ PE-1923-03 PE-1955-05 440351303 cfi c'erc4 rffita 48 Ann Ln Alderwood _.11,10371.7k ',4,9;2 2302 • • • 60 , I cret, br ti 44032.9051 44032.9052 I: 44032.9160 0 112 124 Heights 1'41 44032.9161 440329122 13c r• 045 672 5:5 Fed ^t Thursday, Jan 15, 2015 01:41 PM Paxton Addition 14 single family residential lots platted 1 lots built out 13 single family residential lots remain Trip Generation Table 1 - Trip Generation Rates for LUC # 210 - Single Family Residential Detached Housin. AM PeakliFlour PM PeakHeiur Dwelling Vol. FU-6=-6 6661', Vol. Dire onal Units 0.76 trips D[strrl u ion 1.01 trips Djs 'opt per r) Out per Unit In Average_ dilly, Tr ip Ends lADT} Units Rate ADT Trip Distribution 60% north on Madison Road towards 32nd Avenue 34% east on 32nd Avenue 17% north on Pines Road 9% west on 32nd Avenue 40% west on Thorpe Road towards Dishman-Mica Road 36% north on Dishman-Mica Road 4% south on Dishman-Mica Road 73 :71 a.-v' CD ciEF Z =It C 3 F. O r" CD --J —4CD uo!11PPV uolxed VJ TrtT IV 70 C CD sa.) -cs a CD Q. 0.).= 0 m CCt 5 2, ,,_o 10 foot .1,6 Sow NM VW, am. r UNPLATTED N90'00'00"E [4.4 211. IMIy MTN. Mod [mewl 14, MIR WNW', 1953.53 648,44 ti I; N't LOT 1 1.7 ACRES 463.90 OT 2 .4 ACRES \--re,..";" c.' ...mop 305.11 ra°44"=itor arzgar....° LOT 3 d .1 ACRES g 159,59 LOT 5 3.7 ACRES —To re al — 393.56 South line of LOT 4 1.8 ACRES R=100' 435.50 590.00'00"W 065.97__ 8=100' cn LOT 6 2.3 ACRES 2?.9 04 1.5 ACRES ment lot LOT B 1.2 ACRES gt 308.81 UNPLATTED PROPERTY DESCRIPTION 211.50 323.00 1,5 LOT RES 12 40 °' LOT 11 `:2 323.00 u,' 1,9 ACRES , 'li en. so I...Am+ LOT 10 1.0 ACRES 211.50 2t1.50m too 423.00 LS__ LOT 9 1.0 ACRES 1650.00 423.00 A portion of Cochnnunt Les 3,4 and 6 In Seethe a, T. 240.. R. 44 LW.M. h Spolono County Worhiagton, 64sort4d as follows: Commencing of tho Marl/moot corny of Sold loction 2 then.. Eliot, Mang Um North lino of Said Sootial 3, 30 fee to tin Foot Right of Way of Lindh. Rd., and 9. Two Point of EnginnIng: Noe. continuing thong old Moth IRO of S9atiOn 3, a distanao of 1.903.53 1.44 thrice Savo, 684.66 feet; Cunt. Wet 1660.00 hoot; throe. North. 306,31 My thonos 06733'26' 320.02 foot In Um East Right of 'toy lho of Madison Rd4 th4nos North, 290.04 Nwt, to lh. Hort], goo of sold &lotion 3 and The 7,140,B.. PAXTON ADDITION THE NW1/4 OF SEC.3, T24N, R44 EWM SPOKANE COUNTY, WASHINGTON 323.00 LOT 14 1.5 ACRES 323.00 South line of Government lot 3 GRAPHIC SCALE ON FEET) 1" = 100' S SITE DATA REMARKS MAIER MIME FAMILY LOTS 14 TOICAL LOT SITE took. TYPICAL LOT FRUITAGE mete TOTAL GROSS AREA 243 ACM TOTAL NET AREA 21.9 Au.. TOTAL AREA 2.4 Acme PRIVATE ROAD STREET DEDICATION UNKNOWN MADISON ROAD SANITARY SEWER PUBLIC DOMESTIC WATER WATER UST. 0.3 OVIER/APPUCANT Mock Pollan Mork Paean 4427 Modicum Rd. SPOKANE, WA. 90206 09146040 CONTACT PLASM DIANE HELT 926-1322 VICINITY MAP No Soria Ibimpson Engineers, Inc. CIVIL ENGINEERS & LAND SURVEYORS N. 909 ARGONNE ROAD, SPOKANE WA., 99212-2789 PHONE C509) 926-1220 FAX (509) 926-1323 roundnd 1046 z 0 Trip Distribution Letter - Paxton Addition April 23, 2004 Page 2 The trip generation characteristics of the site are expected to be represented by the characteristics found in the Institute of Transportation Engineers Manual, Trip Generation, 7th Edition for Single-Family Detached Housing, Land Use Category 210. These characteristics are summarized on Table 1. Table 1 - Trip Generation Characteristics for Paxton Addition AM Peak Hour PM Peak Hour Dwelling Vol @ Directional Vol @ Directional Units 0.77 Trips per Unit Distribution 1.02 Trips per Unit Distribution 26% In 74% Out 64% In 36% Out 14 11 3 8 14 9 5 Average Daily Trip Ends (ADT) Unit Rate Total ADT 14 11.66 163 This site is served by one driveway to Madison Road. Nearly all destinations from the site will be north. However, with the proximity of Dishman-Mica Road, trips headed northwest will go to Dishman-Mica Road and then proceed northwest on that street. Trips destined to the north or northeast are expected to take Madison Road, and some will turn east on 32nd Avenue. Overall distribution is expected to be 60% north on Madison Road, and 40% to Dishman-Mica. Of the northbound traffic on Madison, 25% will turn east on 32nd Avenue, while the remaining 35% will continue north on Pines Road. These percentages are percentages of the total. Figure 3, Trip Distribution, shows the anticipated distribution of traffic to/from this site. Based upon this distribution, the site will add four vehicles to Dishman-Mica, and seven to Madison Road, three of which will use 32nd Avenue and four use Pines Road north of 32nd Avenue during the AM peak hour. During the PM peak hour, the site will add six vehicles to Dishman-Mica, five to 32nd Avenue and three to Pines Road north of 32nd Avenue although in the opposite direction. The traffic from this project will have no identifiable impacts to the surrounding transportation system. The intersection of Pines Road / 32nd Avenue was recently signalized, is generally functioning at high levels of service and can easily accommodate additional traffic volume. The intersection of Thorpe Road / Dishman- Street Atlas USA® 2003 all AV AVE ( nIiuTl h: E,3114 AVE E YE 2121 1 AVE E 21.. E ,11.9 AVE E 22 C./ E IETH KAI a TF 2,37.; AVES, a 22ND AVE w0',: D' e E27111 A E 2.1.1T4 AVE E C AVe: 41 0 p. E 321) EVE E 71.4 —q 331r, w. C4Tit AVE E, A E ATE.I AVE S N t 7Q r72 N "1-ST FVE E 31ST EvE E 32ND AVE I 4.‘ TZ*C 3 (<, -7,4% Earner s s PI 2 1.4 e, f q7711 Chiller V7 ory E DIORPE ,.., I N-;.,.. =4.----!.., .?5 _...,/ N 4li-.• H y,'" . 4,-,( OR PRHATE OR ci4zsrEH,pcsZKIra 40% 1210,1. =ND 25% Z.z4,4t4fr a ' L- • 5-2411-,A N FT 2711i@NVC:k5:, e O a C 3-1EI cY 1 Z 40:HAVE ryZf cr y 60% k_ Project Site .EMONAVr4 nR N s 0 C; AVEno E,3=TH 27-MA • .14 rd c•ig - - CD a F4at I E TFrs, Ass.---'—t czosiCr -2 . '2a r -3 71 n ( A \i;'''- A '7 07 S. 43AD ,S4E. ..002 Del-orme.. street Alla USA® 2003. WWW.dft/OrMO.COrft PON(TIMM) :25.30 -MOO 24071 MOO 0 200 MOO ',ORO ft N.T.S. Sunburst Engineering 4310 S. Ball Dr. (509) 924-2155 Veradale, WA 99037 (509) 228-9440 (fax) Paxton Addition Trip Distribution Letter Project Number 0407 ./ Figure 3 Trip Distribution --a 4- S •••••.••••••••• Ie. /..••••••••••I fg••••••", e.• ••••• • o• n. e• • • ."-A e.• • ••••••.,, ••••,..•••—••••••••‘• tit r4 pi a - LI) -15 3 I -1S-; (%) + 7 -3- ••••••••••••• ..•••••-•/•-••••• I.-•••••••••• l=•••••••••• .• sq. •••• •• it,. • • nt “•••••••••• •••••••••• ••••••-•%•••••••••••••• ••••••• a•••••••••• ••••sa•-••-•••%* The Creek at Chester 49 single family residential lots platted 5 lots built out 44 single family residential lots remain Trip Generation Table 2 - Trip Generation Rates for LUC # 210 - Single Family Residential Detached Housing 1)elling UnIts Peek Ho 10 ritr6ction l Vol . e iortal 0 76 Di5tribiition 1,01 trips s_ ributidri per Knit ' i' , In 74 taut per Lij-iit Aver a Units (y Trip Ends (;APT) ACT 1 Trip Distribution 60% north on Madison Road towards 32nd Avenue 34% east on 32nd Avenue 17% north on Pines Road 9% west on 32nd Avenue 40% west on Thorpe Road towards Dishman-Mica Road 36% north on Dishman-Mica Road 4% south on Dishman-Mica Road IV. Trip Generation The trip generation characteristics of the site are expected to be represented by the characteristics found in the Institute of Transportation Engineers Manual, Trip Generation, 7th Edition for Single-Family Detached Housing, Land Use Category 210. Local data is available for average daily traffic from a report prepared by NuStats on behalf of SRTC, and for non-incorporated parts of Spokane County, the rate is 11.55 trips per household per day. The trip making characteristics for the site are summarized on Table 1. Table 1- Trip Generation Characteristics for The Creek at Chester p Units AM Peak Houk pm. P ADT Vol @ 0.77 Trips per Unit Directional Distribution Vol 1:02 Trips per Unit Directional Distribution Vol 11.55 Trips per Unit 26% In 74% Out 649/0.-In 36% Out 49 38 10 28 50 32 18 • 566 Based on the information on Table 1 the site will generate 38 new trips during the a.m. peak hour and 50 new trips in the p.m. peak hour. During an average day, the site will generate 566 trips. V. Trip Distribution Overall distribution from the site is expected to be 40% west on Thorpe Road, and 60% north on Madison Road as shown on Figure 5, Trip Distribution. This is substantially different than the distribution contained in the trip distribution letter prepared for this project. However, the field counts at the Thorpe Road / Madison Road intersection indicate that this distribution is more reflective of residential distribution in the area. It is likely that more trips from the area have ends within the Valley and closer to the site than anticipated in the trip distribution letter. This discrepancy was brought to Spokane County and Spokane Valley personnel's attention as soon as it was discovered. Note that all of the traffic generated by the project is assumed to use the Thorpe Road / Madison Road intersection. A small amount of traffic may go south from the site. However, this is expected to be a very small amount, and was therefore neglected, in part to ensure that the Thorpe Road / Madison Road intersection is functioning at acceptable levels of service. The traffic on Thorpe Road is expected to use Dishman-Mica Road to/from the north, with very limited traffic using Dishman-Mica Road to the south. The site generated traffic volumes are shown on the lower left corner of Figure 3 for the a.m. peak hour and Figure 4 for the p.m. peak hour. VI. Level of Service Analysis Intersection levels of service are expressed by using letter designations from A to F, whereby LOS A represents the best operating conditions and LOS F the worst (saturated flow or over-capacity) conditions. The levels are designed to determine how well an intersection is functioning with respect to variables such as traffic flow and delay. Sunburst Engineering The Creek at Chester Threshold Traffic Study July, 2007 3 Spokane County, WA S 8T 3 S W S S BLA<E RD S MCCABE RD vii O •zE tu tu S AVALON D e9.9 S G THR E RD > § MCDON81-2.-ST—cr, < us 0 ,,, ,,, NO DC1,--DW'COVNO,;;QN s z r,i ru 524°,71'''''''.- -74, S WOODLAWN R\D , ......... f 6 "7, S CHERRY RD L't s o r ktS CHERRY CT ' cei w •4r" w w., < ; w 74 U g **Ili 5 0 (4:9 StCOLLINS20 I SNI110D. S HOUK 9 I I S alEM RD ()a SIddIHM S Cpy, iv0- 7N r,Oz4 tu aTiintgiam s 5 BATES Fto 5 BATES RD cu''' W i I H-RD L/Cr 2IDIDVgA s S PINES RD S S BATES RD S F49:29,1•51P. LN CU Lu •• viin4>a ••,)' ."Ix Cin Amb all v.) cu S BOWDIS RD 0 O O a 6 Oa NOSIOVVI S z3Q S SKIPWORTH RD S PI CE RD 1/1 < NN RD MI VI al > < Z 2,1 W „5 S UNIVE SITY RD N s- SO°5 SUNP-I 5.5usigls.0° u`c 0 OBER TN • D S S WOODWARD RD ID I-IIADMell>is.,S— IS PI RC ST tu tj ERSITY RD 1 sr+. SOWS S S BATE S HOLLOW ST s, tu S GILLIS R 5 LLNIVERSITy: RD S RAYMOND Cl S BOWDISH R SHID AY CT S GILLIS RD S VAN MARTERL 4.0 021 ON04w.b...d s 5_02,BAWK D Ltiw SSP e".‘tk" E". 8 I 0404 0 8 vi The Creek at Chester Threshold Traffic Study z AK AIL AL AIL AC Alb ,,ak .411114 AIL Alak Aft, IV+, IRA Ant, IS, AIL, AK. Anct. alo, h t nil 1 yeti 7,259 ii,970 4-2717 c--- C \c• t \-7 /1, 5 0 191 % .a 98. CA' 1' 1 g1„ c NF\ O r4 Try ÷ 'L Pine Valley Ranch 132 single family residential lots platted 0 lots built out 132 single family residential lots Trip Generation Table 4 - Tri Generation Rates for LUG # 220 - A • '3. ) 14 verng Dail Trip rEllits (MDT Units Rate ADT 132 I 6.65 876 Trip Distribution artments PM Peak Hour Directional • ••,. • 1:,:r'O:Iff 35C./.Qut 90 ,9 31 h.!ti/Cai.:IC VI I. —Al' 5fX)'-ir17'.fl 15% west on 32nd Avenue towards Dishman-Mica Road 35% north on State Route 27 20% east on 32nd Avenue, then north on Sullivan Road 15% east on 32nd Avenue, then north on Evergreen Road 5% north on State Route 27, then west on 16th Avenue 5% south on State Route 27 5% internal Transportation Impact Analysis Pine Valley Ranch Phase II November 2014 Project Impacts This section documents the impacts which the proposed project would have on the transportation network in the surrounding vicinity. First, trips to be generated by the proposed project are estimated and assigned to the transportation network. With-project levels of service at identified study intersections are evaluated and compared to the baseline condition and local agency standards. Any potential traffic safety impacts and transit and non- motorized impacts are discussed. Trip Generation Weekday PM peak hour trip generation for the proposed project was calculated based on trip rates published in the Institute of Transportation Engineer's Trip Generation Manual (9th Edition, 2012). The trip generation rates are based on hundreds of studies for different land uses. For this study, the apartments land use (#220) was study with the regression equation used based on the size of the development and recommendations in the Trip Generation Handbook (ITE, 2nd Edition, 2004). The resulting trip generation estimate for the proposed development during the average weekday PM peak hour is shown in Table 3. As shown, the proposed residential development is anticipated to generate 90 net new project trips (59 inbound trips and 31 outbound trips) during the weekday PM peak hour. Table 3. Weekday PM Peak Hour Trip Generation Summary Land Use Apartments (LU 220) Net New Project Trips2 Size Rate' In Out Total 132 DU eqn 59 31 90 1. Rate derived from equation provided for LU 220 within the ITE Trip Generation Manual, 901 Edition. 2. Infout percentages based on ITE Trip Generation Manual, 9th Edition. As shown in Table 3, the proposed residential development is anticipated to generate 90 vehicle trips during the weekday PM peak hour. Of these trips, it is estimated that 59 will be oriented towards the site while 31 leave the site during the weekday PM peak hour. Trip Distribution and Assignment The distribution of project traffic is based on a review of local travel patterns and coordination with Spokane Valley, Spokane County, and WSDOT staff. Based on the trip distribution patterns shown in Figure 5, weekday PM peak-hour project traffic was assigned to each of the study intersections as shown in Figure 6. The project traffic volumes were added to the future baseline 2017 traffic volumes to form the basis of the with-project analysis. Figure 7 shows the weekday PM peak hour with-project traffic volumes. The future with-project traffic volumes and project share are summarized in Table 4. transpogroup - Page 12 NOT TO SCALE E1SPRAGUE AVE 35% 5% LULU a- LW E 16TH AVE u-i, E 32ND AVE 15% X% LEGEND = PERCENT TRIP DISTRIBUTION Project Trip Distribution 15% E 24TH AVE SITE 5% 64Lt-TTEFTWAVE 20% Pine Valley Ranch Phase II YrtranspoeRoup \1srv-dfs-wa\ MM_Projects Projects \ 14\14069.00 - Pine Valley Ranch II Graphics ligraphic01 <Figure 5> francescal 0712211410:19 FIGURE 5 Aek N NOT TO SCALE S PINE ROAD/SR 27 E 16TH AVENUE 3 2 C3 Lri 3. 0 rs SR 27 E 16TH AVENUE 3- 20 1 11 E 24TH AVE e- O LEGEND = STUDY INTERSECTION = FUTURE PHASE II SITE ACCESS = PM PEAK HOUR TRIPS E 16TH AVE 27 O f SR 27 E 32ND AVENUE 12 pi k.6 4- 2 5' i13 2 I 8 7 E 32ND AVE O ACCESS DRIVEWAY E 32ND AVENUE 6 17) 3 S EVERGREEN RD PM Peak Hour Project Trip Assignment 5 SITE S EVERGREEN ROAD E 32ND AVENUE 9 4 -J 6- +12 S SULLIVAN ROAD E 32ND AVENUE 12 6)J ck SR 27 WI EXISTING PHASE I DRIVEWAY 30 L i2 (1 Pine Valley Ranch Phase 11 11sri-dfswalAM_ProjectskPmects114114069.00 Pne Valey Rancn IhGraphns114069_graphn01_20141031 <F,gure 6> stephanes 11112/14 12 24 O FIGURE transpogroup vr 6 -AT TRANSPORTA-1ON CAN BE 24 2 1 356 5A7 6\ \ 2_ -2 O 33 1 -) I 1 4-3 20%, Iv E lrAt K me 11- p 54it HQ 0 r< 7, re: i 1M oPtr O ict 5C 3 5-14e 5A eq 3.* R ca t Sr IZ PP/ 5 VA afr filtA/C Prl P64 h. govg ", jt?,1 00 qo S1 31 Elk Ridge Heights 119 single family residential lots platted 41 lots built out 78 single family residential lots Trip Generation Table 3 - Trip Generation Rates for LUC # 210 - Single Family Residential Detached Housing -AM.Peak..Hour;.P,M Peak Hour Dwelling Vol C.g. Diredtional Via``,Rirectional UnitS 0.76 trips. Distribution 1.01 trips Distribution Rp.:61._nit 26'0 In 74Go Out per Unit 65'0 Ir 35 Out 1 m Averyc Daily Trip Ends (ADT) Units Rate ADT 78 j 11.66 909 Trip Distribution 95% north on State Route 27 towards 32nd Avenue 55% north on State Route 27 23% west on 32nd Avenue 17% east on 32nd Avenue 5% south on State Route 27 28 ( 1,/ It) 3 —9 3 %S5 tr eeeez,f it) 17/, 3/0 z se Fur 125A-1-1- 1#ag TQl-n( rti Dv $7 15— gAI 0 4-1 /-9 S e-7 4- 7 N 23;, ZV IL vs - IC Ft* V06E Pk/ Pe " # 7a7er IV 71 5/ eri oe LEVEL OF SERVICE CALCULATIONS EXISTING CONDITIONS HCM 2010 Signalized Intersection Summary 2015 AM Existing 1: University Rd & 32nd Ave 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT N BR SBL SBT SBR Lane Configurations 41+ 410 +To fl+ Traffic Volume (veh/h) 4 125 6 32 441 111 19 73 60 61 46 4 Future Volume (veh/h) 4 125 6 32 441 111 19 73 60 61 46 4 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1868 1900 1900 1883 1900 1900 1875 1900 1759 1832 1900 Adj Flow Rate, veh/h 4 136 7 35 479 121 21 79 65 66 50 4 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 0 0 0 0 0 0 8 2 2 Cap, veh/h 108 1395 70 142 1129 276 38 305 227 89 618 49 Arrive On Green 0.42 0.42 0.42 0.42 0.42 0.42 0.02 0.16 0.16 0.05 0.19 0.19 Sat Flnw wah/h CI 119R 1 RR R7 2RA1 RSA 1 R1 n 1C141(1 14/11 1 R7c 19AQ 9FR Grp Volume(v), veh/h 77 0 70 341 0 294 21 72 72 66 26 28 Grp Sat Flow(s),veh/h/In 1843 0 1670 1839 0 1597 1810 1781 1601 1675 1741 1787 Q Serve(g_s), s 0.0 0.0 1.0 0.0 0.0 4.9 0.4 1.3 1.5 1.5 0.5 0.5 Cycle Q Clear(g_c), s 0.9 0.0 1.0 4.9 0.0 4.9 0.4 1.3 1.5 1.5 0.5 0.5 Prop In Lane 0.05 0.10 0.10 0.41 1.00 0.90 1.00 0.14 Lane Grp Cap(c), veh/h 873 0 701 876 0 670 38 280 252 89 329 338 V/C Ratio(X) 0.09 0.00 0.10 0.39 0.00 0.44 0.55 0.26 0.29 0.74 0.08 0.08 Avail Cap(c_a), veh/h 1528 0 1325 1546 0 1268 957 1413 1270 887 1381 1418 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.6 0.0 6.6 7.8 0.0 7.8 18.3 14.0 14.1 17.6 12.6 12.6 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.6 0.0 1.0 16.8 1.0 1.3 16.0 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 0.5 0.0 0.5 2.6 0.0 2.3 0.4 0.7 0.8 1.1 0.2 0.3 LnGrp Delay(d),s/veh 6.7 0.0 6.8 8.4 0.0 8.8 35.1 15.0 15.4 33.7 12.8 12.8 LnGrp LOS A A A A D B B C B B Approach Vol, veh/h 147 635 165 120 Approach Delay, s/veh 6.8 8.6 17.7 24.3 Approach LOS A A rimer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 20.9 4.8 12.2 20.9 6.0 10.9 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 30.0 20.0 30.0 30.0 20.0 30.0 Max Q Clear Time (g_c+11), s 3.0 2.4 2.5 6.9 3.5 3.5 Green Ext Time (p_c), s 9.6 0.0 2.1 8.9 0.2 2.0 Interseetion 'auniftaty HCM 2010 Ctrl Delay 11.5 HCM 2010 LOS Painted Hills PRD Synchro 9 Report Whipple Consulting Engineers Page 2 HCM 2010 Signalized Intersection Summary 2015 AM Existing 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/12/2016 Movement EBL EBT EBR Lane Configurations r Traffic Volume (veh/h) Future Volume (veh/h) Number 1 126 35 1 126 35 5 2 12 0 0 0 1.00 1.00 1.00 1.00 1.00 1900 1776 1900 1 138 38 1 1 1 0.91 0.91 0.91 0 7 0 5 448 407 0.00 0.25 0.25 1810 1776 1615 1 138 38 1810 1776 1615 0.0 2.5 0.7 0.0 2.5 0.7 1.00 1.00 5 448 407 0.22 0.31 0.09 1154 1133 1030 1.00 1.00 1.00 1.00 1.00 1.00 19.5 11.9 11.2 30.5 0.6 0.1 0.0 0.0 0.0 0.0 1.3 0.3 50.1 12.4 11.4 WBL WBT WBR NBL NBT NBR SBL SBT ti+ 1+ + 10 378 18 213 95 22 14 37 10 378 18 213 95 22 14 37 1 6 16 3 8 18 7 4 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1859 1900 1900 1885 1900 1900 1810 11 415 20 234 104 24 15 41 1 2 0 1 1 0 1 1 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0 2 2 0 1 1 0 5 21 901 43 325 312 72 28 84 0.01 0.26 0.26 0.18 0.21 0.21 0.02 0.05 1810 3432 165 1810 1482 342 1810 1810 11 213 222 234 0 128 15 41 1810 1766 1830 1810 0 1824 1810 1810 0.2 4.0 4.0 4.8 0.0 2.3 0.3 0.9 0.2 4.0 4.0 4.8 0.0 2.3 0.3 0.9 1.00 0.09 1.00 0.19 1.00 21 464 481 325 0 384 28 84 0.53 0.46 0.46 0.72 0.00 0.33 0.54 0.49 923 1127 1167 923 0 1303 923 1293 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 19.3 12.1 12.1 15.2 0.0 13.1 19.2 18.2 26.4 1.0 1.0 4.3 0.0 0.7 21.1 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 2.0 2.1 2.7 0.0 1.3 0.3 0.6 45.7 13.1 13.1 19.4 0.0 13.8 40.3 24.3 B B B B D C 446 362 68 13.9 17.4 26.9 B B C 4 5 6 7 8 4 5 6 7 8 7.8 4.0 16.3 4.6 14.3 6.0 4.0 6.0 4.0 6.0 28.0 25.0 25.0 20.0 28.0 2.9 2.0 6.0 2.3 4.3 1.3 0.0 4.3 0.0 1.3 SBR r 11 11 14 Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor 0 1.00 1.00 1900 12 1 0.91 Percent Heavy Veh, % Cap, veh/h Arrive On Green 75 0.05 Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 1615 12 1615 0.3 0.3 1.0C 75 0.16 1154 1.00 1.00 17.9 1.4 0.0 0.2 19.3 D B B D 177 12.4 B 1 2 3 1 2 3 4.5 15.9 11.0 4.0 6.0 4.0 20.0 2.2 0.0 25.0 4.5 4.4 20.0 6.8 0.9 15.7 B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s FigTerairt HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 4 HCM 2010 Signalized Intersection Summary 2015 AM Existing 3: Bowdish Rd & 32nd Ave 9/12/2016 -A -4, C 4— k• t 4, Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c _a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Annrnar.h 1)Alav R/vAh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s HCM 2010 Ctrl Delay HCM 2010 LOS 51 51 1.) 412 412 34 34 II 23 23 1+ 253 253 8 8 52 52 44 44 28 28 73 73 4) 109 109 92 92 5 2 12 1 6 16 3 8 18 7 4 14 0 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1863 1849 1900 1900 1822 1900 1900 1856 1900 1900 1886 1900 58 468 39 26 288 9 59 50 32 83 124 105 1 1 1 1 0 1 0 1 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 2 3 3 0 4 4 2 2 2 1 1 1 494 659 55 336 659 21 255 202 101 190 216 155 0.03 0.39 0.39 0.02 0.38 0.38 0.28 0.28 0.28 0.28 0.28 0.28 1774 1684 140 1810 1758 55 509 728 363 319 778 557 58 0 507 26 0 297 141 0 0 312 0 0 1774 0 1824 1810 0 1812 1600 0 0 1654 0 0 0.9 0.0 10.5 0.4 0.0 5.5 0.0 0.0 0.0 4.2 0.0 0.0 0.9 0.0 10.5 0.4 0.0 5.5 2.8 0.0 0.0 7.4 0.0 0.0 1.00 0.08 1.00 0.03 0.42 0.23 0.27 0.34 494 0 713 336 0 680 559 0 0 561 0 0.12 0.00 0.71 0.08 0.00 0.44 0.25 0.00 0.00 0.56 0.00 0.0C 1165 0 977 1050 0 970 926 0 0 976 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0C 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 8.4 0.0 11.5 9.5 0.0 10.5 12.7 0.0 0.0 14.3 0.0 0.0 0.1 0.0 2.0 0.1 0.0 0.6 0.3 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 5.6 0.2 0.0 2.8 1.4 0.0 0.0 3.6 0.0 0.0 8.5 0.0 13.5 9.6 0.0 11.1 13.0 0.0 0.0 15.5 0.0 0.0 A B A B B B 565 323 141 312 130 11 n 155 B B B B 1 2 3 4 5 6 7 8 1 2 4 5 6 8 4.8 22.5 17.5 5.5 21.8 17.5 4.0 5.0 5.0 4.0 5.0 5.0 18.5 24.0 24.0 18.5 24.0 24.0 2.4 12.5 9.4 2.9 7.5 4.8 0.0 5.0 3.4 0.1 6.3 3.8 -9111 13.1 B Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 6 HCM 2010 Signalized Intersection Summary 2015 AM Existing 4: Bowdish Rd & Dishman-Mica Rd 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL Lane Configurations r+ t.4. Traffic Volume (veh/h) 6 113 31 9 269 20 112 143 16 21 Future Volume (veh/h) 6 113 31 9 269 20 112 143 16 21 Number 5 2 12 1 6 16 3 8 18 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1859 1900 1900 1882 1900 1900 1883 1900 1900 Adj Flow Rate, veh/h 7 128 35 10 306 23 127 162 18 24 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 0 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 0 2 2 0 1 1 1 1 1 0 Cap, veh/h 14 426 116 19 529 40 295 264 26 197 Arrive On Green 0.01 0.30 0.30 0.01 0.31 0.31 0.27 0.27 0.27 0.27 Sat Flow, veh/h 1810 1406 385 1810 1730 130 554 989 96 247 Grp Volume(v), veh/h 7 0 163 10 0 329 307 0 0 91 Grp Sat Flow(s),veh/h/In 1810 0 1791 1810 0 1860 1638 0 0 1804 Q Serve(g_s), s 0.1 0.0 2.4 0.2 0.0 5.2 4.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 0.0 2.4 0.2 0.0 5.2 5.7 0.0 0.0 1.3 Prop In Lane 1.00 0.21 1.00 0.07 0.41 0.06 0.26 Lane Grp Cap(c), veh/h 14 0 542 19 0 569 585 0 0 614 V/C Ratio(X) 0.51 0.00 0.30 0.52 0.00 0.58 0.52 0.00 0.00 0.15 Avail Cap(c_a), veh/h 785 0 1295 1309 0 1291 897 0 0 918 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Unstream Filter-111 1 00 0 00 1 00 1 no n no 1 on 1 oo onn n no 1 no Uniform Delay (d), s/veh 17.1 0.0 9.2 17.0 0.0 10.1 11.3 0.0 0.0 9.8 Incr Delay (d2), s/veh 36.9 0.0 0.4 27.9 0.0 1.3 1.0 0.0 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 0.2 0.0 1.2 0.2 0.0 2.8 2.7 0.0 0.0 0.7 LnGrp Delay(d),s/veh 54.0 0.0 9.7 44.9 0.0 11.4 12.3 0.0 0.0 9.9 LnGrp LOS D A D B B A Approach Vol, veh/h 170 339 307 Approach Delay, s/veh 11.5 12.4 12.3 Approach LOS B B B Timer 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.4 16.0 14.2 4.3 16.1 14.2 Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0 Max Green Setting (Gmax), s 25.0 25.0 16.0 15.0 24.0 16.0 Max Q Clear Time (g_c+11), s 2.2 4.4 3.3 2.1 7.2 7.7 Green Ext Time (p_c), s 0.0 3.7 2.7 0.0 3.4 2.0 ntrEttantriMM-IliMillitu— HCM 2010 Ctrl Delay 12.0 HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers SBT SBR 4 ti 59 7 59 7 4 14 0 0 1.00 1.00 1.00 1900 1900 67 8 1 1 0.88 0.88 0 0 416 431 0.27 0.27 1558 1615 0 8 0 1615 0.0 0.1 0.0 0.1 1.00 0 431 0.00 0.0'4- n 747 1.00 1.00 non 1 nn 0.0 9.3 0.0 0.0 0.0 0.0 0.0 0.1 0.0 9.4 A 99 9.9 A Synchro 9 Report Page 8 HCM 2010 TWSC 9: Dishman-Mica Rd & Thorpe Rd 2015 AM Existing 9/12/2016 Intersection Int Delay, s/veh 2.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations 1+ 4 Traffic Vol, veh/h 6 73 218 12 34 111 Future Vol, veh/h 6 73 218 12 34 111 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % Mvmt Flow 0 8 0 92 3 276 0 15 3 43 5 141 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 511 284 0 0 291 0 Stage 1 284 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 227 6.4 5.4 5.4 3.5 526 769 6.2 3.3 760 4.13 2.227 1265 Stage 2 815 Platoon blocked, % Mov Cap-1 Maneuver 507 760 1265 Mov Cap-2 Maneuver 507 Stage 1 769 Stage 2 785 Approach WB NB SB HCM Control Delay, s 10.7 1.9 HCM LOS M inor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 732 1265 HCM Lane V/C Ratio - 0.137 0.034 HCM Control Delay (s) - 10.7 7.9 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) - 0.5 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 9 HCM 2010 TWSC 11: Pines Rd & 16th Ave 2015 AM Existing 9/12/2016 Intersection Int Delay, s/veh 7.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1* 4 4* 4* Traffic Vol, veh/h 0 223 41 47 191 0 24 0 198 0 134 31 Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 0 0 Free - 88 0 0 223 0 Free - 0 0 88 4 253 41 0 Free None 88 0 47 47 0 Free - 88 0 53 191 0 Free - 0 0 88 5 217 0 0 Free None - 88 0 0 24 0 Stop 88 0 27 0 0 Stop - 0 0 88 0 0 198 0 Stop None 88 2 225 0 0 Stop - 88 2 0 134 0 Stop - 0 0 88 6 152 31 0 Stop None - 88 0 35 Major/Minor Majorl Major2 Minor1 Minor2 Conflicting Flow All 0 0 300 0 0 695 601 277 713 624 217 Stage 1 277 277 324 324 Stage 2 Critical Hdwy Critical Hdwy Stg 1 4.1 418 7.1 6.1 324 6.5 5.5 - 6.22 - 389 7.12 6.12 300 6.56 5.56 6.2 Critical Hdwy Stg 2 6.1 5.5 6.12 5.56 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 0 0 2.2 1273 0 0 3.5 359 734 4 417 685 3.318 762 3.518 347 688 4.054 397 643 3.3 828 Stage 2 0 0 616 653 635 658 Platoon blocked, % Mov Cap-1 Maneuver 1273 228 397 762 236 378 828 Mov Cap-2 Maneuver 228 397 236 378 Stage 1 734 685 688 613 Stage 2 422 622 448 658 Approach HCM EB WB NB SB Control Delay, s 0 1.6 15.1 20.2 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) HCM Lane V/C Ratio 0.415 - 0.042 - 0.445 608 - 1273 - 421 HCM Control Delay (s) 15.1 8 0 20.2 HCM Lane LOS C A A C HCM 95th %tile Q(veh) 2 - 0.1 - 2.2 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 10 HCM 2010 Signalized Intersection Summary 2015 AM Existing 12: Hwy 27 & 16th Ave 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4 r vi +To 'Pi +T. Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Ti mer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay H 193 206 22 5 188 68 49 401 18 39 99 1 193 206 22 5 188 68 49 401 18 39 99 1 3 8 18 7 4 14 1 6 16 5 2 12 0 0 0 0 0 0 0 0 0 0 0 0 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1881 1900 1900 1864 1900 1900 1882 1900 1900 1828 1900 227 242 26 6 221 0 58 472 21 46 116 1 0 1 1 0 1 1 1 2 0 1 2 0 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1 1 0 2 2 0 0 1 1 0 4 4 277 296 497 8 290 259 88 674 30 77 660 6 0.31 0.31 0.31 0.16 0.16 0.00 0.05 0.19 0.19 0.04 0.19 0.19 889 948 1592 49 1812 1615 1810 3488 155 1810 3528 30 469 0 26 227 0 0 58 242 251 46 57 60 1837 0 1592 1861 0 1615 1810 1788 1855 1810 1736 1822 16.2 0.0 0.8 8.0 0.0 0.0 2.2 8.6 8.7 1.7 1.9 1.9 16.2 0.0 0.8 8.0 0.0 0.0 2.2 8.6 8.7 1.7 1.9 1.9 0.48 1.00 0.03 1.00 1.00 0.08 1.00 0.02 573 0 497 298 0 259 88 346 359 77 325 341 0.82 0.00 0.05 0.76 0.00 0.00 0.66 0.70 0.70 0.60 0.18 0.18 1339 0 1161 814 0 707 792 782 811 792 760 797 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 21.8 0.0 16.5 27.5 0.0 0.0 32.0 25.8 25.8 32.2 23.4 23.4 2.9 0.0 0.0 4.0 0.0 0.0 8.0 1.9 1.9 7.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8.7 0.0 0.3 4.4 0.0 0.0 1.3 4.4 4.6 1.0 0.9 1.0 24.7 0.0 16.5 31.5 0.0 0.0 40.1 27.7 27.7 39.5 23.5 23.5 C B C D C C D C C 495 227 551 163 24.3 31.5 29.0 28.0 C C C C 1 2 3 4 5 6 7 8 1 2 4 5 6 8 8.3 17.8 16.0 7.9 18.3 26.4 5.0 5.0 5.0 5.0 5.0 5.0 30.0 30.0 30.0 30.0 30.0 50.0 4.2 3.9 10.0 3.7 10.7 18.2 0.1 2.7 1.1 0.1 2.6 3.2 27.7 CM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 12 HCM 2010 Signalized Intersection Summary 13: Pines Rd & 32nd Ave 2015 AM Existing 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations "j 1+ 'I 1+ '1 1 'I 1+ Traffic Volume (veh/h) 15 344 3 38 390 53 43 50 99 181 33 31 Future Volume (veh/h) 15 344 3 38 390 53 43 50 99 181 33 31 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 0.99 0.99 0.91 0.97 0.98 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1845 1900 1845 1838 1900 1900 1863 1900 1863 1900 1900 Adj Flow Rate, veh/h 18 414 4 46 470 64 52 60 119 218 40 37 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 0 3 3 3 3 3 0 0 0 2 0 0 Cap, veh/h 353 886 9 439 789 107 336 88 174 364 220 204 Arrive On Green 0.01 0.49 0.49 0.02 0.50 0.50 0.03 0.16 0.16 0.12 0.25 0.25 Sat Flow, veh/h 1810 1824 18 1757 1583 216 1810 545 1082 1774 880 814 Grp Volume(v), veh/h 18 0 418 46 0 534 52 0 179 218 0 77 Grp Sat Flow(s),veh/h/In 1810 0 1841 1757 0 1798 1810 0 1627 1774 0 1693 Q Serve(g_s), s 0.5 0.0 14.0 1.2 0.0 19.6 2.2 0.0 9.6 9.0 0.0 3.3 Cycle Q Clear(g_c), s 0.5 0.0 14.0 1.2 0.0 19.6 2.2 0.0 9.6 9.0 0.0 3.3 Prop In Lane 1.00 0.01 1.00 0.12 1.00 0.66 1.00 0.48 Lane Grp Cap(c), veh/h 353 0 895 439 0 897 336 0 261 364 0 424 V/C Ratio(X) 0.05 0.00 0.47 0.10 0.00 0.60 0.15 0.00 0.69 0.60 0.00 0.18 Avail Cap(c_a), veh/h 722 0 895 965 0 897 665 0 562 624 0 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.7 0.0 15.8 12.5 0.0 16.6 30.9 0.0 36.7 26.3 0.0 27.3 lncr Delay (d2), s/veh 0.1 0.0 1.8 0.1 0.0 2.9 0.2 0.0 6.6 1.6 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 0.2 0.0 7.5 0.6 0.0 10.4 1.1 0.0 4.8 4.6 0.0 1.6 LnGrp Delay(d),s/veh 13.7 0.0 17.6 12.6 0.0 19.5 31.1 0.0 43.3 27.9 0.0 27.7 LnGrp LOS B B B B C D C C Approach Vol, veh/h 436 580 231 295 Approach Delay, s/veh 17.4 18.9 40.6 27.9 Approach LOS B B D C rimer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.6 51.2 16.0 19.9 6.8 50.0 7.7 28.2 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 20.0 30.0 25.0 32.0 30.0 45.0 20.0 25.0 Max Q Clear Time (g_c+I1), s 2.5 21.6 11.0 11.6 3.2 16.0 4.2 5.3 Green Ext Time (p_c), s 0.0 5.5 0.5 2.6 0.1 13.0 0.1 2.6 Intersectiorigiinth&I HCM 2010 Ctrl Delay 23.5 HCM 2010 LOS Painted Hills PRD Synchro 9 Report Whipple Consulting Engineers Page 14 HCM 2010 TWSC 2015 AM Existing 18: Madison Rd & Thorpe Rd 9/12/2016 Intersection Int Delay, s/veh 4.8 EBL EBT EBR WBL WBT WBR NBL Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length 75 75 0 Stop 4+ 0 0 0 Stop - 10 10 0 Stop None 0 0 0 Stop 4+ 0 0 0 Stop - 0 0 0 Stop None 49 49 0 Free Veh in Median Storage, # 0 0 Grade, % 0 0 Peak Hour Factor 82 82 82 82 82 82 82 Heavy Vehicles, % Mvmt Flow 4 91 0 0 0 12 0 0 0 0 0 0 2 60 Major/Minor Minor2 Minor/ Major/ Conflicting Flow All 254 254 60 260 285 74 91 Stage 1 60 60 194 194 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 194 7.14 6.14 6.14 3.536 194 6.5 5.5 5.5 4 6.2 3.3 66 7.1 6.1 6.1 3.5 91 6.5 5.5 5.5 4 6.2 3.3 4.12 2.218 Pot Cap-1 Maneuver 695 653 1011 697 628 993 1504 Stage 1 946 849 812 744 Stage 2 803 744 950 823 Platoon blocked, % Mov Cap-1 Maneuver 673 626 1011 667 602 993 1504 Mov Cap-2 Maneuver 673 626 667 602 Stage 1 906 849 778 713 Stage 2 769 713 939 823 NBT NBR SBL SBT SBR 61 0 0 24 51 61 0 0 24 51 0 0 0 0 0 Free Free Free Free Free - None - None 0 0 0 82 82 82 82 0 0 0 0 0 29 0 62 Major2 0 74 0 0 4.1 2.2 1538 1538 0 82 0 74 0 Approach EB WB NB SB HCM Control Delay, s 11 0 3.3 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio 1504 0.04 - 701 - 1538 - 0.148 HCM Control Delay (s) 7.5 0 - 11 0 0 HCM Lane LOS A A B A A HCM 95th %tile Q(veh) 0.1 - 0.5 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 15 HCM 2010 Signalized Intersection Summary 19: Hwy 27 & 32nd Ave 2015 AM Existing 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft+ /I 1 /1 '1+ "1 +10 Traffic Volume (veh/h) 125 221 55 59 191 66 114 258 126 22 78 72 Future Volume (veh/h) 125 221 55 59 191 66 114 258 126 22 78 72 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1838 1900 1810 1849 1900 1845 1856 1900 1900 1793 1900 Adj Flow Rate, veh/h 134 238 59 63 205 71 123 277 135 24 84 77 Adj No. of Lanes 1 2 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 3 3 5 3 3 3 3 3 0 5 5 Cap, veh/h 179 809 197 102 326 113 164 487 231 52 256 212 Arrive On Green 0.10 0.29 0.29 0.06 0.25 0.25 0.09 0.21 0.21 0.03 0.14 0.14 Sat Flow, veh/h 1774 2787 677 1723 1314 455 1757 2323 1102 1810 1771 1467 Grp Volume(v), veh/h 134 147 150 63 0 276 123 208 204 24 80 81 Grp Sat Flow(s) veh/h/In 1774 1746 1718 1723 0 1769 1757 1764 1662 1810 1704 1534 • Q Serve(g_s), s 3.6 3.2 3.3 1.7 0.0 6.7 3.3 5.1 5.3 0.6 2.1 2.3 Cycle Q Clear(g_c), s 3.6 3.2 3.3 1.7 0.0 6.7 3.3 5.1 5.3 0.6 2.1 2.3 Prop In Lane 1.00 0.39 1.00 0.26 1.00 0.66 1.00 0.96 Lane Grp Cap(c), vehlh 179 507 499 102 0 439 164 370 348 52 246 222 V/C Ratio(X) 0.75 0.29 0.30 0.62 0.00 0.63 0.75 0.56 0.58 0.47 0.33 0.36 Avail Cap(c_a), veh/h 915 1441 1418 889 0 1460 1087 1455 1372 1120 1406 1266 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.2 13.3 13.4 22.3 0.0 16.2 21.4 17.2 17.3 23.2 18.6 18.7 lncr Delay (d2), s/veh 6.1 0.3 0.3 6.0 0.0 1.5 6.7 1.0 1.2 6.4 0.7 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 1.6 1.6 1.0 0.0 3.5 1.9 2.6 2.5 0.4 1.0 1.0 LnGrp Delay(d),s/veh 27.3 13.6 13.7 28.3 0.0 17.7 28.1 18.2 18.4 29.6 19.3 19.6 LnGrp LOS C B B C B C B B C B B Approach Vol, veh/h 431 339 535 185 Approach Delay, s/veh 17.9 19.7 20.5 20.7 Approach LOS Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.9 15.7 7.4 18.6 10.0 12.5 9.4 16.5 Change Period (Y+Rc), s 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 Max Green Setting (Gmax), s 30.0 40.0 25.0 40.0 30.0 40.0 25.0 40.0 Max Q Clear Time (g_c+I1), s 2.6 7.3 3.7 5.3 5.3 4.3 5.6 8.7 Green Ext Time (p_c), s 0.0 2.7 0.1 3.6 0.3 2.7 0.3 3.6 Intersection Summary -----111111111111111111111111.1 HCM 2010 Ctrl Delay 19.6 HCM 2010 LOS Painted Hills PRD Synchro 9 Report Whipple Consulting Engineers Page 17 HCM 2010 TWSC 2015 AM Existing 20: 32nd Ave & Ever reen Rd 9/12/2016 Intersection ,djiL Int Delay, s/veh overl i 3.9 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h ) 192 192 I+ 185 185 2 2 0 0 4+ 192 192 21 21 0 0 4+ 0 0 0 0 '1 5 5 TO 0 98 0 98 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free 100 Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop - 50 Stop Stop - None 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 0 0 5 0 0 0 0 0 0 4 Mvmt Flow 213 206 2 0 213 23 0 0 0 6 0 109 Major/Minor Major/ Major2 Minor/ Minor2 Conflicting Flow All 237 0 0 208 0 0 912 870 207 858 859 225 Stage 1 633 633 225 225 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 4.12 2.218 1330 4.1 2.2 1375 279 7.1 6.1 6.1 3.5 257 471 237 6.5 5.5 5.5 4 292 476 6.2 3.3 839 633 7.1 6.1 6.1 3.5 279 782 634 - 6.5 6.24 5.5 - 5.5 - 4 3.336 296 809 721 Stage 2 732 713 471 476 Platoon blocked, % Mov Cap-1 Maneuver 1330 1375 195 245 839 245 249 809 Mov Cap-2 Maneuver 195 245 245 249 Stage 1 396 400 657 721 Stage 2 633 713 396 400 Approach EB WB NB HCM Control Delay, s 4.2 0 0 HCM LOS SB 10.6 A M inor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - 1330 - 1375 - 245 809 HCM Lane V/C Ratio - 0.16 - 0.023 0.135 HCM Control Delay (s) 0 8.2 - 0 - 20 10.1 HCM Lane LOS A A A C B HCM 95th %tile Q(veh) - 0.6 0 - 0.1 0.5 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 18 HCM 2010 TWSC 2015 AM Existing 21: Sullivan Rd & 32nd Ave 9/12/2016 Intersection Int Delay, s/veh Movement 5 EBL EBR NBL NBT Lane Configurations *it 4 Traffic Vol, veh/h 181 9 14 74 Future Vol, veh/h 181 9 14 74 Conflicting Peds, #/hr 0 0 0 0 Sign Control Stop Stop Free Free RT Channelized None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 Peak Hour Factor 79 79 79 79 Heavy Vehicles, % Mvmt Flow 2 229 0 11 0 18 0 94 Major/Minor Minor2 Ma'or1 Conflicting Flow All 157 28 28 0 Stage 1 28 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % 129 6.42 5.42 5.42 3.518 834 995 897 6.2 3.3 1053 4.1 2.2 1599 Mov Cap-1 Maneuver 824 1053 1599 Mov Cap-2 Maneuver Stage 1 Stage 2 824 995 886 SBT SBR r 22 142 22 142 0 0 Free Free - None - 175 0 0 79 79 0 28 8 180 Maior2 0 Approach EB NB SB HCM Control Delay, s 11.1 1.2 0 HCM LOS M Capacity (veh/h) 1599 - 833 HCM Lane V/C Ratio 0.011 - 0.289 HCM Control Delay (s) 7.3 0 11.1 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 1.2 inor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 19 Queues 1: University Rd & 32nd Ave 2015 PM Existing 9/12/2016 —Po Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) 428 337 21 100 107 119 v/c Ratio 0.39 0.38 0.07 0.13 0.29 0.08 Control Delay 14.6 13.8 23.1 12.4 21.5 10.3 Que e Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 13.8 23.1 12.4 21.5 10.3 Queue Length 50th (ft) 45 32 5 6 24 7 Queue Length 95th (ft) 105 81 27 26 81 34 Internal Link Dist (ft) 112 93 1057 1152 Turn Bay Length (ft) 94 102 Base Capacity (vph) 2304 1839 848 2281 832 2445 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.18 0.02 0.04 0.13 0.05 Intersection Summary Description: Changed from City controller phase to E-W NEMA Phase to get 2010 HCM Analysis Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary 1: University Rd & 32nd Ave 2015 PM Existing 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41+ 414 ) +1 ) +1 Traffic Volume (veh/h) 2 371 16 72 176 59 19 54 37 97 104 5 Future Volume (veh/h) 2 371 16 72 176 59 19 54 37 97 104 5 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1877 1900 1900 1889 1900 1900 1878 1900 1863 1900 1900 Adj Flow Rate, veh/h 2 408 18 79 193 65 21 59 41 107 114 5 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 0 0 0 0 2 2 2 0 0 Cap, veh/h 102 1308 57 327 708 243 38 308 196 144 731 32 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.02 0.15 0.15 0.08 0.21 0.21 Sat Flow, veh/h 3 3405 149 473 1844 632 1810 2095 1329 1774 3524 154 Grp Volume(v), veh/h 225 0 203 172 0 165 21 49 51 107 58 61 Grp Sat Flow(s),veh/h/In 1875 0 1682 1342 0 1607 1810 1784 1640 1774 1805 1873 Q Serve(g_s), s 0.0 0.0 3.1 0.1 0.0 2.6 0.4 0.9 1.0 2.1 1.0 1.0 Cycle Q Clear(g_c), s 3.0 0.0 3.1 3.2 0.0 2.6 0.4 0.9 1.0 2.1 1.0 1.0 Prop In Lane 0.01 0.09 0.46 0.39 1.00 0.81 1.00 0.08 Lane Grp Cap(c), veh/h 821 0 646 661 0 617 38 262 241 144 375 389 V/C Ratio(X) 0.27 0.00 0.31 0.26 0.00 0.27 0.55 0.19 0.21 0.74 0.16 0.16 Avail Cap(c_a), veh/h 1653 0 1396 1248 0 1334 1001 1481 1361 982 1498 1554 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0 D 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 7.8 0.0 7.8 7.5 0.0 7.6 17.5 13.5 13.6 16.2 11.7 11.7 Incr Delay (d2), s/veh 0.4 0.0 0.6 0.4 0.0 0.5 16.6 0.7 0.9 10.1 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.7 0.0 1.5 1.2 0.0 1.2 0.4 0.5 0.5 1.4 0.5 0.5 LnGrp Delay(d),s/veh 8.2 0.0 8.4 8.0 0.0 8.1 34.1 14.3 14.5 26.3 12.1 12.1 LnGrp LOS A A A A C B B C B B Approach Vol, veh/h 428 337 121 226 Approach Delay, s/veh 8.3 8.1 17.8 18.8 Approach LOS A A B B Timer 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 18.9 4.8 12.5 18.9 6.9 10.3 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 30.0 20.0 30.0 30.0 20.0 30.0 Max Q Clear Time (g_c+I1), s 5.1 2.4 3.0 5.2 4.1 3.0 Green Ext Time (p_c), s 9.0 0.0 2.3 9.0 0.3 2.3 Intersection Summary HCM 2010 Ctrl Delay 11.4 HCM 2010 LOS Painted Hills PRD Synchro 9 Report Whipple Consulting Engineers Page 2 Queues 2015 PM Existing 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/13/2016 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 18 324 171 42 200 77 67 34 113 5 v/c Ratio 0.07 0.40 0.22 0.16 0.11 0.26 0.15 0.13 0.30 0.01 Control Delay 33.9 23.4 5.2 32.7 15.0 31.7 21.1 33.0 28.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.9 23.4 5.2 32.7 15.0 31.7 21.1 33.0 28.4 0.0 Queue Length 50th (ft) 7 115 0 16 23 29 16 13 42 0 Queue Length 95th (ft) 30 248 46 53 70 81 58 46 98 0 Internal Link Dist (ft) 1207 123 264 1057 Turn Bay Length (ft) 134 61 70 100 Base Capacity (vph) 855 1080 992 684 1872 684 986 684 1008 911 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.30 0.17 0.06 0.11 0.11 0.07 0.05 0.11 0.01 Intersection Summary Description: Changed to NEMA phasing, adjust min errors to allow 2010 HCS report Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary 2015 PM Existing 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/13/2016 k- t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ¶ 4 r T'b r Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh 'Voile Back0fQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s Intersection` unttimi - HCM 2010 Ctrl Delay HCM 2010 LOS 16 295 156 38 173 9 70 51 10 31 103 5 16 295 156 38 173 9 70 51 10 31 103 5 5 2 12 1 6 16 3 8 18 7 4 14 0 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 18 324 171 42 190 10 77 56 11 34 113 5 1 1 1 1 2 0 1 1 0 1 1 1 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0 0 0 0 0 0 0 0 0 0 33 578 491 67 1129 59 104 202 40 57 200 169 0.02 0.30 0.30 0.04 0.32 0.32 0.06 0.13 0.13 0.03 0.11 0.11 1810 1900 1615 1810 3490 183 1810 1543 303 1810 1900 1610 18 324 171 42 98 102 77 0 67 34 113 5 1810 1900 1615 1810 1805 1868 1810 0 1847 1810 1900 1610 0.4 5.8 3.3 0.9 1.6 1.6 1.7 0.0 1.3 0.7 2.3 0.1 0.4 5.8 3.3 0.9 1.6 1.6 1.7 0.0 1.3 0.7 2.3 0.1 1.00 1.00 1.00 0.10 1.00 0.16 1.00 1.00 33 578 491 67 584 604 104 0 242 57 200 169 0.55 0.56 0.35 0.62 0.17 0.17 0.74 0.00 0.28 0.60 0.57 0.03 1122 1178 1001 898 1119 1158 898 0 1282 898 1320 1118 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 19.6 11.8 10.9 19.1 9.8 9.8 18.7 0.0 15.8 19.3 17.2 16.2 18.8 1.2 0.6 12.7 0.2 0.2 13.8 0.0 0.9 13.5 3.6 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 3.2 1.6 0.7 0.8 0.8 1.2 0.0 0.7 0.6 1.4 0.1 38.5 13.0 11.5 31.8 9.9 10.0 32.5 0.0 16.7 32.8 20.7 16.3 D B B C A A C B C C B 513 242 144 152 13.4 13.7 25.1 23.3 B B C C 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 5.5 18.3 6.3 10.2 4.7 19.0 5.3 11.3 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 20.0 25.0 20.0 28.0 25.0 25.0 20.0 28.0 2.9 7.8 3.7 4.3 2.4 3.6 2.7 3.3 0.1 4.5 0.2 1.3 0.0 4.9 0.1 1.3 16.5 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 Queues 2015 PM Existing 3: Bowdish Rd & 32nd Ave 9/12/2016 At 1 Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow (vph) 16 507 94 341 197 207 v/c Ratio 0.03 0.66 0.20 0.35 0.45 0.50 Control Delay 5.7 19.7 6.3 9.6 18.4 23.