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2017_01_17 CC PKT
City Council City of Brookings Meeting Agenda Brookings City Council Brookings City & County Government Center 520 3rd St., Suite 230 Brookings, SD 57006 Phone: (605) 692-6281 Fax: (605) 692-6907 Vision Statement: "We are an inclusive, diverse, connected community that fuels the creative class, embraces sustainability and pursues a complete lifestyle. We are committed to building a bright future through dedication, generosity and authenticity. Bring your dreams!" Community Room5:00 PMTuesday, January 17, 2017 Study Session The City of Brookings is committed to providing a high quality of life for its citizens and fostering a diverse economic base through innovative thinking, strategic planning, and proactive, fiscally responsible municipal management. 5:00 PM STUDY SESSION 1. Call to Order / Pledge of Allegiance. 2. Record of Council Attendance. 3.ID 2017-0049 Presentation by Dr. Barry H. Dunn, President, South Dakota State University, on the remodel and expansion of the Animal Disease Research and Diagnostic Laboratory. ADRDL Points 12/30/2016 Gov. Daugaard Column April 2015 - Brookings Register Article Attachments: - Council Questions / Discussion - Item to return to Council for consideration or adoption at later date - Estimated Time: 15 minutes 4.ID 2017-0050 Presentation from Advocates for Well-Being Group. - Council Questions / Discussion - Item to return to Council for consideration or adoption at later date - Estimated Time: 15 minutes 5.ID 2017-0046 Continued Council Discussion on 20th Street South/214th Street / I-29 overpass / interchange. HDR Interchange Analysis ReportAttachments: Page 1 City of Brookings January 17, 2017City Council Meeting Agenda - Council Questions / Discussion - Item to return to Council for consideration or adoption at later date - Estimated Time: 30 minutes 6.ID 2017-0051 Report on the National League of Cities Conference by City Council Members. - Council Questions / Discussion - Estimated Time: 20 minutes 7.ID 2017-0052 Report on the Growing Sustainable Communities Conference by Council Member Bacon. - Council Questions / Discussion - Estimated Time: 10 minutes 8.ID 2017-0053 City Council Ex-Officio Reports 9. City Council member introduction of topics for future discussion. Any Council Member may request discussion of any issue at a future meeting only. Items cannot be added for action at this meeting. A motion and second is required stating the issue, requested outcome, and time. A majority vote is required. 10. Adjourn. Brookings City Council: Scott Munsterman, Mayor, Keith Corbett, Deputy Mayor & Council Member Council Members Patty Bacon, Dan Hansen, Mary Kidwiler, Ope Niemeyer, and Nick Wendell Council Staff: Jeffrey W. Weldon, City Manager Steven Britzman, City Attorney Shari Thornes, City Clerk View the City Council Meeting Live on the City Government Access Channel 9. Rebroadcast Schedule: Wednesday 1:00pm/Thursday 7:00pm/Friday 9:00pm/Saturday 1:00pm The complete City Council agenda packet is available on the city website: www.cityofbrookings.org Assisted Listening Systems (ALS) are available upon request. Please contact Shari Thornes, Brookings City Clerk, at (605)692-6281 or sthornes@cityofbrookings.org. If you require additional assistance, alternative formats, and/or accessible locations consistent with the Americans with Disabilities Act, please contact Shari Thornes, City ADA Coordinator, at (605)692-6281 at least three working days prior to the meeting. Page 2 City of Brookings City of Brookings Staff Report Brookings City & County Government Center, 520 Third Street Brookings, SD 57006 (605) 692-6281 phone (605) 692-6907 fax File #:ID 2017-0049,Version:1 Presentation by Dr. Barry H. Dunn, President, South Dakota State University, on the remodel and expansion of the Animal Disease Research and Diagnostic Laboratory. Summary: Dr. Barry H. Dunn, President, South Dakota State University, will meet with the City Council to provide information on the remodel and expansion of the Animal Disease Research and Diagnostic Laboratory. Attachments: ADRDL Points 12/30/2016 Gov. Daugaard Column April 2015 Brookings Register Article City of Brookings Printed on 1/12/2017Page 1 of 1 powered by Legistar™ ADRDL Talking Points January 2017 The Animal Disease Research and Diagnostic Laboratory was established by the Legislature in 1967, on the campus of South Dakota State University