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.7 19.7 6.3 9.6 18.4 23.2 Queue Length 50th (ft) 2 131 11 47 45 61 Queue Length 95th (ft) 9 #282 32 155 98 119 Internal Link Dist (ft) Turn Bay Length (ft) 150 2316 150 2595 3508 1148 Base Capacity (vph) 893 868 773 1067 818 797 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.58 0.12 0.32 0.24 0.26 ntersection Summary Description: Changed City controller phase to E-W NEMA phase # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 5 HCM 2010 Signalized Intersection Summary 2015 PM Existing 3: Bowdish Rd & 32nd Ave 9/12/2016 1. 4- k- 4\ t P \*. 4, 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile Back0fQ(50°/0),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s _ . Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS li 14 'I 14 44 40 15 415 57 87 269 48 21 85 77 38 134 20 15 415 57 87 269 48 21 85 77 38 134 20 5 2 12 1 6 16 3 8 18 7 4 14 0 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1883 1900 1900 1884 1900 1900 1891 1900 1900 1887 1900 16 446 61 94 289 52 23 91 83 41 144 22 1 1 0 1 1 0 0 1 0 0 1 0 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0 1 1 0 1 1 1 1 1 1 1 536 661 90 436 699 126 118 180 147 148 276 38 0.01 0.41 0.41 0.05 0.45 0.45 0.20 0.20 0.20 0.20 0.20 0.20 1810 1622 222 1810 1555 280 107 886 723 222 1355 187 16 0 507 94 0 341 197 0 0 207 0 0 1810 0 1844 1810 0 1835 1716 0 0 1764 0.2 0.0 9.4 1.2 0.0 5.3 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 9.4 1.2 0.0 5.3 4.2 0.0 0.0 4.2 0.0 0.0 1.00 0.12 1.00 0.15 0.12 0.42 0.20 0.11 536 0 752 436 0 825 445 0 0 462 0 0 0.03 0.00 0.67 0.22 0.00 0.41 0.44 0.00 0.00 0.45 0.00 0.00 1315 0 1059 1139 0 1054 1062 0 0 1083 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 7.2 0.0 10.1 7.6 0.0 7.8 14.9 0.0 0.0 14.9 0.0 0.0 0.0 0.0 1.5 0.2 0.0 0.5 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 5.0 0.6 0.0 2.8 2.1 0.0 0.0 2.3 0.0 0.0 7.3 0.0 11.6 7.8 0.0 8.3 15.9 0.0 0.0 15.9 0.0 0.0 A B A A B 523 435 197 207 11.5 8.2 15.9 15.9 B A B B 1 2 3 4 5 6 7 8 1 2 4 5 6 8 6.3 22.0 13.5 4.5 23.8 13.5 4.0 5.0 5.0 4.0 5.0 5.0 18.5 24.0 24.0 18.5 24.0 24.0 3.2 11.4 6.2 2.2 7.3 6.2 0.2 5.6 3.2 0.0 6.7 3.2 11.7 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 6 Queues 4: Bowdish Rd & Dishman-Mica Rd 2015 PM Existing 9/12/2016 Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph) 11 350 24 188 151 133 5 v/c Ratio 0.03 0.38 0.07 0.20 0.34 0.26 0.01 Control Delay 18.3 10.6 17.8 9.4 15.0 14.2 0.0 Q Jeue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.3 10.6 17.8 9.4 15.0 14.2 0.0 Queue Length 50th (ft) 2 38 3 19 19 17 0 Queue Length 95th (ft) 17 158 26 84 90 80 0 Internal Link Dist (ft) Turn Bay Length (ft) 61 3473 75 1032 470 3508 135 Base Capacity (vph) 776 1302 1292 1676 721 845 817 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.27 0.02 0.11 0.21 0.16 0.01 Intersection Summary Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 7 HCM 2010 Signalized Intersection Summary 2015 PM Existing 4: Bowdish Rd & Dishman-Mica Rd 9/12/2016 Movement Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT ¶5 I+ ¶ 1+ 4. 4 10 220 112 23 155 24 48 82 13 9 118 10 220 112 23 155 24 48 82 13 9 118 5 2 12 1 6 16 3 8 18 7 4 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1827 1884 1900 1900 1900 1900 1900 1900 11 232 118 24 163 25 51 86 14 9 124 1 1 0 1 1 0 0 1 0 0 1 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0 0 0 4 1 1 0 0 0 0 0 21 414 211 42 575 88 209 152 21 134 299 0.01 0.35 0.35 0.02 0.36 0.36 0.16 0.16 0.16 0.16 0.16 1810 1189 605 1740 1596 245 336 922 129 66 1815 11 0 350 24 0 188 151 0 0 133 0 1810 0 1793 1740 0 1840 1387 0 0 1881 0 0.2 0.0 4.9 0.4 0.0 2.3 1.5 0.0 0.0 0.0 0.0 0.2 0.0 4.9 0.4 0.0 2.3 3.5 0.0 0.0 2.0 0.0 1.00 0.34 1.00 0.13 0.34 0.09 0.07 21 0 624 42 0 664 382 0 0 433 0 0.52 0.00 0.56 0.57 0.00 0.28 0.39 0.00 0.00 0.31 0.00 867 0 1432 1389 0 1411 940 0 0 1071 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 15.4 0.0 8.3 15.1 0.0 7.1 12.4 0.0 0.0 11.7 0.0 25.6 0.0 1.1 16.4 0.0 0.3 0.9 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 2.6 0.4 0.0 1.2 1.3 0.0 0.0 1.1 0.0 41.0 0.0 9.4 31.5 0.0 7.5 13.3 0.0 0.0 12.3 0.0 D A C A B B 361 212 151 138 10.4 10.2 13.3 12.3 B B B B 1 2 3 4 _5 6_ 7 8 1 2 4 5 6 8 4.8 16.4 10.2 4.4 16.8 10.2 4.0 5.5 5.0 4.0 5.5 5.0 25.0 25.0 16.0 15.0 24.0 16.0 2.4 6.9 4.0 2.2 4.3 5.5 0.0 4.0 1.7 0.0 4.1 1.6 11.1 B SBR if 5 5 14 0 1.00 1.00 1900 5 1 0.95 0 266 0.16 1615 5 1615 0.1 0.1 1.00 266 0.02 825 1.00 1.00 11.0 0.0 0.0 0.0 11.0 B Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 8 HCM 2010 TWSC 9: Dishman-Mica Rd & Thorpe Rd 2015 PM Existing 9/12/2016 Intersection Int Delay, s/veh 2.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations V 4 Traffic Vol, veh/h 19 56 136 10 70 178 Future Vol, veh/h 19 56 136 10 70 178 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Free Free - None 0 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % Mvmt Flow 0 21 2 62 1 0 149 11 1 1 77 196 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 504 155 0 0 160 0 Stage 1 155 Stage 2 349 Critical Hdwy 6.4 6.22 4.11 Critical Hdwy Stg 1 5.4 Critical Hdwy Stg 2 5.4 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 3.5 531 878 3.318 891 2.209 1425 Stage 2 719 Platoon blocked, % Mov Cap-1 Maneuver 499 891 1425 Mov Cap-2 Maneuver 499 Stage 1 878 Stage 2 675 Approach WB NB SB HCM Control Delay, s HCM LOS 10.4 0 2.2 Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 743 1425 HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS - 0.111 - 10.4 - B 0.054 7.7 A 0 A HCM 95th %tile Q(veh) - 0.4 0.2 (a' s' Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 10 HCM 2010 TWSC 11: Pines Rd & 16th Ave 2015 PM Existing 9/12/2016 Intersection Int Delay, s/veh 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 0 0 10 309 309 48 48 64 64 4 143 143 0 0 20 20 4 0 0 162 162 0 0 4 201 201 103 103 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Free Free Free - None Free Free Free - None Stop Stop Stop - None Stop Stop Stop - None Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 1 0 0 0 0 0 0 0 0 0 3 Mvmt Flow 0 332 52 69 154 0 22 0 174 0 216 111 Major/Minor Major/ Major2 Minor/ Minor2 Conflicting Flow All 0 0 384 0 0 813 649 358 736 675 154 Stage 1 358 358 291 291 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 0 0 4.1 2.2 1186 0 0 455 7.1 6.1 6.1 3.5 299 664 291 6.5 5.5 5.5 4 391 631 - 6.2 3.3 691 445 7.1 6.1 6.1 3.5 337 721 384 6.5 5.5 5.5 4 378 675 - 6.23 - - 3.327 889 Stage 2 0 0 589 675 596 615 Platoon blocked, % Mov Cap-1 Maneuver 1186 128 366 691 240 354 889 Mov Cap-2 Maneuver 128 366 240 354 Stage 1 664 631 721 632 Stage 2 318 632 446 615 /Approach HCM Control Delay, s HCM LOS EB WB NB SB 0 2.5 18.2 32.4 C D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) 466 - 1186 - 445 HCM Lane V/C Ratio 0.42 - 0.058 - 0.735 HCM Control Delay (s) HCM Lane LOS C - A A D HCM 95th %tile Q(veh) 2 - 0.2 - 5.9 (fir 18.2 - 8.2 0 32.4 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 11 Queues 12: Hwy 27 & 16th Ave 2015 PM Existing 9/12/2016 Lane Group EBT EBR WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 464 59 221 7 23 284 91 326 v/c Ratio 0.76 0.10 0.62 0.06 0.17 0.56 0.44 0.37 Control Delay 39.1 3.0 47.9 1.0 54.6 46.4 53.1 36.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.1 3.0 47.9 1.0 54.6 46.4 53.1 36.9 Queue Length 50th (ft) 248 0 124 0 13 85 53 94 Queue Length 95th (ft) 462 17 262 0 49 170 131 181 Internal Link Dist (ft) 49 154 343 461 Turn Bay Length (ft) 25 157 232 Base Capacity (vph) 996 914 612 116 588 1147 588 1176 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.06 0.36 0.06 0.04 0.25 0.15 0.28 Intersection Summary Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 12 HCM 2010 Signalized Intersection Summary 2015 PM Existing 12: Hwy 27 & 16th Ave Movement EBL EBT EBR WBL WBT WBR Lane Configurations 4 e 4 r Traffic Volume (veh/h) Future Volume (veh/h) Number 164 254 53 13 186 6 164 254 53 13 186 6 3 8 18 7 4 14 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1870 1900 1900 1882 1900 182 282 59 14 207 0 0 1 1 0 1 1 0.90 0.90 0.90 0.90 0.90 0.90 2 2 0 1 1 0 227 351 509 19 278 255 0.32 0.32 0.32 0.16 0.16 0.00 719 1115 1615 119 1758 1615 464 0 59 221 0 0 1834 0 1615 1876 0 1615 14.8 0.0 1.7 7.2 0.0 0.0 14.8 0.0 1.7 7.2 0.0 0.0 0.39 1.00 0.06 1.00 578 0 509 297 0 255 0.80 0.00 0.12 0.74 0.00 0.00 1439 0 1267 884 0 760 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 20.0 0.0 15.5 25.6 0.0 0.0 2.7 0.0 0.1 3.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.9 0.0 0.7 4.0 0.0 0.0 22.7 0.0 15.6 29.3 0.0 0.0 C B C 523 221 21.9 29.3 C C 1 2 3 4 5 6 1 2 4 5 6 6.7 16.9 15.1 9.3 14.3 5.0 5.0 5.0 5.0 5.0 30.0 30.0 30.0 30.0 30.0 2.8 7.1 9.2 5.1 6.7 0.0 2.6 1.1 0.2 2.6 25.5 9/12/2016 NBL NBT NBR SBL SBT SBR 9 +13 ) +1+ 21 247 9 82 293 0 21 247 9 82 293 0 1 6 16 5 2 12 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1860 1900 1900 1900 1900 23 274 10 91 326 0 1 2 0 1 2 0 0.90 0.90 0.90 0.90 0.90 0.90 0 1 1 47 506 18 122 673 0 0.03 0.15 0.15 0.07 0.19 0.00 1810 3479 127 1810 3705 0 23 139 145 91 326 0 1810 1767 1838 1810 1805 0 0.8 4.6 4.7 3.1 5.1 0. 0 0.8 4.6 4.7 3.1 5.1 0.0 1.00 0.07 1.00 0.00 47 257 267 122 673 0 0.48 0.54 0.54 0.75 0.48 0.00 852 832 865 852 1700 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 30.6 25.2 25.3 29.2 23.2 0.0 7.5 1.3 1.3 8.8 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0. 0 0.5 2.4 2.5 1.9 2.6 0.0 38.0 26.6 26.5 38.0 23.4 0.0 D C C D C 307 417 27.4 26.6 C C 7 8 8 25.1 5.0 50.0 16.8 3.3 Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile Back0fQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 13 Queues 13: Pines Rd & 32nd Ave 2015 PM Existing 9/12/2016 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay 42 0.08 9.7 620 0.65 25.7 86 0.22 10.5 482 0.46 18.7 59 0.17 19.2 114 0.37 24.1 69 0.19 19.5 131 0.36 27.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.7 25.7 10.5 18.7 19.2 24.1 19.5 27.8 Queue Length 50th (ft) 8 247 17 167 19 31 23 49 Queue Length 95th (ft) 24 #434 41 273 38 64 43 86 Internal Link Dist (ft) 2595 1832 2145 5230 Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn 168 772 0 950 0 166 661 0 1037 0 79 591 0 583 0 113 582 0 586 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn Reduced v/c Ratio Intersection Summary 0 0.05 0 0.65 0 0.13 0 0.46 0 0.10 0 0.20 0 0.12 0 0.22 Description: Plan 1 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 14 HCM 2010 Signalized Intersection Summary 2015 PM Existing 13: Pines Rd & 32nd Ave 9/12/2016 • 4- ,4\ t P • 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations 15 14 Vi ¶ 14 Traffic Volume (veh/h) 33 441 43 67 337 39 46 45 Future Volume (veh/h) 33 441 43 67 337 39 46 45 Number 1 6 16 5 2 12 7 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1883 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 42 565 55 86 432 50 59 58 Adj No. of Lanes 1 1 0 1 1 0 1 1 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 0 1 1 Cap, veh/h 489 811 79 406 852 99 244 95 Arrive On Green 0.03 0.48 0.48 0.06 0.51 0.51 0.04 0.11 Sat Flow, veh/h 1810 1689 164 1810 1672 194 1810 890 Grp Volume(v), veh/h 42 0 620 86 0 482 59 0 Grp Sat Flow(s),veh/h/In 1810 0 1854 1810 0 1866 1810 0 Q Serve(g_s), s 0.7 0.0 16.3 1.4 0.0 10.7 1.8 0.0 Cycle Q Clear(g_c), s 0.7 0.0 16.3 1.4 0.0 10.7 1.8 0.0 Prop In Lane 1.00 0.09 1.00 0.10 1.00 Lane Grp Cap(c), veh/h 489 0 890 406 0 950 244 0 V/C Ratio(X) 0.09 0.00 0.70 0.21 0.00 0.51 0.24 0.00 Avail Cap(c_a), veh/h 1008 0 890 874 0 950 751 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 8.2 0.0 12.7 9.2 0.0 10.1 23.7 0.0 Incr Delay (d2), s/veh 0.1 0.0 4.5 0.3 0.0 1.9 0.5 0.0 I nitial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 0.4 0.0 9.4 0.7 0.0 6.0 0.9 0.0 LnGrp Delay(d),s/veh 8.3 0.0 17.2 9.5 0.0 12.1 24.2 0.0 LnGrp LOS A B A B C Approach Vol, veh/h 662 568 173 Approach Delay, s/veh 16.6 11.7 28.8 Approach LOS B B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.6 36.8 7.4 11.6 8.4 35.0 7.0 12.1 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 20.0 30.0 20.0 22.0 20.0 30.0 20.0 22.0 Max Q Clear Time (g_c+I1), s 2.7 12.7 4.1 5.9 3.4 18.3 3.8 6.3 Green Ext Time (p_c), s 0.1 11.0 0.1 1.6 0.2 8.1 0.1 1.6 Intersection Summary HCM 2010 Ctrl Delay 17.7 HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers NBR SBL SBT SBR 19 T+ 44 54 73 2 9 44 54 73 29 14 3 8 18 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1900 56 69 94 37 0 1 1 0 0.78 0.78 0.78 0.78 91 258 148 58 0.11 0.05 0.11 0.11 859 1810 1299 511 114 69 0 131 1748 1810 0 1810 3.9 2.1 0.0 4.3 3.9 2.1 0.0 4.3 0.49 1.00 0.28 186 258 0 206 0.61 0.27 0.00 0.64 616 752 0 637 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 26.7 23.4 0.0 26.5 4.6 0.6 0.0 4.6 0.0 0.0 0.0 0. 0 2.1 1.1 0.0 2.4 31.3 23.9 0.0 31.1 C C C 200 28.6 C Synchro 9 Report Page 15 HCM 2010 TWSC 18: Madison Rd & Thor e Rd 2015 PM Existing 9/12/2016 Intersection Int Delay, s/veh 3.6 kloverant EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ 4+ 4+ Traffic Vol, veh/h 21 0 43 0 0 0 24 33 0 0 73 25 Future Vol, veh/h 21 0 43 0 0 0 24 33 0 0 73 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free None RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 0 0 0 Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 5 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 24 0 50 0 0 0 28 38 0 0 85 29 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 193 193 99 218 208 38 114 0 0 38 0 0 Stage 1 99 99 94 94 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 94 7.15 6.15 6.15 3.545 760 900 94 6.5 5.5 5.5 4 706 817 6.2 - 3.3 962 124 7.1 6.1 6.1 3.5 743 918 114 6.5 5.5 5.5 4 692 821 6.2 3.3 1040 - 4.1 2.2 1488 4.1 2.2 1585 Stage 2 906 821 885 805 Platoon blocked, % Mov Cap-1 Maneuver 749 693 962 694 679 1040 1488 1585 Mov Cap-2 Maneuver 749 693 694 679 Stage 1 883 817 901 805 Stage 2 889 805 839 805 Approach EB WB NB SB HCM Control Delay, s 9.5 0 3.1 0 HCM LOS A A M inor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1488 - 880 - 1585 HCM Lane V/C Ratio 0.019 - 0.085 HCM Control Delay (s) 7.5 0 - 9.5 0 0 HCM Lane LOS A A A A A HCM 95th %tile Q(veh) 0.1 - 0.3 0 2S` Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 20 Queues 19: Hwy 27 & 32nd Ave 2015 PM Existing 9/12/2016 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 93 547 168 407 133 294 47 306 v/c Ratio 0.41 0.60 0.55 0.64 0.49 0.32 0.27 0.49 Control Delay 46.7 28.8 44.0 32.6 45.2 21.7 47.8 34.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.7 28.8 44.0 32.6 45.2 21.7 47.8 34.1 Queue Length 50th (ft) 44 111 79 180 63 47 23 69 Queue Length 95th (ft) 121 221 191 373 159 101 74 138 Internal Link Dist (ft) Turn Bay Length (ft) 108 140 112 200 131 6700 184 1848 Base Capacity (vph) 562 1715 556 932 674 1669 674 1734 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.32 0.30 0.44 0.20 0.18 0.07 0.18 Intersection Summary Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 21 HCM 2010 Signalized Intersection Summary 2015 PM Existing 19: Hwy 27 & 32nd Ave 9/12/2016 sfr Movement EBL EBT Lane Configurations ) 41) Traffic Volume (veh/h) 79 297 Future Volume (veh/h) 79 297 Number 7 4 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1876 Adj Flow Rate, veh/h 93 349 Adj No. of Lanes 1 2 Peak Hour Factor 0.85 0.85 Percent Heavy Veh,0 2 Cap, veh/h 124 622 Arrive On Green 0.07 0.28 Sat Flnw vph/h 1111(1 221 (1 Grp Volume(v), veh/h 93 280 Grp Sat Flow(s),veh/h/In 1810 1782 Q Serve(g_s), s 3.0 8.0 Cycle Q Clear(g_c), s 3.0 8.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 124 502 V/C Ratio(X) 0.75 0.56 Avail Cap(c_a), veh/h 758 1195 HCM Platoon Ratio 1.00 1.00 Upstream Filter(l) 1.00 1.00 Uniform Delay (d), s/veh 27.3 18.3 Incr Delay (d2), s/veh 8.7 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 %Ile Back0fQ(50°/0),veh/In 1.8 4.0 LnGrp Delay(d),s/veh 36.0 19.2 LnGrp LOS D Approach Vol, veh/h 640 Approach Delay, s/veh 21.8 Approach LOS Timer 1 2 Assigned Phs 1 2 Phs Duration (G+Y+Rc), s 8.2 18.3 Change Period (Y+Rc), s 5.5 5.5 Max Green Setting (Gmax), s 30.0 40.0 Max Q Clear Time (g_c+I1), s 3.5 6.7 Green Ext Time (p_c), s 0.1 2.8 HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR ) 14 'I ft '1 ft. 168 B B C 143 306 40 113 154 96 40 197 63 168 143 306 40 113 154 96 40 197 63 14 3 8 18 5 2 12 1 6 16 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1881 1883 1900 1900 1824 1900 1900 1886 1900 198 168 360 47 133 181 113 47 232 74 0 1 1 0 1 2 0 1 2 0 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 2 1 1 1 0 3 3 0 1 1 347 220 548 72 178 451 268 82 437 136 0.28 0.12 0.34 0.34 0.10 0.22 0.22 0.05 0.16 0.16 1911 17Q9 1R:11 911 1 )11n 2n cut 1944 1R1n 7RC)2 ARA 267 168 0 407 133 148 146 47 152 154 1659 1792 0 1846 1810 1733 1605 1810 1791 1738 8.2 5.4 0.0 11.2 4.3 4.4 4.7 1.5 4.6 4.8 8.2 5.4 0.0 11.2 4.3 4.4 4.7 1.5 4.6 4.8 0.74 1.00 0.12 1.00 0.78 1.00 0.48 467 220 0 620 178 373 345 82 291 282 0.57 0.76 0.00 0.66 0.75 0.40 0.42 0.57 0.52 0.54 1112 751 0 1237 910 1162 1076 910 1201 1165 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 18.4 25.3 0.0 16.9 26.2 20.1 20.2 27.9 22.9 23.0 1.1 5.4 0.0 1.2 6.2 0.5 0.6 6.2 1.3 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.8 3.0 0.0 5.9 2.4 2.2 2.1 0.9 2.4 2.4 19.5 30.8 0.0 18.1 32.4 20.6 20.8 34.1 24.1 24.4 B C C C C C C 575 427 353 21.8 24.4 25.6 3 4 5 6 7 8 3 4 5 6 7 8 11.8 21.3 11.4 15.2 8.6 24.5 4.5 4.5 5.5 5.5 4.5 4.5 25.0 40.0 30.0 40.0 25.0 40.0 7.4 10.2 6.3 6.8 5.0 13.2 0.4 6.6 0.3 2.8 0.2 6.4 23.0 Synchro 9 Report Page 22 HCM 2010 TWSC 20: 32nd Ave & Evergreen Rd 2015 PM Existing 9/12/2016 Intersection Int Delay, s/veh Movement 4.7 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h '9 179 179 1. 346 346 0 0 0 0 4. 335 335 10 10 0 0 40 0 0 0 0 'I 15 15 to 0 0 172 172 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free 100 Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop - 0 Stop Stop - None 0 0 Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 1 1 0 0 0 0 0 0 0 33 0 22 Mvmt Flow 227 438 0 0 424 13 0 0 0 19 0 218 Major/Minor Major/ Major2 Minor/ Minor2 Conflicting Flow All 437 0 0 438 0 0 1430 1328 439 1322 1321 430 Stage 1 891 891 430 430 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % 4.11 2.209 1128 4.1 2.2 1133 539 7.1 6.1 6.1 3.5 113 340 530 437 6.5 5.5 5.5 4 157 363 583 - 6.2 3.3 622 892 7.43 6.43 6.43 3.797 115 547 297 891 6.5 5.5 5.5 4 158 587 363 - 6.42 - - 3.498 585 Mov Cap-1 Maneuver 1128 1132 60 125 621 97 126 585 Mov Cap-2 Maneuver 60 125 97 126 Stage 1 272 290 437 587 Stage 2 333 583 237 290 Approach EB WB NB SB H CM Control Delay, s 3.1 0 0 17.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) 0 9 0 - 50.9 14.8 HCM Lane LOS A A A F B - 1128 - 1132 - 97 585 - 0.201 -0.1960.372 HCM 95th %tile Q(veh) - 0.7 0 - 0.7 1.7 (7,r q2.. .0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 23 HCM 2010 TWSC 2015 PM Existing 21: Sullivan Rd & 32nd Ave 9/12/2016 Intersection Int Delay, s/veh 4.6 Movement EBL EBR NBL NBT SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 1V 242 242 15 15 4 21 48 21 48 + 88 88 Conflicting Peds, #/hr 0 0 1 0 0 Sign Control Stop Stop Free Free Free RT Channelized None - None - Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 - 0 0 Peak Hour Factor 91 91 91 91 91 Heavy Vehicles, % 2 0 0 2 0 Mvmt Flow 266 16 23 53 97 Major/Minor Minor2 Major/ Major2 Conflicting Flow All 197 98 98 0 Stage 1 98 Stage 2 99 Critical Hdwy 6.42 6.2 4.1 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 Follow-up Hdwy 3.518 3.3 2.2 Pot Cap-1 Maneuver 792 963 1508 Stage 1 926 Stage 2 925 Platoon blocked, % Mov Cap-1 Maneuver 778 962 1508 Mov Cap-2 Maneuver Stage 1 Stage 2 778 925 909 Approach EB NB SB HCM Control Delay, s 12.1 2.3 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1508 - 787 HCM Lane V/C Ratio 0.015 - 0.359 HCM Control Delay (s) 7.4 0 12.1 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 1.6 SBR r 295 295 0 Free None 175 91 0 324 0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 24 YEAR 2025 LEVEL OF SERVICE CALCULATIONS WITHOUT PROJECT HCM 2010 Signalized Intersection Summary 2025 AM W-O PROJ 1: University Rd & 32nd Ave 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4T# 411+ 'I ft+ ) ti Traffic Volume (veh/h) 4 144 7 36 510 124 21 83 67 68 52 4 Future Volume (veh/h) 4 144 7 36 510 124 21 83 67 68 52 4 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1868 1900 1900 1883 1900 1900 1875 1900 1759 1836 1900 Adj Flow Rate, veh/h 4 157 8 39 554 135 23 90 73 74 57 4 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 0 0 0 0 0 0 8 2 2 Cap, veh/h 99 1475 74 136 1198 284 41 313 231 93 641 45 Arrive On Green 0.44 0.44 0.44 0.44 0.44 0.44 0.02 0.16 0.16 0.06 0.19 0.19 Sat Flow, veh/h 16 3332 166 89 2707 640 1810 1949 1435 1675 3309 230 Grp Volume(v), veh/h 89 0 80 391 0 337 23 81 82 74 30 31 Grp Sat Flow(s),veh/h/In 1844 0 1670 1836 0 1601 1810 1781 1602 1675 1744 1795 Q Serve(g_s), s 0.0 0.0 1.2 0.0 0.0 6.1 0.5 1.7 1.8 1.8 0.6 0.6 Cycle Q Clear(g_c), s 1.1 0.0 1.2 6.0 0.0 6.1 0.5 1.7 1.8 1.8 0.6 0.6 Prop In Lane 0.05 0.10 0.10 0.40 1.00 0.90 1.00 0.13 Lane Grp Cap(c), veh/h 908 0 740 909 0 709 41 286 257 93 338 348 V/C Ratio(X) 0.10 0.00 0.11 0.43 0.00 0.48 0.57 0.28 0.32 0.80 0.09 0.09 Avail Cap(c_a), veh/h 1412 0 1221 1424 0 1170 882 1302 1171 816 1274 1312 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.7 0.0 6.7 8.0 0.0 8.1 19.9 15.2 15.2 19.2 13.6 13.6 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.7 0.0 1.1 16.4 1.2 1.5 19.2 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 0.6 3.2 0.0 2.8 0.4 0.9 0.9 1.3 0.3 0.3 LnGrp Delay(d),s/veh 6.8 0.0 6.8 8.7 0.0 9.1 36.2 16.3 16.7 38.3 13.8 13.8 LnGrp LOS A A A A D B B D B B Approach Vol, veh/h 169 728 186 135 Approach Delay, s/veh 6.8 8.9 19.0 27.2 Approach LOS A A B C rimer 2 3 4_ 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.2 4.9 13.0 23.2 6.3 11.6 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 30.0 20.0 30.0 30.0 20.0 30.0 Max Q Clear Time (g_c+I1), s 3.2 2.5 2.6 8.1 3.8 3.8 Green Ext Time (p_c), s 11.2 0.0 2.4 10.1 0.2 2.3 Intersection Summary HCM 2010 Ctrl Delay 12.2 HCM 2010 LOS Painted Hills PRD Synchro 9 - Report Whipple Consulting Engineers Page 1 HCM 2010 Signalized Intersection Summary 2025 AM W-O PROJ 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/12/2016 f -•• c 44- t 4\ t Movement EBL EBT Lane Configurations '9 + Traffic Volume (veh/h) 1 144 Future Volume (veh/h) 1 144 Number 5 2 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1776 Adj Flow Rate, veh/h 1 158 Adj No. of Lanes 1 1 Peak Hour Factor 0.91 0.91 Percent Heavy Veh, 0 7 Cap, veh/h 4 473 Arrive On Green 0.00 0.27 Sat Flow, veh/h 1810 1776 Grp Volume(v), veh/h 1 158 Grp Sat Flow(s),veh/h/In1810 1776 Q Serve(g_s), s 0.0 3.0 Cycle Q Clear(g_c), s 0.0 3.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 4 473 V/C Ratio(X) 0.23 0.33 Avail Cap(c_a), veh/h 1068 1048 HCM Platoon Ratio 1.00 1.00 Upstream Filter(l) 1.00 1.00 Uniform Delay (d), s/veh 21.1 12.5 Incr Delay (d2), s/veh 35.9 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 %ile Back0fQ(50%),veh/In9.1 1.6 LnGrp Delay(d),s/veh 57.0 13.1 LnGrp LOS E Approach Vol, veh/h 202 Approach Delay, s/veh 13.0 Approach LOS B rimer 1 2 Assigned Phs 1 2 Phs Duration (G+Y+Rc), s4.5 17.3 Change Period (Y+Rc), s 4.0 6.0 Max Green Setting (Gma24.€1 25.0 Max Q Clear Time (g_c+I14,1 5.0 Green Ext Time (p_c), s 0.0 5.1 Intersebtiori Summary HCM 2010 Ctrl Delay HCM 2010 LOS EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 39 B B D 11 429 22 238 106 25 17 41 12 39 11 429 22 238 106 25 17 41 12 12 1 6 16 3 8 18 7 4 14 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1859 1900 1900 1885 1900 1900 1810 1900 43 12 471 24 262 116 27 19 45 13 1 1 2 0 1 1 0 1 1 1 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0 0 2 2 0 1 1 0 5 0 431 23 951 48 355 340 79 34 95 85 0.27 0.01 0.28 0.28 0.20 0.23 0.23 0.02 0.05 0.05 1615 1810 3421 174 1810 1480 344 1810 1810 1615 43 12 243 252 262 0 143 19 45 13 1615 1810 1766 1829 1810 0 1824 1810 1810 1615 0.8 0.3 4.9 4.9 5.8 0.0 2.8 0.4 1.0 0.3 0.8 0.3 4.9 4.9 5.8 0.0 2.8 0.4 1.0 0.3 1.00 1.00 0.10 1.00 0.19 1.00 1.00 431 23 491 508 355 0 419 34 95 85 0.10 0.53 0.49 0.50 0.74 0.00 0.34 0.56 0.47 0.15 953 855 1043 1079 855 0 1206 855 1196 1068 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 11.7 20.8 12.8 12.8 16.0 0.0 13.6 20.6 19.5 19.2 0.1 25.1 1.1 1.1 4.2 0.0 0.7 18.5 5.1 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.3 2.5 2.6 3.3 0.0 1.5 0.4 0.6 0.2 11.8 45.9 13.9 13.9 20.2 0.0 14.3 39.1 24.6 20.3 B B C B D C C 507 405 77 14.6 18.1 27.5 B B C 3 4 5 6 7 8 3 4 5 6 7 8 12.3 8.2 4.0 17.8 4.8 15.7 4.0 6.0 4.0 6.0 4.0 6.0 20.0 28.0 25.0 25.0 20.0 28.0 7.8 3.0 2.0 6.9 2.4 4.8 0.9 1.5 0.0 4.9 0.0 1.4 16.4 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 2 HCM 2010 Signalized Intersection Summary 2025 AM W-O PROJ 3: Bowdish Rd & 32nd Ave 9/12/2016 4-4., 4\t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 Future Volume (veh/h) 57 Number 5 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Adj Sat Flow, veh/h/In 1863 Adj Flow Rate, veh/h 65 Adj No. of Lanes 1 Peak Hour Factor 0.88 Percent Heavy Veh, % 2 Cap, veh/h 457 Arrive On Green 0.04 Sat Flow, veh/h 1774 Grp Volume(v), veh/h 65 Grp Sat Flow(s),veh/h/1n1774 Q Cycle Q Clear(g_c), s 1.1 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 457 V/C Ratio(X) 0.14 Avail Cap(c_a), veh/h 1048 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 9.1 Incr Delay (d2), s/veh 0.1 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/Ir0.5 LnGrp Delay(d),s/veh 9.3 LnGrp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Serve(g_s), s 1.1 Timer 1 Assigned Phs Phs Duration (G+Y+Rc), s5.0 Change Period (Y+Rc), s 4.0 Max Green Setting (Gmag.5 Max Q Clear Time (g_c+l14, Green Ext Time (p_c), s 0.0 1 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS vi Ti Ti 4, 465 38 26 300 9 58 52 31 81 123 103 465 38 26 300 9 58 52 31 81 123 103 2 12 1 6 16 3 8 18 7 4 14 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1849 1900 1900 1822 1900 1900 1856 1900 1900 1886 1900 528 43 30 341 10 66 59 35 92 140 117 1 0 1 1 0 0 1 0 0 1 0 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 3 3 0 4 4 2 2 2 1 1 1 682 56 295 681 20 245 206 98 187 227 163 0.40 0.40 0.02 0.39 0.39 0.29 0.29 0.29 0.29 0.29 0.29 1687 137 1810 1762 52 485 699 332 327 771 553 0 571 30 0 351 160 0 0 349 0 0 0 1824 1810 0 1813 1516 0 0 1650 0 0 0.0 13.5 0.5 0.0 7.3 3.6 0.0 0.0 9.2 0.0 0.0 0.08 1.00 0.03 0.41 0.22 0.26 0.34 0 737 295 0 701 549 0 0 577 0 0 0.00 0.77 0.10 0.00 0.50 0.29 0.00 0.00 0.60 0.00 0.00 0 878 929 0 873 812 0 0 877 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.0 12.9 10.6 0.0 11.6 13.6 0.0 0.0 15.6 0.0 0.0 0.0 4.2 0.1 0.0 0.8 0.4 0.0 0.0 1.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.5 0.2 0.0 3.8 1.8 0.0 0.0 4.5 0.0 0.0 0.0 17.0 10.7 0.0 12.4 14.1 0.0 0.0 17.0 0.0 0.0 B B B B 636 381 160 349 16.2 12.3 14.1 17.0 B B B B 0.0 13.5 0.5 0.0 7.3 0.0 0.0 0.0 5.6 0.0 0.0 2 3 4 5 6 7 8 25.2 5.0 24.0 15.5 4.6 2 4 5 6 8 15.2 19.7 5.9 24.3 5.0 4.0 5.0 24.0 18.5 24.0 11.2 3.1 9.3 3.6 0.1 6.8 19.7 5.0 24.0 5.6 4.3 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 3 HCM 2010 Signalized Intersection Summary 2025 AM W-O PROJ 4: Bowdish Rd & Dishman-Mica Rd 9/12/2016 --• C 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations IP1 4+ 4 Traffic Volume (veh/h) 7 130 35 11 309 25 125 160 18 24 66 Future Volume (veh/h) 7 130 35 11 309 25 125 160 18 24 66 Number 5 2 12 1 6 16 3 8 18 7 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1859 1900 1900 1883 1900 1900 1883 1900 1900 1900 Adj Flow Rate, veh/h 8 148 40 12 351 28 142 182 20 27 75 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 0 1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 0 2 2 0 1 1 1 1 1 0 0 Cap, veh/h 15 454 123 23 561 45 293 278 27 196 439 Arrive On Green 0.01 0.32 0.32 0.01 0.33 0.33 0.29 0.29 0.29 0.29 0.29 Sat Firm veh/h 18111 141(1 181 18111 1791 137 SRI Q74 QS 27(1 1S17 Grp Volume(v), veh/h 8 0 188 12 0 379 344 0 0 102 0 Grp Sat Flow(s),veh/h/In1810 0 1792 1810 0 1858 1629 0 0 1807 0 Q Serve(g_s), s 0.2 0.0 3.0 0.3 0.0 6.6 5.6 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 0.0 3.0 0.3 0.0 6.6 7.2 0.0 0.0 1.5 0.0 Prop In Lane 1.00 0.21 1.00 0.07 0.41 0.06 0.26 Lane Grp Cap(c), veh/h 15 0 577 23 0 606 598 0 0 635 0 V/C Ratio(X) 0.52 0.00 0.33 0.53 0.00 0.63 0.57 0.00 0. 00 0.16 0.00 Avail Cap(c_a), veh/h 711 0 1173 1185 0 1168 811 0 0 855 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 18.8 0.0 9.8 18.7 0.0 10.9 12.2 0.0 0.0 10.3 0.0 Incr Delay (d2), s/veh 33.5 0.0 0.5 24.7 0.0 1.5 1.2 0.0 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/Ir0.2 0.0 1.5 0.3 0.0 3.6 3.5 0.0 0.0 0.8 0.0 LnGrp Delay(d),s/veh 52.4 0.0 10.3 43.4 0.0 12.4 13.5 0.0 0.0 10.5 0.0 LnGrp LOS D B D B B B Approach Vol, veh/h 196 391 344 111 Approach Delay, s/veh 12.0 13.4 13.5 10.4 Approach LOS B B B B rimer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.5 17.8 15.9 4.3 17.9 15.9 Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0 Max Green Setting (GmaWI 25.0 16.0 15.0 24.0 16.0 Max Q Clear Time (g_c+I14,1 5.0 3.5 2.2 8.6 9.2 Green Ext Time (p_c), s 0.0 4.3 3.0 0.0 3.9 2.0 Jntersection Summa . HCM 2010 Ctrl Delay 12.8 HCM 2010 LOS SBR r 8 8 14 0 1.00 1.00 1900 9 1 0.88 0 461 0.29 1 A1 S 9 1615 0.2 0.2 1.00 461 0.02 677 1.00 1.00 9.8 0.0 0.0 0.1 9.8 A Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 4 HCM 2010 TWSC 9: Dishman-Mica Rd & Thorpe Rd 2025 AM W-O PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 2.8 WBL WBR NBT NBR SBL SBT Lane Configurations V 1 4 traffic Vol, veh/h 7 94 243 13 43 124 Future Vol, veh/h 7 94 243 13 43 124 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free R T Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % Mvmt Flow 0 9 0 119 3 308 0 16 3 54 5 157 Major/Minor Minor/ Major/ Major2 Conflicting Flow All 582 316 0 0 324 0 Stage 1 316 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 266 6.4 5.4 5.4 3.5 479 744 6.2 3.3 729 4.13 2.227 1230 Stage 2 783 Platoon blocked, % Mov Cap-1 Maneuver 456 729 1230 Mov Cap-2 Maneuver 456 Stage 1 744 Stage 2 745 Approach WB NB SB HCM Control Delay, s 11.3 0 2.1 HCM LOS Mi nor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 700 1230 HCM Lane V/C Ratio - 0.183 0.044 HCM Control Delay (s) - 11.3 8.1 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) - 0.7 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 5 HCM 2010 TWSC 2025 AM W-O PROJ 11: Pines Rd & 16th Ave 9/12/2016 Intersection Int Delay, s/veh 10.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations - Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop Stop Stop - None 0 0 Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 4 0 0 5 0 0 0 2 2 6 0 Mvmt Flow 0 285 52 60 248 0 33 0 260 0 173 40 Major/Minor Major/ Major2 Minor/ Minor2 Conflicting Flow All 0 0 338 0 0 785 679 311 809 706 248 Stage 1 311 311 368 368 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 4.1 2.2 474 7.1 6.1 6.1 3.5 368 6.5 5.5 5.5 4 - 6.22 - - 3.318 441 7.12 6.12 6.12 3.518 338 6.56 5.56 5.56 4.054 6.2 3.3 796 Pot Cap-1 Maneuver 0 1232 0 313 376 729 299 356 Stage 1 0 0 704 662 652 614 Stage 2 0 0 575 625 595 633 Platoon blocked, % Mov Cap-1 Maneuver 1232 170 355 729 184 336 796 Mov Cap-2 Maneuver 170 355 184 336 Stage 1 704 662 652 580 Stage 2 362 590 383 633 .- 0 251 46 te et ere 0 152 35 53 218 0 29 0 229 0 251 46 53 218 0 29 0 229 0 152 35 0 0 0 0 0 0 0 0 0 0 0 0 Approach H EB WB NB SB CM Control Delay, s 0 1.6 19.8 26.2 HCM LOS C D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) 532 - - 1232 - 377 HCM Lane V/C Ratio 0.551 - 0.049 - 0.564 HCM Control Delay (s) 19.8 - 8.1 0 26.2 HCM Lane LOS C A A D HCM 95th %tile Q(veh) 3.3 - 0.2 - 3.3 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 6 HCM Signalized Intersection Capacity Analysis 2025 AM W-O PROJ IMP 11: Pines Rd & 16th Ave 9/13/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ft* 4' 'I r t r Traffic Volume (vph) 0 Future Volume (vph) 0 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.93 Adj. Flow (vph) 0 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Bikes (#/hr) Heavy Vehicles (%) 0% Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS _ 251 46 53 218 0 29 0 229 0 152 35 251 46 53 218 0 29 0 229 0 152 35 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 5.0 5.0 4.5 4.5 4.5 4.5 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.85 1.00 0.85 1.00 0.99 0.95 1.00 1.00 1.00 3497 1882 1805 1615 1900 1568 1.00 0.73 0.95 1.00 1.00 1.00 3497 1380 1805 1615 1900 1568 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 270 49 57 234 0 31 0 246 0 163 38 12 0 0 0 0 0 0 224 0 0 26 307 0 0 291 0 31 0 22 0 163 12 2 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 3% NA Perm NA Prot Prot NA Perm 1838 14 4! 15 15 6! 14 4! 6 35.0 46.6 10.9 10.9 38.1 38.1 35.0 46.6 10.9 10.9 38.1 38.1 0.29 0.38 0.09 0.09 0.31 0.31 4.5 4.5 4.5 4.5 3.0 3.0 3.0 3.0 1003 527 161 144 593 489 0.09 c0.02 0.01 c0.09 c0.21 0.01 0.31 0.55 0.19 0.15 0.27 0.02 34.0 29.5 51.5 51.3 31.6 29.1 1.00 0.16 1.00 1.00 1.00 1.00 0.1 0.6 0.6 0.5 1.1 0.1 34.1 5.3 52.1 51.8 32.7 29.2 C A D D C C 34.1 5.3 51.8 32.0 C A D C Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio 0.39 Actuated Cycle Length (s) 122.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 49.6% ICU Level of Service A Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group 30.5 HCM 2000 Level of Service C Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary 2025 AM W-O PROJ 12: Hwy 27 & 16th Ave 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4 r '5 4'T 15 ft. Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor 221 232 27 6 211 76 221 232 27 6 211 76 3 8 18 7 4 14 0 0 0 0 0 0 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1881 1900 1900 1864 1900 260 273 32 7 248 0 0 1 1 0 1 1 0.85 0.85 0.85 0.85 0.85 0.85 1 1 0 2 2 0 303 318 538 9 307 274 0.34 0.34 0.34 0.17 0.17 0.00 896 941 1592 51 1810 1615 533 0 32 255 0 0 1836 0 1592 1861 0 1615 22.8 0.0 1.1 11.1 0.0 0.0 22.8 0.0 1.1 11.1 0.0 0.0 0.49 1.00 0.03 1.00 620 0 538 316 0 274 0.86 0.00 0.06 0.81 0.00 0.00 1088 0 944 662 0 574 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 26.1 0.0 18.9 33.7 0.0 0.0 3.6 0.0 0.0 4.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.2 0.0 0.5 6.2 0.0 0.0 29.7 0.0 18.9 38.6 0.0 0.0 C B D 565 255 29.1 38.6 C D 1 2 3 4 5 6 1 2 4 5 6 9.4 22.2 19.3 8.5 23.0 5.0 5.0 5.0 5.0 5.0 30.0 30.0 30.0 30.0 30.0 5.3 4.9 13.1 4.4 15.0 0.1 3.4 1.2 0.1 3.0 33.6 60 60 1 0 1.00 1.00 1900 71 1 0.85 488 20 44 122 1 488 20 44 122 1 6 16 5 2 12 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1882 1900 1900 1827 1900 574 24 52 144 1 2 0 1 2 0 0.85 0.85 0.85 0.85 0.85 1 1 0 4 4 747 31 76 719 5 0.21 0.21 0.04 0.20 0.20 3498 146 1810 3535 25 293 305 52 71 74 1788 1856 1810 1736 1823 13.0 13.0 2.4 2.9 2.9 13.0 13.0 2.4 2.9 2.9 0.08 1.00 0.01 382 397 76 353 371 0.77 0.77 0.69 0.20 0.20 636 660 644 617 648 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 31.2 31.2 39.9 27.9 27.9 2.4 2.4 10.6 0.1 0.1 0.0 0.0 0.0 0.0 0.0 6.7 7.0 1.4 1.4 1.5 33.6 33.6 50.5 28.0 28.0 C C D C C 669 197 35.4 33.9 D C 8 8 33.5 5.0 50.0 24.8 3.7 Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile Back0fQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 0 94 0.05 1810 71 1810 3.3 3.3 1.00 94 0.75 644 1.00 1.00 39.5 11.5 0.0 1.9 50.9 0 Timer 7 Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s M ax Q Clear Time (g_c+11), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 7 HCM Signalized Intersection Capacity Analysis 2025 AM W-O PROJ IMP 12: Hwy 27 & 16th Ave 9/13/2016 Movement EBL Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Total Lost time (s) 221 221 1900 5.0 L ane Util. Factor 0.95 Frpb, ped/bikes Flpb, ped/bikes Frt 1.00 1.00 1.00 Flt Protected 0.95 Satd. Flow (prot) 1698 Flt Permitted 0.95 Satd. Flow (perm) 1698 Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Bikes (#/hr) Heavy Vehicles (%) 0.90 246 0 221 1% Turn Type Prot Protected Phases 3 16 15! 8 Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) 50.9 50.9 0.42 Lane Grp Cap (vph) v/s Ratio Prot 708 0.13 v/s Ratio Perm v/c Ratio 0.31 Uniform Delay, dl 23.8 Progression Factor 0.46 Incremental Delay, d2 0.2 Delay (s) Level of Service Approach Delay (s) Approach LOS 11.2 B Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) ! Phase conflict between lane groups. c Critical Lane Group f EBT EBR WBL I-4\ WBT WBR NBL NBT NBR SBL SBT SBR t 4, 4 4 ft* 232 27 6 211 76 60 488 20 44 122 1 232 27 6 211 76 60 488 20 44 122 1 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 5.0 5.0 5.0 5.0 5.0 4.5 4.5 4.5 4.5 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1763 1593 1879 1615 1805 3574 1214 1805 3606 0.00 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0 1593 1861 1615 1805 3574 1214 1805 3606 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 258 30 7 234 84 67 542 22 49 136 1 0 17 0 0 60 0 0 18 0 0 0 283 13 0 241 24 67 542 4 49 137 0 3 2% 0% 0% 1% 0% 0% 1% 33% 0% 0% 0% NA custom Perm NA Prot Prot NA Perm Prot NA 17 15 4! 4! 5! 2! 1! 6! 8 17 4 2 50.9 50.9 35.0 35.0 6.4 19.5 19.5 39.1 38.1 50.9 50.9 35.0 35.0 6.4 19.5 19.5 39.1 38.1 0.42 0.42 0.29 0.29 0.05 0.16 0.16 0.32 0.31 5.0 5.0 5.0 4.5 4.5 4.5 4.5 1.9 1.9 3.0 3.0 3.0 3.0 3.0 735 664 533 463 94 571 194 578 1126 c0.16 0.01 0.04 c0.15 0.03 c0.04 0.01 c0.13 0.00 0.39 0.02 0.45 0.05 0.71 0.95 0.02 0.08 0.12 24.7 20.9 35.6 31.5 56.9 50.8 43.2 29.0 30.0 0.48 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.2 0.0 0.2 0.0 22.4 25.3 0.0 0.3 0.2 12.2 20.9 35.9 31.5 79.3 76.0 43.2 29.2 30.2 B C D C E E D C C 12.3 34.7 75.2 30.0 B C E C 42.3 HCM 2000 Level of Service D 0.45 122.0 Sum of lost time (s) 24.0 57.1% ICU Level of Service B 15 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 2 HCM 2010 Signalized Intersection Summary 2025 AM W-O PROJ 13: Pines Rd & 32nd Ave 9/12/2016 Movement EBL EBT EBR 4-4%. WBL WBT WBR 4\ NBL NBT NBR SBL SBT SBR Lane Configurations 1+1+To Traffic Volume (veh/h) 17 389 3 46 453 59 48 66 118 202 41 35 Future Volume (veh/h) 17 389 3 46 453 59 48 66 118 202 41 35 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 0.92 0.97 0.99 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1845 1900 1845 1838 1900 1900 1864 1900 1863 1900 1900 Adj Flow Rate, veh/h 20 469 4 55 546 71 58 80 142 243 49 42 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, 0 3 3 3 3 3 0 0 0 2 0 0 Cap, veh/h 270 848 7 379 766 100 360 105 187 365 250 215 Arrive On Green 0.01 0.46 0.46 0.03 0.48 0.48 0.04 0.18 0.18 0.13 0.27 0.27 Sat Flow, veh/h 1810 1826 16 1757 1593 207 1810 591 1049 1774 918 787 Grp Volume(v), veh/h 20 0 473 55 0 617 58 0 222 243 0 91 Grp Sat Flow(s),veh/h/In1810 0 1842 1757 0 1800 1810 0 1640 1774 0 1705 Q Serve(g_s), s 0.6 0.0 17.9 1.6 0.0 26.2 2.5 0.0 12.5 10.3 0.0 4.0 Cycle Q Clear(g_c), s 0.6 0.0 17.9 1.6 0.0 26.2 2.5 0.0 12.5 10.3 0.0 4.0 Prop In Lane 1.00 0.01 1.00 0.12 1.00 0.64 1.00 0.46 Lane Grp Cap(c), veh/h 270 0 855 379 0 865 360 0 292 365 0 465 V/C Ratio(X) 0.07 0.00 0.55 0.15 0.00 0.71 0.16 0.00 0.76 0.67 0.00 0.20 Avail Cap(c_a), veh/h 620 0 855 871 0 865 666 0 541 588 0 465 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.6 0.0 18.7 14.6 0.0 19.9 30.8 0.0 37.9 26.5 0.0 27.1 Incr Delay (d2), s/veh 0.1 0.0 2.6 0.2 0.0 5.0 0.2 0.0 8.4 2.1 0.0 0.4 nitial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In0.3 0.0 9.7 0.8 0.0 14.2 1.3 0.0 6.4 5.2 0.0 1.9 LnGrp Delay(d),s/veh 16.7 0.0 21.3 14.8 0.0 24.8 31.0 0.0 46.3 28.6 0.0 27.5 LnGrp LOS C B C C D C C Approach Vol, veh/h 493 672 280 334 Approach Delay, s/veh 21.1 24.0 43.1 28.3 Approach LOS C C D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s5.7 51.6 17.3 22.3 7.4 50.0 8.1 31.4 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gma4.E1 30.0 25.0 32.0 30.0 45.0 20.0 25.0 Max Q Clear Time (g_c+I14,(t 28.2 12.3 14.5 3.6 19.9 4.5 6.0 Green Ext Time (p_c), s 0.0 1.4 0.5 2.5 0.1 14.0 0.1 3.2 Intersedtion'Summary HCM 2010 Ctrl Delay 27.0 HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 8 HCM 2010 TWSC 18: Madison Rd & Thorpe Rd 2025 AM W-O PROJ 9/12/2016 Intersection Int Delay, s/veh 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4) 44 4) 4) Traffic Vol, veh/h 85 0 15 0 0 0 65 82 0 0 32 60 Future Vol, veh/h 85 0 15 0 0 0 65 82 0 0 32 60 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop Stop Stop - None 0 0 Stop Stop Stop - None 0 0 Free Free Free - None 0 0 Free Free Free - None 0 0 Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % Mvmt Flow 4 104 0 0 0 18 0 0 0 0 0 0 2 79 0 100 0 0 0 0 0 39 0 73 Major/Minor Minor2 Minor/ Major/ Major2 Conflicting Flow All 335 335 76 344 371 100 112 0 0 100 0 0 Stage 1 76 76 259 259 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 259 7.14 6.14 6.14 3.536 615 928 259 6.5 5.5 5.5 4 589 836 6.2 3.3 991 85 7.1 6.1 6.1 3.5 614 750 112 6.5 5.5 5.5 4 562 697 6.2 3.3 961 4.12 2.218 1478 4.1 2.2 1505 Stage 2 741 697 928 807 Platoon blocked, % Mov Cap-1 Maneuver 588 555 991 576 530 961 1478 1505 Mov Cap-2 Maneuver 588 555 576 530 Stage 1 875 836 707 657 Stage 2 699 657 911 807 Approach EB WB NB SB HCM Control Delay, s 12.1 0 3.3 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1478 - - 626 - 1505 - HCM Lane V/C Ratio 0.054 - 0.195 HCM Control Delay (s) 7.6 0 - 12.1 0 0 HCM Lane LOS A A B A A HCM 95th %tile Q(veh) 0.2 - 0.7 0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 9 HCM 2010 Signalized Intersection Summary 19: Hwy 27 & 32nd Ave 2025 AM W-O PROJ 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '5 441+ 'I Is '1 +1 'I 410 Traffic Volume (veh/h) 139 255 66 72 219 85 142 323 158 28 98 80 Future Volume (veh/h) 139 255 66 72 219 85 142 323 158 28 98 80 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 , Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1837 1900 1810 1850 1900 1845 1857 1900 1900 1794 1900 Adj Flow Rate, veh/h 149 274 71 77 235 91 153 347 170 30 105 86 Adj No. of Lanes 1 2 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 3 3 5 3 3 3 3 3 0 5 Cap, veh/h 197 889 226 106 347 134 202 538 259 60 280 211 Arrive On Green 0.11 0.32 0.32 0.06 0.27 0.27 0.11 0.23 0.23 0.03 0.15 0.15 Sat Flow, veh/h 1774 2757 702 1723 1271 492 1757 2312 1112 1810 1856 1396 Grp Volume(v), veh/h 149 172 173 77 0 326 153 263 254 30 96 95 Grp Sat Flow(s),veh/h/In 1774 1745 1713 1723 0 1763 1757 1764 1660 1810 1704 1548 Q Serve(g_s), s 4.7 4.2 4.4 2.5 0.0 9.4 4.8 7.7 7.9 0.9 2.9 3.2 Cycle Q Clear(g_c), s 4.7 4.2 4.4 2.5 0.0 9.4 4.8 7.7 7.9 0.9 2.9 3.2 Prop In Lane 1.00 0.41 1.00 0.28 1.00 0.67 1.00 0.90 Lane Grp Cap(c), veh/h 197 563 552 106 0 482 202 411 387 60 258 234 V/C Ratio(X) 0.76 0.30 0.31 0.72 0.00 0.68 0.76 0.64 0.66 0.50 0.37 0.41 Avail Cap(c_a), veh/h 776 1221 1199 754 0 1234 922 1234 1162 950 1193 1083 . . , HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.7 14.6 14.6 26.3 0.0 18.5 24.5 19.8 19.9 27.2 21.8 21.9 Incr Delay (d2), s/veh 5.8 0.3 0.3 8.9 0.0 1.7 5.7 1.2 1.4 6.3 0.8 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 2.6 2.0 2.1 1.5 0.0 4.8 2.7 3.9 3.7 0.6 1.4 1.4 LnGrp Delay(d),s/veh 30.5 14.9 14.9 35.3 0.0 20.2 30.3 21.0 21.3 33.5 22.6 22.9 LnGrp LOS C B B D C C C C C C C Approach Vol, veh/h 494 403 670 221 Approach Delay, s/veh 19.6 23.1 23.2 24.2 Approach LOS B C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.4 18.8 8.0 22.9 12.1 14.1 10.8 20.1 Change Period (Y+Rc), s 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 Max Green Setting (Gmax), s 30.0 40.0 25.0 40.0 30.0 40.0 25.0 40.0 Max Q Clear Time (g_c+I1), s 2.9 9.9 4.5 6.4 6.8 5.2 6.7 11.4 Green Ext Time (p_c), s 0.0 3.4 0.2 4.4 0.4 3.4 0.3 4.3 Intersection Summary HCM 2010 Ctrl Delay 22.3 HCM 2010 LOS Painted Hills PRD Synchro 9 - Report Whipple Consulting Engineers Page 10 HCM 2010 TWSC 20: 32nd Ave & Evergreen Rd 2025 AM W-O PROJ 9/12/2016 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4) Traffic Vol, veh/h 227 227 2 0 221 23 0 0 0 6 0 112 Future Vol, veh/h 227 227 2 0 221 23 0 0 0 6 0 112 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - None - - None Storage Length 100 50 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 0 0 5 0 0 0 0 0 0 4 Mvmt Flow 252 252 2 0 246 26 0 0 0 7 0 124 Major/Minor Major1 Major2 Minorl Minor2 Conflicting Flow All 271 0 0 254 0 0 1079 1029 253 1016 1017 258 Stage 1 758 758 258 258 Stage 2 321 271 758 759 - Critical Hdwy 4.12 4.1 7.1 6.5 6.2 7.1 6.5 6.24 Critical Hdwy Stg 1 6.1 5.5 6.1 5.5 - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.218 2.2 3.5 4 3.3 3.5 4 3.336 Pot Cap-1 Maneuver 1292 1323 198 236 791 218 239 776 Stage 1 402 418 751 698 Stage 2 695 689 402 418 Platoon blocked, % Mov Cap-1 Maneuver 1292 1323 141 190 791 185 192 776 Mov Cap-2 Maneuver 141 190 185 192 Stage 1 324 336 605 698 Stage 2 584 689 324 336 Approach EB WB NB HCM Control Delay, s 4.2 0 0 HCM LOS SB 11.2 A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - 1292 - 1323 - 185 776 HCM Lane V/C Ratio - 0.195 - 0.036 0.16 HCM Control Delay (s) 0 8.5 0 - 25.2 10.5 HCM Lane LOS A A A D B HCM 95th %tile Q(veh) - 0.7 0 - 0.1 0.6 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 11 HCM 2010 TWSC 2025 AM W-O PROJ 21: Sullivan Rd & 32nd Ave 9/12/2016 Intersection Int Delay, s/veh 5.6 Movement EBL EBR NBL NBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control 're 223 223 0 Stop 10 10 0 Stop 4 16 83 16 83 0 0 Free Free RT Channelized None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 Peak Hour Factor 79 79 79 79 Heavy Vehicles, % 2 0 0 0 Mvmt Flow 282 13 20 105 Major/Minor Minor2 Major/ Conflicting Flow All 178 32 32 0 Stage 1 32 Stage 2 Critical Hdwy Critical Hdwv Stn 1 146 6.42 5 42 6.2 4.1 Critical Hdwy Stg 2 5.42 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 3.518 812 991 3.3 1048 2.2 1593 Stage 2 881 Platoon blocked, % Mov Cap-1 Maneuver 801 1048 1593 Mov Cap-2 Maneuver 801 Stage 1 991 Stage 2 870 SBT SBR + r 25 165 25 165 0 0 Free Free - None - 175 0 79 79 0 8 32 209 Major2 0 Approach EB NB SB HCM Control Delay, s 12 1.2 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1593 - 809 HCM Lane V/C Ratio 0.013 - 0.365 HCM Control Delay (s) 7.3 0 12 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 1.7 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 12 Queues 2025 PM W-O PROJ 1: University Rd & 32nd Ave 9/12/2016 Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 500 388 23 112 119 138 0.44 0.44 0.08 0.15 0.31 0.10 15.3 14.8 23.9 13.0 22.1 10.6 0.0 0.0 0.0 0.0 0.0 0.0 15.3 14.8 23.9 13.0 22.1 10.6 55 40 6 8 29 10 127 98 29 30 88 38 112 93 94 1057 102 1152 2238 1733 820 2223 804 2371 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.22 0.22 0.03 0.05 0.15 0.06 ntersection Summary Description: Changed from City controller phase to E-W NEMA Phase to get 2010 HCM Analysis Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary 1: University Rd & 32nd Ave 2025 PM W-O PROJ 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4t 410 440 +1 traffic Volume (veh/h) 2 435 18 80 207 66 21 61 41 108 119 6 Future Volume (veh/h) 2 435 18 80 207 66 21 61 41 108 119 6 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1878 1900 1900 1889 1900 1900 1878 1900 1863 1900 1900 Adj Flow Rate, veh/h 2 478 20 88 227 73 23 67 45 119 131 7 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 0 0 0 0 2 2 2 Cap, veh/h 91 1418 59 316 748 248 41 311 192 163 752 40 Arrive On Green 0.42 0.42 0.42 0.42 0.42 0.42 0.02 0.15 0.15 0.09 0.22 0.22 Sat Flow, veh/h 2 3415 142 448 1800 597 1810 2120 1307 1774 3487 185 Grp Volume(v), veh/h 263 0 237 191 0 197 23 55 57 119 67 71 Grp Sat Flow(s),veh/h/In 1876 0 1683 1232 0 1613 1810 1784 1644 1774 1805 1867 Q Serve(g_s), s 0.0 0.0 3.9 0.8 0.0 3.3 0.5 1.1 1.2 2.6 1.2 1.2 Cycle Q Clear(g_c), s 3.9 0.0 3.9 4.7 0.0 3.3 0.5 1.1 1.2 2.6 1.2 1.2 Prop In Lane 0.01 0.08 0.46 0.37 1.00 0.80 1.00 0.10 Lane Grp Cap(c), veh/h 869 0 699 642 0 670 41 262 241 163 390 403 V/C Ratio(X) 0.30 0.00 0.34 0.30 0.00 0.29 0.56 0.21 0.23 0.73 0.17 0.1 8 Avail Cap(c_a), veh/h 1480 0 1250 1054 0 1198 896 1324 1220 878 1340 1386 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.0 0.0 8.0 7.9 0.0 7.9 19.6 15.2 15.2 17.9 12.9 12.9 Incr Delay (d2), s/veh 0.4 0.0 0.6 0.5 0.0 0.5 16.3 0.9 1.1 8.7 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 1.9 1.6 0.0 1.5 0.4 0.6 0.6 1.7 0.6 0.7 LnGrp Delay(d),s/veh 8.5 0.0 8.6 8.4 0.0 8.4 35.8 16.0 16.3 26.6 13.4 13.4 LnGrp LOS A A A A D B B C B B Approach Vol, veh/h 500 388 135 257 Approach Delay, s/veh 8.5 8.4 19.5 19.5 Approach LOS A A B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 21.8 4.9 13.7 21.8 7.7 10.9 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 30.0 20.0 30.0 30.0 20.0 30.0 Max Q Clear Time (g_c+I1), s 5.9 2.5 3.2 6.7 4.6 3.2 Green Ext Time (p_c), s 10.5 0.0 2.6 10.3 0.4 2.6 intersearrgEST' HCM 2010 Ctrl Delay 11.9 HCM 2010 LOS Painted Hills PRD Synchro 9 Report Whipple Consulting Engineers Page 2 Queues 2025 PM W-O PROJ 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/13/2016 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 20 370 191 46 230 86 75 42 126 7 v/c Ratio 0.09 0.43 0.23 0.18 0.13 0.29 0.16 0.17 0.34 0.02 Control Delay 35.2 24.1 4.9 34.0 17.0 33.2 23.2 34.1 30.3 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.2 24.1 4.9 34.0 17.0 33.2 23.2 34.1 30.3 0.0 Queue Length 50th (ft) 8 139 0 19 27 35 25 17 50 0 Queue Length 95th (ft) 32 291 49 56 80 89 64 53 109 0 Internal Link Dist (ft) 1207 123 264 1057 Turn Bay Length (ft) 134 61 70 100 Base Capacity (vph) 803 1014 951 642 1853 642 928 642 947 864 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.36 0.20 0.07 0.12 0.13 0.08 0.07 0.13 0.01 In tersection Summary Description: Changed to NEMA phasing, adjust min errors to allow 2010 HCS report Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary 2025 PM W-O PROJ 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/13/2016 Movement EBL EBL EBT Lane Configurations ) + Traffic Volume (veh/h) 18 337 Future Volume (veh/h) 18 337 Number 5 2 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1900 Adj Flow Rate, veh/h 20 370 Adj No. of Lanes 1 1 Peak Hour Factor 0.91 0.91 Percent Heavy Veh, % 0 0 Cap, veh/h 36 614 Arrive On Green 0.02 0.32 Sat Flow, veh/h 1810 1900 Grp Volume(v), veh/h 20 370 Grp Sat Flow(s),veh/h/In 1810 1900 Q Serve(g_s), s 0.5 7.2 Cycle Q Clear(o s 0.5 7.2 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 36 614 V/C Ratio(X) 0.56 0.60 Avail Cap(c_a), veh/h 1032 1084 HCM Platoon Ratio 1.00 1.00 Upstream Filter(l) 1.00 1.00 Uniform Delay (d), s/veh 21.3 12.5 Incr Delay (d2), s/veh 18.1 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 %ile Back0fQ(50%),veh/In 0.4 3.9 LnGrp Delay(d),s/veh 39.4 13.8 LnGrp LOS D B Approach Vol, veh/h 581 Approach Delay, s/veh 14.1 Approach LOS Timer 1 2 Assigned Phs 1 2 Phs Duration (G+Y+Rc), s 5.7 20.2 Change Period (Y+Rc), s 4.0 6.0 Max Green Setting (Gmax), s 20.0 25.0 Max Q Clear Time (g_c+I1), s 3.1 9.2 Green Ext Time (p_c), s 0.1 5.0 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers EBR r 174 174 12 0 1.00 1.00 1900 191 1 0.91 1r WBL B C WBT WBR NBL NBT NBR SBL SBT 11 +1+ l'i 1+ ) it 42 198 11 78 57 11 38 115 42 198 11 78 57 11 38 115 1 6 16 3 8 18 7 4 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1900 1900 1900 1900 1900 46 218 12 86 63 12 42 126 1 2 0 1 1 0 1 1 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0 0 0 0 0 0 0 0 71 1193 65 115 224 43 66 223 0.04 0.34 0.34 0.06 0.14 0.14 0.04 0.12 1810 3481 191 1810 1552 296 1810 1900 46 112 118 86 0 75 42 126 1810 1805 1866 1810 0 1848 1810 1900 1.1 1.9 1.9 2.0 0.0 1.6 1.0 2.7 1.1 1.9 1.9 2.0 0.0 1.6 1.0 2.7 1.00 0.10 1.00 0.16 1.00 71 619 640 115 0 267 66 223 0.65 0.18 0.18 0.75 0.00 0.28 0.64 0.56 826 1030 1065 826 0 1181 826 1214 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 20.8 10.1 10.1 20.2 0.0 16.7 20.8 18.3 13.4 0.2 0.2 12.8 0.0 0.8 13.5 3.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 1.0 1.0 1.4 0.0 0.9 0.7 1.6 34.1 10.3 10.3 32.9 0.0 17.5 34.3 21.5 B B C B C C 276 161 175 14.3 25.7 24.4 4 5 6 7 8 4 5 6 7 8 11.1 4.9 21.0 5.6 12.3 6.0 4.0 6.0 4.0 6.0 28.0 25.0 25.0 20.0 28.0 4.7 2.5 3.9 3.0 3.6 1.5 0.0 5.7 0.1 1.5 SBR r 6 6 14 0 1.00 1.00 1900 7 1 0.91 0 522 0.32 1615 191 1615 4.0 4.0 189 0.12 1611 7 1611 0.2 0.2 1.00 1.00 522 0.37 921 1.00 1.00 11.4 0.6 0.0 1.8 12.0 189 0.04 1029 1.00 1.00 17.1 0.1 0.0 0.1 17.3 B 3 3 6.8 4.0 20.0 4.0 0.3 17.2 Synchro 9 Report Page 1 Queues 2025 PM W-O PROJ 3: Bowdish Rd & 32nd Ave 9/12/2016 c t Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Description: Changed City controller phase to E-W NEMA phase # 95th percentile volume exceeds capacity, queue may be longer. . 18 589 104 392 220 232 0.03 0.74 0.25 0.39 0.50 0.57 6.1 23.9 7.1 10.4 19.4 25.3 0.0 0.0 0.0 0.0 0.0 0.0 6.1 23.9 7.1 10.4 19.4 25.3 2 170 13 59 52 70 10 #403 37 190 111 135 150 2316 150 2595 3508 1148 866 798 711 1017 755 718 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.02 0.74 0.15 0.39 0.29 0.32 Queue shown is maximum after two cycles. Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 5 HCM 2010 Signalized Intersection Summary 3: Bowdish Rd & 32nd Ave 2025 PM W-O PROJ 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ¶ To ¶ T. 4+ 4+ Traffic Volume (veh/h) 17 484 64 97 311 54 23 96 86 42 152 22 Future Volume (veh/h) 17 484 64 97 311 54 23 96 86 42 152 22 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1883 1900 1900 1884 1900 1900 1891 1900 1900 1887 1900 Adj Flow Rate, veh/h 18 520 69 104 334 58 25 103 92 45 163 24 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 1 1 0 1 1 1 1 1 1 1 1 Cap, veh/h 506 693 92 389 735 128 108 195 157 139 297 40 Arrive On Green 0.01 0.43 0.43 0.06 0.47 0.47 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1810 1629 216 1810 1564 272 104 897 719 218 1365 183 Grp Volume(v), veh/h 18 0 589 104 0 392 220 0 0 232 0 0 Grp Sat Flow(s),veh/h/ln 1810 0 1845 1810 0 1836 1719 0 0 1766 0 0 Q Serve(g_s), s 0.3 0.0 12.6 1.5 0.0 6.7 0.0 0.0 0.0 0.0 0.0 0. 0 Cycle Q Clear(g_c), s 0.3 0.0 12.6 1.5 0.0 6.7 5.2 0.0 0.0 5.2 0.0 0.0 Prop In Lane 1.00 0.12 1.00 0.15 0.11 0.42 0.19 0.10 Lane Grp Cap(c), veh/h 506 0 785 389 0 863 460 0 0 477 0 0 V/C Ratio(X) 0.04 0.00 0.75 0.27 0.00 0.45 0.48 0.00 0.00 0.49 0.00 0.00 Avail Cap(c_a), veh/h 1197 0 945 999 0 941 950 0 0 968 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.7 0.0 11.4 8.6 0.0 8.4 16.4 0.0 0.0 16.4 0.0 0. 0 Incr Delay (d2), s/veh 0.0 0.0 3.2 0.4 0.0 0.5 1.1 0.0 0.0 1.1 0.0 0.0 nitial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0. 0 %ile Back0fQ(50%),veh/In 0.1 0.0 7.1 0.7 0.0 3.5 2.6 0.0 0.0 2.8 0.0 0.0 LnGrp Delay(d),s/veh 7.7 0.0 14.6 8.9 0.0 8.9 17.5 0.0 0.0 17.5 0.0 0.0 LnGrp LOS A B A A B Approach Vol, veh/h 607 496 220 232 Approach Delay, s/veh 14.4 8.9 17.5 17.5 Approach LOS B A B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.7 24.9 15.2 4.6 27.0 15.2 Change Period (Y+Rc), s 4.0 5.0 5.0 4.0 5.0 5.0 Max Green Setting (Gmax), s 18.5 24.0 24.0 18.5 24.0 24.0 Max Q Clear Time (g_c+11), s 3.5 14.6 7.2 2.3 8.7 7.2 Green Ext Time (p_c), s 0.2 5.3 3.5 0.0 7.4 3.5 IntersicToWmiiiiir HCM 2010 Ctrl Delay 13.5 H CM 2010 LOS Painted Hills PRD Synchro 9 Report Whipple Consulting Engineers Page 6 Queues 2025 PM W--O PROJ 4: Bowdish Rd & Dishman-Mica Rd 9/12/2016 Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 12 401 28 217 170 153 6 0.04 0.43 0.09 0.21 0.40 0.31 0.01 22.7 12.8 22.0 9.0 19.0 17.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 22.7 12.8 22.0 9.0 19.0 17.9 0.0 2 49 4 24 23 21 0 18 187 30 96 106 96 0 61 3473 75 1032 470 3508 135 695 1171 1162 1533 641 747 747 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.02 0.34 0.02 0.14 0.27 0.20 0.01 Intersection Summary Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 7 HCM 2010 Signalized Intersection Summary 2025 PM W-O PROJ 4: Bowdish Rd & Dishman-Mica Rd 9/12/2016 Movement EBL Lane Configurations 'Pi Traffic Volume (veh/h) 11 Future Volume (veh/h) 11 Number 5 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Adj Sat Flow, veh/h/ln 1900 Adj Flow Rate, veh/h 12 Adj No. of Lanes 1 Peak Hour Factor 0.95 Percent Heavy Veh, % 0 Cap, veh/h 23 Arrive On Green 0.01 fat Firm xrah/h 1 R1n Grp Volume(v), veh/h 12 Grp Sat Flow(s),veh/h/In 1810 Q Serve(g_s), s 0.2 Cycle Q Clear(g_c), s 0.2 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 23 V/C Ratio(X) 0.53 Avail Cap(c_a), veh/h 786 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 16.9 Incr Delay (d2), s/veh 24.3 Initial 0 Delay(d3),s/veh 0.0 %Ile Back0fQ(50%),veh/In 0.3 LnGrp Delay(d),s/veh 41.2 LnGrp LOS D Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer Assigned Phs 1 Phs Duration (G+Y+Rc), s 4.9 Change Period (Y+Rc), s 4.0 Max Green Setting (Gmax), s 25.0 Max Q Clear Time (g_c+11), s 2.5 Green Ext Time (p_c), s 0.1 411-- k- 4\ t P EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR r 10 '11 4, 4 256 125 27 179 28 54 91 16 13 132 256 125 27 179 28 54 91 16 13 132 2 12 1 6 16 3 8 18 7 4 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1827 1884 1900 1900 1900 1900 1900 1900 269 132 28 188 29 57 96 17 14 139 1 0 1 1 0 0 1 0 0 1 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0 0 4 1 1 0 0 0 0 0 445 218 47 612 94 199 175 26 129 328 0.37 0.37 0.03 0.38 0.38 0.18 0.18 0.18 0.18 0.18 19 591 1740 1594 246 328 955 142 85 1787 0 401 28 0 217 170 0 0 153 0 0 1796 1740 0 1840 1425 0 0 1872 0 0.0 6.3 0.5 0.0 2.8 1.7 0.0 0.0 0.0 0.0 0.0 6.3 0.5 0.0 2.8 4.1 0.0 0.0 2.5 0.0 0.33 1.00 0.13 0.34 0.10 0.09 0 663 47 0 706 401 0 0 457 0 0.00 0.61 0.59 0.00 0.31 0.42 0.00 0.00 0.33 0.00 0 1300 1260 0 1279 849 0 0 968 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.0 8.8 16.6 0.0 7.4 13.1 0.0 0.0 12.5 0.0 0.0 1.3 15.5 0.0 0.3 1.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.2 0.5 0.0 1.5 1.6 0.0 0.0 1.4 0.0 0.0 10.1 32.1 0.0 7.8 14.1 0.0 0.0 13.1 0.0 B C A B B 413 245 170 159 11.0 10.6 14.1 13.1 B B B B 2 3 4 5 6 7 8 2 4 5 6 8 18.2 11.3 4.4 18.7 11.3 5.5 5.0 4.0 5.5 5.0 25.0 16.0 15.0 24.0 16.0 8.3 4.5 2.2 4.8 6.1 4.5 1.9 0.0 4.8 1.8 11.8 6 14 0 1.00 1.00 1900 6 1 0.95 0 296 0.18 1615 6 1615 0.1 0.1 1.00 296 0.02 749 1.00 1.00 11.5 0.0 0.0 0.1 11.6 B In"f`ersection summary HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 8 HCM 2010 TWSC 9: Dishman-Mica Rd & Thorpe Rd 2025 PM W-O PROJ 9/12/2016 Intersection Int Delay, s/veh 3.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations 1 4 Traffic Vol, veh/h 21 70 152 11 93 199 Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % 21 0 Stop 0 0 0 70 0 Stop None 152 0 Free - 0 0 11 0 Free None 93 0 Free - 199 0 Free None 0 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % Mvmt Flow 0 23 2 77 1 167 0 12 1 102 1 219 Major/Minor Minor/ Major/ Major2 Conflicting Flow All 596 173 0 0 179 0 Stage 1 173 Stage 2 Critical Hdwy Critical Hdwy Stg 1 423 6.4 5.4 6.22 4.11 Critical Hdwy Stg 2 5.4 Follow-up Hdwy 3.5 3.318 2.209 Pot Cap-1 Maneuver 470 871 1403 Stage 1 862 Stage 2 665 Platoon blocked, % Mov Cap-1 Maneuver 431 871 1403 Mov Cap-2 Maneuver 431 Stage 1 862 Stage 2 610 Approach WB NB SB HCM Control Delay, s 10.9 0 2.5 HCM LOS Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 705 1403 HCM Lane V/C Ratio - 0.142 0.073 HCM Control Delay (s) - 10.9 7.8 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) - 0.5 0.2 S Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 10 HCM 2010 TWSC 11: Pines Rd & 16th Ave 2025 PM W-O PROJ 9/12/2016 Intersection Int Delay, s/veh 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 0 0 T. 350 350 55 55 74 74 4 163 163 0 0 23 23 4) 0 0 187 187 0 0 40 231 115 231 115 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop Stop Stop - None 0 0 Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % Mvmt Flow 0 0 1 376 0 59 0 80 0 175 0 0 0 25 0 0 0 201 0 0 0 3 248 124 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 0 0 435 0 0 926 740 406 840 769 175 Stage 1 406 406 334 334 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 0 0 4.1 2.2 1135 0 0 520 7.1 6.1 6.1 3.5 251 626 334 6.5 5.5 5.5 4 347 601 6.2 - 3.3 649 506 7.1 6.1 6.1 3.5 287 684 435 - 6.5 6.23 5.5 - 5.5 - 4 3.327 334 866 647 Stage 2 0 0 543 647 552 584 Platoon blocked, % Mov Cap-1 Maneuver 1135 67 320 649 186 308 866 Mov Cap-2 Maneuver 67 320 186 308 Stage 1 626 601 684 597 Stage 2 251 597 381 584 Approach EB WB NB SB HCM Control Delay, s 0 2.6 35.8 66.4 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) 333 - - 1135 - 392 HCM Lane V/C Ratio 0.678 - 0.07 - 0.949 HCM Control Delay (s) 35.8 - 8.4 0 66.4 HCM Lane LOS E A A F HCM 95th %tile Q(veh) 4.7 - 0.2 - 10.6 .5-zG5" Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 11 HCM Signalized Intersection Capacity Analysis 11: Pines Rd & 16th Ave 2025 PM W-O PROJ IMP 9/13/2016 4-4\ P Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4413 1' Traffic Volume (vph) 0 350 55 76 163 0 23 0 187 231 115 Future Volume (vph) 0 350 55 76 163 0 23 0 187 231 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.98 1.00 1.00 0.85 1.00 0.85 Flt Protected 1.00 0.98 0.95 1.00 1.00 1.00 Satd. Flow (prot) 3506 1870 1805 1615 1900 1568 Flt Permitted 1.00 0.50 0.95 1.00 1.00 1.00 Satd. Flow (perm) 3506 950 1805 1615 1900 1568 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 376 59 82 175 0 25 0 201 0 248 124 RTOR Reduction (vph) 0 10 0 0 0 0 0 0 184 0 0 86 Lane Group Flow (vph) 0 425 0 0 257 0 25 0 17 0 248 38 , Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 3% Turn Type NA Perm NA Prot Prot NA Perm Protected Phases 1838 14 4! 15 15 6! Permitted Phases 14 4! 6 Actuated Green, G (s) 35.0 48.3 10.4 10.4 37.6 37.6 Effective Green, g (s) 35.0 48.3 10.4 10.4 37.6 37.6 Actuated g/C Ratio 0.29 0.40 0.09 0.09 0.31 0.31 Clearance Time (s) 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1005 376 153 137 585 483 v/s Ratio Prot 0.12 c0.01 0.01 c0.13 v/s Ratio Perm c0.27 0.02 v/c Ratio 0.42 0.68 0.16 0.13 0.42 0.08 Uniform Delay, dl 35.3 30.5 51.8 51.6 33.6 29.9 Progression Factor 1.00 0.35 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 3.6 0.5 0.4 2.2 0.: Delay (s)35.4 14.2 52.3 52.0 35.8 30.2 , Level of Service D B D D D C Approach Delay (s) 35.4 14.2 52.0 34.0 Approach LOS D B D C Intersection Summary HCM 2000 Control Delay 33.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 122.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 55.0% ICU Level of Service A Analysis Period (min) 15 I Phase conflict between lane arouos c Critical Lane Group Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 Queues 12: Hwy 27 & 16th Ave 2025 PM W-O PROJ 9/12/2016 Lane Group EBT EBR WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 525 71 254 8 29 345 101 414 v/c Ratio 0.79 0.11 0.71 0.07 0.24 0.65 0.51 0.47 Control Delay 43.6 5.2 56.7 1.1 62.0 53.4 61.4 42.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.6 5.2 56.7 1.1 62.0 53.4 61.4 42.4 Queue Length 50th (ft) 333 0 177 0 21 127 71 147 Queue Length 95th (ft) 586 27 310 0 60 209 150 234 Internal Link Dist (ft) 49 154 343 461 Turn Bay Length (ft) 25 157 232 Base Capacity (vph) 853 795 524 116 504 984 504 1011 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.09 0.48 0.07 0.06 0.35 0.20 0.41 Intersection Summary Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 12 HCM 2010 Signalized Intersection Summary 2025 PM W-O PROJ 12: Hwy 27 & 16th Ave Movement EBL EBT EBR WBL WBT WBR Lane Configurations 4 r 4 r Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor 187 285 64 15 213 7 187 285 64 15 213 7 3 8 18 7 4 14 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1870 1900 1900 1882 1900 208 317 71 17 237 0 0 1 1 0 1 1 0.90 0.90 0.90 0.90 0.90 0.90 2 2 0 1 1 0 247 376 548 21 300 276 0.34 0.34 0.34 0.17 0.17 0.00 726 1107 1615 126 1751 1615 525 0 71 254 0 0 1834 0 1615 1876 0 1615 20.5 0.0 2.4 10.1 0.0 0.0 20.5 0.0 2.4 10.1 0.0 0.0 0.40 1.00 0.07 1.00 623 0 548 321 0 276 0.84 0.00 0.13 0.79 0.00 0.00 1184 0 1042 727 0 625 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 23.7 0.0 17.7 30.8 0.0 0.0 3.2 0.0 0.1 4.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.9 0.0 1.1 5.6 0.0 0.0 26.9 0.0 17.8 35.2 0.0 0.0 C B D 596 254 25.8 35.2 C D 1 2 3 4 5 6 1 2 4 5 6 7.3 20.6 18.3 10.7 17.2 5.0 5.0 5.0 5.0 5.0 30.0 30.0 30.0 30.0 30.0 3.2 10.0 12.1 6.2 8.9 0.0 3.2 1.3 0.2 3.3 30.3 9/12/2016 NBL NBT NBR SBL SBT SBR 5 +I. '.1 +To 26 301 10 91 373 0 26 301 10 91 373 0 1 6 16 5 2 12 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1862 1900 1900 1900 1900 29 334 11 101 414 0 1 2 0 1 2 0 0.90 0.90 0.90 0.90 0.90 0.90 0 1 1 0 0 0 54 549 18 134 726 0 0.03 0.16 0.16 0.07 0.20 0.00 1810 3496 115 1810 3705 0 29 169 176 101 414 0 1810 1769 1842 1810 1805 0 1.2 6.9 6.9 4.2 8.0 0.0 1.2 6.9 6.9 4.2 8.0 0.0 1.00 0.06 1.00 0.00 54 278 289 134 726 0 0.53 0.61 0.61 0.75 0.57 0.00 701 685 713 701 1398 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 37.0 30.4 30.4 35.2 27.9 0.0 7.9 1.6 1.5 8.3 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 3.5 3.7 2.4 4.0 0.0 45.0 32.0 32.0 43.4 28.2 0.0 D C C D C 374 515 33.0 31.2 C C 7 8 8 31.3 5.0 50.0 22.5 3.8 Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h G rp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile Back0fQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Ti mer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 13 HCM Signalized Intersection Capacity Analysis 2025 PM W-O PROJ IMP 12: Hwy 27 & 16th Ave 9/13/2016 Movement EBL EBT Lane Configurations II 4 Traffic Volume (vph) 187 285 Future Volume (vph) 187 285 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 5.0 5.0 Lane Util. Factor 0.95 0.95 Frpb, ped/bikes 1.00 1.00 Fipb, ped/bikes 1.00 1.00 Frt 1.00 1.00 Flt Protected 0.95 1.00 Satd. Flow (prot) 1698 1765 Flt Permitted 0.95 0.00 Satd. Flow (perm) 1698 0 Peak-hour factor, PHF 0.90 0.90 Adj. Flow (vph) 208 317 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 187 338 Confl. Bikes (#/hr) Heavy Vehicles (%) 1% 2% Turn Type Prot NA Protected Phases 3 16 15! 8 17 15 Permitted Phases Actuated Green, G (s) 50.4 50.4 Effective Green, g (s) 50.4 50.4 Actuated g/C Ratio 0.41 0.41 Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) 701 729 v/s Ratio Prot 0.11 c0.19 v/s Ratio Perm v/c Ratio 0.27 0.46 Uniform Delay, d1 23.6 26.0 Progression Factor 0.32 0.37 Incremental Delay, d2 0.2 0.3 Delay (s) 7.8 9.9 Level of Service A A Approach Delay (s) 8.1 Approach LOS A ntersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 122.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 57.8% ICU Level of Service B Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR r 4 r r ft+ 64 15 213 7 64 15 213 7 1900 1900 1900 1900 5.0 5.0 5.0 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.85 1.00 0.85 26 301 10 91 373 0 26 301 10 91 373 0 1900 1900 1900 1900 1900 1900 5.0 4.5 4.5 4.5 4.5 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1805 3574 1214 1805 3610 0.95 1.00 1.00 0.95 1.00 1805 3574 1214 1805 3610 0.90 0.90 0.90 0.90 0.90 0.90 29 334 11 101 414 0 0 0 9 0 0 0 29 334 2 101 414 0 0% 1% 33% 0% 0% 0% Prot NA Perm Prot NA 5! 2! 1! 6! 2 4.7 20.5 20.5 39.6 37.6 4.7 20.5 20.5 39.6 37.6 0.04 0.17 0.17 0.32 0.31 5.0 4.5 4.5 4.5 4.5 3.0 3.0 3.0 3.0 3.0 69 600 203 585 1112 0.02 c0.09 0.06 c0.11 0.00 0.42 0.56 0.01 0.17 0.37 57.3 46.6 42.3 29.5 33.0 1.00 1.00 1.00 1.00 1.00 4.1 1.1 0.0 0.6 1.0 61.4 47.7 42.3 30.1 33.9 E D D C C 48.6 33.2 D C 1.00 1.00 1.00 1593 1876 1615 1.00 0.96 1.00 1593 1812 1615 0.90 0.90 0.90 0.90 71 17 237 8 42 0 0 6 29 0 254 2 3 0% 0% 1% 0% custom Perm NA Prot 4! 4! 817 4 50.4 35.0 35.0 50.4 35.0 35.0 0.41 0.29 0.29 5.0 5.0 1.9 1.9 658 519 463 0.00 0.02 0.14 0.04 0.49 0.00 21.4 36.1 31.1 0.00 1.00 1.00 0.0 0.3 0.0 0.0 36.4 31.1 A D C 36.2 D 28.4 HCM 2000 Level of Service C Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 Queues 13: Pines Rd & 32nd Ave 2025 PM W-O PROJ 9/12/2016 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 47 720 108 552 65 142 77 162 v/c Ratio 0.12 0.90 0.37 0.62 0.18 0.42 0.20 0.49 Control Delay 10.4 42.1 13.3 22.7 19.4 26.5 19.6 32.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.4 42.1 13.3 22.7 19.4 26.5 19.6 32.4 Queue Length 50th (ft) 9 332 22 213 22 45 26 65 Queue Length 95th (ft) 26 #562 49 327 42 83 48 108 Internal Link Dist (ft) Turn Bay Length (ft) 168 2595 166 1832 79 2145 113 5230 Base Capacity (vph) 672 796 567 891 588 569 593 573 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.90 0.19 0.62 0.11 0.25 0.13 0.28 In tersection Summary Description: Plan 1 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 14 HCM 2010 Signalized Intersection Summary 13: Pines Rd & 32nd Ave 2025 PM W-O PROJ 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 1. ) 1. ) 'to 11 13 Traffic Volume (veh/h) 37 513 48 84 387 44 51 57 54 60 94 32 Future Volume (veh/h) 37 513 48 84 387 44 51 57 54 60 94 32 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1883 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 47 658 62 108 496 56 65 73 69 77 121 41 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 0 1 1 0 0 0 0 0 0 0 0 0 Cap, veh/h 416 781 74 318 825 93 256 116 110 271 187 63 Arrive On Green 0.04 0.46 0.46 0.07 0.49 0.49 0.04 0.13 0.13 0.05 0.14 0.14 Sat Flow, veh/h 1810 1695 160 1810 1677 189 1810 900 850 1810 1358 460 Grp Volume(v), veh/h 47 0 720 108 0 552 65 0 142 77 0 162 Grp Sat Flow(s),veh/h/In 1810 0 1855 1810 0 1867 1810 0 1750 1810 0 1819 Q Serve(g_s), s 0.9 0.0 22.3 2.0 0.0 13.9 2.0 0.0 5.0 2.4 0.0 5.5 Cycle Q Clear(g_c), s 0.9 0.0 22.3 2.0 0.0 13.9 2.0 0.0 5.0 2.4 0.0 5.5 Prop In Lane 1.00 0.09 1.00 0.10 1.00 0.49 1.00 0.25 Lane Grp Cap(c), veh/h 416 0 855 318 0 918 256 0 226 271 0 250 V/C Ratio(X) 0.11 0.00 0.84 0.34 0.00 0.60 0.25 0.00 0.63 0.28 0.00 0.65 Avail Cap(c_a), veh/h 909 0 855 755 0 918 733 0 592 733 0 615 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 9.6 0.0 15.5 12.2 0.0 11.9 23.3 0.0 26.9 23.0 0.0 26.6 Incr Delay (d2), s/veh 0.1 0.0 9.9 0.6 0.0 2.9 0.5 0.0 4.0 0.6 0.0 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 0.4 0.0 13.5 1.0 0.0 7.8 1.0 0.0 2.7 1.2 0.0 3.0 LnGrp Delay(d),s/veh 9.7 0.0 25.3 12.8 0.0 14.9 23.8 0.0 30.9 23.6 0.0 30.5 LnGrp LOS A C B B C C C C Approach Vol, veh/h 767 660 207 239 Approach Delay, s/veh 24.4 14.5 28.7 28.3 Approach LOS C B C C timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.8 37.0 7.9 13.4 8.8 35.0 7.3 14.0 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 20.0 30.0 20.0 22.0 20.0 30.0 20.0 22.0 Max Q Clear Time (g_c+I1), s 2.9 15.9 4.4 7.0 4.0 24.3 4.0 7.5 Green Ext Time (p_c), s 0.1 10.6 0.1 2.0 0.2 4.8 0.1 2.0 hitetectio7StifillWaTilibL_ HCM 2010 Ctrl Delay 21.9 H CM 2010 LOS Painted Hills PRD Synchro 9 Report Whipple Consulting Engineers Page 15 HCM 2010 TWSC 18: Madison Rd & Thorpe Rd 2025 PM W-O PROJ 9/12/2016 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations... Traffic Vol, veh/h Future Vol, veh/h 26 26 4) 0 0 60 60 0 0 4) 0 0 0 0 33 33 4) 46 46 0 0 0 0 4) 98 98 30 30 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop Stop Stop - None 0 0 Stop Stop Stop - None 0 0 Free Free Free - None 0 0 Free Free Free - None 0 0 Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % Mvmt Flow 5 30 0 0 0 70 0 0 0 0 0 0 0 38 0 53 0 0 0 0 0 114 0 35 Major/Minor Minor2 Minorl Major1 Major2 Conflicting Flow All 261 261 131 296 279 53 149 0 0 53 0 0 Stage 1 131 131 130 130 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 130 7.15 6.15 6.15 3.545 686 865 130 6.5 5.5 5.5 4 647 792 - 6.2 3.3 924 166 7.1 6.1 6.1 3.5 660 878 149 6.5 5.5 5.5 4 632 792 6.2 3.3 1020 - 4.1 2.2 1445 4.1 2.2 1566 Stage 2 866 792 841 778 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver 672 672 630 630 924 598 598 615 615 1020 - 1445 1566 Stage 1 842 792 854 771 Stage 2 843 771 777 778 Approach EB WB NB SB HCM Control Delay, s 9.9 0 3.2 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1445 - - 830 - 1566 - HCM Lane V/C Ratio 0.027 - 0.12 HCM Control Delay (s) 7.6 0 - 9.9 0 0 HCM Lane LOS HCM 95th %tile Q(veh) A 0.1 2-r( A - - A - 0.4 i0 A A 0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 20 Queues 2025 PM W-O PROJ 19: Hwy 27 & 32nd Ave 9/12/2016 -. c *- 4\ t \• 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 104 640 214 473 160 369 66 388 0.50 0.61 0.67 0.71 0.60 0.41 0.39 0.63 54.9 31.6 53.2 37.2 53.3 27.4 55.7 43.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 54.9 31.6 53.2 37.2 53.3 27.4 55.7 43.1 63 158 128 248 96 82 40 116 136 276 246 470 190 137 97 187 140 200 6700 1848 108 112 131 184 456 1407 451 758 546 1370 546 1413 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.23 0.45 0.47 0.62 0.29 0.27 0.12 0.27 Intersection Summary Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 21 HCM 2010 Signalized Intersection Summary 2025 PM W-O PROJ 19: Hwy 27 & 32nd Ave 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations li +To 111 To ) +I+ lei ti Traffic Volume (veh/h) 88 339 205 182 351 51 136 194 120 56 260 70 Future Volume (veh/h) 88 339 205 182 351 51 136 194 120 56 260 70 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1877 1900 1881 1884 1900 1900 1824 1900 1900 1885 1900 Adj Flow Rate, veh/h 104 399 241 214 413 60 160 228 141 66 306 82 Adj No. of Lanes 1 2 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 2 2 1 1 1 0 3 3 0 1 1 Cap, veh/h 138 631 377 264 587 85 206 506 301 90 500 132 Arrive On Green 0.08 0.29 0.29 0.15 0.36 0.36 0.11 0.24 0.24 0.05 0.18 0.18 Sat Flow, veh/h 1810 2150 1283 1792 1609 234 1810 2093 1245 1810 2806 740 Grp Volume(v), veh/h 104 330 310 214 0 473 160 187 182 66 194 194 Grp Sat Flow(s),veh/h/In 1810 1783 1650 1792 0 1842 1810 1733 1605 1810 1791 1755 Q Serve(g_s), s 4.2 12.0 12.2 8.7 0.0 16.4 6.4 6.9 7.2 2.7 7.4 7.7 Cycle Q Clear(g_c), s 4.2 12.0 12.2 8.7 0.0 16.4 6.4 6.9 7.2 2.7 7.4 7.7 Prop In Lane 1.00 0.78 1.00 0.13 1.00 0.78 1.00 0.42 Lane Grp Cap(c), veh/h 138 523 485 264 0 672 206 419 388 90 319 313 V/C Ratio(X) 0.76 0.63 0.64 0.81 0.00 0.70 0.78 0.45 0.47 0.73 0.61 0.62 Avail Cap(c_a), veh/h 605 953 882 599 0 985 726 927 858 726 958 938 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.9 22.9 23.0 30.9 0.0 20.3 32.2 24.1 24.2 35.0 28.3 28.4 Incr Delay (d2), s/veh 8.1 1.3 1.4 5.9 0.0 1.4 6.3 0.6 0.7 10.8 1.6 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.4 6.1 5.7 4.7 0.0 8.5 3.6 3.3 3.3 1.6 3.8 3.9 LnGrp Delay(d),s/veh 42.0 24.2 24.4 36.8 0.0 21.7 38.5 24.7 24.9 45.8 29.9 30.1 LnGrp LOS D C C D C D C C D C C Approach Vol, veh/h 744 687 529 454 Approach Delay, s/veh 26.8 26.4 28.9 32.3 Approach LOS C C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.2 23.6 15.5 26.5 14.0 18.8 10.2 31.8 Change Period (Y+Rc), s 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 Max Green Setting (Gmax), s 30.0 40.0 25.0 40.0 30.0 40.0 25.0 40.0 Max Q Clear Time (g_c+I1), s 4.7 9.2 10.7 14.2 8.4 9.7 6.2 18.4 Green Ext Time (p_c), s 0.1 3.7 0.5 7.7 0.4 3.7 0.2 7.3 Intersection Summary HCM 2010 Ctrl Delay 28.2 HCM 2010 LOS C Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 22 HCM 2010 TWSC 20: 32nd Ave & Evergreen Rd 2025 PM W-O PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 5.9 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations traffic Vol, veh/h Future Vol, veh/h II 207 207 1.0 398 398 0 0 +To 0 395 11 0 395 11 0 0 40 0 0 0 0 19 17 17 To 0 0 209 209 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free 100 Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop - 0 Stop Stop - None 0 0 Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 1 1 0 0 0 0 0 0 0 33 0 22 M vmt Flow 262 504 0 0 500 14 0 0 0 22 0 265 Major/Minor Major1 Major2 Minorl Minor2 Conflicting Flow All 514 0 0 504 0 0 1667 1542 505 1536 1535 507 Stage 1 1028 1028 507 507 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 4.11 2.209 1057 4.1 2.2 1071 639 7.1 6.1 6.1 3.5 78 285 514 6.5 5.5 5.5 4 116 314 - 6.2 3.3 571 1029 7.43 6.43 6.43 3.797 80 495 1028 6.5 5.5 5.5 4 117 543 - 6.42 - - 3.498 528 Stage 2 468 539 247 314 Platoon blocked, % Mov Cap-1 Maneuver 1057 1070 31 87 570 65 88 528 Mov Cap-2 Maneuver 31 87 65 88 Stage 1 214 236 372 543 Stage 2 234 539 186 236 Approach H EB WB NB SB CM Control Delay, s 3.3 0 0 23.6 HCM LOS A M nor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - 1057 - 1070 - 65 528 HCM Lane V/C Ratio - 0.248 - 0.331 0.501 HCM Control Delay (s) 0 9.5 0 - 85.7 18.5 HCM Lane LOS A A A F C HCM 95th %tile Q(veh) 1 0 - 1.2 2.8 2 5-jo ~0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 23 HCM 2010 TWSC 21: Sullivan Rd & 32nd Ave 2025 PM W-O PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 5 EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Ire 4 1 282 282 17 17 23 54 23 54 98 350 98 350 Conflicting Peds, #/hr 0 0 1 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 - 175 0 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % Mvmt Flow 2 310 0 19 0 2 25 59 0 0 108 385 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 219 109 109 0 0 Stage 1 109 Stage 2 110 Critical Hdwy 6.42 6.2 4.1 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 5.42 5.42 3.518 769 916 3.3 950 2.2 1494 Stage 2 915 Platoon blocked, % Mov Cap-1 Maneuver 754 949 1494 Mov Cap-2 Maneuver 754 Stage 1 915 Stage 2 899 Approach EB NB SB HCM Control Delay, s 13.2 2.2 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1494 - 763 - HCM Lane V/C Ratio 0.017 - 0.431 HCM Control Delay (s) 7.5 0 13.2 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.1 - 2.2 2.c Ss- Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 24 YEAR 2025 LEVEL OF SERVICE CALCULATIONS WITH PROJECT HCM 2010 Signalized Intersection Summary 1: University Rd & 32nd Ave 2025 AM W- PROJ 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41+ 410 441+ +To Traffic Volume (veh/h) 4 147 7 36 517 132 21 95 67 69 60 4 Future Volume (veh/h) 4 147 7 36 517 132 21 95 67 69 60 4 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1868 1900 1900 1883 1900 1900 1877 1900 1759 1839 1900 Adj Flow Rate, veh/h 4 160 8 39 562 143 23 103 73 75 65 4 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 0 0 0 0 0 0 8 2 2 Cap, veh/h 96 1480 73 133 1190 294 41 343 224 95 671 41 Arrive On Green 0.44 0.44 0.44 0.44 0.44 0.44 0.02 0.17 0.17 0.06 0.20 0.20 Sat Flow, veh/h 16 3336 164 88 2681 663 1810 2060 1345 1675 3345 204 Grp Volume(v), veh/h 90 0 82 400 0 344 23 88 88 75 34 35 Grp Sat Flow(s),veh/h/In 1844 0 1671 1836 0 1596 1810 1783 1622 1675 1747 1803 Q Serve(g_s), s 0.0 0.0 1.2 0.0 0.0 6.4 0.5 1.8 2.0 1.9 0.7 0.7 Cycle Q Clear(g_c), s 1.2 0.0 1.2 6.3 0.0 6.4 0.5 1.8 2.0 1.9 0.7 0.7 Prop In Lane 0.04 0.10 0.10 0.42 1.00 0.83 1.00 0.11 Lane Grp Cap(c), veh/h 908 0 742 909 0 708 41 297 270 95 350 361 V/C Ratio(X) 0.10 0.00 0.11 0.44 0.00 0.49 0.57 0.30 0.33 0.79 0.10 0.10 Avail Cap(c_a), veh/h 1381 0 1193 1393 0 1140 862 1273 1159 798 1248 1288 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.8 0.0 6.8 8.2 0.0 8.3 20.3 15.4 15.4 19.6 13.7 13.7 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.7 0.0 1.1 16.5 1.2 1.5 18.7 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 0.6 0.0 0.6 3.4 0.0 3.0 0.4 1.0 1.0 1.3 0.3 0.4 LnGrp Delay(d),s/veh 6.9 0.0 7.0 9.0 0.0 9.4 36.8 16.5 16.9 38.2 13.9 13.9 LnGrp LOS A A A A D B B D B B Approach Vol, veh/h 172 744 199 144 Approach Delay, s/veh 6.9 9.2 19.0 26.6 Approach LOS A A B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.6 4.9 13.4 23.6 6.4 12.0 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 30.0 20.0 30.0 30.0 20.0 30.0 Max Q Clear Time (g_c+11), s 3.2 2.5 2.7 8.4 3.9 4.0 Green Ext Time (p_c), s 11.5 0.0 2.6 10.2 0.2 2.6 Intersection Summary HCM 2010 Ctrl Delay 12.4 HCM 2010 LOS Painted Hills PRD Synchro 9 - Report Whipple Consulting Engineers Page 1 HCM 2010 Signalized Intersection Summary 2025 AM W- PROJ 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/12/2016 c 4- k- 4\ t p ,I, Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Number 5 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Adj Sat Flow, veh/h/In 1900 Adj Flow Rate, veh/h 1 Adj No. of Lanes 1 Peak Hour Factor 0.91 Percent Heavy Veh, % 0 Cap, veh/h 4 Arrive On Green 0.00 Sat Flow, veh/h 1810 Grp Volume(v), veh/h 1 Grp Sat Flow(s),veh/h/In1810 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 0.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 4 V/C Ratio(X) 0.25 Avail Cap(c_a), veh/h 982 HCM Platoon Ratio 1.00 Upstream Filter(l) 1.00 Uniform Delay (d), s/veh 23.0 Incr Delay (d2), s/veh 42.7 Initial Q Delay(d3),s/veh 0.0 %ile Back0fQ(50%),veh/Ir0.1 LnGrp Delay(d),s/veh 65.7 LnGrp LOS E Approach Vol, veh/h Approach Delay, s/veh Approach LOS EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 178 39 11 178 39 11 2 12 1 0 0 0 1.00 1.00 1.00 1.00 1.00 1776 1900 1900 196 43 12 1 1 1 0.91 0.91 0.91 7 0 0 547 498 22 0.31 0.31 0.01 1776 1615 1810 196 43 12 1776 1615 1810 4.0 0.9 0.3 4.0 0.9 0.3 1.00 1.00 547 498 22 0.36 0.09 0.54 964 877 786 1.00 1.00 1.00 1.00 1.00 1.00 12.4 11.3 22.6 0.6 0.1 25.6 0.0 0.0 0.0 2.0 0.4 0.3 13.0 11.4 48.2 B B D 240 12.9 B 2 3 4 2 3 4 20.2 12.9 8.4 6.0 4.0 6.0 25.0 20.0 28.0 6.0 8.3 3.1 6.5 0.9 1.5 16.9 r +1) vi I+ r 543 543 6 0 1.00 1858 597 2 0.91 2 1079 0.32 3378 312 1766 6.7 6.7 564 0.55 958 1.00 1.00 13.0 1.2 0.0 3.4 14.2 646 14.8 B 34 B B C 238 106 25 25 41 12 34 238 106 25 25 41 12 16 3 8 18 7 4 14 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1885 1900 1900 1810 1900 37 262 116 27 27 45 13 0 1 1 0 1 1 1 0.91 0.91 0.91 0.91 0.91 0.91 0.91 2 0 1 1 0 5 0 67 349 325 76 46 94 84 0.32 0.19 0.22 0.22 0.03 0.05 0.05 209 1810 1480 344 1810 1810 1615 322 262 0 143 27 45 13 1822 1810 0 1824 1810 1810 1615 6.7 6.3 0.0 3.1 0.7 1.1 0.4 6.7 6.3 0.0 3.1 0.7 1.1 0.4 0.11 1.00 0.19 1.00 1.00 582 349 0 401 46 94 84 0.55 0.75 0.00 0.36 0.59 0.48 0.15 989 786 0 1109 786 1100 982 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 13.0 17.5 0.0 15.2 22.2 21.2 20.9 1.2 4.6 0.0 0.8 15.9 5.2 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.5 3.6 0.0 1.6 0.5 0.7 0.2 14.1 22.1 0.0 16.0 38.1 26.5 22.1 B D C C 405 85 19.9 29.5 B C 6 7 8 6 7 8 20.7 5.2 16.1 6.0 4.0 6.0 25.0 20.0 28.0 8.7 2.7 5.1 6.0 0.0 1.4 Timer 1 5 Assigned Phs 1 Phs Duration (G+Y+Rc), s4.6 Change Period (Y+Rc), s 4.0 Max Green Setting (Gma29,.6 Max Q Clear Time (g_c+l14,1 Green Ext Time (p_c), s 0.0 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 5 4.1 4.0 25.0 2.0 0.0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 2 HCM 2010 Signalized Intersection Summary 2025 AM W- PROJ 3: Bowdish Rd & 32nd Ave 9/12/2016 -#4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '1 To 40 4 Traffic Volume (veh/h) 57 468 39 29 310 14 63 62 37 83 128 103 Future Volume (veh/h) 57 468 39 29 310 14 63 62 37 83 128 103 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1849 1900 1900 1820 1900 1900 1857 1900 1900 1886 1900 Adj Flow Rate, veh/h 65 532 44 33 352 16 72 70 42 94 145 117 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 3 3 0 4 4 2 2 2 1 1 1 Cap, veh/h 443 680 56 291 670 30 236 216 104 188 233 162 Arrive On Green 0.04 0.40 0.40 0.02 0.39 0.39 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1774 1685 139 1810 1728 79 459 722 349 331 781 544 Grp Volume(v), veh/h 65 0 576 33 0 368 184 0 0 356 0 0 Grp Sat Flow(s),veh/h/In1774 0 1824 1810 0 1806 1530 0 0 1656 0 0 Q Serve(g_s), s 1.1 0.0 14.0 0.6 0.0 8.0 0.0 0.0 0.0 5.2 0.0 0.0 Cycle Q Clear(g_c), s 1.1 0.0 14.0 0.6 0.0 8.0 4.3 0.0 0.0 9.5 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.04 0.39 0.23 0.26 0.33 Lane Grp Cap(c), veh/h 443 0 737 291 0 700 555 0 0 584 0 0 V/C Ratio(X) 0.15 0.00 0.78 0.11 0.00 0.53 0.33 0.00 0.00 0.61 0.00 0.00 Avail Cap(c_a), veh/h 1022 0 862 911 0 854 803 0 0 863 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.4 0.0 13.2 10.8 0.0 11.9 13.9 0.0 0.0 15.7 0.0 0.0 lncr Delay (d2), s/veh 0.2 0.0 4.5 0.2 0.0 0.9 0.5 0.0 0.0 1.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/InCI.5 0.0 7.8 0.3 0.0 4.1 2.1 0.0 0.0 4.6 0.0 0.0 LnGrp Delay(d),s/veh 9.5 0.0 17.7 11.0 0.0 12.8 14.4 0.0 0.0 17.2 0.0 0.0 LnGrp LOS A B B B B Approach Vol. veh/h 641 401 184 356 Approach Delay, s/veh 16.9 12.7 14.4 17.2 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.1 25.5 20.2 5.9 24.7 20.2 Change Period (Y+Rc), s 4.0 5.0 5.0 4.0 5.0 5.0 Max Green Setting (Gmag.5 24.0 24.0 18.5 24.0 24.0 Max Q Clear Time (g_c+I14, 16.0 11.5 3.1 10.0 6.3 Green Ext Time (p_c), s 0.0 4.5 3.8 0.1 6.8 4.5 Intersection Summary Ai HCM 2010 Ctrl Delay 15.6 HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 3 HCM 2010 Signalized Intersection Summary 2025 AM W- PROJ 4: Bowdish Rd & Dishman-Mica Rd 9/12/2016 Movement EBL Lane Configurations Traffic Volume (veh/h) 7 Future Volume (veh/h) 7 Number 5 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Adj Sat Flow, veh/h/In 1900 Adj Flow Rate, veh/h 8 Adj No. of Lanes 1 Peak Hour Factor 0.88 Percent Heavy Veh, % 0 Cap, veh/h 15 Arrive On Green 0.01 Sat Flow, veh/h 1810 Grp Volume(v), veh/h 8 Grp Sat Flow(s),veh/h/In1810 Q Serve(g_s), s 0.2 Cycle Q Clear(g_c), s 0.2 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 15 V/C Ratio(X) 0.52 Avail Cap(c_a), veh/h 592 HCM Platoon Ratio 1.00 Upstream Filter(l) 1.00 Uniform Delay (d), s/veh 22.7 Incr Delay (d2), s/veh 34.3 4-4\ t \*.1 4/ EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 4+ 4 172 35 42 434 46 125 160 30 32 66 172 35 42 434 46 125 160 30 32 66 2 12 1 6 16 3 8 18 7 4 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1860 1900 1900 1883 1900 1900 1880 1900 1900 1900 195 40 48 493 52 142 182 34 36 75 1 0 1 1 0 0 1 0 0 1 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 2 2 0 1 1 1 1 1 0 0 541 111 72 658 69 260 255 43 210 381 0.36 0.36 0.04 0.39 0.39 0.28 0.28 0.28 0.28 0.28 1498 307 1810 1675 177 530 902 150 376 1346 0 235 48 0 545 358 0 0 111 0 0 1805 1810 0 1852 1582 0 0 1722 0 0.0 4.4 1.2 0.0 11.6 7.6 0.0 0.0 0.0 0.0 0.0 4.4 1.2 0.0 11.6 9.6 0.0 0.0 2.0 0.0 0.17 1.00 0.10 0.40 0.09 0.32 0 652 72 0 727 557 0 0 591 0 0.00 0.36 0.66 0.00 0.75 0.64 0.00 0.00 0.19 0.00 0 984 986 0 969 662 0 0 695 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.0 10.8 21.7 0.0 12.0 15.2 0.0 0.0 12.5 0.0 0.0 0.5 13.9 0.0 2.9 2.1 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.2 0.9 0.0 6.5 4.5 0.0 0.0 1.1 0.0 0.0 11.2 35.7 0.0 14.8 17.3 0.0 0.0 12.7 0.0 B D B B 243 593 358 120 12.7 16.5 17.3 12.7 B B B B 2 3 4 5 6 7 8 2 4 5 6 8 22.1 18.0 4.4 23.5 18.0 5.5 5.0 4.0 5.5 5.0 25.0 16.0 15.0 24.0 16.0 6.4 4.0 2.2 13.6 11.6 6.1 3.1 0.0 4.4 1.5 15.7 r 8 8 14 0 1.00 1.00 1900 9 1 0.88 0 457 0.28 nitial Q Delay(d3),s/veh 0.0 %lie BackOfQ(50%),vehiln0.2 LnGrp Delay(d),s/veh 56.9 LnGrp LOS E Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer 1 Assigned Phs Phs Duration (G+Y+Rc), s5.8 Change Period (Y+Rc), s 4.0 Max Green Setting (Gma4.61 Max Q Clear Time (g_c+I13 Green Ext Time (p_c), s 0.1 1 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS ,1 1615 9 1615 0.2 0.2 1.00 457 0.02 563 1.00 1.00 11.9 0.0 0.0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 4 HCM 2010 TWSC 5: Dishman-Mica Rd & Apt Access 2025 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 1.2 M ovement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 66 449 1 0 229 Future Vol, veh/h 0 66 449 1 0 229 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 0 0 3 0 0 8 Mvmt Flow 0 84 568 1 0 290 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 569 0 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 0 0 6.2 3.3 525 0 0 Stage 2 0 0 Platoon blocked, % Mov Cap-1 Maneuver 525 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach WB NB SB H CM Control Delay, s 13.2 0 0 HCM LOS Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - 525 - HCM Lane V/C Ratio - 0.159 HCM Control Delay (s) - 13.2 HCM Lane LOS HCM 95th %tile Q(veh) - 0.6 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 1 HCM 2010 TWSC 6: Dishman-Mica Rd & Sundown Drive 2025 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 1.8 M ovement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h V' 8 8 67 67 1. 