in Brookings. As the state’s veterinary diagnostic laboratory, ADRDL provides service to the public for both human and animal health: o Valuable animal disease research for the $7.3B SD livestock industry. o Diagnostic services for livestock producers through their veterinarians. o Public health services (such as rabies testing.) o Food safety testing (testing meat samples to ensure safety.) o Wildlife health. o Emergency disease response Porcine Epidemic Diarrhea virus (2013-14) Avian influenza (2015) Foot and mouth disease, other foreign and emerging diseases. (contingency planning for continuity of business) Three major needs have emerged over the past decade at this 50 year-old facility: o Aging infrastructure needs to be updated or replaced. (Equipment such as autoclaves and incinerators, electrical, plumbing, HVAC) o Additional space is needed for modern laboratory equipment and technology. o Updates are necessary to bring the facility up to modern laboratory standards for lab-worker and environmental safety. (Biosafety Level 3 facilities) The Legislature in 2016 authorized spending over $2M to provide for architectural and engineering studies, as well as a cost estimate. o A design team has been working with ADRDL staff, Governor’s staff, the Board of Regents, and stakeholder groups to develop a detailed plan and estimate the cost to adequately expand, upgrade, and equip the ADRDL to meet projected needs for the next 30-50 years. o The plan calls for a refurbishing and renovating portions of the existing 63,430 gross square foot facility and constructing an approximately 80,500 gross square foot addition to include Biosafety level 3 facilities necessary to continue handling dangerous pathogens more safely. o Total estimated cost of construction, renovation, planning, equipping and commissioning is nearly $60M. Proposals for funding this important project are being discussed. o It is likely that a majority of the funding for the project would be bonded. o Debt service on the bond is estimated to be in excess of $3M/year. o Direct support from the Ag industry will be necessary. Office of Gov. Dennis Daugaard 500 E. Capitol Ave. Pierre, S.D. 57501 605-773-3212 www.sd.gov FOR IMMEDIATE RELEASE: Friday, December 30, 2016 CONTACT:Tony Venhuizen or Kelsey Pritchard at 605-773-3212 EDITORS/NEWS DIRECTORS: Please consider the following column from Gov. Dennis Daugaard. For an audio recording of the Governor’s weekly column, visit news.sd.gov/media.aspx and click on “Audio” under “Governor Dennis Daugaard.” The Importance of South Dakota’s Animal Health Laboratory A column by Gov. Dennis Daugaard: For a state like South Dakota, with five times as many cattle and twice as many hogs and chickens as we have citizens, livestock health is a big deal. We all know the tremendous impact the livestock sector has on our state’s economy, but often forget the connection between livestock health and human health. Livestock disease control techniques have advanced rapidly in recent years in response to worldwide disease epidemics. Since 2013, South Dakota has seen outbreaks of four new diseases not previously seen in the United States. The state, our agriculture industry and South Dakota State University work together to fund the Animal Disease Research and Diagnostic Laboratory (ADRDL), which serves as our state animal health laboratory. The current facility was built in 1967 and remodeled in 1993. It is out-of-date and needs to be modernized to correct aging infrastructure, accommodate new technologies, and meet current and future standards. That’s why I’m working with the Legislature and agriculture industry to upgrade and expand ADRDL. ADRDL provides critical research and diagnostic support to protect our citizens and livestock industry from disease outbreaks. The scientists who work there conduct tests to identify diseases, distinguish unique strains, and develop vaccines and other treatments to assist veterinarians, ranchers, farmers, pet owners, wildlife managers, public health officials, and state and federal agencies. Each year ADRDL tests hundreds of thousands of samples in nine specialized areas. When the lab was last upgraded, molecular diagnostic tests, which analyze genetic code to determine irregularities, had not yet been developed as a cost effective diagnostic tool. Now ADRDL conducts more than 200,000 annually. More new technologies are coming and further space is needed to accommodate