383 1 383 1 '11 + 38 191 38 191 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Free Free - None 175 - 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 0 0 3 0 0 8 Mvmt Flow 10 85 485 1 48 242 Major/Minor Minor/ Major/ Major2 Conflicting Flow All 823 485 0 0 486 0 Stage 1 485 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 338 6.4 5.4 5.4 3.5 346 623 6.2 3.3 586 4.1 2.2 1087 Stage 2 727 Platoon blocked, % Mov Cap-1 Maneuver 331 586 1087 Mov Cap-2 Maneuver Stage 1 Stage 2 450 623 695 Approach WB NB SB H CM Control Delay, s 12.6 0 1.4 HCM LOS M inor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 568 1087 HCM Lane V/C Ratio - 0.167 0.044 HCM Control Delay (s) - 12.6 8.5 HCM Lane LOS B A HCM 95th %tile Q(veh) - 0.6 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 2 HCM 2010 TWSC 2025 AM W- PROJ 8: Dishman-Mica Rd & Comm Access 9/12/2016 Intersection Int Delay, s/veh 0.7 IM1177 WBL WBR NBT NBR SBL SBT Lane Configurations '11 + Traffic Vol, veh/h 1 25 359 1 12 187 Future Vol, veh/h 1 25 359 1 12 187 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 100 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % Mvmt Flow 0 1 0 32 3 454 0 1 0 15 8 237 Major/Minor Minorl Majorl Major2 Conflicting Flow All 722 455 0 0 456 0 Stage 1 455 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 267 7.1 6.1 6.1 3.5 345 589 6.2 3.3 609 4.1 2.2 1115 Stage 2 743 Platoon blocked, % Mov Cap-1 Maneuver 341 609 1115 Mov Cap-2 Maneuver 341 Stage 1 589 Stage 2 733 Approach WB NB SB HCM Control Delay, s 11.5 0 0.5 HCM LOS M inor Lane/Major Mvmt NBT N BRWBLn 1 SBL SBT Capacity (veh/h) 591 1115 HCM Lane V/C Ratio - 0.056 0.014 HCM Control Delay (s) - 11.5 8.3 HCM Lane LOS B A HCM 95th %tile Q(veh) - 0.2 0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 3 HCM 2010 TWSC 9: Dishman-Mica Rd & Thorpe Rd 2025 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 3.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h V 11 11 113 113 1+ 246 14 246 14 4 55 133 55 133 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Free Free - None 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 0 0 3 0 3 5 Mvm Flow 14 143 311 18 70 168 Major/Minor Minorl Major/ Major2 Conflicting Flow All 628 320 0 0 329 0 Stage 1 320 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 308 6.4 5.4 5.4 3.5 450 741 6.2 3.3 725 4.13 2.227 1225 Stage 2 750 Platoon blocked, % Mov Cap-1 Maneuver 422 725 1225 Mov Cap-2 Maneuver 422 Stage 1 741 Stage 2 703 Approach WB NB SB HCM Control Delay, s 11.9 0 2.4 HCM LOS M inor Lane/Major Mvmt NBT _ NBRWBLn1 SBL SBT Capacity (veh/h) - 682 1225 HCM Lane V/C Ratio - 0.23 0.057 HCM Control Delay (s) - 11.9 8.1 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) - 0.9 0.2 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 5 HCM 2010 TWSC 10: Thorpe Rd & Comm Access 2025 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 0.5 EBL EBT WBT WBR SBL SBR Movement Lane Configurations 4 'Pe Traffic Vol, veh/h 7 62 119 1 0 5 Future Vol, veh/h Conflicting Peds, #/hr Sign Control 7 62 0 0 Free Free 119 1 0 0 Free Free 0 0 Stop 5 0 Stop RT Channelized - None - None None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 0 - 0 79 79 0 3 9 78 0 0 - 79 79 0 0 151 1 0 0 0 79 0 0 79 0 6 Major/Minor Major/ Major2 Minor2 Conflicting Flow All 152 0 0 247 151 Stage 1 151 Stage 2 Critical Hdwy Critical Hdwy Stg 1 4.1 96 6.4 5.4 6.2 Critical Hdwy Stg 2 5.4 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 2.2 1441 3.5 746 882 3.3 901 Stage 2 933 Platoon blocked, % Mov Cap-1 Maneuver 1441 741 901 Mov Cap-2 Maneuver 741 Stage 1 882 Stage 2 926 Approach EB WB SB HCM Control Delay, s 0.8 0 9 HCM LOS A M inor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio 0.006 - 0.007 1441 - 901 HCM Control Delay (s) 7.5 0 9 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 4 HCM 2010 TWSC 2025 AM W- PROJ 11: Pines Rd & 16th Ave 9/12/2016 Intersection Int Delay, s/veh 11.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Free Free Free - None Free Free Free - None Stop Stop Stop - None Stop Stop Stop - None Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 4 0 0 5 0 0 0 2 2 6 0 Mvmt Flow 0 285 53 61 248 0 36 0 291 0 178 40 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 0 0 339 0 0 792 682 312 827 709 248 Stage 1 312 312 370 370 Stage 2 480 370 - 457 339 Critical Hdwy 4.1 7.1 6.5 6.22 7.12 6.56 6.2 Critical Hdwy Stg 1 6.1 5.5 - 6.12 5.56 Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.56 Follow-up Hdwy 2.2 3.5 4 3.318 3.518 4.054 3.3 Pot Cap-1 Maneuver 0 1231 0 309 375 728 291 354 796 Stage 1 0 0 703 661 650 613 Stage 2 0 0 571 624 583 633 Platoon blocked, % Mov Cap-1 Maneuver 1231 163 354 728 167 334 796 Mov Cap-2 Maneuver 163 354 167 334 Stage 1 703 661 650 578 Stage 2 354 588 350 633 T0 4 40 40 0 251 47 54 218 0 32 0 256 0 157 35 0 251 47 54 218 0 32 0 256 0 157 35 0 0 0 0 0 0 0 0 0 0 0 0 Approach EB WB NB SB HCM Control Delay, s 0 1.6 22.5 27.3 HCM LOS C D M inor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) 526 - 1231 - 374 HCM Lane V/C Ratio 0.622 - 0.05 - 0.583 HCM Control Delay (s) 22.5 - 8.1 0 27.3 HCM Lane LOS C A A D HCM 95th %tile Q(veh) 4.2 - 0.2 - 3.6 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 6 HCM Signalized Intersection Capacity Analysis 2025 AM W- PROJ IMP 11: Pines Rd & 16th Ave 9/13/2016 Movement ..e4 EBL --OP EBT Lane Configurations Traffic Volume (vph) Future Volume (vph) 0 0 41.0 251 251 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 5.0 Lane Util. Factor 0.95 Frpb, ped/bikes Flpb, ped/bikes Frt 1.00 1.00 0.98 Flt Protected 1.00 Satd. Flow (prot) 3495 Flt Permitted 1.00 Satd. Flow (perm) 3495 Peak-hour factor, PHF 0.93 0.93 Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Bikes (#/hr) Heavy Vehicles (%) 0 0 0 0% 270 13 308 1% Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) NA 18 3 8 35.0 35.0 0.29 Lane Grp Cap (vph) v/s Ratio Prot 1002 0.09 v/s Ratio Perm v/c Ratio 0.31 Uniform Delay, dl 34.0 Progression Factor 1.00 Incremental Delay, d2 0.1 Delay (s) 34.1 Level of Service C Approach Delay (s) Approach LOS 34.1 C Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) ! Phase conflict between lane groups. c Critical Lane Group •Ni! Se' 4-- k.. 4 \ f P \* 4' 4/ EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 4' 'I r ot r 47 47 54 218 0 32 54 218 0 32 0 0 256 256 0 0 157 157 35 35 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 5.0 4.5 4.5 4.5 4.5 1.00 1.00 1.00 1.00 1.0C 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 0.85 0.99 0.95 1.00 1.00 1.00 1881 1805 1615 1900 1568 0.72 0.95 1.00 1.00 1.0( 1368 1805 1615 1900 1568 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 51 58 234 0 34 0 275 0 169 38 0 0 0 0 0 0 249 0 0 26 0 0 292 0 34 0 26 0 169 12 2 0% 0% 0% 0% 0% 0% 0% 0% 0% 3% Perm NA Prot Prot NA Perm 14 4! 15 15 6! 14 4! 6 46.6 11.7 11.7 37.3 37.3 46.6 11.7 11.7 37.3 37.3 0.38 0.10 0.10 0.31 0.31 4.5 4.5 4.5 4.5 3.0 3.0 3.0 3.0 522 173 154 580 479 c0.02 0.02 c0.09 c0.21 0.01 0.56 0.20 0.17 0.29 0.02 29.6 50.8 50.7 32.3 29.6 0.16 1.00 1.00 1.00 1.00 0.7 0.6 0.5 1.3 0.1 5.3 51.4 51.2 33.5 29.7 A D D C C 5.3 51.2 32.8 A 31.1 HCM 2000 Level of Service C 0.40 122.0 Sum of lost time (s) 24.0 49.9% ICU Level of Service A 15 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary 2025 AM W- PROJ 12: Hwy 27 & 16th Ave 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 1" 4 r 'I +Ts '1 tt+ Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile Back0fQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Ti mer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 237 243 27 6 212 76 60 503 20 44 124 1 237 243 27 6 212 76 60 503 20 44 124 1 3 8 18 7 4 14 1 6 16 5 2 12 0 0 0 0 0 0 0 0 0 0 0 0 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1881 1900 1900 1864 1900 1900 1882 1900 1900 1827 1900 279 286 32 7 249 0 71 592 24 52 146 1 0 1 1 0 1 1 1 2 0 1 2 0 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1 1 0 2 2 0 0 1 1 0 4 4 320 328 562 9 305 272 94 754 31 73 721 5 0.35 0.35 0.35 0.17 0.17 0.00 0.05 0.22 0.22 0.04 0.20 0.20 907 929 1593 51 1810 1615 1810 3503 142 1810 3535 24 565 0 32 256 0 0 71 302 314 52 72 75 1836 0 1593 1861 0 1615 1810 1788 1857 1810 1736 1823 25.8 0.0 1.2 11.9 0.0 0.0 3.5 14.3 14.3 2.5 3.1 3.1 25.8 0.0 1.2 11.9 0.0 0.0 3.5 14.3 14.3 2.5 3.1 3.1 0.49 1.00 0.03 1.00 1.00 0.08 1.00 0.01 648 0 562 313 0 272 94 385 400 73 354 372 0.87 0.00 0.06 0.82 0.00 0.00 0.75 0.78 0.79 0.71 0.20 0.20 1025 0 889 623 0 541 606 599 622 606 581 611 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 27.1 0.0 19.2 35.9 0.0 0.0 41.9 33.2 33.2 42.5 29.6 29.6 5.2 0.0 0.0 5.2 0.0 0.0 11.5 2.8 2.7 11.9 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.0 0.0 0.5 6.6 0.0 0.0 2.0 7.3 7.6 1.5 1.5 1.6 32.3 0.0 19.2 41.2 0.0 0.0 53.4 35.9 35.9 54.3 29.7 29.7 C B D D _D D D C C 597 256 687 199 31.6 41.2 37.7 36.1 C D D D 1 2 3 4 5 6 7 8 1 2 4 5 6 8 9.7 23.3 20.1 8.6 24.3 36.6 5.0 5.0 5.0 5.0 5.0 5.0 30.0 30.0 30.0 30.0 30.0 50.0 5.5 5.1 13.9 4.5 16.3 27.8 0.1 3.5 1.2 0.1 3.0 3.8 35.9 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 7 HCM Signalized Intersection Capacity Analysis 2025 AM W- PROJ IMP 12: Hwy 27 & 16th Ave 9/13/2016 Movement EBL Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Total Lost time (s) 237 237 1900 5.0 La ne Util. Factor 0.95 Frpb, ped/bikes Flpb, ped/bikes Frt 1.00 1.00 1.00 Flt Protected 0.95 Satd. Flow (prot) 1698 Flt Permitted 0.95 Satd. Flow (perm) 1698 Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Bikes (#/hr) Heavy Vehicles (%) 0.90 263 0 237 1% turn Type Prot Protected Phases 3 16 15! 8 Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) 51.7 51.7 0.42 Lane Grp Cap (vph) v/s Ratio Prot 719 0.14 v/s Ratio Perm v/c Ratio 0.33 Uniform Delay, dl 23.5 Progression Factor Incremental Delay, d2 Delay (s) 0.49 0.3 11.9 Level of Service B Approach Delay (s) Approach LOS Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) ! Phase conflict between lane groups. c Critical Lane Group -MP EBT EBR WBL 4-k. WBT WBR NBL P NBT NBR SBL 4, SBT SBR 4 4 tt r 243 27 6 212 76 60 503 20 44 243 27 6 212 76 60 503 20 44 1900 1900 1900 1900 1900 1900 1900 1900 1900 5.0 5.0 5.0 5.0 5.0 4.5 4.5 4.5 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1763 1593 1879 1615 1805 3574 1214 1805 0.00 1.00 0.99 1.00 0.95 1.00 1.00 0.95 0 1593 1861 1615 1805 3574 1214 1805 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 270 30 7 236 84 67 559 22 49 0 17 0 0 60 0 0 18 0 296 13 0 243 24 67 559 4 49 3 2% 0% 0% 1% 0% 0% 1% 33% 0% NA custom Perm NA Prot Prot NA Perm Prot NA 17 15 4! 4! 5! 2! 1! 6! 817 4 2 51.7 51.7 0.42 51.7 51.7 0.42 35.0 35.0 6.4 35.0 35.0 6.4 0.29 0.29 0.05 5.0 5.0 5.0 1.9 1.9 3.0 19.5 19.5 0.16 4.5 3.0 19.5 19.5 0.16 4.5 3.0 38.3 38.3 0.31 4.5 3.0 37.3 37.3 0.31 4.5 3.0 747 c0.17 675 533 463 94 0.01 0.04 571 c0.16 194 566 0.03 1102 c0.04 0.01 c0.13 0.00 0.40 0.02 0.46 0.05 0.71 0.98 0.02 0.09 0.13 24.3 20.4 35.7 31.5 56.9 51.0 43.2 29.5 30.6 0.51 0.2 12.8 1.00 0.0 20.4 1.00 1.00 1.00 0.2 0.0 22.4 35.9 31.5 79.3 1.00 31.9 83.0 1.00 0.0 43.2 1.00 0.3 29.8 1.00 0.2 30.8 B C D C E F D C C 12.8 B 34.8 C 81.3 F 30.6 C 44.6 HCM 2000 Level of Service D 0.46 122.0 58.3% 15 Sum of lost time (s) ICU Level of Service 24.0 B +1+ 124 124 1900 4.5 1 1 1900 0.95 1.00 1.00 1.00 1.00 3606 1.00 3606 0.90 138 0 139 0.90 1 0 0 0% 0% Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 2 HCM 2010 Signalized Intersection Summary 2025 AM W- PROJ 13: Pines Rd & 32nd Ave 9/15/2016 Movement Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, (Y0 Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh lncr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile Back0fQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS rimer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS ...)` EBL ---op EBT -1/4), EBR 1-- WBL 4- WBT k.. WBR 4\ NBL t NBT P\* NBR SBL ) '4 ) 1.) "1 + Vi 17 395 8 63 456 59 63 96 168 202 17 395 8 63 456 59 63 96 168 202 1 6 16 5 2 12 7 4 14 3 0 0 0 0 0 0 0 0 0 0 1.00 0.96 1.00 0.99 0.94 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1846 1900 1845 1839 1900 1900 1864 1900 1863 20 476 10 76 549 71 76 116 202 243 1 1 0 1 1 0 1 1 0 1 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0 3 3 3 3 3 0 0 0 2 230 771 16 338 726 94 433 136 237 333 0.01 0.43 0.43 0.04 0.46 0.46 0.05 0.23 0.23 0.12 1810 1799 38 1757 1594 206 1810 602 1047 1774 20 0 486 76 0 620 76 0 318 243 1810 0 1837 1757 0 1800 1810 0 1649 1774 0.7 0.0 21.6 2.5 0.0 30.0 3.3 0.0 19.4 10.5 0.7 0.0 21.6 2.5 0.0 30.0 3.3 0.0 19.4 10.5 1.00 0.02 1.00 0.11 1.00 0.64 1.00 230 0 787 338 0 820 433 0 374 333 0.09 0.00 0.62 0.22 0.00 0.76 0.18 0.00 0.85 0.73 552 0 787 771 0 820 694 0 503 535 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 20.2 0.0 23.3 17.8 0.0 23.7 29.0 0.0 38.9 26.9 0.2 0.0 3.6 0.3 0.0 6.4 0.2 0.0 13.8 3.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 11.7 1.2 0.0 16.3 1.7 0.0 10.3 5.4 20.3 0.0 26.9 18.2 0.0 30.2 29.1 0.0 52.7 30.0 C C B C C D C 506 696 394 26.7 28.8 48.1 C C D 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 5.8 52.8 17.5 28.8 8.7 50.0 9.4 37.0 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 20.0 30.0 25.0 32.0 30.0 45.0 20.0 25.0 2.7 32.0 12.5 21.4 4.5 23.6 5.3 6.5 0.0 0.0 0.5 2.4 0.2 12.8 0.1 4.4 32.3 ,I, I SBT SBR 1. 48 35 48 35 8 18 0 0 0.95 1.00 1.00 1900 1900 58 42 1 0 0.83 0.83 0 0 305 221 0.30 0.30 1001 725 0 100 0 1726 0.0 4.5 0.0 4.5 0.42 0 525 0.00 0.19 0 525 1.00 1.00 0.00 1.00 0.0 27.0 0.0 0.4 0.0 0.0 0.0 2.2 0.0 27.3 C 343 29.2 C Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 1 HCM 2010 Signalized Intersection Summary 2025 AM W- PROJ 13: Pines Rd & 32nd Ave Movement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations 1 'j Is Traffic Volume (veh/h) 17 395 8 63 456 59 63 96 Future Volume (veh/h) 17 395 8 63 456 59 63 96 Number 1 6 16 5 2 12 7 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1846 1900 1845 1839 1900 1900 1900 Adj Flow Rate, veh/h 20 476 10 76 549 71 76 116 Adj No. of Lanes 1 1 0 1 1 0 1 1 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 0 3 3 3 3 3 0 0 Cap, veh/h 268 821 17 375 769 99 381 343 Arrive On Green 0.01 0.46 0.46 0.04 0.48 0.48 0.05 0.18 Sat Flow, veh/h 1810 1799 38 1757 1594 206 1810 1900 Grp Volume(v), veh/h 20 0 486 76 0 620 76 116 Grp Sat Flow(s),veh/h/In1810 0 1837 1757 0 1800 1810 1900 Q Serve(g_s), s 0.6 0.0 19.3 2.2 0.0 26.8 3.3 5.3 Cycle Q Clear(g_c), s 0.6 0.0 19.3 2.2 0.0 26.8 3.3 5.3 Prop In Lane 1.00 0.02 1.00 0.11 1.00 Lane Grp Cap(c), veh/h 268 0 838 375 0 868 381 343 V/C Ratio(X) 0.07 0.00 0.58 0.20 0.00 0.71 0.20 0.34 Avail Cap(c_a), veh/h 611 0 838 841 0 868 660 616 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.1 0.0 19.9 15.2 0.0 20.2 30.6 35.3 lncr Delay (d2), s/veh 0.1 0.0 2.9 0.3 0.0 5.0 0.3 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/Ir0.3 0.0 10.4 1.1 0.0 14.5 1.7 2.9 LnGrp Delay(d),s/veh 17.2 0.0 22.8 15.4 0.0 25.2 30.9 36.5 LnGrp LOS B C B C C D Approach Vol, veh/h 506 696 394 Approach Delay, s/veh 22.6 24.1 40.3 Approach LOS C C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s5.8 52.6 17.5 22.8 8.4 50.0 9.3 31.0 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmacita 30.0 25.0 32.0 30.0 45.0 20.0 25.0 Max Q Clear Time (g_c+I12,(1 28.8 12.5 14.4 4.2 21.3 5.3 6.5 Green Ext Time (p_c), s 0.0 1.0 0.5 3.1 0.2 13.7 0.1 3.5 Intersection Summary HCM 2010 Ctrl Delay 27.6 HCM 2010 LOS NBR r 168 168 14 0 0.97 1.00 1845 202 1 0.83 3 275 0.18 1520 202 1520 12.4 12.4 1.00 275 0.74 493 1.00 1.00 38.2 7.9 0.0 5.8 46.1 D 9/12/2016 SBL SBT SBR 1+ 202 48 35 202 48 35 3 8 18 0 0 0 0.99 0.94 1.00 1.00 1.00 1863 1900 1900 243 58 42 1 1 0 0.83 0.83 0.83 2 0 0 439 263 191 0.13 0.26 0.26 1774 997 722 243 0 100 1774 0 1720 10.5 0.0 4.5 10.5 0.0 4.5 1.00 0.42 439 0 454 0.55 0.00 0.22 655 0 454 1.00 1.00 1.00 1.00 0.00 1.00 25.8 0.0 28.4 1.1 0.0 0.5 0.0 0.0 0.0 5.3 0.0 2.2 26.9 0.0 28.9 C 343 27.5 C Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 8 HCM 2010 TWSC 14: Madison Rd & Painted Hills Ave 2025 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h %it 19 19 0 0 4 0 246 0 246 .14 116 4 116 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Free Free - None 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 4 0 0 M vmt Flow 21 0 0 267 126 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 395 128 130 0 0 Stage 1 128 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 267 6.4 5.4 5.4 3.5 614 903 6.2 3.3 927 4.1 2.2 1468 Stage 2 782 Platoon blocked, % Mov Cap-1 Maneuver 614 927 1468 Mov Cap-2 Maneuver 614 Stage 1 903 Stage 2 782 Approach EB NB SB HCM Control Delay, s 11.1 0 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1468 - 614 - HCM Lane V/C Ratio - 0.034 HCM Control Delay (s) 0 - 11.1 HCM Lane LOS A HCM 95th %tile Q(veh) 0 - 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 5 HCM 2010 TWSC 15: Madison Rd & 41st Ave 2025 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 0.9 EBL EBR NBL NBT SBT SBR Lane Configurations "V 4 14 Traffic Vol, veh/h 29 3 1 217 106 10 Future Vol, veh/h 29 3 1 217 106 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % Mvmt Flow 0 32 0 3 0 1 4 236 0 115 0 11 Major/Minor Minor2 Major/ Major2 Conflicting Flow All 359 121 126 0 0 Stage 1 121 Stage 2 Critical Hdwy Critical Hdwy Stg 1 238 6.4 5.4 6.2 4.1 Critical Hdwy Stg 2 5.4 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 3.5 644 909 3.3 936 2.2 1473 Stage 2 806 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver 643 643 936 1473 Stage 1 909 Stage 2 805 Approach EB NB SB HCM Control Delay, s 10.7 0 0 HCM LOS B M inor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1473 - 662 HCM Lane V/C Ratio 0.001 - 0.053 HCM Control Delay (s) 7.4 0 10.7 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.2 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 6 HCM 2010 TWSC 16: Madison Rd & 43rd Ave 2025 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 1.2 EBL EBR NBL NBT SBT SBR Lane Configurations V 4 1+ Traffic Vol, veh/h 35 3 1 183 98 10 Future Vol, veh/h 35 3 1 183 98 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Free Free - None 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % Mvmt Flow 0 38 0 3 0 4 1 199 0 0 107 11 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 313 112 117 0 0 Stage 1 112 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 201 6.4 5.4 5.4 3.5 684 918 6.2 3.3 947 4.1 2.2 1484 Stage 2 838 Platoon blocked, % Mov Cap-1 Maneuver 683 947 1484 Mov Cap-2 Maneuver 683 Stage 1 918 Stage 2 837 Approach EB NB SB HCM Control Delay, s 10.5 0 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1484 - 698 - HCM Lane V/C Ratio 0.001 - 0.059 HCM Control Delay (s) 7.4 0 10.5 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.2 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 7 HCM 2010 TWSC 17: Madison Rd & 44th Ave 2025 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 0.9 EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h *i v 12 12 12 12 4 4 172 4 172 14 98 4 98 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Free Free - None 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % Mvmt Flow 0 13 0 13 0 4 4 187 0 0 107 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 305 109 111 0 0 Stage 1 109 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 196 6.4 5.4 5.4 3.5 691 921 6.2 3.3 950 4.1 2.2 1492 Stage 2 842 Platoon blocked, % Mov Cap-1 Maneuver 689 950 1492 Mov Cap-2 Maneuver 689 Stage 1 921 Stage 2 839 Approach EB NB SB HCM Control Delay, s 9.7 0.2 0 HCM LOS A M inor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1492 - 799 HCM Lane V/C Ratio 0.003 - 0.033 HCM Control Delay (s) 7.4 0 9.7 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 8 HCM 2010 TWSC 18: Madison Rd & Thorpe Rd 2025 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 5 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4) 4) 4) 4) _ Traffic Vol, veh/h 91 0 15 0 0 0 65 82 0 0 32 79 Future Vol, veh/h 91 0 15 0 0 0 65 82 0 0 32 79 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop Stop Stop - None 0 0 Stop Stop Stop - None 0 0 Free Free Free - None 0 0 Free Free Free - None 0 0 Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, c/o 4 0 0 0 0 0 2 0 0 0 0 Mvmt Flow 111 0 18 0 0 0 79 100 0 0 39 96 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 346 346 87 355 394 100 135 0 0 100 0 0 Stage 1 87 87 259 259 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 259 7.14 6.14 6.14 3.536 605 916 259 6.5 5.5 5.5 4 580 827 6.2 - 3.3 977 96 7.1 6.1 6.1 3.5 604 750 135 6.5 5.5 5.5 4 546 697 6.2 3.3 961 4.12 2.218 1449 4.1 2.2 1505 Stage 2 741 697 916 789 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 578 578 863 698 546 546 827 657 977 566 566 707 899 514 514 657 789 961 1449 1505 Approach EB WB NB SB HCM Control Delay, s 12.4 0 3.4 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1449 - 613 - 1505 HCM Lane V/C Ratio 0.055 - 0.211 HCM Control Delay (s) 7.6 0 - 12.4 0 0 HCM Lane LOS A A B A A HCM 95th %tile Q(veh) 0.2 - 0.8 0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 9 HCM 2010 Signalized Intersection Summary 2025 AM W- PROJ 19: Hwy 27 & 32nd Ave 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations li +To 1 I) 'I 4P l i ft+ Traffic Volume (veh/h) 154 289 71 72 234 85 145 323 158 28 98 82 Future Volume (veh/h) 154 289 71 72 234 85 145 323 158 28 98 82 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1838 1900 1810 1849 1900 1845 1857 1900 1900 1794 1900 Adj Flow Rate, veh/h 166 311 76 77 252 91 156 347 170 30 105 88 Adj No. of Lanes 1 2 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 3 3 5 3 3 3 3 3 0 5 5 Cap, veh/h 217 963 232 104 367 132 204 533 257 59 270 208 Arrive On Green 0.12 0.34 0.34 0.06 0.28 0.28 0.12 0.23 0.23 0.03 0.15 0.15 Sat Flow, veh/h 1774 2792 672 1723 1298 469 1757 2312 1112 1810 1837 1412 Grp Volume(v), veh/h 166 193 194 77 0 343 156 263 254 30 97 96 Grp Sat Flow(s),veh/h/ln 1774 1746 1719 1723 0 1767 1757 1764 1660 1810 1704 1545 Q Serve(g_s), s 5.5 4.9 5.0 2.7 0.0 10.4 5.2 8.1 8.4 1.0 3.1 3.4 Cycle Q Clear(g_c), s 5.5 4.9 5.0 2.7 0.0 10.4 5.2 8.1 8.4 1.0 3.1 3.4 Prop In Lane 1.00 0.39 1.00 0.27 1.00 0.67 1.00 0.91 Lane Grp Cap(c), veh/h 217 602 593 104 0 499 204 407 383 59 251 227 V/C Ratio(X) 0.77 0.32 0.33 0.74 0.00 0.69 0.76 0.65 0.66 0.51 0.39 0.42 Avail Cap(c_a), veh/h 736 1158 1140 715 0 1172 874 1170 1101 900 1131 1025 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 14.6 14.6 27.9 0.0 19.2 25.8 21.0 21.1 28.7 23.2 23.4 Incr Delay (d2), s/veh 5.6 0.3 0.3 10.0 0.0 1.7 5.8 1.3 1.5 6.5 0.8 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.0 2.4 2.4 1.6 0.0 5.3 2.8 4.1 4.0 0.6 1.5 1.5 LnGrp Delay(d),s/veh 31.2 14.9 14.9 37.9 0.0 20.9 31.6 22.3 22.5 35.2 24.1 24.5 LnGrp LOS C B B D C C C C D C C Approach Vol, veh/h 553 420 673 223 Approach Delay, s/veh 19.8 24.0 24.5 25.7 Approach LOS rimer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.5 19.4 8.1 25.3 12.5 14.4 11.9 21.5 Change Period (Y+Rc), s 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 Max Green Setting (Gmax), s 30.0 40.0 25.0 40.0 30.0 40.0 25.0 40.0 M ax Q Clear Time (g_c+I1), s 3.0 10.4 4.7 7.0 7.2 5.4 7.5 12.4 Green Ext Time (p_c), s 0.0 3.4 0.2 4.8 0.4 3.5 0.4 4.7 - InterseeThrigartiI • HCM 2010 Ctrl Delay 23.2 HCM 2010 LOS Painted Hills PRD Synchro 9 - Report Whipple Consulting Engineers Page 10 HCM 2010 TWSC 20: 32nd Ave & Evergreen Rd 2025 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 'I 244 244 .14 245 245 2 2 0 0 4+ 233 233 23 23 0 0 4+ 0 0 0 0 'I 6 6 I+ 0 0 115 115 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free 100 Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop - 50 Stop Stop - None 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 0 0 5 0 0 0 0 0 0 4 Mvmt Flow 271 272 2 0 259 26 0 0 0 7 0 128 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 284 0 0 274 0 0 1152 1100 273 1088 1089 272 Stage 1 816 816 272 272 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 4.12 2.218 1278 4.1 2.2 1301 336 7.1 6.1 6.1 3.5 176 374 284 6.5 5.5 5.5 4 214 393 6.2 3.3 771 816 7.1 6.1 6.1 3.5 195 738 817 6.5 5.5 5.5 4 217 688 - 6.24 - - 3.336 762 Stage 2 682 680 374 393 Platoon blocked, % Mov Cap-1 Maneuver 1278 1301 123 169 771 163 171 762 Mov Cap-2 Maneuver 123 169 163 171 Stage 1 295 310 582 688 Stage 2 568 680 295 310 Approach EB WB NB HCM Control Delay, s 4.3 0 0 HCM LOS SB 11.6 A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - 1278 - 1301 - 163 762 HCM Lane V/C Ratio - 0.212 - 0.041 0.168 HCM Control Delay (s) 0 8.6 0 - 28 10.7 HCM Lane LOS A A A D B HCM 95th %tile Q(veh) - 0.8 0 - 0.1 0.6 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 11 HCM 2010 TWSC 21: Sullivan Rd & 32nd Ave 2025 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 5.8 EBL EBR NBL NBT SBT SBR Lane Configurations lYt 4 Traffic Vol, veh/h 241 10 16 83 25 177 Future Vol, veh/h 241 10 16 83 25 177 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Free Free - None - 175 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % Mvmt Flow 2 305 0 13 0 0 20 105 0 8 32 224 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 178 32 32 0 0 Stage 1 32 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 146 6.42 5.42 5.42 3.518 6.2 3.3 4.1 2.2 Pot Cap-1 Maneuver 812 1048 1593 Stage 1 991 Stage 2 881 Platoon blocked, % Mov Cap-1 Maneuver 801 1048 1593 Mov Cap-2 Maneuver 801 Stage 1 991 Stage 2 870 Approach EB NB SB HCM Control Delay, s 12.3 1.2 HCM LOS M Capacity (veh/h) 1593 - 809 HCM Lane V/C Ratio 0.013 - 0.393 HCM Control Delay (s) 7.3 0 12.3 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 1.9 inor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 12 Queues 2025 PM W- PROJ 1: University Rd & 32nd Ave 9/12/2016 4- 4\ t Lane Group EBT WBT NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Que Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio ue Delay 512 400 23 137 125 165 0.44 0.44 0.08 0.18 0.33 0.11 15.4 15.0 24.7 14.5 22.7 10.8 0.0 0.0 0.0 0.0 0.0 0.0 15.4 15.0 24.7 14.5 22.7 10.8 58 42 6 11 31 12 131 102 29 37 93 45 112 93 94 1057 102 1152 2201 1706 793 2211 778 2336 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.23 0.23 0.03 0.06 0.16 0.07 Intersection Summary Description: Changed from City Phasing to E-W NEMA Phase to get 2010 report Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 1 HCM 2010 Signalized Intersection Summary 2025 PM W- PROJ 1: University Rd & 32nd Ave 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41 41) 'I +1+ 11 ft, Traffic Volume (veh/h) 2 446 18 80 214 70 21 84 41 114 144 6 Future Volume (veh/h) 2 446 18 80 214 70 21 84 41 114 144 6 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1878 1900 1900 1889 1900 1900 1875 1900 1863 1900 1900 Adj Flow Rate, veh/h 2 490 20 88 235 77 23 92 45 125 158 7 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 0 0 0 0 2 2 2 0 0 Cap, veh/h 86 1412 57 302 742 251 41 381 175 171 827 36 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.02 0.16 0.16 0.10 0.23 0.23 Sat Flow, veh/h 2 3419 139 433 1795 607 1810 2369 1092 1774 3522 155 Grp Volume(v), veh/h 270 0 242 196 0 204 23 68 69 125 81 84 Grp Sat Flow(s),veh/h/ln 1876 0 1684 1223 0 1611 1810 1781 1680 1774 1805 1872 Q Serve(g_s), s 0.0 0.0 4.2 1.0 0.0 3.6 0.5 1.4 1.5 2.9 1.5 1.5 Cycle Q Clear(g_c), s 4.2 0.0 4.2 5.2 0.0 3.6 0.5 1.4 1.5 2.9 1.5 1.5 Prop In Lane 0.01 0.08 0.45 0.38 1.00 0.65 1.00 0.08 Lane Grp Cab(c) veh/h 860 0 696 628 0 666 41 286 270 171 424 440 V/C Ratio(X) 0.31 0.00 0.35 0.31 0.00 0.31 0.57 0.24 0.26 0.73 0.19 0.19 Avail Cap(c_a), veh/h 1408 0 1190 999 0 1138 852 1258 1187 836 1275 1323 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.5 0.0 8.5 8.4 0.0 8.4 20.6 15.5 15.6 18.6 13.0 13.0 Incr Delay (d2). s/veh 0.4 0.0 0.6 0.6 0.0 0.6 16.6 0.9 1.1 8.2 0.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile Back0fQ(50%),veh/In 2.3 0.0 2.1 1.7 0.0 1.7 0.4 0.8 0.8 1.8 0.8 0.8 LnGrp Delay(d),s/veh 9.0 0.0 9.2 9.0 0.0 8.9 37.1 16.4 16.7 26.9 13.5 13.5 LnGrp LOS A A A A D B B C B B Approach Vol, veh/h 512 400 160 290 Approach Delay, s/veh 9.1 9.0 19.5 19.2 Approach LOS A A B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.5 5.0 15.0 22.5 8.1 11.8 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 30.0 20.0 30.0 30.0 20.0 30.0 Max Q Clear Time (g_c+I1), s 6.2 2.5 3.5 7.2 4.9 3.5 Green Ext Time (p_c), s 10.7 0.0 3.2 10.4 0.4 3.2 In feWrdralifirry' +••••••• HCM 2010 Ctrl Delay 12.4 HCM 2010 LOS Painted Hills PRD Synchro 9 - Report Whipple Consulting Engineers Page 2 Queues 2025 PM W- PROJ 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/13/2016 Lane Group EBL EBT EBR WBL WBT 4\ NBL NBT \* SBL SBT SBR Lane Group Flow (vph) 20 538 191 46 350 86 75 69 126 7 v/c Ratio 0.10 0.60 0.22 0.20 0.19 0.33 0.24 0.28 0.40 0.02 Control Delay 34.3 26.8 6.7 33.8 15.5 33.6 27.2 33.6 33.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.3 26.8 6.7 33.8 15.5 33.6 27.2 33.6 33.1 0.2 Queue Length 50th (ft) 9 227 10 20 43 37 27 30 54 0 Queue Length 95th (ft) 31 #480 60 54 106 84 67 71 110 0 Internal Link Dist (ft) 1207 123 264 1057 Turn Bay Length (ft) 134 61 70 100 Base Capacity (vph) 690 1004 929 552 1834 552 798 552 813 761 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.54 0.21 0.08 0.19 0.16 0.09 0.13 0.15 0.01 Intersection Summary Description: Changed to NEMA phasing, adjust min errors to allow 2010 HCS report # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 1 HCM 2010 Signalized Intersection Summary 2025 PM W- PROJ 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/13/2016 Movement EBL EBT Lane Configurations ) 44 Traffic Volume (veh/h) 18 490 Future Volume (veh/h) 18 490 Number 5 2 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1900 Adj Flow Rate, veh/h 20 538 Adj No. of Lanes 1 1 Peak Hour Factor 0.91 0.91 Percent Heavy Veh, % 0 0 Cap, veh/h 35 742 Arrive On Green 0.02 0.39 Sat Flow, veh/h 1810 1900 Grp Volume(v), veh/h 20 538 Grp Sat Flow(s),veh/h/In 1810 1900 Q Serve(g_s), s 0.6 12.2 Cycle Q Clear(g_c), s 0.6 12.2 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 35 742 V/C Ratio(X) 0.57 0.73 Avail Cap(c_a), veh/h 890 935 HCM Platoon Ratio 1.00 1.00 Upstream Filter(l) 1.00 1.00 Uniform Delay (d), s/veh 24.7 13.2 Incr Delay (d2), s/veh 19.1 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 6.8 LnGrp Delay(d),s/veh 43.9 15.8 LnGrp LOS D B Approach Vol, veh/h 749 Approach Delay, s/veh 15.3 Approach LOS B Timer 1 2 Assigned Phs 1 2 Phs Duration (G+Y+Rc), s 5.9 25.9 Ch ange Period (Y+Rc), s 4.0 6.0 Max Green Setting (Gmax), s 20.0 25.0 M ax Q Clear Time (g_c+I1), s 3.3 14.2 Green Ext Time (p_c), s 0.1 5.6 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers EBR WBL WBT WBR NBL NBT NBR SBL SBT 'I ft+ '1 1+ II at 42 285 34 78 57 11 63 115 42 285 34 78 57 11 63 115 1 6 16 3 8 18 7 4 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1900 1900 1900 1900 1900 46 313 37 86 63 12 69 126 1 2 0 1 1 0 1 1 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0 0 0 0 0 68 1331 156 116 199 38 91 217 0.04 0.41 0.41 0.06 0.13 0.13 0.05 0.11 1810 3256 382 1810 1552 296 1810 1900 46 172 178 86 0 75 69 126 1810 1805 1833 1810 0 1848 1810 1900 1.3 3.2 3.2 2.4 0.0 1.9 1.9 3.2 1.3 3.2 3.2 2.4 0.0 1.9 1.9 3.2 1.00 0.21 1.00 0.16 1.00 68 738 749 116 0 237 91 217 0.68 0.23 0.24 0.74 0.00 0.32 0.76 0.58 712 888 901 712 0 1018 712 1047 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 24.2 9.8 9.8 23.4 0.0 20.1 23.8 21.3 15.4 0.2 0.2 12.5 0.0 1.1 16.7 3.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 1.6 1.7 1.6 0.0 1.0 1.4 1.9 39.5 10.0 10.1 35.9 0.0 21.2 40.5 24.8 D B B D C D C C 396 161 202 13.5 29.1 30.0 B C C 4 5 6 7 8 4 5 6 7 8 11.8 5.0 26.8 6.6 12.5 6.0 4.0 6.0 4.0 6.0 28.0 25.0 25.0 20.0 28.0 5.2 2.6 5.2 3.9 3.9 1.5 0.0 8.1 0.2 1.5 SBR r 174 174 12 0 1.00 1.00 1900 191 1 0.91 r 6 6 14 0 1.00 1.00 1900 7 1 0.91 0 631 0.39 1615 191 1615 4.2 4.2 1.00 631 0.30 794 1.00 1.00 10.7 0.4 184 0.11 1611 7 1611 0.2 0.2 1.00 184 0.04 887 1.00 1.00 20.0 0.1 0.0 0.0 1.9 11.1 B 0.1 20. 3 3 7.2 4.0 20.0 4.4 0.2 18.3 Synchro 9 - Report Page 1 Queues 3: Bowdish Rd & 32nd Ave 2025 PM W- PROJ 9/12/2016 ..) Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow (vph)18 608 111 406 237 257 v/c Ratio 0.03 0.78 0.28 0.41 0.51 0.61 Control Delay 6.6 26.7 7.9 11.2 20.0 26.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay Queue Length 50th (ft) Queue Length 95th (ft) 6.6 2 11 26.7 186 #444 7.9 15 41 11.2 66 208 20.0 60 122 26.3 80 151 Internal Link Dist (ft) 2334 2595 3508 1148 Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn 150 848 0 782 0 150 685 0 1000 0 736 0 689 0 Spiliback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn Reduced v/c Ratio 0 0.02 0 0.78 0 0.16 0 0.41 0 0.32 0 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 5 HCM 2010 Signalized Intersection Summary 3: Bowdish Rd & 32nd Ave 2025 PM W- PROJ 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'Ili i+ '9 1+ +I+ 4 Traffic Volume (veh/h) 17 501 64 103 320 58 25 106 89 48 168 22 Future Volume (veh/h) 17 501 64 103 320 58 25 106 89 48 168 22 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1883 1900 1900 1884 1900 1900 1891 1900 1900 1887 1900 Adj Flow Rate, veh/h 18 539 69 111 344 62 27 114 96 52 181 24 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 1 1 0 1 1 1 1 1 1 1 1 Cap, veh/h 487 690 88 370 730 132 106 215 163 142 318 38 Arrive On Green 0.01 0.42 0.42 0.06 0.47 0.47 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow. veh/h 1810 1637 210 1810 1554 280 104 921 698 234 1362 164 Grp Volume(v), veh/h 18 0 608 111 0 406 237 0 0 257 0 0 Grp Sat Flow(s),veh/h/In 1810 0 1846 1810 0 1835 1724 0 0 1761 0 0 Q Serve(g_s), s 0.3 0.0 14.0 1.6 0.0 7.4 0.0 0.0 0.0 0.3 0.0 0.0 Cycle Q Clear(g_c), s 0.3 0.0 14.0 1.6 0.0 7.4 5.8 0.0 0.0 6.1 0.0 0.0 Prop In Lane 1.00 0.11 1.00 0.15 0.11 0.41 0.20 0.09 Lane Grp Cap(c), veh/h 487 0 779 370 0 862 484 0 0 499 0 0 V/C Ratio(X) 0.04 0.00 0.78 0.30 0.00 0.47 0.49 0.00 0.00 0.52 0.00 0.00 Avail Cap(c_a), veh/h 1141 0 898 938 0 892 903 0 0 918 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.2 0.0 12.3 9.3 0.0 8.9 16.7 0.0 0.0 16.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 4.4 0.4 0.0 0.6 1.1 0.0 0.0 1.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 0.1 0.0 8.0 0.8 0.0 3.9 3.0 0.0 0.0 3.2 0.0 0.0 LnGrp Delay(d),s/veh 8.3 0.0 16.7 9.7 0.0 9.5 17.8 0.0 0.0 18.0 0.0 0.0 LnGrp LOS A B A A B B Approach Vol, veh/h 626 517 237 257 Approach Delay. s/veh 16.4 9.5 17.8 18.0 Approach LOS B A B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.0 25.8 16.5 4.7 28.2 16.5 Change Period (Y+Rc), s 4.0 5.0 5.0 4.0 5.0 5.0 Max Green Setting (Gmax), s 18.5 24.0 24.0 18.5 24.0 24.0 Max Q Clear Time (g_c+I1), s 3.6 16.0 8.1 2.3 9.4 7.8 Green Ext Time (p_c), s 0.2 4.8 3.8 0.0 7.5 3.8 Intersection Summary HCM 2010 Ctrl Delay 14.7 HCM 2010 LOS Painted Hills PRD Synchro 9 - Report Whipple Consulting Engineers Page 6 Queues 2025 PM W- PROJ 4: Bowdish Rd & Dishman-Mica Rd 9/12/2016 —•, e. 4— t Lane Group EBL EBT WBL WBT NBT SBT SBR Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 12 589 33 349 181 176 6 0.05 0.64 0.13 0.35 0.51 0.45 0.01 24.6 17.5 24.3 9.7 23.5 22.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 24.6 17.5 24.3 9.7 23.5 22.9 0.0 3 93 8 46 39 40 0 18 #367 34 158 111 110 0 61 3473 75 805 470 3508 135 514 919 824 1245 478 527 589 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.02 0.64 0.04 0.28 0.38 0.33 0.01 Intersection Summary Description: Changed to NEMA phase, adjust ped FDW to get 2010 report # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 7 HCM 2010 Signalized Intersection Summary 2025 PM W- PROJ 4: Bowdish Rd & Dishman-Mica Rd 9/12/2016 Movement Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h rp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile Back0fQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS T mer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s in~rse~tion'S'~mmarp' - HCM 2010 Ctrl Delay HCM 2010 LOS EBL -MP EBT EBR WBL WBT WBR 41. NBL t NBT NBR \o. SBL SBT li T. '1 t+ 4 4 11 434 125 31 289 43 54 91 27 35 132 11 434 125 31 289 43 54 91 27 35 132 5 2 12 1 6 16 3 8 18 7 4 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1827 1884 1900 1900 1900 1900 1900 1900 12 457 132 33 304 45 57 96 28 37 139 1 1 0 1 1 0 0 1 0 0 1 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0 0 0 4 1 1 22 627 181 53 738 109 165 173 42 147 307 0.01 0.44 0.44 0.03 0.46 0.46 0.19 0.19 0.19 0.19 0.19 1810 1418 410 1740 1604 237 287 901 218 239 1599 12 0 589 33 0 349 181 0 0 176 0 1810 0 1828 1740 0 1842 1406 0 0 1838 0 0.3 0.0 11.5 0.8 0.0 5.5 2.0 0.0 0.0 0.0 0.0 0.3 0.0 11.5 0.8 0.0 5.5 5.6 0.0 0.0 3.6 0.0 1.00 0.22 1.00 0.13 0.31 0.15 0.21 22 0 809 53 0 848 380 0 0 454 0 0.53 0.00 0.73 0.63 0.00 0.41 0.48 0.00 0.00 0.39 0.00 628 0 1057 1006 0 1022 665 0 0 761 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 21.2 0.0 9.9 20.7 0.0 7.8 16.2 0.0 0.0 15.6 0.0 25.2 0.0 2.3 16.1 0.0 0.5 1.3 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 6.2 0.6 0.0 2.8 2.2 0.0 0.0 2.0 0.0 46.5 0.0 12.2 36.8 0.0 8.2 17.6 0.0 0.0 16.3 0.0 D B D A B B 601 382 181 182 12.9 10.7 17.6 16.3 B B B B 2 3 4 5 6 7 8 1 2 4 5 6 8 5.3 24.6 13.3 4.5 25.4 13.3 4.0 5.5 5.0 4.0 5.5 5.0 25.0 25.0 16.0 15.0 24.0 16.0 2.8 13.5 5.6 2.3 7.5 7.6 0.1 5.7 2.1 0.0 7.1 1.8 13.3 SBR r 6 6 14 0 1.00 1.00 1900 6 1 0.95 310 0.19 1615 6 1615 O.' 0.1 1.00 310 0.02 597 1.00 1.00 14.2 0.0 0.0 0.1 14.2 B Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 8 HCM 2010 TWSC 2025 PM W- PROJ 5: Dishman-Mica Rd & Apt Access 9/12/2016 Intersection Int Delay, s/veh 0.4 Moven0 - WBL WBR NBT NBR SBL SBT Lane Configurations rf '1 44 Traffic Vol, veh/h 0 34 318 3 0 498 Future Vol, veh/h 0 34 318 3 0 498 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None None Storage Length 0 Veh in Median Storage, # 0 Grade, % 0 Peak Hour Factor 92 92 Heavy Vehicles, % 0 0 Mvmt Flow 0 37 Major/Minor Minor/ Conflicting Flow All 347 0 0 92 3 92 0 - 92 0 0 0 92 2 346 3 0 541 Major/ Major2 0 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwv Stri 1 6.2 Critical Hdwy Stg 2 Follow uo Hdwv 3 3 Pot Cap-1 Maneuver 0 701 Stage 1 0 0 Stage 2 0 0 Platoon blocked, % Mov Cap-1 Maneuver 701 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach WB NB SB HCM Control Delay, s 10.4 0 0 HCM LOS Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - 701 HCM Lane V/C Ratio - 0.053 HCM Control Delay (s) - 10.4 HCM Lane LOS HCM 95th %tile Q(veh) - 0.2 5c Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 1 HCM 2010 TWSC 6: Dishman-Mica Rd & Sundown Drive 2025 PM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 1.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h tYir 4 4 41 41 1+ 280 3 280 3 'I + 132 366 132 366 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Stop 0 Stop None Free Free - None Free Free - None 175 - Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 3 0 0 2 Mvmt Flow 4 45 304 3 143 398 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 991 306 0 0 308 0 Stage 1 306 Stage 2 Critical Hdwy Critical Hdwy Stg 1 685 6.4 5.4 6.2 4.1 Critical Hdwy Stg 2 5.4 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 3.5 275 751 3.3 739 2.2 1264 Stage 2 504 Platoon blocked, % Mov Cap-1 Maneuver 244 739 1264 Mov Cap-2 Maneuver 355 Stage 1 751 Stage 2 447 Approach WB NB SB HCM Control Delay, s 10.8 0 2.2 HCM LOS Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 674 1264 HCM Lane V/C Ratio - 0.073 0.114 HCM Control Delay (s) - 10.8 8.2 HCM Lane LOS B A HCM 95th %tile Q(veh) - 0.2 0.4 (0( Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 2 HCM 2010 TWSC 8: Dishman-Mica Rd & Comm Access 2025 PM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h tlfl 8 8 22 22 1) 261 261 3 3 ) 35 35 if 335 335 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free - 0 0 Free None Free - 100 Free None 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % Mvmt Flow 0 9 0 24 3 284 0 3 0 38 2 364 Major/Minor Minor/ Major/ Major2 Conflicting Flow All 725 285 0 0 287 0 Stage 1 285 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 440 6.4 5.4 5.4 3.5 395 768 6.2 3.3 759 4.1 2.2 1287 Stage 2 653 Platoon blocked, % Mov Cap-1 Maneuver 383 759 1287 Mov Cap-2 Maneuver 383 Stage 1 768 Stage 2 634 Approach WB NB SB HCM Control Delay, s 11.3 0 0.7 HCM LOS Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 602 1287 HCM Lane V/C Ratio - 0.054 0.03 HCM Control Delay (s) - 11.3 7.9 HCM Lane LOS B A HCM 95th %tile Q(veh) - 0.2 0.1 5' 2S Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 3 HCM 2010 TWSC 9: Dishman-Mica Rd & Thorpe Rd 2025 PM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h tYlr 26 26 103 103 I+ 160 160 18 18 139 139 4 205 205 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 2 1 0 1 1 Mvmt Flow 29 113 176 20 153 225 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 717 186 0 0 196 0 Stage 1 186 Stage 2 Critical Hdwy Critical Hdwy Stg 1 531 6.4 5.4 6.22 4.11 Critical Hdwy Stg 2 5.4 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 3.5 399 851 3.318 856 2.209 1383 Stage 2 594 Platoon blocked, % Mov Cap-1 Maneuver 349 856 1383 Mov Cap-2 Maneuver 349 Stage 1 851 Stage 2 519 Approach WB NB SB HCM Control Delay, s 11.9 0 3.2 HCM LOS Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 662 1383 HCM Lane V/C Ratio - 0.214 0.11 H CM Control Delay (s) - 11.9 7.9 0 HCM Lane LOS B A A H CM 95th %tile Q(veh) - 0.8 0.4 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 9 HCM 2010 TWSC 10: Thorpe Rd & Comm Access 2025 PM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 34 34 4 123 123 1+ 104 104 2 2 V 2 2 26 26 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 0 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % Mvmt Flow 0 37 3 135 0 114 0 2 0 2 0 29 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 116 0 0 325 115 Stage 1 115 Stage 2 210 Critical Hdwy 4.1 6.4 6.2 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.2 5.4 5.4 3.5 3.3 Pot Cap-1 Maneuver 1485 673 943 Stage 1 915 Stage 2 830 Platoon blocked, % Mov Cap-1 Maneuver 1485 655 943 Mov Cap-2 Maneuver Stage 1 Stage 2 655 915 808 Approach EB WB SB HCM Control Delay, s 1.6 0 9.1 HCM LOS A Mi nor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1485 - 914 HCM Lane V/C Ratio 0.025 - 0.034 HCM Control Delay (s) 7.5 0 - 9.1 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 4 HCM 2010 TWSC 11: Pines Rd & 16th Ave 2025 PM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 54 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 0 0 1. 350 350 58 58 81 81 4 163 163 0 0 26 26 40 0 0 202 202 0 0 40 256 115 256 115 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop Stop Stop - None 0 0 Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % Mvmt Flow 0 0 1 376 0 62 0 87 0 175 0 0 0 28 0 0 0 217 0 0 0 3 275 124 Major/Minor Major/ Major2 Minor/ Minor2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 0 0 0 0 439 4.1 2.2 1132 0 0 0 0 957 408 549 7.1 6.1 6.1 3.5 239 624 757 408 349 6.5 5.5 5.5 4 339 600 408 - 6.2 3.3 648 865 349 516 7.1 6.1 6.1 3.5 276 671 788 175 349 439 - 6.5 6.23 5.5 - 5.5 - 4 3.327 326 866 637 Stage 2 0 0 524 637 546 582 Platoon blocked, % Mov Cap-1 Maneuver 1132 37 310 648 172 298 866 Mov Cap-2 Maneuver 37 310 172 298 Stage 1 624 600 671 583 Stage 2 217 583 363 582 Approach HCM Control Delay, s HCM LOS EB 0 WB 2.8 NB SB 132 99.2 F F M inor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) HCM Lane V/C Ratio 1.09 - 0.077 - 1.067 225 - 1132 - 374 HCM Control Delay (s) 132 - 8.4 0 99.2 HCM Lane LOS F - - A A F HCM 95th %tile Q(veh) 10.9 - - 0.2 - 13.9 2._72, 347. C Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 10 HCM Signalized Intersection Capacity Analysis 2025 PM W- PROJ IMP 11: Pines Rd & 16th Ave 9/13/2016 4- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ft) Traffic Volume (vph) 0 350 58 81 163 0 26 0 202 0 256 Future Volume (vph) 0 350 58 81 163 0 26 0 202 0 256 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.98 1.00 1.00 0.85 1.00 Flt Protected 1.00 0.98 0.95 1.00 1.00 Satd. Flow (prot) 3503 1869 1805 1615 1900 Flt Permitted 1.00 0.48 0.95 1.00 1.00 Satd. Flow (perm) 3503 915 1805 1615 1900 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 376 62 87 175 0 28 0 217 0 275 RTOR Reduction (vph) 0 11 0 0 0 0 0 0 198 0 0 Lane Group Flow (vph) 0 427 0 0 262 0 28 0 19 0 275 Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type NA Perm NA Prot Prot NA Protected Phases 18 3 8 14 4! 15 15 6! Permitted Phases 14 4! Actuated Green, G (s) 35.0 48.3 10.6 10.6 37.4 Effective Green, g (s) 35.0 48.3 10.6 10.6 37.4 Actuated g/C Ratio 0.29 0.40 0.09 0.09 0.31 Clearance Time (s) 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 1004 362 156 140 582 v/s Ratio Prot 0.12 c0.02 0.01 c0.14 v/s Ratio Perm c0.29 v/c Ratio 0.43 0.72 0.18 0.13 0.47 Uniform Delay, dl 35.3 31.2 51.7 51.5 34.3 Progression Factor 1.00 0.39 1.00 1.00 1.00 Incremental Delay, d2 0.1 5.4 0.6 0.4 2.7 Delay (s) 35.4 17.7 52.2 51.9 37.0 Level of Service D B D D D Approach Delay (s) 35.4 17.7 51.9 35.0 Approach LOS D B D C Intersection Summary HCM 2000 Control Delay 34.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 122.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group SBR r 115 115 1900 4.5 1.00 1.00 1.00 0.85 1.00 1568 1.00 1568 0.93 124 86 38 3% Perm 6 37.4 37.4 0.31 4.5 3.0 480 0.02 0.08 30.1 1.00 0.3 30.4 C Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 Queues 12: Hwy 27 & 16th Ave 2025 PM W- PROJ 9/12/2016 Lane Group EBT EBR WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 543 71 259 8 29 350 101 422 v/c Ratio 0.79 0.11 0.73 0.02 0.24 0.67 0.52 0.49 Control Delay 43.6 5.2 58.7 0.1 63.2 55.2 63.0 43.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.6 5.2 58.7 0.1 63.2 55.2 63.0 43.8 Queue Length 50th (ft) 355 0 189 0 22 135 75 158 Queue Length 95th (ft) #645 27 319 0 60 213 149 238 Internal Link Dist (ft) 49 154 343 461 Turn Bay Length (ft) 25 157 232 Base Capacity (vph) 821 758 504 493 485 948 485 977 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.09 0.51 0.02 0.06 0.37 0.21 0.43 Intersection Summary 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 11 HCM 2010 Signalized Intersection Summary 2025 PM W- PROJ 12: Hwy 27 & 16th Ave 9/12/2016 4-k 4 \ P Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4 r Traffic Volume (veh/h) Future Volume (veh/h) Number 194 294 64 15 218 7 194 294 64 15 218 7 3 8 18 7 4 14 0 0 0 0 0 0 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1870 1900 1900 1882 1900 216 327 71 17 242 0 0 1 1 0 1 1 0.90 0.90 0.90 0.90 0.90 0.90 2 2 0 1 1 0 254 384 554 21 303 279 0.35 0.35 0.35 0.17 0.17 0.00 729 1104 1593 123 1753 1615 543 0 71 259 0 0 1834 0 1593 1876 0 1615 22.0 0.0 2.4 10.6 0.0 0.0 22.0 0.0 2.4 10.6 0.0 0.0 0.40 1.00 0.07 1.00 638 0 554 324 0 279 0.85 0.00 0.13 0.80 0.00 0.00 1141 0 991 701 0 603 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 24.3 0.0 17.9 31.9 0.0 0.0 3.3 0.0 0.1 4.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.8 0.0 1.1 5.9 0.0 0.0 27.6 0.0 18.0 36.5 0.0 0.0 C B D 614 259 26.5 36.5 C D 1 2 3 4 5 6 1 2 4 5 6 7.4 21.1 18.9 10.9 17.6 5.0 5.0 5.0 5.0 5.0 30.0 30.0 30.0 30.0 30.0 3.3 10.5 12.6 6.4 9.3 0.0 3.3 1.3 0.2 3.3 31.3 '1 26 26 0 305 305 10 10 '1 91 91 +1+ 380 380 0 0 1 6 16 5 2 12 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1863 1900 1900 1900 1900 29 339 11 101 422 0 1 2 0 1 2 0 0.90 0.90 0.90 0.90 0.90 0.90 0 1 1 0 0 0 54 548 18 134 725 0 0.03 0.16 0.16 0.07 0.20 0.00 1810 3499 113 1810 3705 0 29 171 179 101 422 0 1810 1770 1843 1810 1805 0 1.3 7.3 7.3 4.4 8.5 0.0 1.3 7.3 7.3 4.4 8.5 0.0 1.00 0.06 1.00 0.00 54 277 289 134 725 0 0.54 0.62 0.62 0.76 0.58 0.00 676 661 688 676 1348 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 38.4 31.6 31.6 36.5 29.0 0.0 8.2 1.7 1.6 8.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 3.6 3.8 2.5 4.2 0.0 46.6 33.3 33.3 44.9 29.3 0.0 D C C D C 379 523 34.3 32.3 C C 7 8 8 32.9 5.0 50.0 24.0 3.9 Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile Back0fQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s ifiliTe-60511TriMMT6' HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 12 HCM Signalized Intersection Capacity Analysis 2025 PM W- PROJ IMP 12: Hwy 27 & 16th Ave 9/13/2016 Movement EBL Lane Configurations Traffic Volume (vph) 194 Future Volume (vph) 194 Ideal Flow (vphpl) 1900 Total Lost time (s) 5.0 Lane Util. Factor 0.95 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 1.00 Flt Protected 0.95 Satd. Flow (prot) 1698 Fit Permitted 0.95 Satd. Flow (perm) 1698 Peak-hour factor, PHF 0.90 Adj. Flow (vph) 216 RTOR Reduction (vph) 0 Lane Group Flow (vph) 194 Confl. Bikes (#/hr) Heavy Vehicles (%) 1% Turn Type Prot Protected Phases 3 16 15! 8 Permitted Phases Actuated Green, G (s) 50.6 Effective Green, g (s) 50.6 Actuated g/C Ratio 0.41 Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) 704 v/s Ratio Prot 0.11 v/s Ratio Perm v/c Ratio 0.28 Uniform Delay, dl 23.6 Progression Factor 0.34 Incremental Delay, d2 0.2 Delay (s) 8.3 Level of Service A Approach Delay (s) Approach LOS ntersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) ! Phase conflict between lane groups. c Critical Lane Group -MP EBT EBR WBL 4- WBT WBR NBL NBT NBR SBL 1 SBT SBR 4, 4 r r 294 294 1900 5.0 64 64 1900 5.0 15 218 7 26 15 218 7 26 1900 1900 1900 1900 5.0 5.0 5.0 305 305 1900 4.5 10 10 1900 4.5 91 91 1900 4.5 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1765 1593 1876 1615 1805 3574 1214 1805 0.00 1.00 0.96 1.00 0.95 1.00 1.00 0.95 0 1593 1812 1615 1805 3574 1214 1805 0.90 327 0.90 71 0.90 0.90 0.90 0.90 17 242 8 29 0.90 339 0.90 11 0.90 101 0 42 0 0 6 0 0 9 0 349 2% 29 3 0% 0 259 2 29 0% 1% 0% 0% 339 1% 2 33% 101 0% NA 17 15 custom Perm NA Prot Prot 4! 4! 5! NA 2! Perm Prot 1! 817 4 2 50.6 50.6 0.41 50.6 50.6 0.41 35.0 35.0 4.7 35.0 35.0 4.7 0.29 0.29 0.04 20.5 20.5 0.17 20.5 20.5 0.17 39.4 39.4 0.32 5.0 5.0 5.0 4.5 4.5 4.5 1.9 1.9 3.0 3.0 3.0 3.0 732 c0.20 660 519 463 69 0.00 0.02 600 c0.09 203 582 0.06 0.02 0.14 0.00 0.48 0.04 0.50 0.00 0.42 0.56 0.01 0.17 26.0 21.3 36.2 31.1 57.3 46.7 42.3 29.6 0.39 0.3 10.5 0.00 0.0 0.0 1.00 1.00 1.00 0.3 0.0 4.1 36.5 31.1 61.4 1.00 1.2 47.9 1.00 0.0 42.3 1.00 0.6 30.3 B A D C E D D C 8.6 A 36.3 D 48.7 D 28.6 HCM 2000 Level of Service C 0.51 122.0 58.7% 15 Sum of lost time (s) ICU Level of Service 24.0 B 141+ 380 380 1900 4.5 0 0 1900 0.95 1.00 1.00 1.00 1.00 3610 1.00 3610 0.90 0.90 422 0 0 0 422 0 0% 0% NA 6! 37.4 37.4 0.31 4.5 3.0 1106 c0.12 0.38 33.2 1.00 1.0 34.2 C 33.5 C Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 2 HCM 2010 Signalized Intersection Summary 13: Pines Rd & 32nd Ave 2025 PM W- PROJ 9/15/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) I+ 11 1+ II 44 '9 I+ Traffic Volume (veh/h) 37 516 71 133 392 44 64 75 83 60 127 32 Future Volume (veh/h) 37 516 71 133 392 44 64 75 83 60 127 32 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(kpbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1883 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 47 662 91 171 503 56 82 96 106 77 163 41 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 0 1 1 0 0 0 0 0 0 0 0 0 Cap, veh/h 421 804 110 312 908 101 258 145 160 250 253 64 Arrive On Green 0.02 0.50 0.50 0.07 0.54 0.54 0.05 0.18 0.18 0.05 0.17 0.17 Sat Flow, veh/h 1810 1621 223 1810 1680 187 1810 826 913 1810 1466 369 Grp Volume(v), veh/h 47 0 753 171 0 559 82 0 202 77 0 204 Grp Sat Flow(s),veh/h/In 1810 0 1844 1810 0 1867 1810 0 1739 1810 0 1835 Q Serve(g_s), s 1.2 0.0 31.6 4.0 0.0 17.8 3.3 0.0 9.8 3.1 0.0 9.4 Cycle Q Clear(g_c), s 1.2 0.0 31.6 4.0 0.0 17.8 3.3 0.0 9.8 3.1 0.0 9.4 Prop In Lane 1.00 0.12 1.00 0.10 1.00 0.52 1.00 0.20 Lane Grp Cap(c), veh/h 421 0 914 312 0 1009 258 0 305 250 0 317 V/C Ratio(X) 0.11 0.00 0.82 0.55 0.00 0.55 0.32 0.00 0.66 0.31 0.00 0.64 Avail Cap(c_a), veh/h 775 0 914 784 0 1009 561 0 613 658 0 505 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.8 0.0 19.5 16.7 0.0 13.7 29.0 0.0 34.9 29.2 0.0 34.9 Incr Delay (d2), s/veh 0.1 0.0 8.3 1.5 0.0 2.2 0.7 0.0 5.2 0.7 0.0 4.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 0.6 0.0 18.0 2.2 0.0 9.8 1.7 0.0 5.2 1.6 0.0 5.2 LnGrp Delay(d),s/veh 11.9 0.0 27.8 18.2 0.0 15.9 29.7 0.0 40.1 29.9 0.0 39.6 LnGrp LOS B C B B C D C D Approach Vol, veh/h 800 730 284 281 Approach Delay, s/veh 26.9 16.4 37.1 36.9 Approach LOS C B D D T imer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.7 54.1 9.0 20.9 10.8 50.0 9.3 20.7 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 20.0 30.0 25.0 32.0 30.0 45.0 20.0 25.0 Max Q Clear Time (g_c+11), s 3.2 19.8 5.1 11.8 6.0 33.6 5.3 11.4 Green Ext Time (p_c), s 0.1 8.2 0.1 4.2 0.4 9.0 0.1 3.4 Intersection Summary HCM 2010 Ctrl Delay 26.0 HCM 2010 LOS Painted Hills PRD Synchro 9 - Report Whipple Consulting Engineers Page 1 Queues 2025 PM W- PROJ 13: Pines Rd & 32nd Ave 9/12/2016 c Lane Group Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph) 47 753 171 559 82 96 106 77 204 v/c Ratio 0.11 0.91 0.56 0.56 0.28 0.28 0.26 0.21 0.62 Control Delay 11.4 46.6 25.7 21.9 29.2 40.5 4.1 28.1 47.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.4 46.6 25.7 21.9 29.2 40.5 4.1 28.1 47.8 Queue Length 50th (ft) 12 468 55 259 39 56 0 37 123 Queue Length 95th (ft) 28 #708 112 358 69 97 6 66 183 Internal Link Dist (ft) Turn Bay Length (ft) 168 2595 166 1832 79 2145 150 113 2663 Base Capacity (vph) 644 825 583 1039 440 600 609 539 678 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.91 0.29 0.54 0.19 0.16 0.17 0.14 0.30 Intersection Summary Description: Plan 2 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 13 HCM 2010 Signalized Intersection Summary 2025 PM W- PROJ 13: Pines Rd & 32nd Ave 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations ¶ To ¶ To ¶ + Traffic Volume (veh/h) 37 516 71 133 392 44 64 75 Future Volume (veh/h) 37 516 71 133 392 44 64 75 Number 1 6 16 5 2 12 7 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1883 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 47 662 91 171 503 56 82 96 Adj No. of Lanes 1 1 0 1 1 0 1 1 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 0 1 1 0 0 0 0 0 Cap, veh/h 432 817 112 322 921 103 244 311 Arrive On Green 0.02 0.50 0.50 0.07 0.55 0.55 0.05 0.16 Sat Flow, veh/h 1810 1621 223 1810 1680 187 1810 1900 Grp Volume(v), veh/h 47 0 753 171 0 559 82 96 Grp Sat Flow(s),veh/h/In 1810 0 1844 1810 0 1867 1810 1900 Q Serve(g_s), s 1.1 0.0 30.6 3.8 0.0 17.2 3.3 4.0 Cycle Q Clear(g_c), s 1.1 0.0 30.6 3.8 0.0 17.2 3.3 4.0 Prop In Lane 1.00 0.12 1.00 0.10 1.00 Lane Grp Cap(c), veh/h 432 0 929 322 0 1024 244 311 V/C Ratio(X) 0.11 0.00 0.81 0.53 0.00 0.55 0.34 0.31 Avail Cap(c_a), veh/h 793 0 929 805 0 1024 553 681 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.2 0.0 18.6 15.8 0.0 13.0 29.4 32.9 lncr Delay (d2), s/veh 0.1 0.0 7.6 1.4 0.0 2.1 0.8 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 17.4 2.1 0.0 9.4 1.7 2.2 LnGrp Delay(d),s/veh 11.3 0.0 26.2 17.2 0.0 15.1 30.2 34.1 LnGrp LOS B C B B C C Approach Vol, veh/h 800 730 284 Approach Delay, s/veh 25.3 15.6 33.5 Approach LOS C B C imer.1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.7 54.0 9.0 19.6 10.7 50.0 9.3 19.4 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 20.0 30.0 25.0 32.0 30.0 45.0 20.0 25.0 Max Q Clear Time (g_c+I1), s 3.1 19.2 5.1 7.2 5.8 32.6 5.3 11.4 Green Ext Time (p_c), s 0.1 8.6 0.1 4.1 0.4 9.7 0.1 3.1 IntersectioNNW HCM 2010 Ctrl Delay 24.7 HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers NBR SBL SBT SBR r ¶ to 83 60 127 32 83 60 127 32 14 3 8 18 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1900 106 77 163 41 1 1 1 0 0.78 0.78 0.78 0.78 0 0 0 0 265 315 236 59 0.16 0.05 0.16 0.16 1615 1810 1466 369 106 77 0 204 1615 1810 0 1835 5.2 3.1 0.0 9.4 5.2 3.1 0.0 9.4 1.00 1.00 0.20 265 315 0 295 0.40 0.24 0.00 0.69 579 730 0 514 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 33.4 29.1 0.0 35.4 2.1 0.4 0.0 6.0 0.0 0.0 0.0 0.0 2.5 1.6 0.0 5.3 35.5 29.5 0.0 41.4 D C D 281 38.1 D Synchro 9 - Report Page 14 HCM 2010 TWSC 14: Madison Rd & Painted Hills Ave 2025 PM W- PROJ 9/12/2016 Intersection Int Delay. s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations ty/ 4 14 Traffic Vol, veh/h 9 0 0 123 217 19 Future Vol, veh/h 9 0 0 123 217 19 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 5 0 0 Mvmt Flow 10 0 0 134 236 21 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 380 246 257 0 0 Stage 1 246 Stage 2 134 Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 Critical Hdwy Stg 2 5.4 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 3.5 626 800 3.3 798 2.2 1320 Stage 2 897 Platoon blocked, % Mov Cap-1 Maneuver 626 798 1320 Mov Cap-2 Maneuver 626 Stage 1 800 Stage 2 897 Approach EB NB SB HCM Control Delay. s 10.8 HCM LOS Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1320 - 626 HCM Lane V/C Ratio - 0.016 HCM Control Delay (s) 0 - 10.8 HCM Lane LOS A HCM 95th %tile Q(veh) 0 0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 5 HCM 2010 TWSC 15: Madison Rd & 41st Ave 2025 PM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y 4 I+ Traffic Vol, veh/h 19 2 3 104 185 32 Future Vol, veh/h 19 2 3 104 185 32 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized Storage Length 0 None - None - None Veh in Median Storage, # 0 0 0 Grade, % 0 - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 5 0 0 Mvmt Flow 21 2 3 113 201 35 Major/Minor Minor2 Major/ Major2 Conflicting Flow All 338 218 236 0 0 Stage 1 218 Stage 2 120 Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 Critical Hdwy Stg 2 5.4 Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 662 827 1343 Stage 1 823 Stage 2 910 Platoon blocked, % Mov Cap-1 Maneuver 661 827 1343 Mov Cap-2 Maneuver 661 Stage 1 823 Stage 2 908 Approach EB NB SB HCM Control Delay, s 10.5 0.2 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1343 - 674 HCM Lane V/C Ratio 0.002 - 0.034 HCM Control Delay (s) 7.7 0 10.5 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 6 HCM 2010 TWSC 16: Madison Rd & 43rd Ave 2025 PM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h *ir 22 22 2 2 3 3 4 85 85 To 148 148 39 39 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % Mvmt Flow 0 24 0 2 0 3 5 92 0 161 0 42 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 281 182 203 0 Stage 1 182 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 99 6.4 5.4 5.4 3.5 713 854 6.2 3.3 866 4.1 2.2 1381 Stage 2 930 Platoon blocked, % Mov Cap-1 Maneuver 712 866 1381 Mov Cap-2 Maneuver 712 Stage 1 854 Stage 2 928 Approach EB NB SB HCM Control Delay, s 10.2 0.3 0 HCM LOS M inor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1381 - 723 HCM Lane V/C Ratio 0.002 - 0.036 HCM Control Delay (s) 7.6 0 10.2 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 7 HCM 2010 TWSC 17: Madison Rd & 44th Ave 2025 PM W- PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 1 EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h l'e 4 I+ 137 13 137 13 8 8 8 8 13 80 13 80 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Free Free - None 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % Mvmt Flow 0 9 0 9 0 5 14 87 0 0 149 14 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 271 156 163 0 0 Stage 1 156 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 115 6.4 5.4 5.4 3.5 723 877 6.2 3.3 895 4.1 2.2 1428 Stage 2 915 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver 716 716 895 1428 Stage 1 877 Stage 2 906 Approach EB NB SB HCM Control Delay, s 9.6 1.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1428 - 796 HCM Lane V/C Ratio 0.01 - 0.022 HCM Control Delay (s) 7.5 0 9.6 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 8 HCM 2010 TWSC 18: Madison Rd & Thorpe Rd 2025 PM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 4.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 47 47 4.) 0 0 60 60 0 0 4. 0 0 0 0 33 33 4 46 46 0 0 0 0 4. 98 98 44 44 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop Stop Stop - None 0 0 Stop Stop Stop - None 0 0 Free Free Free - None 0 0 Free Free Free - None 0 0 Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % Mvmt Flow 5 55 0 0 0 70 0 0 0 0 0 0 0 38 0 53 0 0 0 0 0 114 0 51 Major/Minor Minor2 Minor/ Major/ Major2 Conflicting Flow All 270 270 140 304 295 53 165 0 0 53 0 0 Stage 1 140 140 130 130 Stage 2 Critical Hdwy Critical Hdwy Stg 1 130 7.15 6.15 130 6.5 5.5 6.2 174 7.1 6.1 165 6.5 5.5 6.2 4.1 4.1 Critical Hdwy Stg 2 6.15 5.5 6.1 5.5 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 3.545 676 856 4 640 785 3.3 913 3.5 652 878 4 620 792 3.3 1020 - 2.2 1426 2.2 1566 Stage 2 866 792 833 766 Platoon blocked, % Mov Cap-1 Maneuver 662 623 913 590 603 1020 1426 1566 Mov Cap-2 Maneuver 662 623 590 603 Stage 1 833 785 854 771 Stage 2 843 771 769 766 Approach EB WB NB SB HCM Control Delay, s 10.5 0 3.2 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1426 - - 783 - 1566 - HCM Lane V/C Ratio 0.027 - 0.159 HCM Control Delay (s) 7.6 0 - 10.5 0 0 HCM Lane LOS HCM 95th %tile Q(veh) A 0.1 A - - B A A - 0.6 - 0 ? ,C Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 15 Queues 19: Hwy 27 & 32nd Ave 2025 PM W- PROJ 9/12/2016 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 108 672 214 513 175 369 66 397 v/c Ratio 0.53 0.58 0.70 0.72 0.64 0.42 0.41 0.69 Control Delay 56.8 31.1 55.9 37.3 55.6 28.8 57.2 47.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.8 31.1 55.9 37.3 55.6 28.8 57.2 47.4 Queue Length 50th (ft) 70 176 136 289 112 86 43 125 Queue Length 95th (ft) 137 281 238 497 199 140 95 194 Internal Link Dist (ft) 150 291 6700 1848 Turn Bay Length (ft) 108 112 131 184 Base Capacity (vph) 427 1322 423 714 512 1290 512 1326 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.51 0.51 0 .72 0.34 0.29 0.13 0.30 Intersection Summary Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 16 HCM 2010 Signalized Intersection Summary 2025 PM W- PROJ 19: Hwy 27 & 32nd Ave 9/12/2016 Movement EBL EBT •Nt EBR WBL 4- WBT WBR 4\ NBL NBT Lane Configurations Ili 0 15 1+ ) ft.) Traffic Volume (veh/h) 92 358 213 182 385 51 149 194 Future Volume (veh/h) 92 358 213 182 385 51 149 194 Number 7 4 14 3 8 18 5 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1876 1900 1881 1883 1900 1900 1824 Adj Flow Rate, veh/h 108 421 251 214 453 60 175 228 Adj No. of Lanes 1 2 0 1 1 0 1 2 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 2 2 1 1 1 0 3 Cap, veh/h 142 650 384 261 600 80 221 526 Arrive On Green 0.08 0.30 0.30 0.15 0.37 0.37 0.12 0.25 Sat Flow, veh/h 1810 2159 1275 1792 1629 216 1810 2093 Grp Volume(v), veh/h 108 347 325 214 0 513 175 187 Grp Sat Flow(s),veh/h/In 1810 1783 1651 1792 0 1845 1810 1733 Q Serve(g_s), s 4.6 13.3 13.5 9.2 0.0 19.2 7.4 7.2 Cycle Q Clear(g_c), s 4.6 13.3 13.5 9.2 0.0 19.2 7.4 7.2 Prop In Lane 1.00 0.77 1.00 0.12 1.00 Lane Grp Cap(c), veh/h 142 537 497 261 0 680 221 436 V/C Ratio(X) 0.76 0.65 0.65 0.82 0.00 0.75 0.79 0.43 Avail Cap(c_a), veh/h 573 903 836 567 0 934 687 878 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.7 24.0 24.0 32.7 0.0 21.8 33.7 24.8 lncr Delay (d2), s/veh 8.1 1.3 1.5 6.2 0.0 2.3 6.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 2.6 6.7 6.3 5.0 0.0 10.1 4.1 3.5 LnGrp Delay(d),s/veh 43.7 25.3 25.5 39.0 0.0 24.2 40.0 25.3 LnGrp LOS D C C D C D C Approach Vol, veh/h 780 727 544 Approach Delay, s/veh 27.9 28.5 30.1 Approach LOS rimer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.3 25.4 16.0 28.3 15.1 19.6 10.7 33.6 Change Period (Y+Rc), s 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 Max Green Setting (Gmax), s 30.0 40.0 25.0 40.0 30.0 40.0 25.0 40.0 M ax Q Clear Time (g_c+I1), s 4.8 9.6 11.2 15.5 9.4 10.3 6.6 21.2 Green Ext Time (p_c), s 0.1 3.7 0.5 8.2 0.4 3.7 0.2 7.4 P NBR SBL SBT SBR 15 0 120 56 260 77 120 56 260 77 12 1 6 16 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1885 1900 141 66 306 91 0 1 2 0 0.85 0.85 0.85 0.85 3 0 1 1 313 88 487 142 0.25 0.05 0.18 0.18 1245 1810 2736 800 182 66 198 199 1605 1810 1791 1744 7.6 2.8 8.1 8.3 7.6 2.8 8.1 8.3 0.78 1.00 0.46 404 88 319 310 0.45 0.75 0.62 0.64 813 687 907 883 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 25.0 37.1 30.0 30.1 0.6 12.2 1.7 1.9 0.0 0.0 0.0 0.0 3.4 1.7 4.1 4.2 25.5 49.3 31.7 32.0 C D C C 463 34.4 IntersectibMW HCM 2010 Ctrl Delay 29.8 HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 17 HCM 2010 TWSC 20: 32nd Ave & Evergreen Rd 2025 PM W- PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 6.5 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 214 214 TO 4+ 4+ To 0 0 223 223 410 410 0 0 0 0 415 415 11 11 0 0 0 0 0 0 17 17 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free 100 Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop - 50 Stop Stop - None 0 0 Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % Mvmt Flow 1 271 1 519 0 0 0 0 0 525 0 14 0 0 0 0 0 0 33 22 0 0 22 282 Major/Minor Major/ Major2 Minor/ Minor2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 539 4.11 2.209 1034 0 0 519 4.1 2.2 1057 0 0 1734 1061 673 7.1 6.1 6.1 3.5 70 273 1600 1061 539 6.5 5.5 5.5 4 107 303 520 - 6.2 3.3 560 1594 532 1062 7.43 6.43 6.43 3.797 73 479 1593 532 1061 6.5 5.5 5.5 4 108 529 532 6.42 - - 3.498 510 Stage 2 448 525 236 303 Platoon blocked, % Mov Cap-1 Maneuver 1034 1056 25 79 559 58 80 510 Mov Cap-2 Maneuver 25 79 58 80 Stage 1 201 224 353 529 Stage 2 200 525 174 224 Approach EB WB NB HCM Control Delay, s 3.3 0 0 HCM LOS SB 26.1 A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - 1034 - - 1056 - - 58 510 HCM Lane V/C Ratio - 0.262 - 0.371 0.553 HCM Control Delay (s) 0 9.7 0 - 99.9 20.5 HCM Lane LOS A A - A - F C HCM 95th %tile Q(veh) - 1.1 - 0 - 1.4 3.3 27,s 3c KZ 'Sr- Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 18 HCM 2010 TWSC 2025 PM W- PROJ 21: Sullivan Rd & 32nd Ave 9/12/2016 Intersection Int Delay, s/veh 5.1 Movement EBL EBR NBL NBT Lane Configurations V 4 Traffic Vol, veh/h 294 17 23 54 Future Vol, veh/h Conflicting Peds, #/hr Sign Control 294 0 Stop 17 0 Stop 23 54 1 0 Free Free RT Channelized None - None Storage Length 0 Veh in Median Storage, # 0 0 Grade, % Peak Hour Factor Heavy Vehicles, % 0 91 2 91 0 - 0 91 91 0 2 Mvmt Flow 323 19 25 59 Major/Minor Minor2 Major1 Conflicting Flow All 219 109 109 0 Stage 1 109 Stage 2 110 Critical Hdwy 6.42 6.2 4.1 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % 5.42 5.42 3.518 769 916 915 3.3 950 2.2 1494 Mov Cap-1 Maneuver 754 949 1494 Mov Cap-2 Maneuver 754 Stage 1 915 Stage 2 899 SBT SBR r 98 370 98 370 0 0 Free Free - None - 175 0 0 91 91 0 0 108 407 Major2 Approach EB NB SB HCM Control Delay, s 13.5 2.2 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1494 - 763 HCM Lane V/C Ratio 0.017 - 0.448 HCM Control Delay (s) 7.5 0 13.5 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.1 - 2.3 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 19 YEAR 2030 LEVEL OF SERVICE CALCULATIONS WITHOUT PROJECT HCM 2010 Signalized Intersection Summary 1: University Rd & 32nd Ave 2030 AM W-O PROJ 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations M. 4T) /I +1. 'I +T. Traffic Volume (veh/h) 5 152 7 38 538 131 22 88 71 72 55 5 Future Volume (veh/h) 5 152 7 38 538 131 22 88 71 72 55 5 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1868 1900 1900 1883 1900 1900 1875 1900 1759 1831 1900 Adj Flow Rate, veh/h 5 165 8 41 585 142 24 96 77 78 60 5 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 0 0 0 0 0 0 8 2 2 Cap, veh/h 99 1496 71 134 1217 287 42 318 233 99 647 53 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.02 0.16 0.16 0.06 0.20 0.20 Sat Flow, veh/h 23 3325 158 91 2705 638 1810 1956 1429 1675 3255 268 Grp Volume(v), veh/h 93 0 85 412 0 356 24 87 86 78 32 33 Grp Sat Flow(s),veh/h/In 1833 0 1672 1833 0 1601 1810 1781 1604 1675 1739 1784 Q Serve(g_s), s 0.0 0.0 1.3 0.0 0.0 6.7 0.6 1.8 2.0 2.0 0.6 0.6 Cycle Q Clear(g_c), s 1.2 0.0 1.3 6.6 0.0 6.7 0.6 1.8 2.0 2.0 0.6 0.6 Prop In Lane 0.05 0.09 0.10 0.40 1.00 0.89 1.00 0.15 Lane Grp Cap(c), veh/h 914 0 752 918 0 720 42 290 261 99 346 354 V/C Ratio(X) 0.10 0.00 0.11 0.45 0.00 0.49 0.57 0.30 0.33 0.79 0.09 0.09 Avail Cap(c_a), veh/h 1350 0 1176 1370 0 1126 848 1252 1128 785 1223 1254 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.8 0.0 6.8 8.3 0.0 8.3 20.6 15.7 15.8 19.8 14.0 14.0 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.7 0.0 1.1 16.2 1.2 1.6 17.5 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 0.6 3.5 0.0 3.1 0.5 1.0 1.0 1.4 0.3 0.3 LnGrp Delay(d),s/veh 6.9 0.0 6.9 9.0 0.0 9.4 36.9 16.9 17.4 37.3 14.2 14.2 LnGrp LOS A A A A D B B D B B Approach Vol, veh/h 178 768 197 143 Approach Delay, s/veh 6.9 9.2 19.6 26.8 Approach LOS A A B C rimer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.2 5.0 13.5 24.2 6.5 11.9 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 30.0 20.0 30.0 30.0 20.0 30.0 Max Q Clear Time (g_c+I1), s 3.3 2.6 2.6 8.7 4.0 4.0 Green Ext Time (p_c), s 11.9 0.0 2.5 10.5 0.2 2.5 Intersection Summary HCM 2010 Ctrl Delay 12.4 H CM 2010 LOS Painted Hills PRD Synchro 9 - Report Whipple Consulting Engineers Page 1 HCM 2010 Signalized Intersection Summary 2030 AM W-O PROJ 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/12/2016 Movement EBL Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Number 5 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Adj Sat Flow, veh/h/In 1900 Adj Flow Rate, veh/h 1 Adj No. of Lanes 1 Peak Hour Factor 0.91 Percent Heavy Veh, 0 Cap, veh/h 4 Arrive On Green 0.00 Sat Flow, veh/h 1810 Grp Volume(v), veh/h 1 Grp Sat Flow(s),veh/h/In1810 Q EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR r +1. vi r 151 41 12 151 41 12 2 12 1 0 0 0 1.00 1.00 1.00 1.00 1.00 1776 1900 1900 166 45 13 1 1 1 0.91 0.91 0.91 7 0 0 482 438 24 0.27 0.27 0.01 1776 1615 1810 166 45 13 1776 1615 1810 3.3 0.9 0.3 3.3 0.9 0.3 1.00 1.00 482 438 24 0.34 0.10 0.54 1009 918 823 1.00 1.00 1.00 1.00 1.00 1.00 12.9 12.0 21.6 0.6 0.1 23.9 0.0 0.0 0.0 1.7 0.4 0.3 13.5 12.2 45.5 B B D 212 13.4 B 2 3 4 2 3 4 17.9 13.0 8.5 6.0 4.0 6.0 25.0 20.0 28.0 5.3 8.3 3.1 5.4 1.0 1.6 16.8 452 452 6 0 23 251 112 26 17 44 13 23 251 112 26 17 44 13 16 3 8 18 7 4 14 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1885 1900 1900 1810 1900 25 276 123 29 19 48 14 0 1 1 0 1 1 1 0.91 0.91 0.91 0.91 0.91 0.91 0.91 2 0 1 1 0 5 0 49 369 357 84 34 103 92 0.28 0.20 0.24 0.24 0.02 0.06 0.06 172 1810 1475 348 1810 1810 1615 266 276 0 152 19 48 14 1829 1810 0 1823 1810 1810 1615 5.4 6.3 0.0 3.0 0.5 1.1 0.4 5.4 6.3 0.0 3.0 0.5 1.1 0.4 0.09 1.00 0.19 1.00 1.00 518 369 0 441 34 103 92 0.51 0.75 0.00 0.34 0.56 0.47 0.15 1039 823 0 1160 823 1152 1028 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 13.2 16.4 0.0 13.8 21.4 20.1 19.7 1.1 4.3 0.0 0.7 18.7 4.6 1.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.8 3.6 0.0 1.6 0.4 0.7 0.2 14.3 20.7 0.0 14.4 40.1 24.7 20.8 B C B D C C 428 81 18.5 27.6 B C 6 7 8 6 7 8 18.5 4.8 16.6 6.0 4.0 6.0 25.0 20.0 28.0 7.4 2.5 5.0 5.1 0.0 1.5 1.00 1859 497 2 0.91 2 970 0.28 3423 256 1766 Serve(g_s), s 0.0 5.3 Cycle Q Clear(g_c), s 0.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 4 V/C Ratio(X) 0.24 Avail Cap(c_a), veh/h 1028 HCM Platoon Ratio 1.00 Upstream Filter(l) 1.00 Uniform Delay (d), s/veh 21.9 lncr Delay (d2), s/veh 38.9 Initial Q Delay(d3),s/veh 0.0 %ile Back0fQ(50%),veh/Ir0.1 LnGrp Delay(d),s/veh 60.8 LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 5.3 501 0.51 1004 1.00 1.00 13.2 1.2 0.0 2.7 14.4 B 535 15.1 B Timer 1 Assigned Phs 1 Phs Duration (G+Y+Rc), s4.6 Change Period Max Green Setting (Gma4.E1 Max Q Clear Time (g_c+I14,1 Green Ext Time (p_c), s 0.0 5 5 4.0 Y+Rc), s 4.0 4.0 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 25.0 2.0 0.0 B Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 2 HCM 2010 Signalized Intersection Summary 2030 AM W-O PROJ 3: Bowdish Rd & 32nd Ave 9/12/2016 4- 44,.. 4 \ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations II 1. 15 l 4+ 4+ Traffic Volume (veh/h) 60 490 40 27 316 9 61 55 33 86 129 108 Future Volume (veh/h) 60 490 40 27 316 9 61 55 33 86 129 108 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1849 1900 1900 1823 1900 1900 1856 1900 1900 1886 1900 Adj Flow Rate, veh/h 68 557 45 31 359 10 69 62 38 98 147 123 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 3 3 0 4 4 2 2 2 1 1 1 Cap, veh/h 444 689 56 273 687 19 240 204 101 190 230 167 Arrive On Green 0.04 0.41 0.41 0.02 0.39 0.39 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flnw vph/h 1774 1RRR 116 1R1n 1765 4g 479 R75 111 TIR 762 559 Grp Volume(v), veh/h 68 0 602 31 0 369 169 0 0 368 0 0 Grp Sat Flow(s),veh/h/In1774 0 1825 1810 0 1814 1480 0 0 1652 0 0 Q Serve(g_s S 1.2 0.0 15.2 0.5 0.0 8.1 0.0 0.0 0.0 6.1 0.0 0.0 Cycle Q Clear(g_c), s 1.2 0.0 15.2 0.5 0.0 8.1 4.1 0.0 0.0 10.2 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.03 0.41 0.22 0.27 0.33 Lane Grp Cap(c), veh/h 444 0 745 273 0 706 544 0 0 587 0 0 V/C Ratio(X) 0.15 0.00 0.81 0.11 0.00 0.52 0.31 0.00 0.00 0.63 0.00 0.00 Avail Cap(c_a), veh/h 1004 0 841 878 0 836 768 0 0 841 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.5 0.0 13.6 11.2 0.0 12.2 14.0 0.0 0.0 16.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 5.8 0.2 0.0 0.9 0.5 0.0 0.0 1.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/Ir0.6 0.0 8.7 0.3 0.0 4.2 1.9 0.0 0.0 5.0 0.0 0.0 LnGrp Delay(d),s/veh 9.7 0.0 19.4 11.4 0.0 13.0 14.5 0.0 0.0 17.7 0.0 0.0 LnGrp LOS A B B B B Approach Vol, veh/h 670 400 169 368 Approach Delay, s/veh 18.4 12.9 14.5 17.7 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.1 26.3 20.7 6.1 25.3 20.7 Change Period (Y+Rc), s 4.0 5.0 5.0 4.0 5.0 5.0 Max Green Setting (Gman.5 24.0 24.0 18.5 24.0 24.0 Max Q Clear Time (g_c+l1.7, 17.2 12.2 3.2 10.1 6.1 Green Ext Time (p_c), s 0.0 4.1 3.6 0.1 6.9 4.5 Intersection Summa IMIll HCM 2010 Ctrl Delay 16.5 HCM 2010 LOS Painted Hills PRD Synchro 9 - Report Whipple Consulting Engineers Page 3 HCM 2010 Signalized Intersection Summary 2030 AM W-O PROJ 4: Bowdish Rd & Dishman-Mica Rd 9/12/2016 Movement EBL EBT EBR WBL 4- k. WBT WBR 4 \ NBL NBT NBR SBL SBT SBR Lane Configurations /I I) 1.0 4,4 Traffic Volume (veh/h) 7 137 37 12 326 27 132 169 19 26 70 8 Future Volume (veh/h) 7 137 37 12 326 27 132 169 19 26 70 8 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj( tk_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1859 1900 1900 1883 1900 1900 1883 1900 1900 1900 1900 Adj Flow Rate, veh/h 8 156 42 14 370 31 150 192 22 30 80 9 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 0 1 1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 0 2 2 0 1 1 1 1 1 0 0 0 Cap, veh/h 15 462 124 26 571 48 292 282 29 202 448 478 Arrive On Green 0.01 0.33 0.33 0.01 0.33 0.33 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1810 1412 380 1810 1714 144 558 953 97 296 1513 1615 Grp Volume(v), veh/h 8 0 198 14 0 401 364 0 0 110 0 9 Grp Sat Flow(s),veh/h/In1810 0 1792 1810 0 1857 1608 0 0 1809 0 1615 Q Serve(g_s), s 0.2 0.0 3.3 0.3 0.0 7.4 6.4 0.0 0.0 0.0 0.0 0.2 Cycle Q Clear(g_c), s 0.2 0.0 3.3 0.3 0.0 7.4 8.2 0.0 0.0 1.7 0.0 0.2 Prop In Lane 1.00 0.21 1.00 0.08 0.41 0.06 0.27 1.00 Lane Grp Cap(c), veh/h 15 0 587 26 0 619 603 0 0 650 0 478 V/C Ratio(X) 0.52 0.00 0.34 0.54 0.00 0.65 0.60 0.00 0.00 0.17 0.00 0.02 Avail Cap(c_a), veh/h 677 0 1118 1129 0 1112 767 0 0 818 0 645 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.8 0.0 10.2 19.6 0.0 11.4 12.7 0.0 0.0 10.5 0.0 10.0 Incr Delay (d2), s/veh 33.7 0.0 0.5 22.3 0.0 1.6 1.4 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehAr0.2 0.0 1.7 0.3 0.0 4.0 3.9 0.0 0.0 0.9 0.0 0.1 LnGrp Delay(d),s/veh 53.5 0.0 10.7 41.9 0.0 13.0 14.1 0.0 0.0 10.7 0.0 10.0 LnGrp LOS D B D B B Approach Vol, veh/h 206 415 364 119 Approach Delay, s/veh 12.3 14.0 14.1 10.7 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.6 18.6 16.9 4.3 18.9 16.9 Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0 Max Green Setting (Gma2kEi 25.0 16.0 15.0 24.0 16.0 Max Q Clear Time (g_c+I1,7,1 5.3 3.7 2.2 9.4 10.2 Green Ext Time (p_c), s 0.0 4.6 3.2 0.0 4.0 1.9 Intersection Summary HCM 2010 Ctrl Delay 13.4 HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 4 HCM 2010 TWSC 9: Dishman-Mica Rd & Thorpe Rd 2030 AM W-O PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 2.9 WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h V' 7 7 99 99 1+ 257 257 14 14 45 45 4 131 131 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Free Free - None 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % Mvmt Flow 0 9 0 125 3 325 0 18 3 57 5 166 Major/Minor Minor/ Major/ Major2 Conflicting Flow All 614 334 0 0 343 0 Stage 1 334 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 280 6.4 5.4 5.4 3.5 459 730 6.2 3.3 712 4.13 2.227 1210 Stage 2 772 Platoon blocked, % Mov Cap-1 Maneuver 435 712 1210 Mov Cap-2 Maneuver 435 Stage 1 730 Stage 2 732 Approach WB NB SB HCM Control Delay, s 11.6 0 2.1 HCM LOS M inor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 683 1210 HCM Lane V/C Ratio - 0.196 0.047 HCM Control Delay (s) - 11.6 8.1 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) - 0.7 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 5 HCM 2010 TWSC 2030 AM W-O PROJ 11: Pines Rd & 16th Ave 9/12/2016 Intersection Int Delay, s/veh 12.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Free Free Free - None Free Free Free - None Stop Stop Stop - None Stop Stop Stop - None Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 4 0 0 5 0 0 0 2 2 6 0 Mvmt Flow 0 301 55 64 261 0 34 0 274 0 183 42 Major/Minor Major/ Major2 Minor/ Minor2 Conflicting Flow All 0 0 356 0 0 829 717 328 854 745 261 Stage 1 328 328 389 389 Stage 2 501 389 - 465 356 Critical Hdwy 4.1 7.1 6.5 6.22 7.12 6.56 6.2 Critical Hdwy Stg 1 6.1 5.5 - 6.12 5.56 Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.56 Follow-up Hdwy 2.2 3.5 4 3.318 3.518 4.054 3.3 Pot Cap-1 Maneuver 0 1214 0 292 358 713 279 338 783 Stage 1 0 0 689 651 635 601 Stage 2 0 0 556 612 578 622 Platoon blocked, % Mov Cap-1 Maneuver 1214 143 336 713 164 317 783 Mov Cap-2 Maneuver 143 336 164 317 Stage 1 689 651 635 564 Stage 2 333 574 356 622 4+ 0 265 48 56 230 0 30 0 241 0 161 37 0 265 48 56 230 0 30 0 241 0 161 37 0 0 0 0 0 0 0 0 0 0 0 0 Approach EB WB NB SB HCM Control Delay, s 0 1.6 23.5 30.8 HCM LOS C D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBTSBLn1 Capacity (veh/h) 495 - - 1214 - 357 HCM Lane V/C Ratio 0.622 - 0.052 - 0.63 HCM Control Delay (s) 23.5 - 8.1 0 30.8 HCM Lane LOS C A A D HCM 95th %tile Q(veh) 4.2 - 0.2 - 4.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 6 HCM Signalized Intersection Capacity Analysis 2030 AM W-O PROJ IMP 11: Pines Rd & 16th Ave 9/13/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ft. + ) r t Traffic Volume (vph) 0 265 48 56 230 0 30 0 241 0 161 Future Volume (vph) 0 265 48 56 230 0 30 0 241 0 161 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.98 1.00 1.00 0.85 1.00 Flt Protected 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 3497 1882 1805 1615 1900 Flt Permitted 1.00 0.70 0.95 1.00 1.00 Satd. Flow (perm) 3497 1334 1805 1615 1900 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 285 52 60 247 0 32 0 259 0 173 RTOR Reduction (vph) 0 12 0 0 0 0 0 0 235 0 0 Lane Group Flow (vph) 0 325 0 0 307 0 32 0 24 0 173 Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type NA Perm NA Prot Prot NA Protected Phases 18 3 8 14 4! 15 15 6! Permitted Phases 14 4! Actuated Green, G (s) 35.0 46.6 11.4 11.4 37.6 Effective Green, g (s) 35.0 46.6 11.4 11.4 37.6 Actuated g/C Ratio 0.29 0.38 0.09 0.09 0.31 Clearance Time (s) 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 1003 509 168 150 585 v/s Ratio Prot 0.09 c0.02 0.01 c0.09 v/s Ratio Perm c0.23 v/c Ratio 0.32 0.60 0.19 0.16 0.30 Uniform Delay, dl 34.2 30.3 51.0 50.9 32.1 Progression Factor 1.00 0.16 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.2 0.6 0.5 1.3 Delay (s) 34.3 6.2 51.6 51.4 33.4 Level of Service C A Approach Delay (s) 34.3 6.2 51.4 32.7 Approach LOS C A D C ntersection Summary HCM 2000 Control Delay 30.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 122.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15 ! Phase conflict between lane groups. D Critical Lane Group SBR r 37 37 1900 4.5 1.00 1.00 1.00 0.85 1.00 1568 1.00 1568 0.93 40 28 12 3% Perm 6 37.6 37.6 0.31 4.5 3.0 483 0.01 0.03 29.4 1.00 0.1 29.5 C Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary 2030 AM W-O PROJ 12: Hwy 27 & 16th Ave Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Lane Configurations 4 r 4 r fi+ Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor 9/12/2016 SBL SBT SBR +1+ 46 129 1 46 129 1 5 2 12 0 0 0 1.00 1.00 1.00 1.00 1.00 1900 1827 1900 54 152 1 1 2 0 0.85 0.85 0.85 0 4 4 74 723 5 0.04 0.20 0.20 1810 3536 23 54 75 78 1810 1736 1823 2.7 3.3 3.3 2.7 3.3 3.3 1.00 0.01 74 355 373 0.73 0.21 0.21 590 566 594 1.00 1.00 1.00 1.00 1.00 1.00 43.6 30.4 30.4 13.1 0.1 0.1 0.0 0.0 0.0 1.6 1.6 1.7 56.8 30.5 30.5 E C C 207 37.4 D 233 245 28 6 223 80 63 514 21 233 245 28 6 223 80 63 514 21 3 8 18 7 4 14 1 6 16 0 0 0 0 0 0 0 0 0 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1881 1900 1900 1864 1900 1900 1882 1900 274 288 33 7 262 0 74 605 25 0 1 1 0 1 1 1 2 0 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1 1 0 2 2 0 0 1 1 313 329 557 8 317 282 98 763 31 0.35 0.35 0.35 0.17 0.17 0.00 0.05 0.22 0.22 895 941 1593 48 1813 1615 1810 3500 144 562 0 33 269 0 0 74 309 321 1836 0 1593 1861 0 1615 1810 1788 1856 26.4 0.0 1.3 12.8 0.0 0.0 3.7 15.0 15.1 26.4 0.0 1.3 12.8 0.0 0.0 3.7 15.0 15.1 0.49 1.00 0.03 1.00 1.00 0.08 642 0 557 325 0 282 98 390 404 0.88 0.00 0.06 0.83 0.00 0.00 0.76 0.79 0.79 998 0 865 607 0 527 590 583 605 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 28.1 0.0 19.9 36.6 0.0 0.0 42.9 34.0 34.0 5.7 0.0 0.0 5.4 0.0 0.0 11.1 3.6 3.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 0.0 0.6 7.1 0.0 0.0 2.2 7.8 8.1 33.7 0.0 19.9 42.0 0.0 0.0 54.0 37.6 37.5 C B D D D D 595 269 704 32.9 42.0 39.3 C D D 1 2 3 4 5 6 7 8 1 2 4 5 6 8 10.0 23.8 21.1 8.7 25.0 37.2 5.0 5.0 5.0 5.0 5.0 5.0 30.0 30.0 30.0 30.0 30.0 50.0 5.7 5.3 14.8 4.7 17.1 28.4 0.2 3.6 1.3 0.1 3.0 3.8 37.4 Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile Back0fQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Ti mer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 7 HCM Signalized Intersection Capacity Analysis 2030 AM W-O PROJ IMP 12: Hwy 27 & 16th Ave 9/13/2016 Movement EBL Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frpb, ped/bikes 233 233 1900 5.0 0.95 1.00 Fl )b, ped/bikes 1.00 Frt 1.00 Fit Protected 0.95 Satd. Flow (prot) 1698 Flt Permitted 0.95 Satd. Flow (perm) 1698 Peak-h )ur factor, PHF 0.90 Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Bikes (#/hr) Heavy Vehicles (%) 259 0 233 1% Turn Type Protected Phases 3 Prot 16 15! 8 Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio 51.4 51.4 0.42 Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot 715 0.14 v/s Ratio Perm v/c Ratio 0.33 Uniform Delay, dl 23.7 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 0.46 0.3 11.1 B In tersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) ! Phase conflict between lane groups. c Critical Lane Group EBT EBR WBL WBT WBR NBL 4 ir NBT NBR SBL SBT SBR 4 r it r +T. 245 28 6 223 80 63 514 21 46 129 1 245 28 6 223 80 63 514 21 46 129 1 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 5.0 5.0 5.0 5.0 5.0 4.5 4.5 4.5 4.5 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1763 1593 1879 1615 1805 3574 1214 1805 3606 0.00 1.00 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0 1593 1862 1615 1805 3574 1214 1805 3606 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 272 31 7 248 89 70 571 23 51 143 1 0 18 0 0 63 0 0 19 0 0 0 298 13 0 255 26 70 571 4 51 144 0 3 2% 0% 0% 1% 0% 0% 1% 33% 0% 0% 0% NA custom Perm NA Prot Prot NA Perm Prot NA 17 15 4! 4! 5! 2! 1! 6! 