them. We have to be cutting edge; we are not testing for yesterday’s diseases, we’re testing for the diseases of today and tomorrow. Politicians talk about public-private partnerships all the time – it’s almost a catchphrase. But in South Dakota we take action. It’s going to be a lean budget year and the agriculture sector is not as strong as it has been. Although this is a difficult time to make investments in our core infrastructure, a strong animal health lab is essential to the long- term security of our No. 1 industry and the citizens of our state. We all know the cost of doing nothing. When disease outbreaks risk the production of our food and the health of our citizens, a timely, accurate diagnosis of the cause is essential. I look forward to working with the Legislature, agriculture industry, and SDSU to sustain this public-private partnership and upgrade and expand South Dakota’s animal health lab. - 30 - City of Brookings Staff Report Brookings City & County Government Center, 520 Third Street Brookings, SD 57006 (605) 692-6281 phone (605) 692-6907 fax File #:ID 2017-0050,Version:1 Presentation from Advocates for Well-Being Group. Summary: The Advocates for Well-Being are a group of Brookings citizens and SDSU faculty whose focus is to work for child and family well-being. The group formed through a book study of The Hundred Languages of Children and decided to work to make a difference regarding well-being in the Brookings area. This group’s mission is to provide a platform for discussion and engagement by identifying and connecting stakeholders, building advocacy and support for well-being, and creating a call to action. Group members have collected data on child and family well-being - from the perspectives of local professionals and of children. The group participated in local well-being activities such as the Farmers’ Market and Brookings Maker Festival held this fall, and continues to seek out projects to enhance child and family well-being in the community. City of Brookings Printed on 1/12/2017Page 1 of 1 powered by Legistar™ City of Brookings Staff Report Brookings City & County Government Center, 520 Third Street Brookings, SD 57006 (605) 692-6281 phone (605) 692-6907 fax File #:ID 2017-0046,Version:1 Continued Council Discussion on 20th Street South/214th Street / I-29 overpass / interchange. Summary: At the conclusion of the joint City Council/County Board meeting on this topic, both entities decided to hold on-going discussions separately in an effort to progressively move toward policy determinations as to the viability, planning, design, and financing of this proposed infrastructure project. Attachments: HDR Engineering report City of Brookings Printed on 1/12/2017Page 1 of 1 powered by Legistar™ Interchange Analysis Report Brookings 20th Street South Interchange Study Brookings, SD September 23, 2016 ” Interchange Analysis Report Interstate 29 Exit 127 to Exit 132 Brookings, South Dakota September, 2016 Prepared for: City of Brookings, SD In cooperation with South Dakota Department of Transportation Federal Highway Administration Prepared by: HDR Engineering, Inc. 6300 South Old Village Place Suite 100 Sioux Falls, SD 57108 City of Brookings | 20th Street South Interchange Study i Table of Contents EXECUTIVE SUMMARY 1 INTRODUCTION 2 Background and Purpose 2 Study Location 2 METHODOLOGY 4 EXISTING CONDITIONS 5 Demographics 5 Existing Land Use 5 Existing Roadway Network 5 Alternative Travel Modes 5 Interchanges 6 Existing Data 6 Operational Performance 6 Safety Conditions 11 FUTURE CONDITIONS 20 Project Need 20 Alternatives 20 Future Year Traffic 25 ALTERNATIVES ANALYSIS 42 Conformance with Transportation Plans 42 Compliance with Policies and Engineering Standards 42 Environmental Impacts 42 Safety 43 Operational Performance 43 Evaluation Matrix 45 Coordination 45 FUNDING PLAN 46 RECOMMENDATIONS 47 APPENDIX 48 City of Brookings | 20th Street South Interchange Study ii Index of Figures Figure 1 – Study Area 3 Figure 2a – Existing Conditions – Peak Hour Intersection Volumes and LOS 8 Figure 2b – Existing Conditions – Peak Hour Intersection Volumes and LOS 9 Figure 3 – Existing Conditions – Peak Hour Interstate Volumes and LOS 10 Figure 4 – 20th St. S. Interchange Alternative 1 – Single Point, Crossroad Over 21 Figure 5 – 20th St. S. Interchange Alternative 2 – Single Point, Crossroad Under 22 Figure 6 – 20th St. S. Interchange Alternative 3 – Partial Cloverleaf 23 