817 4 2 51.4 51.4 35.0 35.0 6.4 19.5 19.5 38.6 37.6 51.4 51.4 35.0 35.0 6.4 19.5 19.5 38.6 37.6 0.42 0.42 0.29 0.29 0.05 0.16 0.16 0.32 0.31 5.0 5.0 5.0 4.5 4.5 4.5 4.5 1.9 1.9 3.0 3.0 3.0 3.0 3.0 742 671 534 463 94 571 194 571 1111 c0.17 0.02 0.04 c0.16 0.03 c0.04 0.01 c0.14 0.00 0.40 0.02 0.48 0.06 0.74 1.00 0.02 0.09 0.13 24.6 20.6 35.9 31.5 57.0 51.2 43.2 29.3 30.4 0.49 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.2 0.0 0.2 0.0 27.0 37.7 0.0 0.3 0.2 12.2 20.6 36.2 31.5 84.0 88.9 43.2 29.6 30.6 B C D C F F D C C 12.2 35.0 86.8 30.4 B C F C 46.7 HCM 2000 Level of Service D 0.48 122.0 Sum of lost time (s) 24.0 59.2% ICU Level of Service B 15 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 2 HCM 2010 Signalized Intersection Summary 2030 AM W-O PROJ 13: Pines Rd & 32nd Ave 9/12/2016 -fr Movement EBL Lane Configurations 11 Traffic Volume (veh/h) 18 Future Volume (veh/h) 18 Number 1 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Adj Sat Flow, veh/h/In 1900 Adj Flow Rate, veh/h 22 Adj No. of Lanes 1 Peak Hour Factor 0.83 Percent Heavy Veh, 0 Cap, veh/h 238 Arrive On Green 0.01 Sat Flow, veh/h 1810 Grp Volume(v), veh/h 22 Grp Sat Flow(s),veh/h/In1810 Q Serve(g_s), s 0.6 Cycle Q Clear(g_c), s 0.6 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 238 V/C Ratio(X) 0.09 Avail Cap(c_a), veh/h 580 HCM Platoon Ratio 1.00 Upstream Filter(l) 1.00 Uniform Delay (d), s/veh 18.0 Incr Delay (d2), s/veh 0.2 Initial Q Delay(d3),s/veh 0.0 %Ile Back0fQ(50°/0),veh/Ir0.3 LnGrp Delay(d),s/veh 18.1 LnGrp LOS B —0 s' k- t P 4/ EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 '5 1 ¶ 1+ 1+ 410 4 49 478 62 51 69 125 213 43 37 410 4 49 478 62 51 69 125 213 43 37 6 16 5 2 12 7 4 14 3 8 18 0 0 0 0 0 0 0 0 0 0 0 0.96 1.00 0.99 0.93 0.97 0.99 0.94 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1845 1900 1845 1838 1900 1900 1864 1900 1863 1900 1900 494 5 59 576 75 61 83 151 257 52 45 1 0 1 1 0 1 1 0 1 1 0 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 3 3 3 3 3 0 0 0 2 0 0 832 8 354 755 98 365 105 192 368 256 221 0.46 0.46 0.03 0.47 0.47 0.04 0.18 0.18 0.14 0.28 0.28 1823 18 1757 1592 207 1810 581 1057 1774 914 791 0 499 59 0 651 61 0 234 257 0 97 0 1841 1757 0 1800 1810 0 1638 1774 0 1706 0.0 19.9 1.8 0.0 29.4 2.7 0.0 13.4 11.0 0.0 4.3 0.0 19.9 1.8 0.0 29.4 2.7 0.0 13.4 11.0 0.0 4.3 0.01 1.00 0.12 1.00 0.65 1.00 0.46 0 841 354 0 854 365 0 297 368 0 477 0.00 0.59 0.17 0.00 0.76 0.17 0.00 0.79 0.70 0.00 0.20 0 841 834 0 854 661 0 532 574 0 477 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 0.0 20.0 15.5 0.0 21.3 31.0 0.0 38.5 26.7 0.0 27.1 0.0 3.1 0.2 0.0 6.4 0.2 0.0 9.5 2.4 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.8 0.9 0.0 16.0 1.4 0.0 6.8 5.6 0.0 2.1 0.0 23.0 15.7 0.0 27.7 31.2 0.0 48.0 29.1 0.0 27.5 C B C C D C 521 710 295 354 22.8 26.7 44.5 28.7 C C D C 2 3 4 5 6 7 8 2 3 4 5 6 7 8 51.7 18.1 22.9 7.6 50.0 8.4 32.6 5.0 4.5 5.0 4.5 5.0 4.5 5.0 30.0 25.0 32.0 30.0 45.0 20.0 25.0 31.4 13.0 15.4 3.8 21.9 4.7 6.3 0.0 0.6 2.2 0.1 14.0 0.1 3.3 28.8 Approach Vol, veh/h Approach Delay, s/veh Approach LOS rimer 1 Assigned Phs 1 Phs Duration (G+Y+Rc), s5.9 Change Period (Y+Rc), s 4.5 Max Green Setting (Gma291.E1 Max Q Clear Time (g_c+Il4A Green Ext Time (p_c), s 0.0 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 8 HCM 2010 TWSC 18: Madison Rd & Thorpe Rd 2030 AM W-O PROJ 9/12/2016 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 89 89 4. 0 0 16 16 0 0 4+ 0 0 0 0 68 68 4 86 86 0 0 0 0 4 33 33 63 63 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop Stop Stop - None 0 0 Stop Stop Stop - None 0 0 Free Free Free - None 0 0 Free Free Free - None 0 0 Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % Mvmt Flow 4 109 0 0 0 20 0 0 0 0 0 0 2 83 0 105 0 0 0 0 0 40 0 77 Major/Minor Minor2 Minor/ Major/ Major2 Conflicting Flow All 350 350 79 359 388 105 117 0 0 105 0 0 Stage 1 79 79 271 271 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 271 7.14 6.14 6.14 3.536 601 925 271 6.5 5.5 5.5 4 577 833 6.2 3.3 987 88 7.1 6.1 6.1 3.5 600 739 117 6.5 5.5 5.5 4 550 689 6.2 3.3 955 4.12 2.218 1471 4.1 2.2 1499 Stage 2 730 689 925 803 Platoon blocked, % Mov Cap-1 Maneuver 573 542 987 561 517 955 1471 1499 Mov Cap-2 Maneuver 573 542 561 517 Stage 1 870 833 695 648 Stage 2 686 648 907 803 Approach EB WB NB SB HCM Control Delay, s 12.4 0 3.4 0 HCM LOS B A M inor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1471 - 612 - 1499 HCM Lane V/C Ratio 0.056 - 0.209 HCM Control Delay (s) 7.6 0 - 12.4 0 0 HCM Lane LOS A A B A A HCM 95th %tile Q(veh) 0.2 - 0.8 0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 9 HCM 2010 Signalized Intersection Summary 2030 AM W-O PROJ 19: Hwy 27 & 32nd Ave 9/12/2016 Movement Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor EBL EBL EBT -st EBR tr. WBL WBT WBR NBL NBT NBR SBL ) +1+ , +I+ '5 147 268 70 76 231 89 149 339 165 29 147 268 70 76 231 89 149 339 165 29 7 4 14 3 8 18 5 2 12 1 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1863 1837 1900 1810 1850 1900 1845 1856 1900 1900 158 288 75 82 248 96 160 365 177 31 1 2 0 1 1 0 1 2 0 1 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 2 3 3 5 3 3 3 3 3 0 207 925 237 107 357 138 209 551 263 61 0.12 0.34 0.34 0.06 0.28 0.28 0.12 0.24 0.24 0.03 1774 2753 705 1723 1271 492 1757 2318 1107 1810 158 181 182 82 0 344 160 276 266 31 1774 1745 1713 1723 0 1763 1757 1764 1661 1810 5.2 4.6 4.8 2.8 0.0 10.5 5.3 8.6 8.8 1.0 5.2 4.6 4.8 2.8 0.0 10.5 5.3 8.6 8.8 1.0 1.00 0.41 1.00 0.28 1.00 0.67 1.00 207 586 575 107 0 496 209 420 395 61 0.76 0.31 0.32 0.77 0.00 0.69 0.76 0.66 0.67 0.51 733 1155 1133 712 0 1166 872 1167 1099 898 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 25.9 14.9 14.9 27.9 0.0 19.4 25.8 20.8 20.9 28.7 5.8 0.3 0.3 11.0 0.0 1.8 5.7 1.3 1.5 6.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.9 2.3 2.3 1.7 0.0 5.3 2.9 4.3 4.1 0.6 31.7 15.2 15.2 39.0 0.0 21.2 31.5 22.1 22.4 35.2 C B B D C C C C D 521 426 702 20.2 24.6 24.4 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 7.5 19.9 8.2 24.8 12.7 14.7 11.6 21.5 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 30.0 40.0 25.0 40.0 30.0 40.0 25.0 40.0 3.0 10.8 4.8 6.8 7.3 5.6 7.2 12.5 0.0 3.6 0.2 4.7 0.4 3.6 0.4 4.5 23.4 ,I, 4/ SBT SBR 114 103 103 6 0 1.00 1794 111 2 0.93 85 85 16 0 1.00 1.00 1900 91 0 0.93 5 5 282 213 0.15 0.15 1853 1399 101 101 1704 1547 3.2 3.6 3.2 3.6 0.90 260 236 0.39 0.43 1127 1024 1.00 1.00 1.00 1.00 23.1 23.2 0.8 1.0 0.0 0.0 1.6 1.6 23.9 24.3 C C 233 25.6 Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 10 HCM 2010 TWSC 20: 32nd Ave & Evergreen Rd 2030 AM W-O PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 4 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h ¶ 239 239 T+ 239 239 2 2 0 0 4+ 233 233 25 25 0 0 44 0 0 0 0 ¶ 6 6 t+ 0 0 118 118 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free 100 Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop - 50 Stop Stop - None 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 0 0 5 0 0 0 0 0 0 4 Mvmt Flow 266 266 2 0 259 28 0 0 0 7 0 131 Major/Minor Major/ Major2 Minor/ Minor2 Conflicting Flow All 287 0 0 268 0 0 1136 1085 267 1071 1072 273 Stage 1 798 798 273 273 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 4.12 2.218 1275 4.1 2.2 1307 338 7.1 6.1 6.1 3.5 181 382 287 6.5 5.5 5.5 4 218 401 - 6.2 3.3 777 798 7.1 6.1 6.1 3.5 200 737 799 6.5 5.5 5.5 4 222 688 - 6.24 - - 3.336 761 Stage 2 681 678 382 401 Platoon blocked, % Mov Cap-1 Maneuver 1275 1307 126 173 777 168 176 761 Mov Cap-2 Maneuver 126 173 168 176 Stage 1 302 317 583 688 Stage 2 564 678 302 317 Approach EB WB NB HCM Control Delay. s 4.3 0 0 HCM LOS SB 11.5 A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - 1275 - - 1307 - - 168 761 HCM Lane V/C Ratio - 0.208 - 0.04 0.172 HCM Control Delay (s) 0 8.6 0 - 27.3 10.7 HCM Lane LOS A A A D B HCM 95th %tile Q(veh) - 0.8 0 - 0.1 0.6 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 11 HCM 2010 TWSC 2030 AM W-O PROJ 21: Sullivan Rd & 32nd Ave 9/12/2016 Intersection Int Delay, s/veh Movement 5.7 EBL EBR NBL NBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h *Or 234 234 11 11 16 16 4 87 87 Conflicting Peds, #/hr 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Peak Hour Factor 79 79 79 79 Heavy Vehicles, % Mvmt Flow 2 296 0 14 0 20 0 110 Major/Minor Minor2 Major1 Conflicting Flow All 184 33 33 0 Stage 1 33 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 151 6.42 5.42 5.42 3.518 805 989 6.2 3.3 1046 4.1 2.2 1592 Stage 2 877 Platoon blocked, % Mov Cap-1 Maneuver 795 1046 1592 Mov Cap-2 Maneuver 795 Stage 1 989 Stage 2 866 SBT SBR 1' i 26 174 26 174 0 0 Free Free - None - 175 0 0 79 79 0 33 8 220 Major2 0 Approach EB NB SB HCM Control Delay, s 12.3 1.1 0 HCM LOS M inor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1592 - 804 HCM Lane V/C Ratio 0.013 - 0.386 HCM Control Delay (s) 7.3 0 12.3 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 1.8 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 12 HCM 2010 Signalized Intersection Summary 2030 PM W-O PROJ 1: University Rd & 32nd Ave 9/12/2016 C 44- k- 4\ t P \** Movement Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %Ile Back0fQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s M ax Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 2 458 19 85 218 70 22 65 44 114 126 6 2 458 19 85 218 70 22 65 44 114 126 6 5 2 12 1 6 16 3 8 18 7 4 14 0 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1878 1900 1900 1889 1900 1900 1878 1900 1863 1900 1900 2 503 21 93 240 77 24 71 48 125 138 7 0 2 0 0 2 0 1 2 0 1 2 0 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 1 1 1 0 0 0 0 2 2 2 0 0 86 1457 61 314 754 251 42 311 193 171 770 39 0.43 0.43 0.43 0.43 0.43 0.43 0.02 0.15 0.15 0.10 0.22 0.22 2 3415 142 444 1766 588 1810 2114 1313 1774 3497 176 277 0 249 198 0 212 24 59 60 125 71 74 1876 0 1684 1183 0 1615 1810 1784 1643 1774 1805 1869 0.0 0.0 4.2 1.3 0.0 3.7 0.6 1.2 1.4 2.9 1.4 1.4 4.2 0.0 4.2 5.6 0.0 3.7 0.6 1.2 1.4 2.9 1.4 1.4 0.01 0.08 0.47 0.36 1.00 0.80 1.00 0.09 886 0 718 629 0 689 42 262 241 171 397 411 0.31 0.00 0.35 0.32 0.00 0.31 0.57 0.22 0.25 0.73 0.18 0.18 1409 0 1190 975 0 1142 853 1261 1161 836 1276 1321 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.2 0.0 8.2 8.1 0.0 8.0 20.5 16.0 16.0 18.6 13.4 13.4 0.4 0.0 0.6 0.6 0.0 0.5 16.2 0.9 1.1 8.2 0.5 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 0.0 2.1 1.7 0.0 1.7 0.5 0.7 0.7 1.8 0.7 0.8 8.6 0.0 8.8 8.8 0.0 8.6 36.7 16.9 17.2 26.8 13.9 13.9 A A A A D B B C B B 526 410 143 270 8.7 8.7 20.3 19.9 A A C B 1 2 3 4 5 6 7 8 2 3 4 6 7 8 23.1 5.0 14.3 23.1 8.1 11.2 5.0 4.0 5.0 5.0 4.0 5.0 30.0 20.0 30.0 30.0 20.0 30.0 6.2 2.6 3.4 7.6 4.9 3.4 11.0 0.0 2.8 10.6 0.4 2.8 12.2 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 2 HCM 2010 Signalized Intersection Summary 2030 PM W-O PROJ 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/13/2016 Movement EBL Lane Configurations ) Traffic Volume (veh/h) 19 Future Volume (veh/h) 19 Number 5 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Adj Sat Flow, veh/h/ln 1900 Adj Flow Rate, veh/h 21 Adj No. of Lanes 1 Peak Hour Factor 0.91 Percent Heavy Veh, % 0 Cap, veh/h 37 Arrive On Green 0.02 Rat Flnw veh/h isin Grp Volume(v), veh/h 21 Grp Sat Flow(s),veh/h/In 1810 Q Serve(g_s), s 0.5 Cycle Q Clear(g_c), s 0.5 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 37 V/C Ratio(X) 0.57 Avail Cap(c_a), veh/h 992 HCM Platoon Ratio 1.00 Upstream Filter(l) 1.00 Uniform Delay (d), s/veh 22.1 lncr Delay (d2), s/veh 17.9 Initial Q Delay(d3),s/veh 0.0 %lie Back0fQ(50%),veh/In 0.4 LnGrp Delay(d),s/veh 40.0 LnGrp LOS D Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer 1 Assigned Phs 1 Phs Duration (G+Y+Rc), s 5.9 Change Period (Y+Rc), s 4.0 Max Green Setting (Gmax), s 20.0 Max Q Clear Time (g_c+I1), s 3.2 Green Ext Time (p_c), s 0.1 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers C EBT EBR WBL 44 r ) 356 184 45 356 184 45 2 12 1 0 0 0 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 391 202 49 1 1 1 0.91 0.91 0.91 0 0 0 629 534 73 0.33 0.33 0.04 ignn IRIS 1F11/1 391 202 49 1900 1615 1810 7.9 4.4 1.2 7.9 4.4 1.2 1.00 1.00 629 534 73 0.62 0.38 0.67 1041 885 793 1.00 1.00 1.00 1.00 1.00 1.00 12.9 11.7 21.6 1.4 0.6 13.9 0.0 0.0 0.0 4.4 2.0 0.9 14.3 12.3 35.5 B B D 614 14.5 2 3 4 2 3 4 21.1 7.1 11.6 6.0 4.0 6.0 25.0 20.0 28.0 9.9 4.2 5.0 5.2 0.3 1.6 17.6 k ` 4 \ t \I*i WBT WBR NBL NBT NBR SBL SBT ft+ 'j 1+ li 14 209 12 82 60 12 40 121 209 12 82 60 12 40 121 6 16 3 8 18 7 4 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1900 1900 1900 1900 230 13 90 66 13 44 133 2 0 1 1 0 1 1 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0 0 0 0 0 0 0 1220 69 121 235 46 68 234 0.35 0.35 0.07 0.15 0.15 0.04 0.12 MTh 195 'Min 1MR !Ina 1R1n 19nn 119 124 90 0 79 44 133 1805 1866 1810 0 1846 1810 1900 2.1 2.1 2.2 0.0 1.7 1.1 3.0 2.1 2.1 2.2 0.0 1.7 1.1 3.0 0.10 1.00 0.16 1.00 634 655 121 0 282 68 234 0.19 0.19 0.74 0.00 0.28 0.65 0.57 989 1022 793 0 1133 793 1166 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 10.3 10.3 20.9 0.0 17.1 21.7 18.9 0.2 0.2 11.9 0.0 0.8 13.9 3.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 1.1 1.5 0.0 0.9 0.8 1.8 10.5 10.5 32.8 0.0 17.9 35.5 21.9 B B C B D C B 292 169 184 14.7 25.8 25.0 5 6 7 8 5 6 7 8 4.9 22.0 5.7 13.0 4.0 6.0 4.0 6.0 25.0 25.0 20.0 28.0 2.5 4.1 3.1 3.7 0.0 6.0 0.1 1.6 4/ SBR r 6 6 14 0 1.00 1.00 1900 7 1 0.91 0 198 0.12 1811 7 1611 0.2 0.2 1.00 198 0.04 989 1.00 1.00 17.6 0.1 0.0 0.1 17.7 Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary 3: Bowdish Rd & 32nd Ave 2030 PM W-O PROJ 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 9 1+ 1+ 4+ 4+ Traffic Volume (veh/h) 18 510 67 103 328 57 25 101 91 161 24 Future Volume (veh/h) 18 510 67 103 328 57 25 101 91 45 161 24 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1883 1900 1900 1884 1900 1900 1891 1900 1900 1887 1900 Adj Flow Rate, veh/h 19 548 72 111 353 61 27 109 98 48 173 26 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 0 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 1 1 0 1 1 1 1 1 1 1 1 Cap, veh/h 489 698 92 369 743 128 106 202 163 138 308 42 Arrive On Green 0.01 0.43 0.43 0.06 0.47 0.47 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow, veh/h 1810 1631 214 1810 1566 271 107 893 720 221 1358 186 Grp Volume(v), veh/h 19 0 620 111 0 414 234 0 0 247 0 0 Grp Sat Flow(s),veh/h/ln 1810 0 1846 1810 0 1836 1720 0 0 1765 0 0 Q Serve(g_s), s 0.3 0.0 14.2 1.6 0.0 7.5 0.0 0.0 0.0 0.1 0.0 0.0 Cycle Q Clear(g_c), s 0.3 0.0 14.2 1.6 0.0 7.5 5.8 0.0 0.0 5.8 0.0 0.0 Prop In Lane 1.00 0.12 1.00 0.15 0.12 0.42 0.19 0.11 Lane Grp Cap(c), veh/h 489 0 789 369 0 871 472 0 0 487 0 0 V/C Ratio(X) 0.04 0.00 0.79 0.30 0.00 0.48 0.50 0.00 0.00 0.51 0.00 0.00 Avail Cap(c_a), veh/h 1145 0 901 940 0 897 905 0 0 923 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.0 0.0 12.1 9.2 0.0 8.8 16.9 0.0 0.0 17.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 4.5 0.5 0.0 0.6 1.2 0.0 0.0 1.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 8.1 0.8 0.0 3.9 2.9 0.0 0.0 3.1 0.0 0.0 LnGrp Delay(d),s/veh 8.1 0.0 16.7 9.6 0.0 9.3 18.1 0.0 0.0 18.1 0.0 0.0 LnGrp LOS A B A A Approach Vol, veh/h 639 525 234 247 Approach Delay, s/veh 16.4 9.4 18.1 18.1 Approach LOS B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.0 26.0 16.1 4.7 28.3 16.1 Change Period (Y+R c), s 4.0 5.0 5.0 4.0 5.0 5.0 Max Green Setting (Gmax), s 18.5 24.0 24.0 18.5 24.0 24.0 Max Q Clear Time (g_c+11 s 3.6 16.2 7.E 2.3 9.5 7.8 Green Ext Time (p_c), s 0.2 4.8 3.7 0.0 7.6 3.7 Intersection Summary HCM 2010 Ctrl Delay 14.7 H CM 2010 LOS Painted Hills PRD Synchro 9 Report Whipple Consulting Engineers Page 6 HCM 2010 Signalized Intersection Summary 2030 PM W-O PROJ 4: Bowdish Rd & Dishman-Mica Rd 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations "i To +To Traffic Volume (veh/h) 12 270 132 28 189 29 57 97 16 14 139 6 Future Volume (veh/h) 12 270 132 28 189 29 57 97 16 14 139 6 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1900 1900 1827 1884 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 13 284 139 29 199 31 60 102 17 15 146 6 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 0 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 4 1 1 Can. veh/h 25 455 223 49 624 97 196 186 26 126 343 11n Arrive On Green 0.01 0.38 0.38 0.03 0.39 0.39 _ _ 0.19 _ _ 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1810 1206 590 1740 1592 248 327 972 136 84 1786 1615 Grp Volume(v), veh/h 13 0 423 29 0 230 179 0 0 161 0 6 Grp Sat Flow(s),veh/h/In 1810 0 1796 1740 0 1840 1434 0 0 1871 0 1615 Q Serve(g_s), s 0.3 0.0 6.9 0.6 0.0 3.1 1.8 0.0 0.0 0.0 0.0 0.1 Cycle Q Clear(g_c), s 0.3 0.0 6.9 0.6 0.0 3.1 4.5 0.0 0.0 2.7 0.0 0.1 Prop In Lane 1.00 0.33 1.00 0.13 0.34 0.09 0.09 1.00 Lane Grp Cap(c), veh/h 25 0 678 49 0 721 409 0 0 468 0 310 V/C Ratio(X) 0.53 0.00 0.62 0.60 0.00 0.32 0.44 0.00 0.00 0.34 0.00 0.02 Avail Cap(c_a), veh/h 754 0 1247 1208 0 1227 812 0 0 928 0 718 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.6 0.0 9.1 17.3 0.0 7.6 13.5 0.0 0.0 12.8 0.0 11.8 'nor Delay (d2), s/veh 23.0 0.0 1.3 15.5 0.0 0.4 1.1 0.0 0.0 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 0.3 0.0 3.7 0.5 0.0 1.6 1.8 0.0 0.0 1.5 0.0 0.1 LnGrp Delay(d),s/veh 40.7 0.0 10.5 32.8 0.0 8.0 14.5 0.0 0.0 13.5 0.0 11.E LnGrp LOS D B C A Approach Vol, veh/h 436 259 179 167 Approach Delay, s/veh 11.4 10.7 14.5 13.4 Approach LOS B B B B Timer 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.0 19.1 11.9 4.5 19.6 11.9 Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0 Max Green Setting (Gmax), s zo.0 1b.0 1b.0 1b.0 14.0 1b.0 Max Q Clear Time (g_c+11), s 2.6 8.9 4.7 2.3 5.1 6.5 Green Ext Time (p_c), s 0.1 4.7 2.0 0.0 5.0 1.8 Intersection Summary HCM 2010 Ctrl Delay 12.1 HCM 2010 LOS B Painted Hills PRD Synchro 9 Report Whipple Consulting Engineers Page 8 HCM 2010 TWSC 2030 PM W-O PROJ 9: Dishman-Mica Rd & Thorpe Rd 9/12/2016 Intersection AIL Int Delay, s/veh 3.2 ovenTerif WBL WBR NBT NBR SBL SBT Lane Configurations 4 Traffic Vol, veh/h 22 74 160 12 97 210 Future Vol, veh/h 22 74 160 12 97 210 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 0 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % Mvmt Flow 0 24 2 81 1 176 0 13 1 107 1 231 Major/Minor Minorl Majorl Major2 Conflicting Flow All 626 182 0 0 189 0 Stage 1 182 Stage 2 444 Critical Hdwy 6.4 6.22 4.11 Critical Hdwy Stg 1 5.4 Critical Hdwy Stg 2 5.4 Follow-up Hdwy 3.5 3.318 2.209 Pot Cap-1 Maneuver 451 861 1391 Stage 1 854 Stage 2 651 Platoon blocked, % Mov Cap-1 Maneuver 411 861 1391 Mov Cap-2 Maneuver 411 Stage 1 854 Stage 2 594 Approach WB NB SB HCM Control Delay, s 11.2 0 2.5 HCM LOS Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 688 1391 HCM Lane V/C Ratio - 0.153 0.077 HCM Control Delay (s) - 11.2 7.8 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) - 0.5 0.2 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 10 HCM 2010 TWSC 2030 PM W-O PROJ 11: Pines Rd & 16th Ave 9/12/2016 Intersection 46. Int Delay, s/veh 49.8 EBL EBT EBR WBL WBT WBR Lane Configurations 1%* Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop Stop Stop - None 0 0 Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 1 0 0 0 0 0 0 0 0 0 3 Mvmt Flow 0 397 62 86 185 0 27 0 212 0 262 13C Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 0 0 459 0 0 981 785 428 891 816 185 Stage 1 428 428 357 357 Stage 2 Critical Hdwy Critical Hdwy Stg 1 4.1 553 7.1 6.1 357 6.5 5.5 6.2 534 7.1 6.1 459 6.5 5.5 - 6.23 - Critical Hdwy Stg 2 6.1 5.5 6.1 5.5 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 0 0 2.2 1113 0 0 3.5 231 609 4 327 588 3.3 631 3.5 265 665 4 314 632 3.327 855 Stage 2 0 0 521 632 534 570 Platoon blocked, % Mov Cap-1 Maneuver 1113 38 299 631 164 287 855 Mov Cap-2 Maneuver 38 299 164 287 Stage 1 609 588 665 578 Stage 2 220 578 355 570 NBL NBT NBR SBL SBT SBR 4 0 369 58 80 172 0 25 0 197 0 244 121 0 369 58 80 172 0 25 0 197 0 244 121 0 0 0 0 0 0 0 0 0 0 0 0 Approach EB WB NB SB HCM Control Delay, s 0 2.7 116.7 99.9 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) 229 - 1113 - 368 HCM Lane V/C Ratio 1.042 - 0.077 - 1.067 HCM Control Delay (s) 116.7 - 8.5 0 99.9 HCM Lane LOS F A A F HCM 95th %tile Q(veh) 10.1 - 0.3 - 13.8 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 11 HCM Signalized Intersection Capacity Analysis 2030 PM W-O PROJ IMP 11: Pines Rd & 16th Ave 9/13/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations 441+ 44 ¶ Traffic Volume (vph) 0 369 58 80 172 0 25 0 Future Volume (vph) 0 369 58 80 172 0 25 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.5 Lane Util. Factor 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 Frt 0.98 1.00 1.00 Flt Protected 1.00 0.98 0.95 Satd. Flow (prot) 3507 1870 1805 Fit Permitted 1.00 0.47 0.95 Satd. Flow (perm) 3507 900 1805 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 397 62 86 185 0 27 0 RTOR Reduction (vph) 0 10 0 0 0 0 0 0 Lane Group Flow (vph) 0 449 0 0 271 0 27 0 Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 0% 1% 0% 0% 0% 0% 0% 0% Turn Type NA Perm NA Prot Protected Phases 18 3 8 14 4! 15 Permitted Phases 14 4! Actuated Green, G (s) 35.0 48.3 10.5 Effective Green, g (s) 35.0 48.3 10.5 Actuated g/C Ratio 0.29 0.40 0.09 Clearance Time (s) 4.5 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 1006 356 155 v/s Ratio Prot 0.13 c0.01 v/s Ratio Perm c0.30 v/c Ratio 0.45 0.76 0.17 Uniform Delay, dl 35.6 31.9 51.7 Progression Factor 1.00 0.41 1.00 Incremental Delay, d2 0.1 7.5 0.5 Delay (s) 35.7 20.5 52.3 . Level of Service D C D Approach Delay (s) 35.7 20.5 52.0 Approach LOS Intersection Summary HCM 2000 Control Delay 35.2 HCM 2000 Level of Service HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 122.0 Sum of lost time (s) Intersection Capacity Utilization 57.1% ICU Level of Service Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group NBR SBL SBT SBR r t r 197 0 244 121 197 0 244 121 1900 1900 1900 1900 4.5 4.5 4.5 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 0.85 1.00 1.00 1.00 1615 1900 1568 1.00 1.00 1.00 1615 1900 1568 0.93 0.93 0.93 0.93 212 0 262 130 194 0 0 90 18 0 262 40 0% 0% 0% 3% Prot NA Perm 15 6! 6 10.5 37.5 37.5 10.5 37.5 37.5 0.09 0.31 0.31 4.5 4.5 4.5 3.0 3.0 3.0 138 584 481 0.01 c0.14 0.03 0.13 0.45 0.08 51.5 33.9 30.0 1.00 0.4 52.0 1.00 1.00 2.5 0.3 36.4 30.4 D D C 34.4 D 24.0 B Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary 2030 PM W-O PROJ 12: Hwy 27 & 16th Ave Movement EBL Lane Configurations Traffic Volume (veh/h) 197 Future Volume (veh/h) 197 Number 3 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Adj Sat Flow, veh/h/In 1900 Adj Flow Rate, veh/h 219 Adj No. of Lanes 0 Peak Hour Factor 0.90 Percent Heavy Veh, % 2 Cap, veh/h 255 Arrive On Green 0.35 Sat Flow, veh/h 726 Grp Volume(v), veh/h 553 Grp Sat Flow(s),veh/h/In 1834 Q Serve(g_s), s 23.6 Cycle Q Clear(g_c), s 23.6 Prop In Lane 0.40 Lane Grp Cap(c), veh/h 643 V/C Ratio(X) 0.86 Avail Cap(c_a), veh/h 1088 HCM Platoon Ratio 1.00 Upstream Filter(l) 1.00 Uniform Delay (d), s/veh 25.4 lncr Delay (d2), s/veh 3.7 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/In 12.5 LnGrp Delay(d),s/veh 29.1 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS rimer 1 Assigned Phs 1 Phs Duration (G+Y+Rc), s 7.6 Change Period (Y+Rc), s 5.0 Max Green Setting (Gmax), s 30.0 Max Q Clear Time (g_c+11), s 3.4 Green Ext Time (p_c), s 0.0 4— 4 EBT EBR WBL WBT WBR 4 r 4 r 301 67 15 224 7 301 67 15 224 7 8 18 7 4 14 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1870 1900 1900 1882 1900 334 74 17 249 0 1 1 0 1 1 0.90 0.90 0.90 0.90 0.90 2 0 1 1 0 389 567 21 307 282 0.35 0.35 0.17 0.17 0.00 1108 1615 120 1756 1615 0 74 266 0 0 0 1615 1876 0 1615 0.0 2.6 11.5 0.0 0.0 0.0 2.6 11.5 0.0 0.0 1.00 0.06 1.00 0 567 328 0 282 0.00 0.13 0.81 0.00 0.00 0 958 668 0 575 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.0 18.6 33.4 0.0 0.0 0.0 0.1 4.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 6.3 0.0 0.0 0.0 18.7 38.2 0.0 0.0 B D 627 266 27.9 38.2 C D 2 3 4 5 6 2 4 5 6 22.4 19.7 11.6 18.4 5.0 5.0 5.0 5.0 30.0 30.0 30.0 30.0 11.1 13.5 6.9 9.9 3.4 1.3 0.2 3.4 32.8 9/12/2016 4\ NBL NBT NBR SBL SBT SBR '9 0 '9 ft. 28 316 11 97 391 0 28 316 11 97 391 0 1 6 16 5 2 12 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1862 1900 1900 1900 1900 31 351 12 108 434 0 1 2 0 1 2 0 0.90 0.90 0.90 0.90 0.90 0.90 0 1 1 55 553 19 142 745 0 0.03 0.16 0.16 0.08 0.21 0.00 1810 3490 119 1810 3705 0 31 177 186 108 434 1810 1769 1841 1810 1805 0 1.4 7.9 7.9 4.9 9.1 0.0 1.4 7.9 7.9 4.9 9.1 0.0 1.00 0.06 1.00 0.00 55 280 292 142 745 0 0.56 0.63 0.64 0.76 0.58 0.00 644 630 655 644 1285 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 40.3 33.2 33.2 38.0 30.2 0.0 8.5 1.8 1.7 8.1 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 4.0 4.2 2.8 4.5 0.0 48.8 34.9 34.9 46.2 30.4 0.0 D C C D C 394 542 36.0 33.6 D C 7 8 8 34.6 5.0 50.0 25.6 3.9 Intersection SuMrlirmilliffift. HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 13 HCM Signalized Intersection Capacity Analysis 2030 PM W-O PROJ IMP 12: Hwy 27 & 16th Ave 9/13/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '1 4 r 4 r ) tt r ) ti Traffic Volume (vph) 197 Future Volume (vph) 197 Ideal Flow (vphpl) 1900 Total Lost time (s) 5.0 Lane Util. Factor 0.95 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 1.00 Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) 0.95 1698 0.95 1698 Peak-hour factor, PHF 0.90 Adj. Flow (vph) RTOR Reduction (vph) 0 Lane Group Flow (vph) 197 Confl. Bikes (#/hr) Heavy Vehicles (%) 1% Turn Type Prot Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) 702 v/s Ratio Prot 0.12 v/s Ratio Perm v/c Ratio 0.28 219 316 15! 8 50.5 50.5 0.41 Uniform Delay, dl Progression Factor ncremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary 23.7 0.32 0.2 7.8 A HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) ! Phase conflict between lane aroups. 301 67 15 224 7 28 316 11 97 391 0 301 67 15 224 7 28 316 11 97 391 0 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 5.0 5.0 5.0 5.0 5.0 4.5 4.5 4.5 4.5 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1765 1593 1876 1615 1805 3574 1214 1805 3610 0.00 1.00 0.96 1.00 0.95 1.00 1.00 0.95 1.00 0 1593 1813 1615 1805 3574 1214 1805 3610 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 334 74 17 249 8 31 351 12 108 434 0 43 0 0 6 0 0 10 0 0 0 356 31 0 266 2 31 351 2 108 434 0 3 2% 0% 0% 1% 0% 0% 1% 33% 0% 0% 0% NA custom Perm NA Prot Prot NA Perm Prot NA 17 15 50.5 817 50.5 4! 4! 5! 4 35.0 35.0 4.7 2! 20.5 2 20.5 1! 39.5 6! 37.5 50.5 50.5 35.0 35.0 4.7 20.5 20.5 39.5 37.5 0.41 0.41 0.29 0.29 0.04 0.17 0.17 0.32 0.31 5.0 5.0 5.0 4.5 4.5 4.5 4.5 1.9 1.9 3.0 3.0 3.0 3.0 3.0 730 c0.20 0.49 659 0.02 0.05 520 463 69 0.00 0.02 0.15 0.51 0.00 0.45 600 c0.10 0.58 203 0.00 0.01 584 0.06 0.18 1109 c0.12 0.39 26.3 21.4 36.4 31.1 57.4 46.8 42.3 29.7 33.3 0.37 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.3 0.0 0.4 0.0 4.6 1.5 0.0 0.7 1.0 10.0 0.0 36.7 31.1 62.0 48.3 42.3 30.4 34.3 B A D C E D D C C 8.1 A 36.5 49.2 33.5 28.7 HCM 2000 Level of Service C 0.52 122.0 59.7% 15 Sum of lost time (s) ICU Level of Service 24.0 B c Critical Lane Group Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 2 HCM 2010 Signalized Intersection Summary 2030 PM W-O PROJ 13: Pines Rd & 32nd Ave 9/12/2016 -110. Nir 41/4 t P Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h Cap (c), V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh In . itial Q Delay(d3),s/veh %ile Back0fQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 'imer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Infarseetton Summary HCM 2010 Ctrl Delay HCM 2010 LOS '1 Ti '1 1+ '1 Ti 11 TO 39 541 51 88 408 46 54 60 57 64 99 34 39 541 51 88 408 46 54 60 57 64 99 34 1 6 16 5 2 12 7 4 14 3 8 18 0 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1883 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 50 694 65 113 523 59 69 77 73 82 127 44 1 1 0 1 1 0 1 1 0 1 1 0 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0 1 1 0 0 0 0 0 0 0 0 0 388 772 72 285 814 92 261 121 115 277 194 67 0.04 0.46 0.46 0.07 0.49 0.49 0.05 0.14 0.14 0.06 0.14 0.14 1810 1696 159 1810 1677 189 1810 898 852 1810 1350 468 50 0 759 113 0 582 69 0 150 82 0 171 1810 0 1855 1810 0 1867 1810 0 1750 1810 0 1817 1.0 0.0 24.9 2.1 0.0 15.4 2.1 0.0 5.3 2.5 0.0 5.9 1.0 0.0 24.9 2.1 0.0 15.4 2.1 0.0 5.3 2.5 0.0 5.9 1.00 0.09 1.00 0.10 1.00 0.49 1.00 0.26 388 0 844 285 0 905 261 0 237 277 0 262 0.13 0.00 0.90 0.40 0.00 0.64 0.26 0.00 0.63 0.30 0.00 0.65 871 0 844 714 0 905 726 0 584 726 0 607 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 10.2 0.0 16.6 13.6 0.0 12.7 23.2 0.0 27.0 22.9 0.0 26.7 0.1 0.0 14.4 0.9 0.0 3.5 0.5 0.0 4.0 0.6 0.0 3.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0. 0 0.5 0.0 16.0 1.1 0.0 8.6 1.1 0.0 2.8 1.3 0.0 3.2 10.4 0.0 31.0 14.5 0.0 16.2 23.7 0.0 30.9 23.5 0.0 30.5 B C B B C C C C 809 695 219 253 29.7 15.9 28.6 28.2 C B C C 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 6.9 37.0 8.1 13.9 8.9 35.0 7.5 14.5 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 20.0 30.0 20.0 22.0 20.0 30.0 20.0 22.0 3.0 17.4 4.5 7.3 4.1 26.9 4.1 7.9 0.1 10.0 0.1 2.1 0.2 2.7 0.1 2.1 24.6 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 15 HCM 2010 TWSC 2030 PM W-O PROJ 18: Madison Rd & Thorpe Rd 9/12/2016 Intersection at Int Delay, s/veh 3.8 MOVeiharlEr. EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 28 28 4. 0 0 63 63 0 0 4 0 0 0 0 34 34 4 48 48 0 0 0 0 4 103 103 31 31 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Stop - 86 5 Stop Stop - None 0 0 86 86 0 0 Stop - 86 0 Stop Stop - None 0 0 86 86 0 0 Free - 86 0 Free Free - None 0 0 86 86 0 0 Free - 86 0 Free Free - None 0 0 86 86 0 0 Mvmt Flow 33 0 73 0 0 0 40 56 0 0 120 36 Major/Minor Minor2 Minor/ Major/ Major2 Conflicting Flow All 273 273 138 309 291 56 156 0 0 56 0 0 Stage 1 138 138 135 135 Stage 2 135 135 174 156 Critical Hdwy 7.15 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Hdwy Stg 1 6.15 5.5 6.1 5.5 Critical Hdwy Stg 2 6.15 5.5 6.1 5.5 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 3.545 673 858 4 637 786 3.3 916 3.5 647 873 4 623 789 3.3 1016 - 2.2 1436 2.2 1562 Stage 2 861 789 833 772 Platoon blocked, % Mov Cap-1 Maneuver 658 619 916 582 605 1016 1436 1562 Mov Cap-2 Maneuver 658 619 582 605 Stage 1 833 786 848 766 Stage 2 836 766 766 772 Approach EB WB NB SB HCM Control Delay, s 10.1 0 3.1 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1436 - 817 - 1562 HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS 0.028 7.6 A 0 A - 0.13 - 10.1 0 0 B A A HCM 95th %tile Q(veh) 0.1 - 0.4 0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 20 HCM 2010 Signalized Intersection Summary 2030 PM W-O PROJ 19: Hwy 27 & 32nd Ave 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '5 11+ '1 1+ ) +1+ '5 +1+ Traffic Volume (veh/h) 93 358 216 191 371 53 143 203 126 58 272 74 Future Volume (veh/h) 93 358 216 191 371 53 143 203 126 58 272 74 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1877 1900 1881 1884 1900 1900 1824 1900 1900 1885 1900 Adj Flow Rate, veh/h 109 421 254 225 436 62 168 239 148 68 320 87 Adj No. of Lanes 1 2 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 2 2 1 1 1 0 3 3 0 1 1 Cap, veh/h 143 643 384 272 600 85 213 520 310 90 506 136 Arrive On Green 0.08 0.30 0.30 0.15 0.37 0.37 0.12 0.25 0.25 0.05 0.18 0.18 Sat Flnw vph/h 1Rin 91t1Q 12Ra 17Q9 1R1,1 99Q 1Rin 9rIgn 1947 1810 2796 748 Grp Volume(v), veh/h 109 349 326 225 0 498 168 197 190 68 203 204 Grp Sat Flow(s),veh/h/In 1810 1783 1650 1792 0 1843 1810 1733 1604 1810 1791 1753 Q Serve(g_s), s 4.7 13.6 13.8 9.7 0.0 18.6 7.2 7.7 8.1 3.0 8.4 8.6 Cycle Q Clear(g_c), s 4.7 13.6 13.8 9.7 0.0 18.6 7.2 7.7 8.1 3.0 8.4 8.6 Prop In Lane 1.00 0.78 1.00 0.12 1.00 0.78 1.00 0.43 Lane Grp Cap(c), veh/h 143 533 494 272 0 686 213 431 399 90 324 317 V/C Ratio(X) 0.76 0.65 0.66 0.83 0.00 0.73 0.79 0.46 0.48 0.76 0.63 0.64 Avail Cap(c_a), veh/h 566 892 826 560 0 922 679 867 803 679 896 877 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.1 24.4 24.5 32.9 0.0 21.6 34.3 25.4 25.6 37.5 30.2 30.3 lncr Delay (d2), s/veh 8.0 1.4 1.5 6.3 0.0 1.9 6.5 0.6 0.7 12.0 1.7 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.7 6.9 6.5 5.3 0.0 9.8 4.0 3.7 3.7 1.8 4.3 4.3 LnGrp Delay(d),s/veh 44.1 25.8 26.0 39.1 0.0 23.5 40.8 26.0 26.2 49.5 31.9 32.2 LnGrp LOS D C C D C D C C D C C Approach Vol, veh/h 784 723 555 475 Approach Delay, s/veh 28.4 28.4 30.6 34.6 Approach LOS T mer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.5 25.4 16.7 28.4 14.9 20.0 10.8 34.2 Change Period (Y+Rc), s 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 Max Green Setting (Gmax), s 30.0 40.0 25.0 40.0 30.0 40.0 25.0 40.0 Max Q Clear Time (g_c+11), s 5.0 10.1 11.7 15.8 9.2 10.6 6.7 20.6 Green Ext Time (p_c), s 0.1 3.9 0.5 8.1 0.4 3.9 0.2 7.4 Intersection Surnniary HCM 2010 Ctrl Delay 30.0 HCM 2010 LOS Painted Hills PRD Synchro 9 Report Whipple Consulting Engineers Page 22 HCM 2010 TWSC 20: 32nd Ave & Evergreen Rd 2030 PM W-O PROJ 9/12/2016 Intersection Int Delay, s/veh 6.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sinn nnntrnl 'I 218 218 0 PrpP I* 420 420 0 PrfaP 0 0 0 Prinfa 0 0 0 FrPP 4. 416 416 0 FrPP 12 12 0 FrPP 0 0 0 Stnn 4* 0 0 0 Stnn 0 0 1 Stnn '9 18 18 0 Stnn 1. 0 0 0 Stnn 220 220 0 Stnn RT Channelized - None - None - None - None Storage Length Veh in Median Storage, # Grade, % 100 0 0 0 0 0 0 0 0 0 Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 1 1 0 0 0 0 0 0 0 33 0 22 Mvmt Flow 276 532 0 0 527 15 0 0 0 23 0 278 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 542 0 0 532 0 0 1757 1626 533 1619 1618 534 Stage 1 1084 1084 534 534 Stage 2 Critical Hdwy Critical Hdwy Stg 1 4.11 4.1 673 7.1 6.1 542 6.5 5.5 6.2 1085 7.43 6.43 1084 6.5 5.5 - 6.42 - Critical Hdwy Stg 2 6.1 5.5 6.43 5.5 Follow-up Hdwy 2.209 2.2 3.5 4 3.3 3.797 4 3.498 Pot Cap-1 Maneuver 1032 1046 67 103 551 70 104 509 Stage 1 265 296 478 528 Stage 2 448 523 229 296 Platoon blocked, % Mov Cap-1 Maneuver 1032 1045 24 75 550 55 76 509 Mov Cap-2 Maneuver Stage 1 Stage 2 24 194 203 75 217 523 55 350 168 76 528 217 Approach HCM Control Delay, s 3.3 27.1 HCM LOS A D 1 EB WB NB SB Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) - 1032 - - 1045 - - 55 509 HCM Lane V/C Ratio HCM Control Delay (s) 0 9.8 0 - 110.6 20.3 HCM Lane LOS A A A F C HCM 95th %tile Q(veh) - 1.1 0 - 1.5 3.3 - 0.267 - 0.414 0.547 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 23 HCM 2010 TWSC 2030 PM W-O PROJ 21: Sullivan Rd & 32nd Ave 9/12/2016 Intersection Int Delay, s/veh 5.2 Movement EBL EBR NBL NBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h l'ir 297 297 18 18 25 25 4 57 57 Conflicting Peds, #/hr 0 0 1 0 Sign Control Stop Stop Free Free RT Channelized None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 Peak Hour Factor 91 91 91 91 Heavy Vehicles, % Mvmt Flow 2 326 0 20 0 27 2 63 Major/Minor Minor2 Major/ Conflicting Flow All 233 115 115 0 Stage 1 115 Stage 2 Critical Hdwy Critical Hdwy Stg 1 118 6.42 5.42 6.2 4.1 Critical Hdwy Stg 2 5.42 Follow-up Hdwy 3.518 3.3 2.2 Pot Cap-1 Maneuver 755 943 1487 Stage 1 910 Stage 2 907 Platoon blocked, % Mov Cap-1 Maneuver 739 942 1487 Mov Cap-2 Maneuver 739 Stage 1 909 Stage 2 889 SBT SBR + r 104 369 104 369 0 0 Free Free - None - 175 0 0 91 91 0 114 0 405 Major2 0 Approach EB NB SB HCM Control Delay, s 13.9 2.3 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1487 - 748 HCM Lane V/C Ratio 0.018 - 0.463 HCM Control Delay (s) 7.5 0 13.9 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.1 - 2.5 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 24 YEAR 2030 LEVEL OF SERVICE CALCULATIONS WITH PROJECT HCM 2010 Signalized Intersection Summary 1: University Rd & 32nd Ave 2030 AM W- PROJ 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41+ 41 ' ft+ ) ft+ Traffic Volume (veh/h) 5 155 7 38 545 139 22 100 71 73 63 5 Future Volume (veh/h) 5 155 7 38 545 139 22 100 71 73 63 5 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial u (ub), ven u u 0 u u 0 u u 0 u 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1869 1900 1900 1883 1900 1900 1877 1900 1759 1834 1900 Adj Flow Rate, veh/h 5 168 8 41 592 151 24 109 77 79 68 5 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 0 0 0 0 0 0 8 2 2 Cap, veh/h 97 1500 70 131 1206 299 42 347 226 101 677 49 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.02 0.17 0.17 0.06 0.21 0.21 Sat Flow, veh/h 22 3328 156 90 2676 664 1810 2061 1344 1675 3295 240 Grp Volume(v), veh/h 95 0 86 421 0 363 24 93 93 79 36 37 Grp Sat Flow(s),veh/h/ln 1833 0 1673 1833 0 1596 1810 1783 1622 1675 1743 1792 ,, Q Serve(g_s), s 0.0 0.0 1.3 0.0 0.0 7.1 0.6 2.0 2.2 2.0 0.7 0.7 Cycle Q Clear(g_c), s 1.3 0.0 1.3 6.9 0.0 7.1 0.6 2.0 2.2 2.0 0.7 0.7 Prop In Lane 0.05 0.09 0.10 0.42 1.00 0.83 1.00 0.13 Lane Grp Cap(c), veh/h 913 0 754 917 0 719 42 300 273 101 358 368 V/C Ratio(X) 0.10 0.00 0.11 0.46 0.00 0.50 0.57 0.31 0.34 0.78 0.10 0.10 Avail Cap(c_a), veh/h 1321 0 1150 1340 0 1097 830 1226 1116 768 1198 1232 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.9 0.0 6.9 8.5 0.0 8.5 21.1 15.9 16.0 20.2 14.1 14.1 lncr Delay (d2), s/veh 0.1 0.0 0.1 0.8 0.0 1.2 16.4 1.2 1.6 17.1 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.6 3.7 0.0 3.3 0.5 1.1 1.1 1.4 0.4 0.4 LnGrp Delay(d),s/veh 7.0 0.0 7.1 9.2 0.0 9.7 37.5 17.2 17.6 37.3 14.3 14.3 LnGrp LOS A A A A D B B D B B Approach Vol, veh/h 181 784 210 152 Approach Delay, s/veh 7.1 9.5 19.7 26.3 Approach LOS A A B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.7 5.0 14.0 24.7 6.6 12.3 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 30.0 20.0 30.0 30.0 20.0 30.0 Max Q Clear Time (g_c+11), s 3.3 2.6 2.7 9.1 4.0 4.2 Green Ext Time (p_c), s 12.2 0.0 2.8 10.6 0.2 2.7 Intersection Summary HCM 2010 Ctrl Delay 12.7 HCM 2010 LOS Painted Hills PRD Synchro 9 - Report Whipple Consulting Engineers Page 1 HCM 2010 Signalized Intersection Summary 2030 AM W- PROJ 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/12/2016 Movement 4-4.. 4\ \* 4, 4' EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor r 1.0 1 r 1 185 41 12 566 35 251 112 26 185 41 12 566 35 251 112 26 2 12 1 6 16 3 8 18 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1776 1900 1900 1859 1900 1900 1885 1900 203 45 13 622 38 276 123 29 1 1 1 2 0 1 1 0 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 7 0 0 2 2 0 1 1 552 502 24 1092 67 363 342 81 0.31 0.31 0.01 0.32 0.32 0.20 0.23 0.23 1776 1615 1810 3381 206 1610 1475 UR 203 45 13 324 336 276 0 152 1776 1615 1810 1766 1822 1810 0 1823 4.2 0.9 0.3 7.3 7.3 6.9 0.0 3.3 4.2 0.9 0.3 7.3 7.3 6.9 0.0 3.3 1.00 1.00 0.11 1.00 0.19 552 502 24 570 588 363 0 423 0.37 0.09 0.54 0.57 0.57 0.76 0.00 0.36 930 846 758 925 954 758 0 1069 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 12.8 11.7 23.4 13.4 13.4 18.0 0.0 15.4 0.6 0.1 24.4 1.3 1.2 4.6 0.0 0.7 0.0 0. 0 0.0 0.0 0.0 0.0 0.0 0.0 2.2 0.4 0.3 3.7 3.8 3.8 0.0 1.7 13.4 11.8 47.8 14.7 14.7 22.6 0.0 16.1 B B D B B C B 249 673 428 13.3 15.3 20.3 B B C 2 3 4 5 6 7 8 2 3 4 5 6 7 8 20.8 13.6 8.7 4.1 21.4 5.2 17.1 6.0 4.0 6.0 4.0 6.0 4.0 6.0 25.0 20.0 28.0 25.0 25.0 20.0 28.0 6.2 8.9 3.2 2.0 9.3 2.7 5.3 6.7 1.0 1.6 0.0 6.1 0.0 1.5 17.3 25 44 13 44 13 4 14 0 0 1.00 1.00 1.00 1810 1900 48 14 1 1 0.91 0.91 5 0 102 91 0.06 0.06 1610 1615 48 14 1810 1615 1.2 0.4 1.2 0.4 1.00 102 91 0.47 0.15 1061 947 1.00 1.00 1.00 1.00 21.8 21.4 4.7 1.1 0.0 0.0 0.7 0.2 26.5 22.5 C C 89 29.8 C 1 5 0 1.00 1.00 1900 1 1 0.91 25 7 0 1.00 1.00 1900 27 1 0.91 Percent Heavy Veh, % 0 Cap, veh/h 4 Arrive On Green 0.00 0 46 0.03 Sat Flnw vAh/h 1610 qin Grp Volume(v), veh/h 1 Grp Sat Flow(s),veh/h/In1810 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 0.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 4 V/C Ratio(X) 0.26 Avail Cap(c_a), veh/h 948 HCM Platoon Ratio 1.00 Upstream Filter(l) 1.00 Uniform Delay (d), s/veh 23.8 Incr Delay (d2), s/veh 46.0 Initial Q Delay(d3),s/veh 0.0 %ile Back0fQ(50%),veh/InD.1 LnGrp Delay(d),s/veh 69.8 LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 27 rimer 1 Assigned Phs 1 Phs Duration (G+Y+Rc), s4.6 Change Period (Y+Rc), s 4.0 Max Green Setting (Gma2p.€1 Max Q Clear Time (g_c+I1,3,1 Green Ext Time (p_c), s 0.0 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 1810 0.7 0.7 1.00 46 0.59 758 1.00 1.00 23.0 16.2 0.0 0.6 39.2 D Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 2 HCM 2010 Signalized Intersection Summary 2030 AM W- PROJ 3: Bowdish Rd & 32nd Ave 9/12/2016 41- 4 4\ 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1+ 1+ 4 0 40 Traffic Volume (veh/h) 60 493 41 30 326 14 66 65 39 88 134 108 Future Volume (veh/h) 60 493 41 30 326 14 66 65 39 88 134 108 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1849 1900 1900 1820 1900 1900 1857 1900 1900 1886 1900 Adj Flow Rate, veh/h 68 560 47 34 370 16 75 74 44 100 152 123 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 3 3 0 4 4 2 2 2 1 1 1 Cap, veh/h 429 686 58 269 676 29 232 216 104 191 236 166 Arrive On Green 0.04 0.41 0.41 0.02 0.39 0.39 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flnw vAh/h 1774 1681 141 1R10 1719 75 44R 7n9 •I41 142 779 544 Grp Volume(v), veh/h 68 0 607 34 0 386 193 0 0 375 0 0 Grp Sat Flow(s),veh/h/In1774 0 1824 1810 0 1807 1495 0 0 1658 0 0 Q Serve(g_s), s 1.2 0.0 15.6 0.6 0.0 8.8 0.0 0.0 0.0 5.6 0.0 0.0 Cycle Q Clear(g_c), s 1.2 0.0 15.6 0.6 0.0 8.8 4.8 0.0 0.0 10.5 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.04 0.39 0.23 0.27 0.33 Lane Grp Cap(c), veh/h 429 0 743 269 0 705 551 0 0 593 0 0 V/C Ratio(X) 0.16 0.00 0.82 0.13 0.00 0.55 0.35 0.00 0.00 0.63 0.00 0.00 Avail Cap(c_a), veh/h 979 0 827 861 0 820 761 0 0 829 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.7 0.0 13.9 11.4 0.0 12.5 14.3 0.0 0.0 16.3 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 6.3 0.2 0.0 0.9 0.5 0.0 0.0 1.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),vehAr0.6 0.0 9.1 0.3 0.0 4.5 2.3 0.0 0.0 5.1 0.0 0.0 LnGrp Delay(d),s/veh 9.9 0.0 20.3 11.7 0.0 13.5 14.9 0.0 0.0 17.8 0.0 0.0 LnGrp LOS A C B B B B Approach Vol, veh/h 675 420 193 375 Approach Delay, s/veh 19.2 13.3 14.9 17.8 Approach LOS B B B B rimer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.2 26.6 21.2 6.1 25.7 21.2 Change Period (Y+Rc), s 4.0 5.0 5.0 4.0 5.0 5.0 Max Green Setting (Gman.5 24.0 24.0 18.5 24.0 24.0 M ax Q Clear Time (g_c+I14,Ct 17.6 12.5 3.2 10.8 6.8 Green Ext Time (p_c), s 0.0 3.9 3.8 0.1 6.8 4.7 Intersection Summary HCM 2010 Ctrl Delay 16.9 HCM 2010 LOS B Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 3 HCM 2010 Signalized Intersection Summary 2030 AM W- PROJ 4: Bowdish Rd & Dishman-Mica Rd 9/12/2016 I . 4- k-4\ t \* 4, 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations 11 4 4 Traffic Volume (veh/h) 7 179 37 43 451 48 132 169 31 34 70 Future Volume (veh/h) 7 179 37 43 451 48 132 169 31 34 70 Number 5 2 12 1 6 16 3 8 18 7 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1860 1900 1900 1883 1900 1900 1880 1900 1900 1900 Adj Flow Rate, veh/h 8 203 42 49 512 55 150 192 35 39 80 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 0 1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, 0 2 2 0 1 1 1 1 1 0 0 Cap, veh/h 15 546 113 72 663 71 259 258 42 210 379 Arrive On Green 0.01 0.36 0.36 0.04 0.40 0.40 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1810 1496 309 1810 1672 180 528 881 144 378 1296 Grp Volume(v), veh/h 8 0 245 49 0 567 377 0 0 119 0 Grp Sat Flow(s),veh/h/In1810 0 1805 1810 0 1851 1553 0 0 1674 0 Serve(g_s), s 0.2 0.0 4.8 1.3 0.0 12.8 8.7 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 0.0 4.8 1.3 0.0 12.8 10.9 0.0 0.0 2.3 0.0 Prop In Lane 1.00 0.17 1.00 0.10 0.40 0.09 0.33 Lane Grp Cap(c), veh/h 15 0 659 72 0 734 559 0 0 589 0 V/C Ratio(X) 0.52 0.00 0.37 0.68 0.00 0.77 0.67 0.00 0.00 0.20 0.00 Avail Cap(c_a), veh/h 567 0 942 944 0 927 625 0 0 655 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 23.7 0.0 11.2 22.7 0.0 12.6 15.9 0.0 0.0 12.8 0.0 Incr Delay (d2), s/veh 34.5 0.0 0.5 14.6 0.0 3.7 2.9 0.0 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/Ir0.3 0.0 2.5 0.9 0.0 7.2 5.1 0.0 0.0 1.2 0.0 LnGrp Delay(d),s/veh 58.1 0.0 11.7 37.3 0.0 16.3 18.9 0.0 0.0 13.0 0.0 LnGrp LOS E B D B B Approach Vol, veh/h 253 616 377 128 Approach Delay, s/veh 13.1 18.0 18.9 13.0 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.9 23.0 19.0 4.4 24.5 19.0 Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0 Max Green Setting (Gma4.