Figure 7 – 20th St. S. Interchange Alternative 4 – Folded Diamond 24 Figure 8 – 2045 No Build ADT 26 Figure 9 – 2045 Build Overpass ADT 27 Figure 10 – 2045 Build Interchange ADT 28 Figure 11a – Year 2045 No Build – Peak Hour Intersection Volumes and LOS 29 Figure 11b – Year 2045 No Build – Peak Hour Intersection Volumes and LOS 30 Figure 12 – Year 2045 No Build – Peak Hour Interstate Volumes and LOS 31 Figure 13a – Year 2045 Build 20th St. S. Overpass – Peak Hour Intersection Volumes and LOS 32 Figure 13b – Year 2045 Build 20th St. S. Overpass – Peak Hour Intersection Volumes and LOS 33 Figure 14 – Year 2045 Build 20th St. S. Overpass – Peak Hour Interstate Volumes and LOS 34 Figure 15a – Year 2045 Build 20th St. S. Interchange – Peak Hour Intersection Volumes and LOS 35 Figure 15b – Year 2045 Build 20th St. S. Interchange – Peak Hour Intersection Volumes and LOS 36 Figure 16 – Year 2045 Build 20th St. Interchange – Peak Hour Interstate Volumes and LOS 37 Figure 17 – Year 2045 Interchange Alt. 1 – Peak Hour Intersection Volumes and LOS 38 Figure 18 – Year 2045 Interchange Alt. 2 – Peak Hour Intersection Volumes and LOS 39 Figure 19 – Year 2045 Interchange Alt. 3 – Peak Hour Intersection Volumes and LOS 40 Figure 20 – Year 2045 Interchange Alt. 4 – Peak Hour Intersection Volumes and LOS 41 Index of Tables Table 1 – Intersection Crash Frequency by Year and Severity 12 Table 2 – Intersection Crash Frequency by Manner of Collision 13 Table 3 – Intersection Crash Frequency by Light and Road Surface Condition 17 Table 4 – Signalized Intersection Crash Rate Evaluation 18 Table 5 – Unsignalized Intersection Crash Rate Evaluation 19 Table 6 – Environmental Screening Summary 42 Table 7 – Evaluation Matrix 45 City of Brookings | 20th Street South Interchange Study 1 EXECUTIVE SUMMARY The idea of a new interchange on Interstate 29 (I-29) at 20th Street South in Brookings, SD, has appeared in statewide and local planning documents for many years. The City of Brookings, in conjunction with the South Dakota Department of Transportation and the Federal Highway Administration, have undertaken this study to update the traffic analysis for Interstate access at this location and determine whether it is feasible and justified to proceed with further planning, design and construction activities related to the interchange concept. This study analyzed the operations and safety characteristics of the existing roadway system and found the need for operational and safety improvements. Future traffic operations (Year 2045) were analyzed under the following traffic scenarios: No Build Build overpass for 20th Street South on I-29 Build interchange for 20th Street South on I-29 In addition, four interchange concepts were analyzed: Alternative 1 – single point interchange with crossroad over Interstate Alternative 2 – single point interchange with Interstate over crossroad Alternative 3 – partial cloverleaf interchange Alternative 4 – folded diamond interchange An environmental screening was conducted for the alternatives and potential mitigation and analysis needs were identified. The alternatives were sorted and it was determined that the single point interchange (Alternatives 1 and 2) provides potential operational and safety benefits in the future by reducing peak hour congestion on 6th Street and parts of 22nd Avenue. It was recommended that the participating agencies begin funding and programming discussions and that an Interchange Justification Report and Environmental Assessment be completed, as required by Federal regulations for Interstate access. City of Brookings | 20th Street South Interchange Study 2 INTRODUCTION Background and Purpose The City of Brookings, SD, in conjunction with the South Dakota Department of Transportation and the Federal Highway Administration are conducting a study to evaluate the operations of adding an overpass or interchange on I-29 between the existing Exit 127 and Exit 132 interchanges in Brookings, SD. A new interchange at this location has been identified in several previous studies, including the Brookings Master Transportation Plan and the SDDOT Decennial Interstate Corridor Study. The previous studies identified peak hour congestion problems on 6th Street which affected the Exit 132 interchange. This operations study may be followed by an Interchange Justification Study and an Environmental Assessment document, depending on the analysis outcome. Study Location The study area extends from Exit 127 to Exit 132 on I-29, in eastern Brookings, SD. The local street network between 22nd Avenue South and 34th Avenue South are also included in the study. The crossroad at Exit 127, South Dakota Highway 324, is a two-lane rural roadway. The crossroad at Exit 132, 6th Street, is a four-lane median-divided roadway which is scheduled for reconstruction in 2017. The roadway at the western boundary of the study area, 22nd Street South, is a five-lane urban roadway which transitions to a two-lane rural roadway. The roadway on the eastern boundary of the study area, 34th Avenue South, is a three-lane urban roadway which transitions to a two-lane rural roadway. The study area is shown in Figure 1. Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study INTERSTATE 29 1 Study Area Existing Exit 132 Existing Exit 127 Study Area Boundary 217th Street 216th Street 215th Street 214th Street 213th Street 1414 1-18-2016 1-18-2016 or Interchange Location Potential 20th Street S Overpass 6th Street 20th Street S 22nd Avenue S34th Avenue S9-20-2016 3 City of Brookings | 20th Street South Interchange Study 4 METHODOLOGY Preparation of this report included the following work tasks: 1. Data gathering 2. Review previous studies. 3. Determine existing and future operational characteristics of Interstate and local street facilities. 4. Identify existing safety concerns. 5. Prepare deliverable report. Traffic forecasts were prepared using output from an updated travel demand model prepared for the Brookings Master Transportation Plan. Traffic operations were analyzed using Highway Capacity Manual techniques using HCS 2010 and Highway Safety Manual techniques. Additional details on methodology can be found in the Methods and Assumptions agreement (September, 2015) prepared for this project. City of Brookings | 20th Street South Interchange Study 5 EXISTING CONDITIONS Demographics The Brookings area enjoys a robust economy and sustained population growth. During the period 1980 – 2000 the population grew at a steady rate of between 1% and 2% per year. Even in the face of the recent recession, the population continued to grow at an annual rate of 1%-2% per year and the 2014 Census estimate shows the city with a population of 23,225. Generally, employment for the Brookings area has grown at approximately the same rate as the population and unemployment is approximately 3.2% in Brookings, compared with a national unemployment rate of 5.0%. Commercial and industrial employment is concentrated within the study area, while institutional employment is concentrated adjacent to the study area at South Dakota State University, the City’s largest employer. Existing Land Use The study area is comprised mainly of commercial and industrial uses, including several large manufacturing facilities and big-box retail stores. The study area Traffic Analysis Zones (TAZ’s) currently reflect the existing population and employment inputs. The future-year TAZ’s show continued growth in employment inputs in these established urban zones. Future land use plans for Brookings show continued growth within the study area and in residential zones on the south and west boundaries of the City. Existing Roadway Network As previously identified, the existing major roadways within the study area include: I-29 – currently two lanes in each direction. 6th Street – 4-lane median-divided urban arterial roadway. SD 324 (217th Street) – 2-lane rural roadway. 22nd Avenue South – 5-lane urban arterial roadway, which transitions to a 2-lane rural roadway. 34th Avenue South – 3-lane urban arterial roadway, which transitions to 2-lane rural roadway. Alternative Travel Modes Travel within the study area is primarily by automobile. Pedestrian and bicycle modes are used mainly for recreation, although a few bicycle commuters use streets and trails within the study area. The area is currently served by municipal on-demand transit. City of Brookings | 20th Street South Interchange Study 6 Long queues exist on the south leg of the 6th St./32nd Ave. intersection during the peak hours. Those queues are forecast to persist through 2045 without alternative traffic routes. Interchanges Existing interchanges within the study area include: I-29/SD 324 (217th Street) (Exit 127) – a diamond design interchange. I-29/6th Street (Exit 132) – a diamond design interchange. Aerial photos of the existing interchanges have been included in the Appendix Section 