@ 25.0 16.0 15.0 24.0 16.0 Max Q Clear Time (g_c+I1),1 6.8 4.3 2.2 14.8 12.9 Green Ext Time (p_c), s 0.1 6.4 3.3 0.0 4.2 1.2 Intersection Summary- HCM 2010 Ctrl Delay 16.9 HCM 2010 LOS SBR r 8 8 14 0 1.00 1.00 1900 9 1 0.88 0 472 0.29 1615 9 1615 0.2 0.2 1.00 472 0.02 539 1.00 1.00 12.1 0.0 0.0 0.1 12.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 4 HCM 2010 TWSC 5: Dishman-Mica Rd & Apt Access 2030 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 66 467 1 0 238 Future Vol, veh/h Conflicting Peds, #/hr Sign Control 0 0 Stop 66 0 Stop 467 0 Free 1 0 Free 0 0 Free 238 0 Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 0 0 3 0 0 8 Mvmt Flow 0 84 591 1 0 301 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 592 0 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 0 0 6.2 3.3 510 0 0 Stage 2 0 0 Platoon blocked, % Mov Cap-1 Maneuver 510 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach WB NB SB -ICM Control Delay, s 13.4 0 0 HCM LOS Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - 510 HCM Lane V/C Ratio - 0.164 HCM Control Delay (s) - 13.4 HCM Lane LOS HCM 95th %tile Q(veh) - 0.6 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 1 HCM 2010 TWSC 6: Dishman-Mica Rd & Sundown Drive 2030 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 1.8 WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h IV 8 8 67 67 I) 401 401 1 1 li 38 38 + 200 200 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 175 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 0 0 3 0 0 8 Mvmt Flow 10 85 508 1 48 253 Major/Minor Minor/ Major/ Major2 Conflicting Flow All 857 508 0 0 509 0 Stage 1 508 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 349 6.4 5.4 5.4 3.5 330 608 6.2 3.3 569 4.1 2.2 1066 Stage 2 719 Platoon blocked, % Mov Cap-1 Maneuver 315 569 1066 Mov Cap-2 Maneuver 437 Stage 1 608 Stage 2 687 Approach WB NB HCM Control Delay, s 12.9 0 HCM LOS SB 1.4 M Capacity (veh/h) - 551 1066 HCM Lane V/C Ratio - 0.172 0.045 HCM Control Delay (s) - 12.9 8.5 HCM Lane LOS B A HCM 95th %tile Q(veh) - 0.6 0.1 inor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 2 HCM 2010 TWSC 2030 AM W- PROJ 8: Dishman-Mica Rd & Comm Access 9/12/2016 Intersection Int Delay, s/veh 0.7 Movenceit' WBL WBR NBT NBR SBL SBT Lane Configurations V Traffic Vol, veh/h 1 25 377 1 12 196 Future Vol, veh/h 1 25 377 1 12 196 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 100 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 0 0 3 0 0 8 M vmt Flow 1 32 477 1 15 248 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 756 478 0 0 478 0 Stage 1 478 Stage 2 278 Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 Critical Hdwy Stg 2 5.4 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 3.5 379 628 3.3 591 2.2 1095 Stage 2 774 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver 374 374 591 1095 Stage 1 628 Stage 2 763 Approach WB NB SB HCM Control Delay, s 11.6 0 0.5 HCM LOS Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 578 1095 - HCM Lane V/C Ratio - 0.057 0.014 HCM Control Delay (s) - 11.6 8.3 HCM Lane LOS B A HCM 95th %tile Q(veh) - 0.2 0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 4 HCM 2010 TWSC 9: Dishman-Mica Rd & Thorpe Rd 2030 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh Movement 3.4 WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h t'er 11 11 118 118 To 260 260 15 15 57 57 4 140 140 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 0 0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % Mvmt Flow 0 14 0 149 3 329 0 19 3 72 5 177 Major/Minor Minor1 Majorl Major2 Conflicting Flow All 661 339 0 0 348 0 Stage 1 339 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 322 6.4 5.4 5.4 3.5 431 726 6.2 3.3 708 4.13 2.227 1205 Stage 2 739 Platoon blocked, % Mov Cap-1 Maneuver 403 708 1205 Mov Cap-2 Maneuver 403 Stage 1 726 Stage 2 690 Approach WB NB HCM Control Delay, s 12.2 0 HCM LOS SB 2.4 M Capacity (veh/h) - 665 1205 HCM Lane V/C Ratio - 0.246 0.06 HCM Control Delay (s) - 12.2 8.2 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 1 0.2 inor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 5 HCM 2010 TWSC 10: Thorpe Rd & Comm Access 2030 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations T+ Traffic Vol, veh/h 7 65 124 1 0 5 Future Vol, veh/h 7 65 124 1 0 5 Conflicting Peds, #/hr 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free Free - None 0 0 Free Free - None 0 0 Stop 0 0 0 Stop None Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % Mvmt Flow 0 3 9 82 0 0 157 1 0 0 0 6 Major/Minor Major/ Major2 Minor2 Conflicting Flow All 158 0 0 258 158 Stage 1 158 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 4.1 2.2 100 6.4 5.4 5.4 3.5 6.2 3.3 Pot Cap-1 Maneuver 1434 735 893 Stage 1 875 Stage 2 929 Platoon blocked, % Mov Cap-1 Maneuver 1434 730 893 Mov Cap-2 Maneuver 730 Stage 1 875 Stage 2 922 Approach EB WB SB HCM Control Delay, s 0.7 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1434 - 893 HCM Lane V/C Ratio 0.006 - 0.007 HCM Control Delay (s) HCM Lane LOS A A A HCM 95th %tile Q(veh) 7.5 0 - 9.1 0 0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 5 HCM 2010 TWSC 11: Pines Rd & 16th Ave 2030 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 13.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I. 4 40 4, Traffic Vol, veh/h 0 265 49 57 230 0 33 0 268 0 166 37 Future Vol, veh/h 0 265 49 57 230 0 33 0 268 0 166 37 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None - None - None - None Storage Length Veh in Median Storage, # 0 0 0 0 Grade, % - 0 - 0 0 - 0 Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 4 0 0 5 0 0 0 2 2 6 0 Mvmt Flow 0 301 56 65 261 0 38 0 305 0 189 42 Major/Minor Majorl Major2 Minor1 Minor2 Conflicting Flow All 0 0 357 0 0 835 720 329 872 748 261 Stage 1 329 329 391 391 Stage 2 506 391 - 481 357 Critical Hdwy 4.1 7.1 6.5 6.22 7.12 6.56 6.2 Critical Hdwy Stg 1 6.1 5.5 - 6.12 5.56 Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.56 - Follow-up Hdwy 2.2 3.5 4 3.318 3.518 4.054 3.3 Pot Cap-1 Maneuver 0 1213 0 289 356 712 271 336 783 Stage 1 0 0 688 650 633 600 Stage 2 0 0 552 611 566 621 Platoon blocked, % Mov Cap-1 Maneuver 1213 137 334 712 148 315 783 Mov Cap-2 Maneuver 137 334 148 315 Stage 1 688 650 633 562 Stage 2 325 573 324 621 Approach EB WB NB SB HCM Control Delay, s 0 1.6 27.9 32.3 HCM LOS D D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) 488 - 1213 - 354 HCM Lane V/C Ratio 0.701 - 0.053 - 0.652 HCM Control Delay (s) 27.9 - 8.1 0 32.3 HCM Lane LOS D - A A D HCM 95th %tile Q(veh) 5.4 - 0.2 - 4.4 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 6 HCM Signalized Intersection Capacity Analysis 2030 AM W- PROJ IMP 11: Pines Rd & 16th Ave 9/13/2016 —to Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Bikes (#/hr) Heavy Vehicles (%) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 0 0 1900 0.93 0 0 0 +1+ 265 265 1900 5.0 0.95 1.00 1.00 0.98 1.00 3496 1.00 3496 0.93 285 13 325 0% 1% NA 1838 35.0 35.0 0.29 1002 0.09 0.32 34.2 1.00 0.1 34.3 C 34.3 C 49 49 1900 0.93 53 0 0 57 57 1900 0.93 61 0 0 230 230 1900 5.0 1.00 1.00 1.00 1.00 0.99 1881 0.70 1323 0.93 247 0 308 0% 0% 0% Perm NA 14 4! 14 4! 46.6 46.6 0.38 505 c0.23 0.61 30.4 0.17 1.3 6.3 A 6.3 A 0 0 1900 0.93 0 0 0 0% 33 33 1900 4.5 1.00 1.00 1.00 1.00 0.95 1805 0.95 1805 0.93 35 0 35 0% Prot 15 12.2 12.2 0.10 4.5 3.0 180 c0.02 0.19 50.4 1.00 0.5 50.9 D 0 0 1900 0.93 0 0 0 268 268 1900 4.5 1.00 1.00 1.00 0.85 1.00 1615 1.00 1615 0.93 288 259 29 0% 0% Prot 15 50.9 D 12.2 12.2 0.10 4.5 3.0 161 0.02 0.18 50.3 1.00 0.5 50.8 0 D 1900 0.93 0 0 0 166 37 166 37 1900 1900 4.5 4.5 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1900 1568 1.00 1.00 1900 1568 0.93 0.93 178 40 0 28 178 12 0% 0% 3% NA Perm 6! 36.8 36.8 0.30 4.5 3.0 573 c0.09 0.31 32.8 1.00 1.4 34.2 C 33.5 C 36.8 36.8 0.30 4.5 3.0 472 0.01 0.03 30.0 1.00 0.1 30.1 C Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) ! Phase conflict between lane groups. c Critical Lane Group 31.4 HCM 2000 Level of Service 0.43 122.0 Sum of lost time (s) 51.6% ICU Level of Service 15 C 24.0 A Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary 2030 AM W- PROJ 12: Hwy 27 & 16th Ave 9/12/2016 —op 'mot 4— %, \ t P 4, Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 ri 4 r vi ft* ) Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor 249 256 28 6 224 80 63 529 21 46 249 256 28 6 224 80 63 529 21 46 3 8 18 7 4 14 1 6 16 5 0 0 0 0 0 0 0 0 0 0 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1881 1900 1900 1864 1900 1900 1882 1900 1900 293 301 33 7 264 0 74 622 25 54 0 1 1 0 1 1 1 2 0 1 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1 1 0 2 2 0 0 1 1 0 329 338 579 8 315 280 98 767 31 71 0.36 0.36 0.36 0.17 0.17 0.00 0.05 0.22 0.22 0.04 906 930 1593 48 1813 1615 1810 3504 141 1810 594 0 33 271 0 0 74 317 330 54 1836 0 1593 1861 0 1615 1810 1788 1857 1810 29.8 0.0 1.3 13.8 0.0 0.0 3.9 16.5 16.5 2.9 29.8 0.0 1.3 13.8 0.0 0.0 3.9 16.5 16.5 2.9 0.49 1.00 0.03 1.00 1.00 0.08 1.00 668 0 579 323 0 280 98 391 407 71 0.89 0.00 0.06 0.84 0.00 0.00 0.76 0.81 0.81 0.76 938 0 814 571 0 495 555 548 569 555 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 29.3 0.0 20.2 39.1 0.0 0.0 45.7 36.3 36.3 46.6 8.0 0.0 0.0 5.8 0.0 0.0 11.2 5.4 5.3 15.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16.5 0.0 0.6 7.6 0.0 0.0 2.3 8.7 9.0 1.7 37.2 0.0 20.3 44.9 0.0 0.0 56.9 41.7 41.6 61.7 D C D E D D E 627 271 721 36.3 44.9 43.2 D D D 1 2 3 4 5 6 7 8 1 2 4 5 6 8 10.3 25.0 22.0 8.8 26.4 40.6 5.0 5.0 5.0 5.0 5.0 5.0 30.0 30.0 30.0 30.0 30.0 50.0 5.9 5.5 15.8 4.9 18.5 31.8 0.2 3.7 1.2 0.1 2.9 3.8 40.7 4,$) 131 1 131 1 2 12 0 0 1.00 1.00 1.00 1827 1900 154 1 2 0 0.85 0.85 4 4 722 5 0.20 0.20 3536 23 76 79 1736 1823 3.5 3.5 3.5 3.5 0.01 355 372 0.21 0.21 532 559 1.00 1.00 1.00 1.00 32.4 32.4 0.1 0.1 0.0 0.0 1.7 1.8 32.5 32.5 C C 209 40.0 D Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/In LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Green Ext Time (p_c), s Clear Time (g_c+11), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 7 HCM Signalized Intersection Capacity Analysis 2030 AM W- PROJ IMP 12: Hwy 27 & 16th Ave 9/13/2016 .."41 44-4\t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 15 Traffic Volume (vph) 249 Future Volume (vph) 249 Ideal Flow (vphpl) 1900 Total Lost time (s) 5.0 Lane Util. Factor 0.95 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 1.00 Flt Protected 0.95 Satd. Flow (prot) 1698 Flt Permitted 0.95 Satd. Flow (perm) 1698 Peak-hour factor, PHF 0.90 Adj. Flow (vph) 277 RTOR Reduction (vph) 0 Lane Group Flow (vph) 249 Confl. Bikes (#/hr) Heavy Vehicles (%) 1% Turn Type Prot Protected Phases 3 16 15! 8 Permitted Phases Actuated Green, G (s) 52.2 Effective Green, g (s) 52.2 Actuated g/C Ratio 0.43 Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) 726 v/s Ratio Prot 0.15 v/s Ratio Perm v/c Ratio 0.34 Uniform Delay, dl 23.4 Progression Factor 0.49 Incremental Delay, d2 0.3 Delay (s) 11.8 Level )f Service B Approach Delay (s) Approach LOS 256 28 6 224 80 63 256 28 6 224 80 63 1900 1900 1900 1900 1900 1900 5.0 5.0 5.0 5.0 5.0 0.95 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 0.85 1.00 1.00 1.00 1.00 1.00 0.95 1763 1593 1879 1615 1805 0.00 1.00 0.99 1.00 0.95 0 1593 1861 1615 1805 0.90 0.90 0.90 0.90 0.90 0.90 284 31 7 249 89 70 0 18 0 0 63 0 312 13 0 256 26 70 3 2% 0% 0% 1% 0% 0% NA custom Perm NA Prot Prot 17 15 4! 4! 5! 817 4 52.2 52.2 35.0 35.0 6.4 52.2 52.2 35.0 35.0 6.4 0.43 0.43 0.29 0.29 0.05 5.0 5.0 5.0 1.9 1.9 3.0 754 681 533 463 94 c0.18 0.02 0.04 0.01 c0.14 0.41 0.02 0.48 0.06 0.74 24.3 20.1 36.0 31.5 57.0 0.51 1.00 1.00 1.00 1.00 0.3 0.0 0.2 0.0 27.0 12.7 20.1 36.2 31.5 84.0 B C D C F 4 r 4 r ) ++ r 529 21 529 21 1900 1900 4.5 4.5 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.85 15 +1+ 46 131 46 131 1900 1900 4.5 4.5 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1805 3606 0.95 1.00 1805 3606 0.90 0.90 51 146 0 0 51 147 1 1 1900 1.00 1.00 3574 1214 1.00 1.00 3574 1214 0.90 0.90 588 23 0 19 588 4 1% 33% 0% 0% NA 2! Perm Prot 1! NA 6! 2 19.5 19.5 37.8 36.8 19.5 19.5 37.8 36.8 0.16 0.16 0.31 0.30 4.5 4.5 4.5 4.5 3.0 3.0 3.0 3.0 571 194 559 1087 c0.16 0.03 c0.04 0.00 1.03 0.02 0.09 0.14 51.2 43.2 29.9 31.0 1.00 1.00 1.00 1.00 45.5 0.0 0.3 0.3 96.8 43.2 30.2 31.3 0.90 1 0 0 0% F D C C 12.7 35.0 93.6 31.0 B D F C In tersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length (s Intersection Capacity Utilization 60.4% ICU Level of Service Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group 49.3 HCM 2000 Level of Service D 122.0 Sum of lost time (s) 24.0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 2 HCM 2010 Signalized Intersection Summary 2030 AM W- PROJ 13: Pines Rd & 32nd Ave 9/12/2016 -P•`t C 4-k"4 \ t Movement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations '5 Traffic Volume (veh/h) 18 416 9 66 481 62 66 99 Future Volume (veh/h) 18 416 9 66 481 62 66 99 Number 1 6 16 5 2 12 7 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1846 1900 1845 1839 1900 1900 1900 Adj Flow Rate, veh/h 22 501 11 80 580 75 80 119 Adj No. of Lanes 1 1 0 1 1 0 1 1 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, 0 3 3 3 3 3 0 0 Cap, veh/h 237 808 18 351 760 98 385 347 Arrive On Green 0.01 0.45 0.45 0.04 0.48 0.48 0.05 0.18 cat Flnw vimh/h R1 fl 17Q7 1CI 17F,7 lccm. 2nR 1R1n 1Qnn Grp Volume(v), veh/h 22 0 512 80 0 655 80 119 Grp Sat Flow(s),veh/h/In1810 0 1837 1757 0 1800 1810 1900 Q Serve(g_s), s 0.7 0.0 21.3 2.4 0.0 30.0 3.6 5.5 Cycle Q Clear(g_c), s 0.7 0.0 21.3 2.4 0.0 30.0 3.6 5.5 Prop In Lane 1.00 0.02 1.00 0.11 1.00 Lane Grp Cap(c), veh/h 237 0 825 351 0 858 385 347 V/C Ratio(X) 0.09 0.00 0.62 0.23 0.00 0.76 0.21 0.34 Avail Cap(c_a), veh/h 573 0 825 805 0 858 655 607 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.4 0.0 21.1 16.1 0.0 21.6 30.8 35.7 Incr Delay (d2), s/veh 0.2 0.0 3.5 0.3 0.0 6.4 0.3 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %lie BackOfQ(50%),veh/lra3 0.0 11.6 1.2 0.0 16.3 1.8 3.0 LnGrp Delay(d),s/veh 18.6 0.0 24.5 16.4 0.0 28.0 31.1 36.9 LnGrp LOS B C B C C D Approach Vol, veh/h 534 735 410 Approach Delay, s/veh 24.3 26.7 41.3 Approach LOS C C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s5.9 52.7 18.3 23.3 8.6 50.0 9.6 32.0 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gma2P.@ 30.0 25.0 32.0 30.0 45.0 20.0 25.0 Max Q Clear Time (g_c+I14,Z 32.0 13.2 15.2 4.4 23.3 5.6 6.8 Green Ext Time (p_c), s 0.0 0.0 0.6 2.9 0.2 13.6 0.1 3.7 Intersection Summary HCM 2010 Ctrl Delay 29.2 HCM 2010 LOS P NBR SBL SBT SBR r' vi To 175 213 50 37 175 213 50 37 14 3 8 18 0 0 0 0 0.97 0.99 0.94 1.00 1.00 1.00 1.00 1845 1863 1900 1900 211 257 60 45 1 1 1 0 0.83 0.83 0.83 0.83 3 2 0 0 278 448 264 198 0.18 0.14 0.27 0.27 1 91 17Th QM 71k 211 257 0 105 1521 1774 0 1717 13.2 11.2 0.0 4.8 13.2 11.2 0.0 4.8 1.00 1.00 0.43 278 448 0 463 0.76 0.57 0.00 0.23 486 647 0 463 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 38.8 25.9 0.0 28.5 8.8 1.2 0.0 0.5 0.0 0.0 0.0 0.0 6.2 5.6 0.0 2.3 47.6 27.0 0.0 29.0 D C 362 27.6 C Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 8 HCM 2010 TWSC 14: Madison Rd & Painted Hills Ave 2030 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % V' 19 19 0 Stop 0 0 0 92 0 0 0 0 Stop None 92 0 0 0 0 Free - - 92 0 4 254 254 0 Free None 0 0 92 4 T+ 120 120 0 Free - 0 0 92 0 4 4 0 Free None 92 0 Mvmt Flow 21 0 0 276 130 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 409 133 135 0 0 Stage 1 133 Stage 2 276 Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 5.4 5.4 3.5 602 898 3.3 922 2.2 1462 Stage 2 775 Platoon blocked, % Mov Cap-1 Maneuver 602 922 1462 Mov Cap-2 Maneuver 602 Stage 1 898 Stage 2 775 Approach EB NB SB HCM Control Delay, s 11.2 0 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1462 - 602 HCM Lane V/C Ratio - 0.034 HCM Control Delay (s) 0 - 11.2 HCM Lane LOS A HCM 95th %tile Q(veh) 0 - 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 6 HCM 2010 TWSC 15: Madison Rd & 41st Ave 2030 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations V 4 10 Traffic Vol, veh/h 29 3 1 225 110 10 Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % 29 0 Stop 0 0 0 92 0 3 0 Stop , None 92 0 1 0 Free - - 92 0 225 0 Free None 0 0 92 4 110 0 Free - 0 0 92 0 10 0 Free None 92 0 Mvmt Flow 32 3 1 245 120 11 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 372 125 130 0 0 Stage 1 125 Stage 2 247 Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 5.4 5.4 3.5 3.3 2.2 Pot Cap-1 Maneuver 633 931 1468 Stage 1 906 Stage 2 799 Platoon blocked, % Mov Cap-1 Maneuver 632 931 1468 Mov Cap-2 Maneuver 632 Stage 1 906 Stage 2 798 Approach EB NB SB HCM Control Delay, s 10.8 0 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1468 - 652 HCM Lane V/C Ratio 0.001 - 0.053 HCM Control Delay (s) 7.5 0 10.8 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.2 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 7 HCM 2010 TWSC 2030 AM W- PROJ 16: Madison Rd & 43rd Ave 9/12/2016 Intersection Int Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations *yr 4 T4 Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 35 35 3 3 1 1 191 191 103 103 10 10 0 0 0 0 0 0 Stop 0 0 0 Stop None Free Free - None 0 0 Free Free - None 0 0 92 92 92 92 92 92 0 38 0 3 0 1 4 208 0 112 0 11 Minor2 Majorl Major2 327 117 123 0 0 117 210 6.4 6.2 4.1 5.4 5.4 3.5 671 913 3.3 941 2.2 1477 830 670 941 1477 670 913 829 Approach EB NB SB HCM Control Delay, s 10.6 0 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1477 - 686 HCM Lane V/C Ratio 0.001 - 0.06 HCM Control Delay (s) 7.4 0 10.6 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.2 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 8 HCM 2010 TWSC 17: Madison Rd & 44th Ave 2030 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 'Ref 12 12 12 12 4 4 180 4 180 i) 102 4 102 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Free Free - None 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % Mvmt Flow 0 13 0 13 0 4 4 196 0 0 111 4 Major/Minor Minor2 Major/ Major2 Conflicting Flow All 317 113 115 0 0 Stage 1 113 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 204 6.4 5.4 5.4 3.5 680 917 6.2 3.3 945 4.1 2.2 1487 Stage 2 835 Platoon blocked, % Mov Cap-1 Maneuver 678 945 1487 Mov Cap-2 Maneuver 678 Stage 1 917 Stage 2 832 Approach EB NB SB HCM Control Delay, s 9.7 0.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1487 - 790 HCM Lane V/C Ratio 0.003 - 0.033 HCM Control Delay (s) 7.4 0 9.7 HCM Lane LOS A A A H CM 95th %tile Q(veh) 0 - 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 9 HCM 2010 TWSC 18: Madison Rd & Thorpe Rd 2030 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 4. 4 Traffic Vol, veh/h 95 0 16 0 0 0 68 86 0 0 33 82 Future Vol, veh/h 95 0 16 0 0 0 68 86 0 0 33 82 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length Veh in Median Storage, # 0 0 0 0 Grade, % - 0 0 0 - 0 Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 4 0 0 0 0 0 2 0 0 0 0 0 Mvmt Flow 116 0 20 0 0 0 83 105 0 0 40 100 Major/Minor Minor2 Minor/ Major/ Major2 Conflicting Flow All 361 361 90 371 411 105 140 0 0 105 0 Stage 1 90 90 271 271 Stage 2 271 271 100 140 Critical Hdwy 7.14 6.5 6.2 7.1 6.5 6.2 4.12 4.1 Critical Hdwy Stg 1 6.14 5.5 6.1 5.5 Critical Hdwy Stg 2 6.14 5.5 - 6.1 5.5 Follow-up Hdwy 3.536 4 3.3 3.5 4 3.3 2.218 2.2 Pot Cap-1 Maneuver 591 569 973 589 534 955 1443 1499 Stage 1 912 824 739 689 Stage 2 730 689 911 785 Platoon blocked, % Mov Cap-1 Maneuver 563 534 973 550 501 955 1443 1499 Mov Cap-2 Maneuver 563 534 550 501 Stage 1 856 824 694 647 Stage 2 685 647 893 785 Approach EB WB NB SB HCM Control Delay, s 12.8 0 3.4 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1443 - 599 - 1499 HCM Lane V/C Ratio 0.057 - 0.226 HCM Control Delay (s) 7.6 0 - 12.8 0 0 HCM Lane LOS A A - B A A HCM 95th %tile Q(veh) 0.2 - 0.9 0 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 9 HCM 2010 Signalized Intersection Summary 19: Hwy 27 & 32nd Ave 2030 AM W- PROJ 9/12/2016 ....# —► s`tt c iii— ak 4\ t t \*. 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ili ft. ) To ) +1. 11 ft+ Traffic Volume (veh/h) 162 302 75 76 246 89 152 339 165 29 103 87 Future Volume (veh/h) 162 302 75 76 246 89 152 339 165 29 103 87 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1838 1900 1810 1849 1900 1845 1856 1900 1900 1794 1900 Adj Flow Rate, veh/h 174 325 81 82 265 96 163 365 177 31 111 94 Adj No. of Lanes 1 2 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, 2 3 3 5 3 3 3 3 3 0 5 5 Cap, veh/h 225 987 242 107 376 136 212 548 262 60 272 212 Arrive On Green 0.13 0.35 0.35 0.06 0.29 0.29 0.12 0.24 0.24 0.03 0.15 0.15 Sat Firm vPh/h 1774 97Rn RRR 179:1 19q7 47n 17c7 9q1R 11n7 1R1 n IAN 1491 Grp Volume(v), veh/h 174 202 204 82 0 361 163 276 266 31 103 102 Grp Sat Flow(s),veh/h/In 1774 1746 1717 1723 0 1767 1757 1764 1661 1810 1704 1543 Q Serve(g_s), s 6.1 5.4 5.5 3.0 0.0 11.6 5.7 9.0 9.3 1.1 3.5 3.8 Cycle Q Clear(g_c), s 6.1 5.4 5.5 3.0 0.0 11.6 5.7 9.0 9.3 1.1 3.5 3.8 Prop In Lane 1.00 0.40 1.00 0.27 1.00 0.67 1.00 0.92 Lane Grp Cap(c), veh/h 225 620 610 107 0 513 212 417 393 60 254 230 V/C Ratio(X) 0.77 0.33 0.33 0.77 0.00 0.70 0.77 0.66 0.68 0.52 0.41 0.44 Avail Cap(c_a), veh/h 695 1095 1077 676 0 1108 826 1106 1042 851 1069 968 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.0 15.0 15.1 29.5 0.0 20.2 27.2 22.0 22.1 30.3 24.6 24.7 Incr Delay (d2), s/veh 5.6 0.3 0.3 11.0 0.0 1.8 5.8 1.3 1.5 6.7 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 3.3 2.6 2.7 1.7 0.0 5.9 3.1 4.5 4.4 0.6 1.7 1.7 LnGrp Delay(d),s/veh 32.6 15.3 15.4 40.4 0.0 22.0 33.0 23.4 23.7 37.1 25.5 25.9 LnGrp LOS C B B D C C C C D C C Approach Vol, veh/h 580 443 705 236 Approach Delay, s/veh 20.5 25.4 25.7 27.2 Approach LOS C C rimer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.6 20.6 8.4 27.1 13.2 15.0 12.6 23.0 Change Period (Y+Rc), s 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 Max Green Setting (Gmax), s 30.0 40.0 25.0 40.0 30.0 40.0 25.0 40.0 Max Q Clear Time (g_c+I1), s 3.1 11.3 5.0 7.5 7.7 5.8 8.1 13.6 Green Ext Time (p_c), s 0.0 3.6 0.2 5.1 0.4 3.7 0.4 4.9 Intersection Summary HCM 2010 Ctrl Delay 24.3 HCM 2010 LOS Painted Hills PRD Synchro 9 - Report Whipple Consulting Engineers Page 10 HCM 2010 TWSC 20: 32nd Ave & Evergreen Rd 2030 AM W- PROJ 9/12/2016 Intersection Int Delay, s/veh 4.1 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR MoVenient Lane Configurations 4+ 4+ 11 To Traffic Vol, veh/h 256 257 2 0 245 25 0 0 0 6 0 121 Future Vol, veh/h 256 257 2 0 245 25 0 0 0 6 0 121 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free 100 Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop - 50 Stop Stop - None 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % Mvmt Flow 2 284 2 286 0 2 0 0 5 272 0 28 0 0 0 0 0 0 0 7 0 0 4 134 Major/Minor Major/ Major2 Minor/ Minor2 Conflicting Flow All 300 0 0 288 0 0 1209 1156 287 1142 1143 286 Stage 1 856 856 286 286 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 4.12 2.218 1261 4.1 2.2 1286 353 7.1 6.1 6.1 3.5 161 355 300 6.5 5.5 5.5 4 198 377 6.2 3.3 757 856 7.1 6.1 6.1 3.5 179 726 857 6.5 5.5 5.5 4 202 679 - 6.24 - - 3.336 748 Stage 2 668 669 355 377 Platoon blocked, % Mov Cap-1 Maneuver 1261 1286 109 153 757 148 157 748 Mov Cap-2 Maneuver 109 153 148 157 Stage 1 275 292 562 679 Stage 2 548 669 275 292 Approach EB WB NB HCM Control Delay, s 4.3 0 0 HCM LOS SB 11.8 A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capaci HCM Lane V/C Ratio ty (veh/h) - 1261 - 1286 - 148 748 - 0.226 - 0.045 0.18 HCM Control Delay (s) 0 8.7 0 - 30.5 10.9 HCM Lane LOS A A A D B HCM 95th %tile Q(veh) - 0.9 0 - 0.1 0.7 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 11 HCM 2010 TWSC 2030 AM W- PROJ 21: Sullivan Rd & 32nd Ave 9/12/2016 Intersection Int Delay, s/veh 5.9 Movement EBL EBR NBL NBT Lane Configurations 4 Traffic Vol, veh/h 252 11 16 87 Future Vol, veh/h Conflicting Peds, #/hr Sign Control 252 0 Stop 11 0 Stop 16 87 0 0 Free Free RT Channelized None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 79 Peak Hour Factor 79 79 79 Heavy Vehicles, % 2 0 0 0 Mvmt Flow 319 14 20 110 Major/Minor Minor2 Major1 Conflicting Flow All 184 33 33 0 Stage 1 33 Stage 2 151 Critical Hdwy 6.42 6.2 4.1 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 3.518 805 989 3.3 1046 2.2 1592 Stage 2 877 Platoon blocked, % Mov Cap-1 Maneuver 795 1046 1592 Mov Cap-2 Maneuver 795 Stage 1 989 Stage 2 866 SBT SBR r 26 186 26 186 0 0 Free Free - None 0 - 175 0 79 79 0 8 33 235 Major2 Approach EB NB SB HCM Control Delay, s 12.6 1.1 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1592 - 803 - HCM Lane V/C Ratio 0.013 - 0.415 HCM Control Delay (s) 7.3 0 12.6 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 2.1 Painted Hills PRD Whipple Consulting Engineers Synchro 9 - Report Page 12 HCM 2010 Signalized Intersection Summary 1: University Rd & 32nd Ave 2030 PM W- PROJ 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41* 410 '9 +1 '9 4410 Traffic Volume (veh/h) 2 469 19 85 225 74 22 88 44 120 151 6 Future Volume (veh/h) 2 469 19 85 225 74 22 88 44 120 151 6 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1878 1900 1900 1889 1900 1900 1875 1900 1863 1900 1900 Adj Flow Rate, veh/h 2 515 21 93 247 81 24 97 48 132 166 7 Adj No. of Lanes 0 2 0 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 0 0 0 0 2 2 2 0 0 Cap, veh/h 82 1447 59 299 743 253 42 380 177 181 847 36 Arrive On Green 0.42 0.42 0.42 0.42 0.42 0.42 0.02 0.16 0.16 0.10 0.24 0.24 Sat Flow, veh/h 2 3419 139 429 1756 598 1810 2359 1100 1774 3530 148 Grp Volume(v), veh/h 283 0 255 203 0 218 24 72 73 132 84 89 Grp Sat Flow(s),veh/h/In 1876 0 1684 1170 0 1613 1810 1781 1678 1774 1805 1874 Q Serve(g_s), s 0.0 0.0 4.6 1.7 0.0 4.0 0.6 1.6 1.7 3.2 1.7 1.7 Cycle Q Clear(g_c), s 4.6 0.0 4.6 6.2 0.0 4.0 0.6 1.6 1.7 3.2 1.7 1.7 Prop In Lane 0.01 0.08 0.46 0.37 1.00 0.66 1.00 0.08 Lane Grp Cap(c), veh/h 875 0 713 613 0 683 42 287 270 181 433 450 V/C Ratio(X) 0.32 0.00 0.36 0.33 0.00 0.32 0.58 0.25 0.27 0.73 0.20 0.2C Avail Cap(c veh/h 1340 0 1132 921 0 1084 811 1197 1128 795 1213 1259 , _a) HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.7 0.0 8.7 8.8 0.0 8.6 21.6 16.4 16.4 19.4 13.5 13.5 Incr Delay (d2), s/veh 0.5 0.0 0.6 0.7 0.0 0.6 16.5 1.0 1.1 7.8 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 2.5 0.0 2.3 1.9 0.0 1.9 0.5 0.9 0.9 2.0 0.9 0.9 LnGrp Delay(d),s/veh 9.2 0.0 9.4 9.5 0.0 9.2 38.1 17.3 17.6 27.2 14.0 14.0 LnGrp LOS A A A A D B B C B B Approach Vol, veh/h 538 421 169 305 Approach Delay, s/veh 9.3 9.3 20.4 19.7 Approach LOS A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.9 5.0 15.7 23.9 8.6 12.2 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 30.0 20.0 30.0 30.0 20.0 30.0 Max Q Clear Time (g_c+11), s 6.6 2.6 3.7 8.2 5.2 3.7 Green Ext Time (p_c), s 11.2 0.0 3.4 10.7 0.4 3.4 Intersection Summary HCM 2010 Ctrl Delay 12.8 HCM 2010 LOS Painted Hills PRD Synchro 7 - Report Whipple Consulting Engineers Page 2 HCM 2010 Signalized Intersection Summary 2030 PM W- PROJ 2: Schafer Rd/University Rd & Dishman-Mica Rd 9/13/2016 Movement EBL EBT EBR Lane Configurations li + r Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor 19 509 184 19 509 184 5 2 12 0 0 0 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 21 559 202 1 1 1 0.91 0.91 0.91 0 0 0 36 748 636 0.02 0.39 0.39 1810 1900 1615 21 559 202 1810 1900 1615 0.6 13.3 4.6 0.6 13.3 4.6 1.00 1.00 36 748 636 0.58 0.75 0.32 860 903 768 1.00 1.00 1.00 1.00 1.00 1.00 25.5 13.7 11.0 18.9 3.3 0.4 0.0 0.0 0.0 0.5 7.5 2.1 44.5 17.0 11.4 D B B 782 16.3 1 2 3 1 2 3 6.0 26.7 7.5 4.0 6.0 4.0 20.0 25.0 20.0 3.4 15.3 4.6 0.1 5.4 0.3 18.9 WBL WBT WBR NBL NBT NBR SBL SBT '1 +1+ ¶9 To 'I I' 45 296 35 82 60 12 65 121 45 296 35 82 60 12 65 121 1 6 16 3 8 18 7 4 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1900 1900 1900 1900 1900 49 325 38 90 66 13 71 133 1 2 0 1 1 0 1 1 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0 0 0 0 0 0 0 70 1345 156 122 208 41 94 228 0.04 0.41 0.41 0.07 0.14 0.14 0.05 0.12 1810 3260 378 1810 1543 304 1810 1900 49 179 184 90 0 79 71 133 1810 1805 1833 1810 0 1846 1810 1900 1.4 3.4 3.4 2.6 0.0 2.0 2.0 3.5 1.4 3.4 '3.4 2.6 0.0 2.0 2.0 3.5 1.00 0.21 1.00 0.16 1.00 70 745 756 122 0 249 94 228 0.70 0.24 0.24 0.74 0.00 0.32 0.76 0.58 688 858 872 688 0 983 688 1012 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 25.0 10.1 10.1 24.1 0.0 20.5 24.6 21.9 16.2 0.2 0.2 11.8 0.0 1.0 16.0 3.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.7 1.8 1.7 0.0 1.1 1.4 2.0 41.1 10.3 10.3 35.9 0.0 21.6 40.6 25.3 D B B D C D C 412 169 211 14.0 29.2 30.3 4 5 6 7 8 4 5 6 7 8 12.3 5.1 27.7 6.7 13.1 6.0 4.0 6.0 4.0 6.0 28.0 25.0 25.0 20.0 28.0 5.5 2.6 5.4 4.0 4.0 1.6 0.0 8.4 0.2 1.6 SBR r 6 6 14 0 1.00 1.00 1900 7 1 0.91 Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h 193 0.12 1611 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %Ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS 7 1611 0.2 0.2 1.00 193 0.04 858 1.00 1.00 20.5 0.1 0.0 0.1 20.6 C Ti mer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 1 HCM 2010 Signalized Intersection Summary 3: Bowdish Rd & 32nd Ave 2030 PM W- PROJ 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ii 1+ 19 1 4 4+ Traffic Volume (veh/h) 18 527 67 109 337 61 27 111 94 51 177 24 Future Volume (veh/h) 18 527 67 109 337 61 27 111 94 51 177 24 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1883 1900 1900 1884 1900 1900 1891 1900 1900 1887 1900 Adj Flow Rate, veh/h 19 567 72 117 362 66 29 119 101 55 190 26 Adj No. of Lanes 1 1 0 1 1 0 0 1 0 0 1 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 1 1 0 1 1 1 1 1 1 1 1 Cap, veh/h 469 693 88 349 733 134 105 221 169 142 326 41 Arrive On Green 0.01 0.42 0.42 0.06 0.47 0.47 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1810 1639 208 1810 1551 283 109 917 700 238 1353 169 Grp Volume(v), veh/h 19 0 639 117 0 428 249 0 0 271 0 0 Grp Sat Flow(s),veh/h/ln 1810 0 1847 1810 0 1834 1725 0 0 1760 0 0 Q Serve(g_s), s 0.3 0.0 15.7 1.8 0.0 8.2 0.0 0.0 0.0 0.3 0.0 0.0 Cycle Q Clear(g_c), s 0.3 0.0 15.7 1.8 0.0 8.2 6.3 0.0 0.0 6.7 0.0 0.0 Prop In Lane 1.00 0.11 1.00 0.15 0.12 0.41 0.20 0.10 Lane Grp Cap(c), veh/h 469 0 781 349 0 866 494 0 0 508 0 0 V/C Ratio(X) 0.04 0.00 0.82 0.34 0.00 0.49 0.50 0.00 0.00 0.53 0.00 0.00 Avail Cap(c_a), veh/h 1097 0 864 887 0 866 870 0 0 884 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.5 0.0 13.1 9.9 0.0 9.3 17.2 0.0 0.0 17.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 6.2 0.6 0.0 0.6 1.1 0.0 0.0 1.2 0.0 0.0 nitial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile BackOfQ(50%),veh/ln 0.2 0.0 9.2 0.9 0.0 4.3 3.3 0.0 0.0 3.6 0.0 0.0 LnGrp Delay(d),s/veh 8.6 0.0 19.3 10.5 0.0 9.9 18.3 0.0 0.0 18.5 0.0 0.0 LnGrp LOS A B B A B Approach Vol , veh/h 658 545 249 271 Approach Delay, s/veh 18.9 10.1 18.3 18.5 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.3 26.7 17.4 4.7 29.2 17.4 Change Period (Y+Rc), s 4.0 5.0 5.0 4.0 5.0 5.0 Max Green Setting (Gmax), s 18.5 24.0 24.0 18.5 24.0 24.0 Max Q Clear Time (g_c+11), s 3.8 17.7 8.7 2.3 10. 2 8.3 Green Ext Time (p_c), s 0.2 4.0 3.9 0.0 7.6 4.0 Intersection Summary HCM 2010 Ctrl Delay 16.0 HCM 2010 LOS Painted Hills PRD Synchro 7 - Report Whipple Consulting Engineers Page 6 HCM 2010 Signalized Intersection Summary 2030 PM W- PROJ 4: Bowdish Rd & Dishman-Mica Rd 9/12/2016 Movement Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/in Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c). veh/h V/C Ratio(X) Avail rantr. a) vah/h HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.0 0.0 10.3 21.5 0.0 8.0 16.6 0.0 0.0 15.9 0.0 14.4 Incr Delay (d2), s/veh 24.0 0.0 2.9 16.3 0.0 0.5 1.4 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 0.3 0.0 6.8 0.6 0.0 3.0 2.3 0.0 0.0 2.1 0.0 0.1 LnGrp Delay(d),s/veh 46.0 0.0 13.2 37.8 0.0 8.5 18.0 0.0 0.0 16.7 0.0 14.4 LnGrp LOS D B D A B B B Approach Vol, veh/h 624 395 190 190 Approach Delay, s/veh 13.9 11.0 18.0 16.6 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.4 25.5 14.0 4.6 26.3 14.0 Change Period (Y+Rc), s 4.0 5.5 5.0 4.0 5.5 5.0 Max Green Setting (Gmax), s 25.0 25.0 16.0 15.0 24.0 16.0 Max Q Clear Time (g_c+I1), s 2.9 14.5 5.9 2.3 7.9 8.1 Green Ext Time (p_c), s 0.1 5.5 2.1 0.0 7.3 1.8 Intersection Summary HCM 2010 Ctrl Delay 14.0 HCM 2010 LOS Painted Hills PRD Synchro 7 - Report Whipple Consulting Engineers Page 8 EBL EBT EBR c WBL 4- WBT k- WBR 4\ NBL t NBT P NBR SBL SBT '5 to '5 1+ 4+ 4 12 448 132 32 299 44 57 97 27 36 139 12 448 132 32 299 44 57 97 27 36 139 5 2 12 1 6 16 3 8 18 7 4 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1900 1900 1827 1884 1900 1900 1900 1900 1900 1900 13 472 139 34 315 46 60 102 28 38 146 1 1 0 1 1 0 0 1 0 0 1 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0 0 0 4 1 1 0 0 0 0 0 24 629 185 54 745 109 163 181 41 143 321 0.01 0.45 0.45 0.03 0.46 0.46 0.20 0.20 0.20 0.20 0.20 1810 1411 416 1740 1607 235 288 908 207 233 1606 13 0 611 34 0 361 190 0 0 184 0 lt31 U U 1621 1 (40 U 1642 1402 U 0 18,39 0 0.3 0.0 12.5 0.9 0.0 5.9 2.2 0.0 0.0 0.0 0.0 0.3 0.0 12.5 0.9 0.0 5.9 6.1 0.0 0.0 3.9 0.0 1.00 0.23 1.00 0.13 0.32 0.15 0.21 24 0 815 54 0 854 386 0 0 464 0 0.54 0.00 0.75 0.63 0.00 0.42 0.49 0.00 0.00 0.40 0.00 .../ SBR r 6 6 14 0 1.00 1.00 1900 6 1 0.95 0 323 0.2( 1615 6 1615 0.1 0.1 1.00 323 0.02 Fns n 1 n1 Q Q7n 11 c AV n n TIR n S7R HCM 2010 TWSC 2030 PM W- PROJ 5: Dishman-Mica Rd & Apt Access 9/12/2016 Intersection Int Delay, s/veh 0.4 =WWI WBL WBR NBT NBR SBL SBT Lane Configurations 14 Traffic Vol, veh/h 0 34 330 3 0 513 Future Vol, veh/h 0 34 330 3 0 513 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 3 0 0 2 Mvmt Flow 0 37 359 3 0 558 Major/Minor Minorl Majorl Major2 Conflicting Flow All 360 0 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 6.2 3.3 Pot Cap-1 Maneuver 0 689 0 Stage 1 0 0 Stage 2 0 0 Platoon blocked, % Mov Cap-1 Maneuver 689 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach WB NB SB HCM Control Delay, s 10.5 0 0 HCM LOS Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - 689 HCM Lane V/C Ratio - 0.054 HCM Control Delay (s) - 10.5 HCM Lane LOS HCM 95th %tile Q(veh) - 0.2 Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 1 HCM 2010 TWSC 2030 PM W- PROJ 6: Dishman-Mica Rd & Sundown Drive 9/12/2016 Intersection Aft_ Int Delay, s/veh 1.8 Klovelrigif' WBL WBR NBT NBR SBL SBT Lane Configurations 're Traffic Vol, veh/h 4 41 292 3 132 381 Future Vol, veh/h 4 41 292 3 132 381 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 175 - Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 3 0 0 2 Mvmt Flow 4 45 317 3 143 414 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1020 319 0 0 321 0 Stage 1 319 Stage 2 701 Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 Critical Hdwy Stg 2 5.4 Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 264 726 1250 Stage 1 741 Stage 2 496 Platoon blocked, % Mov Cap-1 Maneuver 234 726 1250 Mov Cap-2 Maneuver 347 Stage 1 741 Stage 2 439 Approach WB NB SB HCM Control Delay, s 10.9 0 2.1 HCM LOS M inor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 662 1250 HCM Lane V/C Ratio - 0.074 0.115 HCM Control Delay (s) - 10.9 8.3 HCM Lane LOS B A HCM 95th %tile Q(veh) - 0.2 0.4 Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 2 HCM 2010 TWSC 2030 PM W- PROJ 8: Dishman-Mica Rd & Comm Access 9/12/2016 Intersection Int Delay, s/veh 0.9 vemerlrit' WBL WBR NBT NBR SBL SBT Lane Configurations "Yr T.) + Traffic Vol, veh/h 8 22 273 3 35 350 Future Vol, veh/h 8 22 273 3 35 350 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized None - None - None Storage Length 0 100 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 3 0 0 2 Mvm Flow 9 24 297 3 38 380 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 755 298 0 0 300 0 Stage 1 298 Stage 2 Critical Hdwy Critical Hdwy Stg 1 457 6.4 5.4 6.2 4.1 Critical Hdwy Stg 2 5.4 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 3.5 379 758 3.3 746 2.2 1273 Stage 2 642 Platoon blocked, % Mov Cap-1 Maneuver 368 746 1273 Mov Cap-2 Maneuver 368 Stage 1 758 Stage 2 623 Approach WB NB SB HCM Control Delay, s 11.5 0 0.7 HCM LOS Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 586 1273 HCM Lane V/C Ratio - 0.056 0.03 HCM Control Delay (s) - 11.5 7.9 HCM Lane LOS B A HCM 95th %tile Q(veh) - 0.2 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 4 HCM 2010 TWSC 2030 PM W- PROJ 9: Dishman-Mica Rd & Thorpe Rd 9/12/2016 Intersection A.._ Int Delay, s/veh 4.1 MUMEhrvilbiL WBL WBR NBT NBR SBL SBT Lane Configurations Ire 1+ 4 Traffic Vol, veh/h 27 107 168 19 143 216 Future Vol, veh/h 27 107 168 19 143 216 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 2 1 0 1 1 Mvmt Flow 30 118 185 21 157 237 Major/Minor Minor/ Majorl Major2 Conflicting Flow All 747 195 0 0 205 0 Stage 1 195 Stage 2 552 Critical Hdwy 6.4 6.22 4.11 Critical Hdwy Stg 1 5.4 Critical Hdwy Stg 2 5.4 Follow-up Hdwy 3.5 3.318 2.209 Pot Cap-1 Maneuver 383 846 1372 Stage 1 843 Stage 2 581 Platoon blocked, % Mov Cap-1 Maneuver 332 846 1372 Mov Cap-2 Maneuver 332 Stage 1 843 Stage 2 504 Approach WB NB SB HCM Control Delay, s 12.2 0 3.2 HCM LOS Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 645 1372 HCM Lane V/C Ratio - 0.228 0.115 HCM Control Delay (s) - 12.2 8 0 HCM Lane LOS - B A A HCM 95th %tile Q(veh) - 0.9 0.4 Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 9 HCM 2010 TWSC 2030 PM W- PROJ 10: Thorpe Rd & Comm Access 9/12/2016 Intersection Int Delay, s/veh 1.7 o emenf'llirk EBL EBT WBT WBR SBL SBR Lane Configurations 4 1.) V Traffic Vol, veh/h 34 128 108 2 2 26 Future Vol, veh/h 34 128 108 2 2 26 Conflicting Peds, #/hr 0 0 0 0 0 0 Sian Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length Veh in Median Storage, # 0 0 0 Grade, % 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 3 0 0 Mvmt Flow 37 141 119 2 2 29 Major/Minor Major/ Major2 Minor2 Conflicting Flow All 121 0 0 335 120 Stage 1 120 Stage 2 215 Critical Hdwy 4.1 6.4 6.2 Critical Hdwy Stg 1 5.4 Critical Hdwy Stg 2 5.4 Follow-up Hdwy 2.2 3.5 3.3 Pot Cap-1 Maneuver 1479 664 937 Stage 1 910 Stage 2 826 Platoon blocked, % Mov Cap-1 Maneuver 1479 646 937 Mov Cap-2 Maneuver 646 Stage 1 910 Stage 2 804 Approach EB WB SB HCM Control Delay, s 1.6 0 9.1 HCM LOS Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 A Capacity (veh/h) HCM Lane V/C Ratio 1479 0.025 - - 908 - 0.034 HCM Control Delay (s) 7.5 0 - 9.1 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.1 - 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 5 HCM 2010 TWSC 2030 PM W- PROJ 11: Pines Rd & 16th Ave 9/12/2016 Intersection Int Delay, s/veh 42.4 mumnr ilinggentist EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ti 4 4 4+ Traffic Vol, veh/h 0 369 61 85 172 0 28 0 212 0 269 121 Future Vol, veh/h 0 369 61 85 172 0 28 0 212 0 269 121 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop Stop Stop - None 0 0 Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % Mvmt Flow 0 0 1 397 0 66 0 91 0 185 0 0 0 0 30 0 0 228 0 0 0 289 3 130 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 0 0 462 0 0 1007 798 430 912 830 185 Stage 1 430 430 368 368 Stage 2 577 368 544 462 Critical Hdwy 4.1 7.1 6.5 6.2 7.1 6.5 6.23 Critical Hdwy Stg 1 6.1 5.5 6.1 5.5 Critical Hdwy Stg 2 6.1 5.5 6.1 5.5 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 0 0 2.2 1110 0 0 3.5 4 221 321 607 587 3.3 629 3.5 257 656 4 308 625 3.327 855 Stage 2 0 0 506 625 527 568 Platoon blocked, % Mov Cap-1 Maneuver 1110 - 292 629 152 280 855 Mov Cap-2 Maneuver - 292 152 - 280 Stage 1 607 587 656 568 Stage 2 191 568 336 568 Approach HCM Control Delay, s 0 2.8 141.2 HCM LOS EB WB NB SB Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT SBLn1 Capacity (veh/h) - 1110 - 354 HCM Lane V/C Ratio - 0.082 - 1.185 HCM Control Delay (s) - 8.5 0 141.2 HCM Lane LOS A A F HCM 95th %tile Q(veh) - 0.3 - 17.3 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis 2030 PM W- PROJ IMP 11: Pines Rd & 16th Ave 9/13/2016 Movement Lane Configurations Traffic Volume (vph) Future Volume (vph) 0 Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frpb, ped/bikes Flpb, ped/bikes Frt 4,- 4\ EBL EBT EBR WBL WBT WBR NBL 0 Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF 0.93 Adj. Flow (vph) 0 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Confl. Bikes (#/hr) Heavy Vehicles (%) 0% Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS ft "i NBT \• 1 NBR SBL SBT SBR t r 369 61 85 172 0 28 0 212 0 269 121 369 61 85 172 0 28 0 212 0 269 121 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 5.0 5.0 4.5 4.5 4.5 4.5 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.85 1.00 0.85 1.00 0.98 0.95 1.00 1.00 1.00 3503 1869 1805 1615 1900 1568 1.00 0.46 0.95 1.00 1.00 1.00 3503 866 1805 1615 1900 1568 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 397 66 91 185 0 30 0 228 0 289 130 11 0 0 0 0 0 0 207 0 0 91 452 0 0 276 0 30 0 21 0 289 39 2 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 3% NA Perm NA Prot Prot NA Perm 18 3 8 14 4! 15 15 6! 14 4! 6 35.0 48.3 11.1 11.1 36.9 36.9 35.0 48.3 11.1 11.1 36.9 36.9 0.29 0.40 0.09 0.09 0.30 0.30 4.5 4.5 4.5 4.5 3.0 3.0 3.0 3.0 1004 342 164 146 574 474 0.13 c0.02 0.01 c0.15 c0.32 0.03 0.45 0.81 0.18 0.14 0.50 0.08 35.6 32.7 51.3 51.1 35.0 30.4 1.00 0.45 1.00 1.00 1.00 1.00 0.1 11.0 0.5 0.4 3.1 0.3 35.7 25.8 51.8 51.5 38.1 30.8 D C D D D C 35.7 25.8 51.5 35.9 D C D D Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 122.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 58.8% ICU Level of Service Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group 36.7 HCM 2000 Level of Service D Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 1 HCM 2010 Signalized Intersection Summary 2030 PM W- PROJ 12: Hwy 27 & 16th Ave Movement EBL EBT EBR WBL WBT WBR Lane Configurations 4 r 4 r Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor 204 310 67 15 229 7 204 310 67 15 229 7 3 8 18 7 4 14 0 0 0 0 0 0 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1870 1900 1900 1882 1900 227 344 74 17 254 0 0 1 1 0 1 1 0.90 0.90 0.90 0.90 0.90 0.90 2 2 0 1 1 0 262 396 572 21 310 285 0.36 0.36 0.36 0.18 0.18 0.00 729 1105 1593 118 1759 1615 571 0 74 271 0 0 1834 0 1593 1876 0 1615 25.4 0.0 2.7 12.2 0.0 0.0 25.4 0.0 2.7 12.2 0.0 0.0 0.40 1.00 0.06 1.00 658 0 572 331 0 285 0.87 0.00 0.13 0.82 0.00 0.00 1048 0 910 643 0 554 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 26.1 0.0 18.9 34.7 0.0 0.0 4.8 0.0 0.1 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13.7 0.0 1.2 6.8 0.0 0.0 30.9 0.0 19.0 39.7 0.0 0.0 C B D 645 271 29.5 39.7 C D 2 3 4 5 6 1 2 4 5 6 7.6 23.0 20.4 11.8 18.8 5.0 5.0 5.0 5.0 5.0 30.0 30.0 30.0 30.0 30.0 3.5 11.7 14.2 7.1 10.4 0.0 3.4 1.3 0.2 3.4 34.3 9/12/2016 NBL NBT NBR SBL SBT SBR 19 +H 'I +10 28 320 11 97 398 0 28 320 11 97 398 0 1 6 16 5 2 12 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1900 1862 1900 1900 1900 1900 31 356 12 108 442 0 1 2 0 1 2 0 0.90 0.90 0.90 0.90 0.90 0.90 0 1 1 55 552 19 141 743 0.03 0.16 0.16 0.08 0.21 0. 00 1810 3493 117 1810 3705 31 180 188 108 442 0 1810 1769 1841 1810 1805 0 1.5 8.3 8.4 5.1 9.7 0.0 1.5 8.3 8.4 5.1 9.7 0.0 1.00 0.06 1.00 0.00 55 280 291 141 743 0 0.57 0.64 0.65 0.76 0.59 0.00 620 606 631 620 1238 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 41.9 34.5 34.5 39.5 31.4 0.0 8.9 1.8 1.8 8.3 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0. 0 0.9 4.2 4.4 2.9 4.9 0.0 50.7 36.4 36.3 47.8 31.7 0. 0 Percent Heavy Veh, % Cap, veh/h A Sat Flow, veh/h rrive On Green Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/In Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh In itial Q Delay(d3),s/veh %ile Back0fQ(50°/0),veh/In Ln Grp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS D D D D C 399 550 37.5 34.9 D C 7 8 8 36.4 5.0 50.0 27.4 4.0 Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 12 Movement EBL Lane Configurations Traffic Volume (vph) Future Volume (vph) '1 204 204 Ideal Flow (vphpl) 1900 Total Lost time (s) 5.0 Lane Util. Factor 0.95 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 1.00 Flt Protected 0.95 Satd. Flow (prot) 1698 Fit Permitted 0.95 Satd. Flow (perm) 1698 Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Bikes (#/hr) Heavy Vehicles (%) 0.90 227 0 204 1% Turn Type Protected Phases 3 Prot 16 15! 8 Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) 51.1 51.1 0.42 Lane Grp Cap (vph) 711 v/s Ratio Prot 0.12 v/s Ratio Perm v/c Ratio Uniform Delay, dl Progression Factor 0.29 23.4 0.34 Incremental Delay, d2 0.2 Delay (s) 8.1 Level of Service A Approach Delay (s) Approach LOS Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) ! Phase conflict between lane groups. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2030 PM W- PROJ IMP 12: Hwy 27 & 16th Ave 9/13/2016 EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 4 r 4 r 'I ft r '1 +1+ 97 398 0 97 398 0 310 67 15 229 7 28 320 11 310 67 15 229 7 28 320 11 1900 1900 1900 1900 1900 1900 1900 1900 5.0 5.0 5.0 5.0 5.0 4.5 4.5 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1765 1593 1876 1615 1805 3574 1214 0.00 1.00 0.95 1.00 0.95 1.00 1.00 0 1593 1797 1615 1805 3574 1214 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 344 74 17 254 8 31 356 12 0 43 0 0 6 0 0 10 367 31 0 271 2 31 356 2 3 2% 0% 0% 1% 0% 0% 1% 33% NA custom Perm NA Prot Prot NA Perm 17 15 4! 4! 5! 2! 1! 6! 817 4 2 51.1 51.1 0.42 51.1 51.1 0.42 35.0 35.0 4.7 35.0 35.0 4.7 0.29 0.29 0.04 5.0 5.0 5.0 1.9 1.9 3.0 20.5 20.5 0.17 4.5 3.0 20.5 20.5 0.17 4.5 3.0 38.9 38.9 0.32 4.5 3.0 36.9 36.9 0.30 4.5 3.0 739 667 515 463 69 600 203 575 1091 c0.21 0.00 0.02 c0.10 0.06 c0.12 0.02 0.15 0.00 0.50 26.0 0.39 0.05 21.0 0.00 0.53 0.00 0.45 36.5 31.1 57.4 1.00 1.00 1.00 0.59 46.9 1.00 0.01 42.3 1.00 0.19 30.1 1.00 0.41 33.8 1.00 0.4 0.0 0.4 0.0 4.6 1.6 0.0 0.7 1.1 10.5 0.0 37.0 31.1 62.0 48.5 42.3 30.8 34.9 B A D C E D D C C 8.6 A 36.8 49.3 34.1 29.0 HCM 2000 Level of Service C 0.54 122.0 Sum of lost time (s) 24.0 60.6% 15 ICU Level of Service B 1900 1900 1900 4.5 4.5 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1805 3610 0.95 1.00 1805 3610 0.90 0.90 0.90 108 442 0 0 0 0 108 442 0 0% 0% 0% Prot NA Painted Hills PRD Whipple Consulting Engineers Synchro 9 Report Page 2 HCM 2010 Signalized Intersection Summary 2030 PM W- PROJ 13: Pines Rd & 32nd Ave 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '5 Ti 'I Ti Traffic Volume (veh/h) 39 544 74 137 413 46 67 78 86 64 132 34 Future Volume (veh/h) 39 544 74 137 413 46 67 78 86 64 132 34 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1883 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 50 697 95 176 529 59 86 100 110 82 169 44 Adj No. of Lanes 1 1 0 1 1 0 1 1 1 1 1 0 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 0 1 1 0 0 0 0 0 0 0 0 0 Cap, veh/h 406 808 110 291 911 102 247 319 272 321 241 63 Arrive On Green 0.03 0.50 0.50 0.07 0.54 0.54 0.06 0.17 0.17 0.05 0.17 0.17 Sat Flow, veh/h 1810 1623 221 1810 1680 187 1810 1900 1615 1810 1454 379 Grp Volume(v), veh/h 50 0 792 176 0 588 86 100 110 82 0 213 Grp Sat Flow(s),veh/h/In 1810 0 1844 1810 0 1867 1810 1900 1615 1810 0 1833 Q Serve(g_s), s 1.2 0.0 34.2 4.0 0.0 19.0 3.5 4.2 5.5 3.4 0.0 9.9 Cycle Q Clear(g_c), s 1.2 0.0 34.2 4.0 0.0 19.0 3.5 4.2 5.5 3.4 0.0 9.9 Prop In Lane 1.00 0.12 1.00 0.10 1.00 1.00 1.00 0.21 Lane Grp Cap(c), veh/h 406 0 918 291 0 1013 247 319 272 321 0 304 V/C Ratio(X) 0.12 0.00 0.86 0.60 0.00 0.58 0.35 0.31 0.41 0.26 0.00 0.70 Avail Cap(c_a), veh/h 759 0 918 763 0 1013 547 672 571 725 0 507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.9 0.0 20.0 18.0 0.0 13.8 29.4 33.0 33.6 29.0 0.0 35.6 lncr Delay (d2), s/veh 0.1 0.0 10.5 2.0 0.0 2.4 0.8 1.2 2.1 0.4 0.0 6.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/In 0.6 0.0 19.8 2.4 0.0 10.3 1.8 2.3 2.6 1.7 0.0 5.5 LnGrp Delay(d),s/veh 12.0 0.0 30.5 20.0 0.0 16.2 30.2 34.2 35.6 29.4 0.0 41.7 LnGrp LOS B C C B C C D C D Approach Vol, veh/h 842 764 296 295 Approach Delay, s/veh 29.4 17.1 33.6 38.3 Approach LOS C B C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.9 54.1 9.3 20.2 10.9 50.0 9.5 20.0 Change Period (Y+Rc), s 4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 Max Green Setting (Gmax), s 20.0 30.0 25.0 32.0 30.0 45.0 20.0 25.0 Max Q Clear Time (g_c+I1), s 3.2 21.0 5.4 7.5 6.0 36.2 5.5 11.9 Green Ext Time (p_c), s 0.1 7.5 0.2 4.3 0.5 7.4 0.1 3.2 Intersection Summary HCM 2010 Ctrl Delay 26.9 HCM 2010 LOS Painted Hills PRD Synchro 7 - Report Whipple Consulting Engineers Page 14 HCM 2010 TWSC 2030 PM W- PROJ 14: Madison Rd & Painted Hills Ave 9/12/2016 Intersection dilk Int Delay, s/veh 0.3 KI=Tven=--EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h trc 9 9 0 0 0 0 4 127 127 1+ 223 223 19 19 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Stop 0 Stop None Free Free - None Free Free - None Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 5 0 0 Mvmt Flow 10 0 0 138 242 21 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 391 253 263 0 0 Stage 1 253 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 138 6.4 5.4 5.4 3.5 6.2 3.3 4.1 2.2 Pot Cap-1 Maneuver 617 791 1313 Stage 1 794 Stage 2 894 Platoon blocked, % Mov Cap-1 Maneuver 617 791 1313 Mov Cap-2 Maneuver 617 Stage 1 794 Stage 2 894 Approach EB NB SB H CM Control Delay, s 10.9 0 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1313 - 617 HCM Lane V/C Ratio - 0.016 HCM Control Delay (s) 0 - 10.9 HCM Lane LOS A HCM 95th %tile Q(veh) 0 0 Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 6 HCM 2010 TWSC 2030 PM W- PROJ 15: Madison Rd & 41st Ave 9/12/2016 Intersection Int Delay, s/veh 0.7 ROG'e'rtieTft ' Lane Configurations 4 Traffic Vol, veh/h 19 2 3 108 191 32 Future Vol, veh/h 19 2 3 108 191 32 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Free Free - None 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 5 0 0 Mvmt Flow 21 2 3 117 208 35 Major/Minor Minor2 Major/ Major2 Conflicting Flow All 349 225 242 0 0 Stage 1 225 Stage 2 Critical Hdwy rritinal Hriwv Stn 1 124 6.4 .Si 4 6.2 4.1 Critical Hdwy Stg 2 5.4 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 3.5 652 817 3.3 819 2.2 1336 Stage 2 907 Platoon blocked, % Mov Cap-1 Maneuver 651 819 1336 Mov Cap-2 Maneuver 651 Stage 1 817 Stage 2 905 _ EBL EBR NBL NBT SBT SBR Approach EB NB SB HCM Control Delay, s 10.6 0.2 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1336 - 664 HCM Lane V/C Ratio 0.002 - 0.034 HCM Control Delay (s) 7.7 0 10.6 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 7 HCM 2010 TWSC 16: Madison Rd & 43rd Ave 2030 PM W- PROJ 9/12/2016 Intersection ask Int Delay, s/veh 0.9 EBL EBR NBL NBT SBT SBR Lane Configurations V 4 Traffic Vol, veh/h 22 2 3 89 154 39 Future Vol, veh/h 22 2 3 89 154 39 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stoo 0 0 0 Stop None Free Free - None 0 0 Free Free - None 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 5 0 0 Mvm Flow 24 2 3 97 167 42 Major/Minor Minor2 Major/ Major2 Conflicting Flow All 292 189 210 0 0 Stage 1 189 Stage 2 103 Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 Critical Hdwy Stg 2 5.4 Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 703 858 1373 Stage 1 848 Stage 2 926 Platoon blocked, % Mov Cap-1 Maneuver 702 858 1373 Mov Cap-2 Maneuver 702 Stage 1 848 Stage 2 924 Approach EB NB SB HCM Control Delay, s 10.2 0.2 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1373 - 713 HCM Lane V/C Ratio 0.002 - 0.037 H CM Control Delay (s) 7.6 0 10.2 HCM Lane LOS A A B H CM 95th %tile Q(veh) 0 - 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 8 HCM 2010 TWSC 2030 PM W- PROJ 17: Madison Rd & 44th Ave 9/12/2016 Intersection ANL ailik Int Delay, s/veh 0.9 ITOMEW EBL EBR NBL NBT SBT SBR Lane Configurations V 4 Traffic Vol, veh/h 8 8 13 84 143 13 Future Vol, veh/h Conflicting Peds, #/hr Sign Control 8 0 Stop 8 0 Stop 13 0 Free 84 0 Free 143 0 Free 13 0 Free RT Channelized None - None - None Storage Length Veh in Median Storage, # Grade, % 0 0 0 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 5 0 0 Myrril Flow 9 9 14 91 155 14 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 283 163 170 0 Stage 1 163 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 120 7.1 6.1 6.1 3.5 673 844 6.2 3.3 887 4.1 2.2 1420 Stage 2 889 Platoon blocked, % Mov Cap-1 Maneuver 668 887 1420 Mov Cap-2 Maneuver 668 Stage 1 836 Stage 2 880 Approach EB NB SB HCM Control Delay, s 9.8 1 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1420 - 762 HCM Lane V/C Ratio 0.01 - 0.023 HCM Control Delay (s) 7.6 0 9.8 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 - 0.1 Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 9 HCM 2010 TWSC 2030 PM W- PROJ 18: Madison Rd & Thorpe Rd 9/12/2016 Intersection ails. Int Delay, s/veh 4.2 riOiggg'rit‘IIMIN EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h 49 49 40 0 0 63 63 0 0 4. 0 0 0 0 34 34 4 48 48 0 0 0 0 4. 103 103 45 45 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop Stop Stop - None 0 0 Stop Stop Stop - None 0 0 Free Free Free - None 0 0 Free Free Free - None 0 0 Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % Mvmt Flow 5 57 0 0 0 73 0 0 0 0 0 0 0 40 0 56 0 0 0 0 0 120 0 52 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 281 281 146 318 307 56 172 0 0 56 0 0 Stage 1 146 146 135 135 Stage 2 135 135 183 172 Critical Hdwy 7.15 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Hdwy Stg 1 6.15 5.5 6.1 5.5 . Critical Hdwy Stg 2 6.15 5.5 6.1 5.5 Follow-up Hdwy 3.545 4 3.3 3.5 4 3.3 2.2 2.2 Pot Cap-1 Maneuver 665 631 906 639 610 1016 1417 1562 Stage 1 850 780 873 789 Stage 2 861 789 823 760 Platoon blocked, % Mov Cap-1 Maneuver 650 613 906 574 592 1016 1417 1562 Mov Cap-2 Maneuver 650 613 574 592 Stage 1 825 780 848 766 Stage 2 836 766 756 760 Approach EB WB NB SB HCM Control Delay, s 10.6 0 3.2 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1417 - 773 - 1562 HCM Lane V/C Ratio 0.028 - 0.168 HCM Control Delay (s) 7.6 0 - 10.6 0 0 HCM Lane LOS A A B A A HCM 95th %tile Q(veh) 0.1 - 0.6 0 Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 15 HCM 2010 Signalized Intersection Summary 19: Hwy 27 & 32nd Ave 2030 PM W- PROJ 9/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ¶ ft+ /I TI 'I +1+ '5 +1) Traffic Volume (veh/h) 97 377 224 191 405 53 156 203 126 58 272 81 Future Volume (veh/h) 97 377 224 191 405 53 156 203 126 58 272 81 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1876 1900 1881 1883 1900 1900 1824 1900 1900 1885 1900 Adj Flow Rate, veh/h 114 444 264 225 476 62 184 239 148 68 320 95 Adj No. of Lanes 1 2 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, 0 2 2 1 1 1 0 3 3 0 1 1 Cap, veh/h 149 661 390 270 612 80 228 537 320 90 494 144 Arrive On Green 0.08 0.31 0.31 0.15 0.37 0.37 0.13 0.26 0.26 0.05 0.18 0.18 Sat Flow, veh/h 1810 2160 1275 1792 1633 213 1810 2090 1247 1810 2736 799 Grp Volume(v), veh/h 114 366 342 225 0 538 184 197 190 68 208 207 Grp Sat Flow(s),veh/h/ln 1810 1783 1652 1792 0 1846 1810 1733 1604 1810 1791 1744 Q Serve(g_s), s 5.2 15.1 15.3 10.3 0.0 21.7 8.4 8.0 8.5 3.1 9.1 9.3 Cycle Q Clear(g_c), s 5.2 15.1 15.3 10.3 0.0 21.7 8.4 8.0 8.5 3.1 9.1 9.3 Prop In Lane 1.00 0.77 1.00 0.12 1.00 0.78 1.00 0.46 Lane Grp Cap(c), veh/h 149 545 505 270 0 691 228 445 412 90 323 315 V/C Ratio(X) 0.77 0.67 0.68 0.83 0.00 0.78 0.81 0.44 0.46 0.76 0.64 0.66 Avail Cap(c_a), veh/h 536 844 782 530 0 874 643 821 760 643 848 826 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.0 25.6 25.7 34.8 0.0 23.3 35.9 26.3 26.5 39.6 32.1 32.2 Incr. Delay (d2), s/veh 8.0 1.4 1.6 6.6 0.0 3.5 6.6 0.5 0.6 12.0 1.8 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °Me BackOfQ(50%),veh/In 2.9 7.6 7.2 5.6 0.0 11.7 4.6 3.9 3.8 1.9 4.7 4.7 LnGrp Delay(d),s/veh 46.0 27.0 27.3 41.5 0.0 26.8 42.5 26.8 27.1 51.7 33.9 34.2 LnGrp LOS D C C D C D C C D C C Approach Vol, veh/h 822 763 571 483 Approach Delay, s/veh 29.8 31.1 32.0 36.5 Approach LOS C C C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.7 27.2 17.2 30.3 16.2 20.7 11.4 36.1 Change Period (Y+Rc), s 5.5 5.5 4.5 4.5 5.5 5.5 4.5 4.5 Max Green Setting (Gmax), s 30.0 40.0 25.0 40.0 30.0 40.0 25.0 40.0 Max Q Clear Time (g_c+I1), s 5.1 10.5 12.3 17.3 10.4 11.3 7.2 23.7 Green Ext Time (p_c), s 0.1 3.9 0.5 8.5 0.4 3.9 0.2 7.3 Intersection Summary HCM 2010 Ctrl Delay 31.9 HCM 2010 LOS Painted Hills PRD Synchro 7 - Report Whipple Consulting Engineers Page 17 HCM 2010 TWSC 2030 PM W- PROJ 20: 32nd Ave & Ever reen Rd 9/12/2016 Intersection AU Int Delay, s/veh 7.3 Muttem-enr-- Lane Configurations T4 44 tk Traffic Vol, veh/h 225 432 0 0 436 12 0 0 0 18 0 234 Future Vol, veh/h 225 432 0 0 436 12 0 0 0 18 0 234 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 0 0 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Free 100 Free Free - None 0 0 Free Free Free - None 0 0 Stop Stop Stop - None 0 0 Stop - 50 Stop Stop - None 0 0 Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 1 1 0 0 0 0 0 0 0 33 0 22 Mvmt Flow 285 547 0 0 552 15 0 0 0 23 0 296 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 567 0 0 547 0 0 1824 1683 548 1676 1675 559 Stage 1 1116 1116 559 559 Stage 2 708 567 1117 1116 Critical Hdwy 4.11 4.1 7.1 6.5 6.2 7.43 6.5 6.42 Critical Hdwy Stg 1 6.1 5.5 6.43 5.5 Critical Hdwy Stg 2 6.1 5.5 6.43 5.5 Follow-up Hdwy 2.209 2.2 3.5 4 3.3 3.797 4 3.498 Pot Cap-1 Maneuver Stage 1 1010 1033 60 254 95 285 540 64 462 96 514 492 Stage 2 429 510 219 285 Platoon blocked, % Mov Cap-1 Maneuver 1010 1032 19 68 539 50 69 492 Mov Cap-2 Maneuver 19 68 50 69 Stage 1 182 205 332 514 Stage 2 171 510 157 205 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach HCM Control Delay, s 3.4 HCM LOS EB WB NB SB 0 0 30.3 A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 _ Capacity (veh/h) HCM Lane V/C Ratio - 0.282 - 0.456 0.602 HCM Control Delay (s) HCM Lane LOS A A A F C - 1010 - 1032 - 50 492 0 10 0 - 127.1 22.8 HCM 95th %tile Q(veh) - 1.2 0 - 1.7 3.9 Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 18 HCM 2010 TWSC 2030 PM W- PROJ 21: Sullivan Rd & 32nd Ave 9/12/2016 Intersection Int Delay, s/veh 5.4 Movement EBL EBR NBL NBT Lane Configurations Traffic Vol, veh/h Future Vol, veh/h *it 309 309 18 18 4 25 57 25 57 Conflicting Peds, #/hr 0 0 1 0 Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Stop 0 0 0 Stop None Free Free - None 0 0 Peak Hour Factor 91 91 91 91 Heavy Vehicles, % 2 0 0 2 Mvm Flow 340 20 27 63 Major/Minor Minor2 Major1 Conflicting Flow All 233 115 115 0 Stage 1 115 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 118 6.42 5.42 5.42 3.518 755 910 6.2 3.3 943 4.1 2.2 1487 Stage 2 907 Platoon blocked, Mov Cap-1 Maneuver 739 942 1487 Mov Cap-2 Maneuver 739 Stage 1 909 Stage 2 889 SBT SBR 104 389 104 389 0 0 Free Free - None - 175 0 0 91 91 0 0 114 427 Major2 0 Approach EB NB SB HCM Control Delay, s 14.2 2.3 0 HCM LOS M Capacity (veh/h) 1487 - 748 HCM Lane V/C Ratio 0.018 - 0.48 HCM Control Delay (s) 7.5 0 14.2 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0.1 - 2.6 inor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Painted Hills PRD Whipple Consulting Engineers Synchro 7 - Report Page 19 LEFT TURN WSDOT ANALYSIS PROJECT ACCESS DRIVEWAYS Intersections I-INN- PICA £ soplowiv Chapter 1310 Total DHV* KEY: elow curve, storage not needed for capacity. 1,100 Above curve, further analysis recommended. j 1,000 701 600' 300 :1 * DHV is total volume from both directions **Speeds are posted speeds Ph** Mph** 60 mph,* 10 15 20 2 °A) Total DHV Turning Left (single turning movement Left-Turn Storage Guidelines: Two-Lane, Unsignalized Exhibit 1310-7a Page 1310-14 WSDOT Design Manual M 22-01.10 July 2013 Intersections M Comp/4 Chapter 1310 KEY: elow c ' e, storage not needed for capacity': a 1,100 Above curve, further analysis recommende DHV is total volume from both directions 1,000 **Speeds are posted speeds 4' 800 0 700 5. SO mph** 60 mph,* 10 15 20 25 % Total DHV Turning Left (single turning movement) Left-Turn Storage Guidelines: Two-Lane, Unsignalized Exhibit 1310-7a Page 1310-14 WSDOT Design Manual M 22-01.10 July 2013 Intersections Ars A//71)4/-nICA t SC Chapter 1310 44,100 13 800 •F• 0 700 600 KEY: I Below curve, storage not needed for capacity. Above curve, further analysis reco e • e DHV is total volume from both directions 'Speeds are posted speeds ph*. o mph** so 5 co" 15 • , 20 % Total DHV Turning Left (single turning movement) f. 7 Left-Turn Storage Guidelines: Two-Lane, Unsignalized Exhibit 1310-7a ,614A' zoos poi/ 014 aft ` 241, 576 Page 1310-14 WSDOT Design Manual M 22-01.10 July 2013 Intersections 711GRPE 2 CoOm 4-(C .55 Chapter 1310 1,100 1,00 900 800: • 700 600, 300 KEY: Below curve, storage not needed for capacity. Above curve, further analysis recommended. DHV is total volume from both directions **Speeds are posted speeds 40 t„ SO mph** 60 mph** 10 '15 20 % Tot?: 3liV Turning Left (single turning movement) Left-Turn Storage Guidelines: Two-Lane, Unsignalized Exhibit 1310-7a YEAR Z62.1 13 014 := 237 76, Lit7Ilif 237 13--z5,n Page 1310-14 WSDOT Design Manual M 22-01.10 July 2013 Intersections miloy-J ffi2-#1"6P //tits Chapter 1310 Tota DHV* KEY: 1.100 800 700 ;41 Below curve, storage not needed for capacity. Above curve, further analysis recommended. * DHV is total volume from both directions **Speeds are posted speeds I! Ph** S0 mph** 60 mph,,, I I I 0 15 20 25 % Total DHV Turning Left (single turning movement). • Left-Turn Storage Guidelines: Two-Lane, Unsignalized Exhibit 1310-7a Net 0 bHv 35-2- %DNU tbfrTh 0 02c? Page 1310-14 WSDOT Design Manual M 22-01.10 July 2013 Intersections mAPTsok Chapter 1310 KFAR Za 2T Pi 1,100 t 1 1 1 1 I I - 4KEY: _ '," elow curve, storage not needed for capacit /.-- Above curve, further analysis recommende * DHV is total volume from both directions 1,000 **Speeds are posted speeds 800 700 600 500 30Q V ,A) 50 60 rnph** IF sip 41. ANNA -11sewr err -Pr • 5* 10 15 20 `25 °A Total DHV Turning Left (single turning movement) Left-Turn Storage Guidelines: Two-Lane, Unsignalized Exhibit 1310-7a WA 3 /7H( 31( oil/ LEFT 74.4 J- 0(1% Page 1310-14 WSDOT Design Manual M 22-01.10 July 2013 Intersections H60 Sox/ & (13 1' Chapter 1310 Total DHV* KEY: 1,100 elow curve, storage not needed for capacity. Above curve, further analysis recommended. * DHV is total volume from both directions 1,000 **Speeds are posted speeds gnu 800 700 600. 300 0 Ph k. Inph*.* 60 mph, -1!r" 10 15 20 25 % Total DHV Turning Left (single turning movement) Left-Turn Storage Guidelines: Two-Lane, Unsignalized Exhibit 1310-7a Page 1310-14 WSDOT Design Manual M 22-01.10 July 2013 Intersections HA tisx) tre Chapter 1310 M. 0 KEY: ,100 !( I 800. 700 W?; 1 I Below curve, storage not needed for capaci .=./ Above curve, further analysis recommende '7 DHV is total volume from both directions **Speeds are posted speeds 300 r i I I 0 10 011010010 SO mph** 60 mph*, 20 -25 , Totel DPW Turning Left (single turning movement) Left-Turn Storage Guidelines: Two-Lane, Unsignalized Exhibit 1310-7a 1' ,,e 2a2$ ,v5 13 1)14. 2_361 °4 tiA77/ Zit 1310-14 WSDOT Design Manual M 22-01.10 July 2013 WOODLAWN DRIVE TUBE COUNTS MIKE McCLUSKEY - WEE COUNT LLC 1110 E. EXCELSIOR RD. SPOKANE WA. 99224 (509) 979-3331 1, WOODLAWN DR. S. OF 32TH 35 MPH Daily Volume Site: SPOKANE VALLEY 3/11/2015 Wednesday Interval Start SB NB Combined Interval Start SB NB Combined 12:00 AM 12:15 AM 12:30 AM 12:45 AM 1 0 0 0 1 0 0 1 0 1 1 0 1 0 2 12:00 PM 12:15 PM 12:30 PM 12:45 PM 17 10 6 5 38 12 5 15 13 45 29 15 21 18 83 1:00 AM 1:15AM 1:30 AM 1:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM 1:15 PM 1:30 PM 1:45 PM 5 14 6 14 39 8 7 6 7 28 13 21 12 21 67 2:00 AM 2:15 AM 2:30 AM 2:45 AM 0 0 1 0 1 1 1 0 0 2 1 1 1 0 3 2:00 PM 2:15 PM 2:30 PM 2:45 PM 13 41 26 11 91 7 11 16 29 63 20 52 42 40 154 3:00 AM 3:15 AM 3:30 AM 3:45 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 3:00 PM 3:15 PM 3:30 PM 3:45 PM 20 16 11 9 56 11 13 12 6 42 31 29 23 15 98 4:00 AM 4:15 AM 4:30 AM 4:45 AM 0 0 0 0 0 1 1 1 3 6 1 1 1 3 6 4:00 PM 4:15 PM 4:30 PM 4:45 PM 19 12 18 18 67 10 9 12 14 45 29 21 30 32 112 5:00 AM 5:15 AM 5:30 AM 5:45 AM 2 1 1 1 5 2 2 4 5 13 4 3 5 6 18 5:00 PM 5:15 PM 5:30 PM 5:45 PM 32 26 19 32 109 14 12 15 11 52 46 38 34 43 161 6:00 AM 6:15 AM 6:30 AM 6:45 AM 0 1 1 6 8 8 7 13 15 43 8 8 14 21 51 6:00 PM 6:15 PM 6:30 PM 6:45 PM 17 13 17 19 66 11 14 12 12 49 28 27 29 31 115 ) 1 7:00 AM 7:15 AM 7:30 AM 7:45 AM 9 18 36 20 83 ) f "- 21 26 28 38 113 30 44 64 58 196 7:00 PM 7:15 PM 7:30 PM 7:45 PM 7 6 11 17 41 6 5 9 6 26 13 11 20 23 67 8:00 AM 8:15 AM 8:30 AM 8:45 AM 13 4 5 3 25 17 16 11 12 56 30 20 16 15 81 8:00 PM 8:15 PM 8:30 PM 8:45 PM 10 11 6 8 35 0 4 5 3 12 10 15 11 11 47 9:00 AM 9:15 AM 9:30 AM 9:45 AM 4 9 4 2 19 10 12 12 9 43 14 21 16 11 62 9:00 PM 9:15 PM 9:30 PM 9:45 PM 9 9 4 2 24 4 2 1 1 8 13 11 5 3 32 10:00 AM 10:15 AM 10:30 AM 10:45 AM 3 5 3 8 19 13 8 8 8 37 16 13 11 16 56 10:00 PM 10:15 PM 10:30 PM 10:45 PM 1 4 3 0 8 0 3 1 1 5 1 7 4 1 13 11:00 AM 11:15 AM 11:30 AM 11:45 AM 4 10 8 13 35 8 9 9 4 30 12 19 17 17 65 11:00 PM 11:15 PM 11:30 PM 11:45 PM 2 1 1 1 5 0 1 1 1 3 2 2 2 2 8 br3 Volume Totals SB NB Combined 12:00 AM - 12:00 PM 197 (36.4%) 344 (63.6%) 541 12:00 PM - 12:00 AM 579 (60.5%) 378 (39.5%) 957 24 Hours 776 (51.8%) 722 (48.2%) 1498 Peak Hours SB NB Combined 12:00 AM - 12:00 PM 7:15 AM 7:00 AM 7:00 AM Volume 87 113 196 Factor 0.60 0.74 0.77 12:00 PM - 12:00 AM 5:00 PM 2:30 PM 2:15 PM Volume 109 69 165 Factor 0.85 0.59 0.79 2 MIKE McCLUSKEY - WEE COUNT LLC 1110 E. EXCELSIOR RD. SPOKANE WA. 99224 ---(509) 979-3331 WOODLAWN DR. N. OF 40TH Daily Volume Site: SPOKANE VALLEY 3/11/2015 Wednesday Interval Start =SB NB Combined Interval Start SB NB Combined 12:00 AM 12:15 AM 12:30 AM 12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 12:15 PM 12:30 PM 12:45.PM 9 7 4 3 23 7 5 5 4 21 16 12 9 7 44 1:00 AM 1:15 AM 1:30 AM 1:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM 1:15 PM 1:30 PM 1:45 PM 5 5 2 9 21 9 3 2 4 18 14 8 4 13 39 2:00 AM 2:15 AM 2:30 AM 2:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM 2:15 PM 2:30 PM 2:45 PM 5 27 29 5 66 4 4 17 32 57 9 31 46 37 123 3:00 AM 3:15AM 3:30 AM 3:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 3:15 PM 3:30 PM 3:45 PM 17 5 1 6 29 9 12 13 7 41 26 17 14 13 70 4:00 AM 4:15 AM 4:30 AM 4:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 4:15 PM 4:30 PM 4:45 PM 11 6 15 8 40 7 8 14 11 40 18 14 29 19 80 5:00 AM 5:15 AM 5:30 AM 5:45 AM 0 1 1 0 2 0 0 0 1 1 0 1 1 1 3 5:00 PM 5:15 PM 5:30 PM 5:45 PM 18 10 7 6 41 15 8 7 2 32 33 18 14 8 73 6:00 AM 6:15 AM 6:30 AM 6:45 AM 1 2 1 3 7 2 1 0 0 3 3 3 1 3 10 6:00 PM 6:15 PM 6:30 PM 6:45 PM 5 2 5 5 17 6 3 2 2 13 11 5 7 7 30 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8 24 49 34 115 7 6 24 30 67 15 30 73 64 182 7:00 PM 7:15 PM 7:30 PM 7:45 PM 1 5 2 6 14 6 3 8 3 20 7 8 10 9 34 8:00 AM 8:15 AM 8:30 AM 8:45 AM 16 2 12 20 50 12 8 6 10 36 28 10 18 30 86 8:00 PM 8:15 PM 8:30 PM 8:45 PM 1 3 0 2 6 0 1 0 4 5 1 4 0 6 11 9:00 AM 9:15 AM 9:30 AM 9:45 AM 12 4 2 3 21 7 4 3 7 21 19 8 5 10 42 9:00 PM 9:15 PM 9:30 PM 9:45 PM 0 3 1 0 4 5 1 2 1 9 5 4 3 1 13 10:00 AM 10:15 AM 10:30 AM 10:45 AM 3 1 1 3 8 5 2 7 4 18 8 3 8 7 26 10:00 PM 10:15 PM 10:30 PM 10:45 PM 0 1 0 0 1 0 1 1 1 3 0 2 1 1 4 11:00 AM 11:15 AM 11:30 AM 11:45 AM 0 4 6 5 15 2 4 5 4 15 2 8 11 9 30 11:00 PM 11:15 PM 11:30 PM 11:45 PM 0 0 1 0 1 0 0 0 1 1 0 0 1 1 2 Volume Totals SB NB Combined 12:00 AM - 12:00 PM 218 (57.5%) 161 (42.5%) 379 12:00 PM - 12:00 AM 263 (50.3%) 260 (49.7%) 523 24 Hours 481 (53.3%) 421 (46.7%) 902 Peak Hours SB NB Combined 12:00 AM - 12:00 PM 7:15 AM 7:30 AM 7:15 AM Volume 123 74 195 Factor 0.63 0.62 0.67 12:00 PM - 12:00 AM 2:15 PM 2:30 PM 2:15 PM Volume 78 70 140 Factor 0.67 0.55 0.76 2 MIKE McCLUSKEY - WEE COUNT LLC 1110 E. EXCELSIOR RD. SPOKANE WA. 99224 (509) 979-3331 32TH W. OF WOODLAWN 20 MPH Daily Volume Site: SPOKANE VALLEY 3/11/2015 Wednesday Interval Start ,WB EB Combined Interval Start WB EB Combined 12:00 AM 12:15 AM 12:30 AM 12:45 AM 4 6 3 3 16 3 3 8 6 20 7 9 11 9 36 12:00 PM 12:15 PM 12:30 PM 12:45 PM 45 73 52 52 222 59 55 56 62 232 104 128 108 114 454 1:00 AM 1:15 AM 1:30 AM 1:45 AM 1 2 5 1 9 1 4 1 2 8 2 6 6 3 17 1:00 PM 1:15 PM 1:30 PM 1:45 PM 38 59 48 68 213 60 57 58 70 245 98 116 106 138 458 2:00 AM 2:15 AM 2:30 AM 2:45 AM 2 1 1 0 4 3 2 4 2 11 5 3 5 2 15 2:00 PM 2:15 PM 2:30 PM 2:45 PM 83 66 65 73 287 73 199 116 88 476 156 2657 181 161 763 3:00 AM 3:15AM 3:30 AM 3:45 AM 3 1 3 0 7 2 1 2 3 8 5 2 5 3 15 3:00 PM 3:15 PM 3:30 PM 3:45 PM 99 70 70 87 326 82 114 103 88 387 1813 184 173 175 713 4:00 AM 4:15 AM 4:30 AM 4:45 AM 1 5 10 6 22 1 4 7 7 19 2 9 17 13 41 4:00 PM 4:15 PM 4:30 PM 4:45 PM 81 81 83 98 343 100 86 110 117 413 181 167 193 215 756 5:00 AM 5:15AM 5:30 AM 5:45 AM 12 12 14 16 54 12 13 24 19 68 24 25 38 35 122 5:00 PM 5:15 PM 5:30 PM 5:45 PM 91 119 140 118 468 123 135 116 124 498 214 254 256 242 966 6:00 AM 6:15 AM 6:30 AM 6:45 AM 31 36 41 57 165 24 36 38 33 131 55 72 79 90 296 6:00 PM 6:15 PM 6:30 PM 6:45 PM 77 106 65 60 308 92 75 91 68 326 169 181 156 128 634 7:00 AM 7:15 AM 7:30 AM 7:45 AM 99 151 142 72 464 54 102 131 55 342 153 253 273 127 806./ !__ 7:00 PM 7:15 PM 7:30 PM 7:45 PM 65 55 35 56 211 57 168 69 59 353 122 223 104 115 564 8:00 AM 8:15 AM 8:30 AM 8:45 AM 53 50 75 69 247 49 41 46 77 213 102 91 121 146 460 8:00 PM 8:15 PM 8:30 PM 8:45 PM 38 51 45 55 189 38 49 50 52 189 76 100 95 107 378 9:00 AM 9:15 AM 9:30 AM 9:45 AM 60 49 41 59 209 83 60 48 55 246 143 109 89 114 455 9:00 PM 9:15 PM 9:30 PM 9:45 PM 33 33 28 18 112 38 26 12 23 99 71 59 40 41 211 10:00 AM 10:15 AM 10:30 AM 10:45 AM 36 42 44 39 161 48 43 39 58 188 84 85 83 97 349 10:00 PM 10:15 PM 10:30 PM 10:45 PM 20 10 5 7 42 21 16 15 3 55 41 26 20 10 97 11:00 AM 11:15 AM 11:30 AM 11:45 AM 51 76 57 48 232 61 55 67 72 255 112 131 124 120 487 11:00 PM 11:15 PM 11:30 PM 11:45 PM 10 16 6 8 40 13 12 3 6 34 23 28 9 14 74 Volume Totals WB EB Combined 12:00 AM - 12:00 PM 1590 (51.3%) 1509 (48.7%) 3099 12:00 PM - 12:00 AM 2761 (45.5%) 3307 (54.5%) 6068 24 Hours 4351 (47.5%) 4816 (52.5%) 9167 Peak Hours 12:00 AM - 12:00 PM WB 7:00 AM EB 7:00 AM Combined 7:00 AM Volume 464 342 806 Factor 0.77 0.65 0.74 12:00 PM - 12:00 AM 5:00 PM 5:00 PM 5:00 PM Volume 468 498 966 Factor 0.84 0.92 0.94 2 IKE McCLUSKEY - WEE COUNT LLC I110 E. EXCELSIOR RD. SPOKANE WA. 99224 (509) 979-3331 PINES Site: SPOKANE VALLEY N. OF 38TH 3/18/2015 20 MPH Wednesday Daily Volume Interval Start SB NB Combined Interval Start SB NB Combined 12:00 AM 12:15 AM 12:30 AM 12:45 AM 4 2 1 0 7 4 12 0 0 16 8 14 1 0 1:00 AM 1:15 AM 1:30 AM 1:45 AM 0 0 0 0 0 0 0 1 0 1 0 0 1 0 2:00 AM 2:15 AM 2:30 AM 2:45 AM 0 0 4 1 5 1 0 0 0 1 1 0 4 1 3:00 AM 3:15 AM 3:30 AM 3:45 AM 0 0 0 0 0 1 0 0 0 1 1 0 0 0 4:00 AM 4:15 AM 4:30 AM 4:45 AM 0 0 1 0 1 0 0 2 0 2 0 0 3 0 5:00 AM 5:15 AM 5:30 AM 5:45 AM 0 0 0 1 1 0 5 5 6 16 0 5 5 7 6:00 AM 6:15 AM 6:30 AM 6:45 AM 4 5 8 4 21 3 9 10 9 31 7 14 18 13 7:00 AM 7:15 AM 7:30 AM 7:45 AM 20 13 34 36 103 41 46 64 56 207 61 591 98 92 i 8:00 AM 8:15 AM 8:30 AM 8:45 AM 24 12 15 16 67 45 19 26 34 124 69 1 31 41 50 9:00 AM 9:15 AM 9:30 AM 9:45 AM 23 4 12 10 49 27 18 18 15 78 50 22 30 25 10:00 AM 10:15 AM 10:30 AM 10:45 AM 9 14 7 9 39 9 10 16 13 48 18 24 23 22 11:00 AM 11:15 AM 11:30 AM 11:45 AM 12 18 15 24 69 18 21 21 16 76 30 39 36 40 23 1 6 1 3 17 52 310 ,..----3I5 191 127 87 145 12:00 PM 12:15 PM 12:30 PM 12:45 PM 19 16 16 18 69 11 14 17 10 52 30 30 33 28 121 1:00 PM 1:15 PM 1:30 PM 1:45 PM 15 15 14 16 60 24 16 18 13 71 39 31 32 29 131 2:00 PM 2:15 PM 2:30 PM 2:45 PM 15 29 38 23 105 13 16 24 44 97 28 45 62 67 202 3:00 PM 3:15 PM 3:30 PM 3:45 PM 29 36 34 30 129 30 19 12 27 88 59 55 46 57 217 4:00 PM 4:15 PM 4:30 PM 4:45 PM 23 26 30 33 112 24 29 19 14 86 47 55 49 47 198 5:00 PM 5:15 PM 5:30 PM 5:45 PM 40 23 22 24 109 31 20 13 19 83 71 43 35 43 192 6:00 PM 6:15 PM 6:30 PM 6:45 PM 18 24 19 19 80 16 29 20 15 80 34 53 39 34 160 7:00 PM 7:15 PM 7:30 PM 7:45 PM 13 14 11 10 48 18 5 2 7 32 31 19 13 17 80 8:00 PM 8:15 PM 8:30 PM 8:45 PM 16 10 10 11 47 5 5 4 5 19 21 15 14 16 66 9:00 PM 9:15 PM 9:30 PM 9:45 PM 11 2 7 13 33 5 3 3 4 15 16 5 10 17 48 10:00 PM 10:15 PM 10:30 PM 10:45 PM 7 5 3 1 16 3 1 2 1 7 10 6 5 2 23 11:00 PM 11:15 PM 11:30 PM 11:45 PM 5 0 2 1 8 1 2 0 1 4 6 2 2 2 12 Volume Totals SB NB Combined 12:00 AM - 12:00 PM 362 (37.6%) 601 (62.4%) 963 12:00 PM - 12:00 AM 816 (56.3%) 634 (43.7%) 1450 "11 24 Flours 1178 (48.8%) 1235 (51.2%) 2413 49'4 Ii l(c1 t=1:5 r 12:00 AM - 12:00 PM Peak Hours SB 7:15 AM NB 7:15 AM Combined 7:15 AM Volume 107 211 318 Factor 0.74 0.82 0.81 12:00 PM - 12:00 AM 3:00 PM 2:30 PM 2:30 PM Volume 129 117 243 Factor 0.90 0.66 0.91 2 KE McCLUSKEY - WEE COUNT LLC 1110 E. EXCELSIOR RD. SPOKANE WA. 99224 (509) 979-3331 PINES N. OF 38TH 20 MPH Daily Volume Site: SPOKANE VALLEY 3/19/2015 Thursday Interval Start SB NB Combined Interval Start SB NB Combined 12:00 AM 12:15 AM 12:30 AM 12:45 AM 0 1 1 2 4 0 0 0 1 1 0 1 1 3 5 12:00 PM 12:15 PM 12:30 PM 12:45 PM 23 24 19 22 88 16 19 19 20 74 39 43 38 42 162 1:00 AM 1:15 AM 1:30 AM 1:45 AM 1 0 0 0 1 0 0 1 0 1 1 0 1 0 2 1:00 PM 1:15 PM 1:30 PM 1:45 PM 13 15 13 17 58 20 15 20 12 67 33 30 33 29 125 2:00 AM 2:15 AM 2:30 AM 2:45 AM 0 1 2 0 3 0 2 0 0 2 0 3 2 0 5 2:00 PM 2:15 PM 2:30 PM 2:45 PM 13 30 SO 27 120 12 14 14 58 98 25 44 64 85 218 3:00 AM 3:15 AM 3:30 AM 3:45 AM 2 0 0 0 2 1 0 1 0 2 3 0 1 0 4 3:00 PM 3:15 PM 3:30 PM 3:45 PM 34 49 34 28 145 21 29 12 15 77 55 : 78: 46 43 222 4:00 AM 4:15 AM 4:30 AM 4:45 AM 0 0 0 2 2 0 1 0 0 1 0 1 0 2 3 4:00 PM 4:15 PM 4:30 PM 4:45 PM 35 33 33 26 127 18 36 46 28 128 53 69 79 54 255 5:00 AM 5:15 AM 5:30 AM 5:45 AM 0 0 0 2 2 4 1 7 5 17 4 1 7 7 19 5:00 PM 5:15 PM 5:30 PM 5:45 PM 40 43 37 36 156 24 44 27 39 134 64 87 64 75 - 290 -; 6:00 AM 6:15 AM 6:30 AM 6:45 AM 2 5 4 1 12 7 14 11 18 50 9 19 15 19 62 6:00 PM 6:15 PM 6:30 PM 6:45 PM 39 31 41 42 153 23 32 14 12 81 62 63 55 54 234 7:00 AM 7:15 AM 7:30 AM 7:45 AM 9 9 10 13 41 9 21 25 26 81 18 30 35 39 122 7:00 PM 7:15 PM 7:30 PM 7:45 PM 17 18 14 21 70 32 7 11 12 62 49 25 25 33 132 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9 10 33 34 86 32 17 31 53 133 41 27 64 87 219 8:00 PM 8:15 PM 8:30 PM 8:45 PM 19 20 5 5 49 49 22 9 3 83 68 42 14 8 132 9:00 AM 9:15 AM 9:30 AM 9:45 AM 26 12 10 18 66 31 16 35 28 110 57 28 45 46 176 9:00 PM 9:15 PM 9:30 PM 9:45 PM 11 4 4 7 26 3 4 1 2 10 14 8 5 9 36 10:00 AM 10:15 AM 10:30 AM 10:45 AM 16 9 17 15 57 26 13 22 14 75 42 22 39 29 132 10:00 PM 10:15 PM 10:30 PM 10:45 PM 5 3 5 2 15 2 1 2 2 7 7 4 7 4 22 11:00 AM 11:15 AM 11:30 AM 11:45 AM 13 18 10 13 54 18 18 15 15 66 31 36 25 28 120 11:00 PM 11:15 PM 11:30 PM 11:45 PM 1 1 2 1 5 2 0 2 0 4 3 1 4 1 9 Volume Totals SB NB Combined 12:00 AM - 12:00 PM 330 (38.0%) 539 (62.0%) 869 5 12:00 PM - 12:00 AM 1012 (55.1%) 825 (44.9%) 1837 "7„0"'\ 24 Hours 1342 (49.6%) 1364 (50.4%) 2706 1)9. Peak Hours 12:00 AM - 12:00 PM SB 8:30 AM NB 8:45 AM Combined 8:30 AM Volume 105 135 236 -2 lb Factor 0.77 0.64 0.68 f, 0 12:00 PM - 12:00 AM 2:30 PM 4:30 PM 5:00 PM Volume 160 142 290 Factor 0.80 0.77 0.83 3 KE McCLUSKEY - WEE COUNT LLC 1110 E. EXCELSIOR RD. SPOKANE WA. 99224 (509) 979-3331 40TH W. OF WOODLAWN 25 MPH Daily Volume Site: SPOKANE VALLEY 3/12/2015 Thursday Interval Start WB EB Combined Interval Start WB EB Combined 12:00 AM 12:15 AM 12:30 AM 12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 12:15 PM 12:30 PM 12:45 PM 8 5 10 4 27 3 4 2 4 13 11 9 12 8 40 1:00-AM 1:15 AM 1:30 AM 1:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM 1:15 PM 1:30 PM 1:45 PM 3 36 22 13 74 7 4 11 27 49 10 40 33 40 123 2:00 AM 2:15 AM 2:30 AM 2:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM 2:15 PM 2:30 PM 2:45 PM 19 12 10 9 50 8 17 8 8 41 27 29 17 91 3:00 AM 3:15 AM 3:30 AM 3:45 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 3:00 PM 3:15 PM 3:30 PM 3:45 PM 6 75 15 33 8 913 18 48 14 16 -18 33 81 4:00 AM 4:15 AM 4:30 AM 4:45 AM 0 1 0 1 2 0 0 1 1 2 0 1 1 2 4 4:00 PM 4:15 PM 4:30 PM 4:45 PM 8 5 6 7 26 13 14 4 25 56 21 19 10 32 82 5:00 AM 5:15 AM 5:30 AM 5:45 AM 1 1 1 0 3 0 0 0 0 0 1 1 1 0 3 5:00 PM 5:15 PM 5:30 PM 5:45 PM 7 4 6 11 28 14 9 5 4 32 21 13 11 1115 60 ! r) 6:00 AM 6:15 AM 6:30 AM 6:45 AM 6 8 15 14 43 4 3 5 6 18 10 11 20 20 61 6:00 PM 6:15 PM 6:30 PM 6:45 PM 5 5 3 8 21 7 4 11 13 35 12 9 14 21 56 7:00 AM 7:15 AM 7:30 AM 7:45 AM 18 9 12 39 78 8 6 11 29 54 26 15--‘ 231---- 68 132 0 7:00 PM 7:15 PM 7:30 PM 7:45 PM 4 2 4 3 13 2 1 2 0 5 6 3 6 3 18 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9 6 6 11 32 14 3 5 11 33 23 9 11 22 65 8:00 PM 8:15 PM 8:30 PM 8:45 PM 2 4 3 2 11 4 1 0 1 6 6 5 3 3 17 9:00 AM 9:15 AM 9:30 AM 9:45 AM 15 3 1 3 22 10 5 2 4 21 25 8 3 7 43 9:00 PM 9:15 PM 9:30 PM 9:45 PM 3 0 2 0 5 1 1 0 1 3 4 1 2 1 8 10:0G AM 10:15 AM 10:30 AM 10:45 AM 1 4 4 3 12 8 5 7 3 23 9 9 11 6 35 10:00 PM 10:15 PM 10:30 PM 10:45 PM 0 0 0 0 0 0 0 0 1 1 0 0 0 1 1 11:00 AM 11:15 AM 11:30 AM 11:45 AM 9 8 2 3 22 6 7 5 5 23 15 15 7 8 45 11:00 PM 11:15 PM 11:30 PM 11:45 PM 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1 Volume Totals (05 WB EB Combined 12:00 AM - 12:00 PM 215 (55.3%) 174 (44.7%) 389 12:00 PM - 12:00 AM 288 (49.8%) 290 (50.2%) 578 24 Hours 503 (52.0%) 464 (48.0%) 967 Peak Hours WB EB Combined 12:00 AM - 12:00 PM 7:00 AM 7:15 AM 7:00 AM Volume 78 60 132 Factor 0.50 0.52 0.49 12:00 PM - 12:00 AM 1:15 PM 1:30 PM 1:15 PM Volume 90 63 140 Factor 0.63 0.58 0.88 zg. Syq- x,G Job s sick (,(2 7P!1.-) 39, x.•( • (, 7-)° 111 C K 3 PRD LANDUSE DISTRIBUTION FIGURES 7A THROUGH 7H 8A THROUGH 8H P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:30:55 PM, Color C60 PCL 6 0 o C)m T1N3AV H1-O7 0 -o P1 z CITY LIMIT MADIS N ROAD HIGHWAY 27 SUDVIIOD C O Cri O PzJ 5 11 <= 1 CITY LIMIT pV %6Z UNIVERSITY ROAD BOWDISH ROAD PINES ROAD TIN3AV HIVZ YIN3AV H194 EVERGREEN ROAD SULLIVAN ROAD 3=> ND N) O r In -13 C) z O z 1 C) TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON AM COTTAGES TRIP DISTRIBUTION PROJ #: 13-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2526 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCEWORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:31:14 PM, Color C60 PCL 6 z 0 ow C)1f) r -TIN3AV Hitt 0 P1 z CITY LIMI %6 MADIS N ROAD 12r,> 4 HIGHWAY 27 00 O 2J %0S <= 1 12 => <= 4 12=> 4 CITY LIMIT NJ NJ TIN3AV CINZc oxO \i‘10,0\13' xio`• 1=> 1=> %9t- UNIVERSITY ROAD BOWDISH ROAD PINES ROAD rnz c rn 311N3AV Hi9L EVERGREEN ROAD SULLIVAN ROAD 1 O r N -I -13 z O z w TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON AM ESTATES TRIP DISTRIBUTION PROJ #: 1 3-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 PAWCE_WORK12013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:31:28 PM, Color C60 PCL 6 z O o 3 2 in 3nN3AV Hitt O -0 6 z CITY LIMIT %6 MADIS IN ROAD 1,P 1= 3 9 HIGHWAY 27 O 0 1 2 9 =>. <=9 2 rn CDCA s4 CnI 10 19 29O. 5 58 <= 19 /11 CITY LIMIT 0. z 3 O'‘\\i‘,040.\\° xvD\ <=2 <11.1—, 2 %9 11W11 All0 UNIVERSITY ROAD BOWDISH ROAD PINES ROAD 311N3AV HitZ 3nN3AV Higt EVERGREEN ROAD SULLIVAN ROAD 17 9 C=3 O r GI z O z GI TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON AM SINGLE FAMILY TRIP DISTRIBUTION PROJ #: 13-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX' 509-926-0227 PAWCE_WORIC2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:31:43 PM, Color C60 PCL 6 S 1 Sg O25 P1 311N3AV H1t717 S z CITY Tarr S HIGHWAY 27 0 2=> O 5 5 => 4. N CITY LIMIT em.,•••• ••MANN.**Neen 311N3AV CINZ2 4 3 4 => 3 -<= 2 1 UNIVERSITY ROAD BOWDISH ROAD PINES ROAD 311N3AV HitZ 0) z EVERGREEN ROAD SULLIVAN ROAD 1= TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD Sc THORPE ROAD SPOKANE VALLEY, WASHINGTON AM APARTMENTS TRIP DISTRIBUTION PROJ #: 13-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:31:54 PM, Color C60 PCL 6 1 z 0 0 (n P1 TIN3AV H1 0 --o z CITY LIMIT ti MADIS N ROAD O HIGHWAY 27 0 0 1= 1c> 0 0 CITY LIMIT TIN3AV ONZ2 1=> ,\Axols\ <-1-, 1 S\ UNIVERSITY ROAD BOWDISH ROAD PINES ROAD TIN3AV HitZ 311N3AV Hi9L EVERGREEN ROAD SULLIVAN ROAD O r 3 rri En rri z z LU r Fl TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD Sc THORPE ROAD SPOKANE VALLEY, WASHINGTON AM APARTMENTS (MIXED) TRIP DISTRIBUTION PROJ #: 13-1 1 66 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCEWORK\2013 WCE PROJECTS \2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:32:11 PM, Color C60 PCL 6 1=> 59 z 0 0 in C)(J) rn m TIN3AV Hitt %91. AA? MADIS N ROAD 0 7:J z CITY LIMIT HIGHWAY 27 oH O0 0 O CITY LIMIT TIN3AV ONZ2 1= 1=> UNIVERSITY ROAD BOWDISH ROAD PINES ROAD TIN3AV HitZ 311N3AV Hi91. EVERGREEN ROAD SULLIVAN ROAD O r En TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD Sc THORPE ROAD SPOKANE VALLEY, WASHINGTON AM SHOPPING CENTER TRIP DISTRIBUTION PROJ #: 13-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW ,WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE_WORIC\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:32:22 PM, Color C60 PCL 6 z 0 w 0 in 311N3AV Hitt' 0 -o m z CITY LIMIT %9t MADIS N ROAD HIGHWAY 27 O 4, C=1 1 CITY LIMIT 311N3AV ONZ2 1=> --Oc` To' xio\T\ 1 111^111 A113 UNIVERSITY ROAD BOWDISH ROAD PINES ROAD 3nN3AV HitZ TIN3AV H194 EVERGREEN ROAD SULLIVAN ROAD O r DI z z TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON AM SHOPPING CENTER TRIP DISTRIBUTION PROJ #: 1 3-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WHIPPLE CONSULTING ENGINEERS CIVIL, STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:32:38 PM, Color C60 PCL 6 z 0 o C)3nN3AV Hi'vt -4 0 2, -r rl Z8 i• MADIS N ROAD in z CITY LIMIT HIGHWAY 27 .e H O O O CITY LIMIT 31-1N3AV aNZc IIVill All0 UNIVERSITY ROAD BOWDISH ROAD PINES ROAD 311N3AV HitZ Zn z EVERGREEN ROAD SULLIVAN ROAD O r -13 z rri 0 z r TI C I TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON AM RESTAURANT TRIP DISTRIBUTION PROJ #: 13-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:35:01 PM, Color C60 PCL 6 311N3AV H1 CITY LIMIT MADIS N ROAD TO -o p1 HIGHWAY 27 sapvIiop 00 O z 0 o in U) I-PI 6 4 CITY LIMIT OV 3nN3AV CINZ \is\ \AxliA\-\\13,0O. osi°`' O UNIVERSITY ROAD BOWDISH ROAD PINES ROAD TIN3AV H1VZ EVERGREEN ROAD SULLIVAN ROAD <=3 <2=2 O I- m 7'3 m z m O z I- co TI C ra TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD St THORPE ROAD SPOKANE VALLEY, WASHINGTON PM COTTAGES TRIP DISTRIBUTION PROJ #: 13-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE_WORK\2013 WCE PROJECTS12013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:35:16 PM, Color C60 PCL 6 L-2 z 0 0 01 1/) e 1 2 fJa 13 0 0 TIN3AV Hitt CITY LIMIT %Z •\\‘, \‘''A k.1 3 z MADIS N ROAD 8 13 HIGHWAY 27 N 0 0 I O 2.=> <-""—. 4 OS 8 => a13 CITY LIMIT 13 3nN3AV aNZc 2=`,> 1=> 2 %9 110111 A110 UNIVERSITY ROAD BOWDISH ROAD PINES ROAD 3nN3AV HitZ 31-11\13AV EVERGREEN ROAD SULLIVAN ROAD :'-,4 O II C) z r z co ID Cl TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON PM ESTATES TRIP DISTRIBUTION PROJ #: 1 3-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCEWORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:35:30 PM, Color C60 PCL 6 K 7. 2' 4 Sg CI z 0 0 in 0 <= 1 2 6 => rn z rn 0 rn <=4 rn z °hZ CITY LIMIT %g MADIS N ROAD 32 <=2 HIGHWAY 27 H 0 co 9 12==> 16 <= 21 37 => -•<= 64 3 18=> X32 CITY LIMIT 0 fV 311N3AV CINZ2 4 2 \ts\\6\° J N./ LP (0 N/ 4e1A5 5 6 UNIVERSITY ROAD BOWDISH ROAD PINES ROAD 311N3AV HitZ rn rn z c 0 EVERGREEN ROAD SULLIVAN ROAD 0 2 <1= 16 O r XI —13 In z O J z It r co TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON PM SINGLE FAMILY TRIP DISTRIBUTION PROJ #: 13-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:39:10 PM, Color C60 PCL 6 4 => Sg z 0 ow C)(/) I-rn <= 3 m 3f1N3AV Hitt 0 ,J7 z %17 CITY LIMIT 4/ Il io\y°c° MADIS N ROAD NJ HIGHWAY 27 0 1.J.1 O0 O 0 O 2 co co CA O, 2 => •C= 5 2 5 CITY LIMIT 311N3AV ONZ2 9 7 4 UNIVERSITY ROAD BOWDISH ROAD PINES ROAD TIN3AV HitZ 311N3AV Hi9L EVERGREEN ROAD SULLIVAN ROAD 2 TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON PM APARTMENTS TRIP DISTRIBUTION PROJ #: 13-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 PAWCE_WORK12013 WCE PROJECTS12013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:35:49 PM, Color C60 PCL 6 1 Sg <= 1 311N3AV H1i 0 -o o -I o U] (-) rri z CITY LIMI 4/ • MADIS N ROAD HIGHWAY 27 H 0 O 1=> <= 1 1 C=1 CITY LIMIT 1=> i=> 311N3AV CINZ2 2 1 UNIVERSITY ROAD BOWDISH ROAD PINES ROAD TIN3AV HIVZ 3nNBAv HAL EVERGREEN ROAD SULLIVAN ROAD r r CI z 6 J z rri [13 Fl C TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON PM APARTMENTS (MIXED) TRIP DISTRIBUTION PROJ #: 13-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW ,WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 PAWCE_WORK12013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:36:03 PM, Color C60 PCL 6 0 o <= 1 3f1N3AV Hiti7 0 z MADIS • CITY LIMIT 4/ N ROAD HIGHWAY 27 O 0 0 4 1 CITY LIMIT 0 z O <-77,-, 2 <= 1 UNIVERSITY ROAD rn BOWDISH ROAD PINES ROAD EVERGREEN ROAD SULLIVAN ROAD 0 r In GI rri 33 r w TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD & THORPE ROAD SPOKANE VALLEY, WASHINGTON PM SHOPPING CENTER TRIP DISTRIBUTION PROJ #: 13-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 PAWCE_WORK12013 WCE PROJECTS12013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:36:22 PM, Color C60 PCL 6 1 1 1 => z 0 of 3f1N]AV Hitt 0 1 z CI %0 MADIS N ROAD 1 => <=1 HIGHWAY 27 O O 00 rri cv NO 1=> <= 1 1= 1 CITY LIMIT w. 0 P1 z C 3=> 2=> <= 4 1 UNIVERSITY ROAD BOWDISH ROAD PINES ROAD 3f1N3AV HitZ EVERGREEN ROAD SULLIVAN ROAD O r- -11 0 z z 0 0 TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD at THORPE ROAD SPOKANE VALLEY, WASHINGTON PM SHOPPING CENTER TRIP DISTRIBUTION PRDJ #: 1 3-1 1 66 DATE: O4/1 3/1 5 DRAWN: RMA APPROVED: TRW WCE WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227 P:\WCE_WORK\2013 WCE PROJECTS\2013-1166 Walker - Painted Hills GC\DWG\TRAFFIC 4-27-16.dwg, 9/13/2016 3:36:36 PM, Color C60 PCL 6 Sgt z 0 ow (/) 0 311N3AV Hltev CITY LIMIT °At °401. w . 0 P1 1 z MADIS N ROAD HIGHWAY 27 O O 1 u, <= 1 CITY LIMIT N. z rn z m 2 => <=4 UNIVERSITY ROAD ------- BOWDISH ROAD => 2 O PINES ROAD 311N3AV HitiZ cs) D. z EVERGREEN ROAD SULLIVAN ROAD 0 r VI VI z 0 z —I co I Ti Cl TRAFFIC IMPACT ANALYSIS PAINTED HILLS PRD MADISON ROAD Sc THORPE ROAD SPOKANE VALLEY, WASHINGTON PM RESTAURANT TRIP DISTRIBUTION PROJ #: 13-1 166 DATE: O4/13/15 DRAWN: RMA APPROVED: TRW WHIPPLE CONSULTING ENGINEERS CIVIL , STRUCTURAL AND TRANSPORTATION ENGINEERING 2528 NORTH SULLIVAN ROAD SPOKANE VALLEY, WASHINGTON 99216 PH: 509-893-2617 FAX: 509-926-0227