8. Existing Data Most study data were available from the participating agencies, including traffic counts, and crash data. The available data was supplemented with additional counts, travel demand model output, and traffic observations. The data is recent and of high quality. Operational Performance Operation performance of highways is evaluated in terms of the quality of service, which describes how well a transportation facility operates from the traveler’s perspective. Quality of service is usually measured with “Level of Service”, a letter grade similar to those used in school. Level of service A refers to uncongested traffic conditions, with levels of service B through E describing increasingly more congested conditions and level of service F describing the highest congestion. Level of service is determined in different ways for different roadway facilities, with Interstate highway facilities evaluated in terms of vehicle density, urban intersections evaluated in terms of vehicle delay, and other facilities evaluated using other measures of roadway dynamics. All quality of service is determined using techniques developed for the Highway Capacity Manual, published by the Transportation Research Board. The existing study area roadways were evaluated using accepted traffic operations techniques for Interstate highways and urban streets. I- 29 operates at acceptable levels of service under existing conditions. Stop sign-controlled approaches at several City of Brookings | 20th Street South Interchange Study 7 local street intersections operate at unacceptable levels of service during peak hours. Peak hour traffic volumes and levels of service are summarized in Figures 2a and 2b. Supporting analysis printouts are provided in the Appendix Sections 2 and 3. Observations of peak hour traffic conditions have identified individual movements that operate with long delays and/or queues. These movements include the northbound and southbound left turns at 6th St./22nd Ave. and the northbound left turn at 6th St./32nd Ave. The queues for the northbound left turn at 6th St./32nd Ave. intersection are mitigated by planned 2017 improvements on 6th St., but return by 2045. The 2045 PM peak hour queue is estimated at 21 vehicles if no alternative routes are provided for traffic destined for residential zones west of I-29 from the industrial park area served by 32nd Ave. Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study Legend Signalized Intersection / 60 A A 25 70 0 35 3rd Street 8 th S tree t S O rchard D r8th Street S 32nd Avenue34th Avenue22nd Avenue22nd Avenue25th AvenueS u nrise Rid g e R d Yorkshire Dr Lefevre DrEastbrook Dr Olwien St Elmwood Dr D e rd a ll D r850 / 0 95 0 0 0 0 0 0 D F 0 25 0 10 65 0 30 0 150 / 85 40 55 75 5 5 25 0 B C 5 45 5 5 50 40 45 55 55 / 40 10 60 20 60 5 5 30 5 B C 5 10 5 5 5 80 30 20 15 55 85 6th Street / Lefevre Dr 6th Street / 32nd Avenue 6th Street / 34th Avenue / 70 0 15 45 A B 10 65 0 / 50 55 30 25 70 B B 50 80 75 20 25 35 15 9520 / 80 85 40 95 40 C C 35 40 6th Street / 25th Avenue 6th Street / 22nd Avenue 6th Street / I-29 Southbound 6th Street / I-29 Northbound / 30 20 30 20 20 5 A A 15 15 / 40 30 15 60 30 B A 35 45 15 60 3510 / 75 30 C A 75 85 22nd Avenue / Orchard Dr / 25 40 45 50 35 15 A A 25 35 22nd Avenue / 3rd Street 22nd Avenue / Olwien Street 22nd Avenue / 8th Street S INTERSTATE 29 12th Street S 2a 545 200 805 110 120 440 1050 115 115 130 460 710 15 170 430 160 925STOP 175 290 210 245 390 220 370 110 240 370 230 370 210 260 180 615 410 1060 445 900 690 1095 445 950 670 130 1000 350 145 185 905 525 290 690 125 240 205 395 635 400 STOPSTOP STOPSTOP Stop Sign Controlled ApproachSTOP 160 400 790 140 120 310 995 800270340680 195 265 215 260245160 480 475 245 230 130 and LOS Existing Conditions - Peak Hour Volumes X / AM Traffic Volume AM Level of Service 123 1-18-2016 1-18-2016 456 X PM PM 9-20-2016 8 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study34th Avenue22nd Avenue/ 10 5 5 5 5 5 5 10 5 A A 5 5 5 5 5 5 5 5 5 5 5 55 55 / 5 25 A B 30 10 35 0 5 65 45 50 4080 / 5 5 5 5 5 5 5 5 5 A B 5 5 5 5 5 5 5 5 5 85 45 55 3575 / 85 85 15 0 25 10 10 A A 10 20 0 905560 95 35 30 80 75 40 / 30 5 10 85 10 15 5 B B 10 5 5 5 5 10 5 70 5 5 595 55 / 15 5 40 5 20 5 5 80 B B 60 5 5 5 5 5 5 5 35 40 55 5535 / 90 35 30 5 65 5 E C 10 5 5 5 25 40 5 90 5 5 5 55 22nd Avenue / 32nd Street S INTERSTATE 29 473rd Avenue12th Street S 20th Street S 216th Street / 5 5 5 5 5 15 5 5 5 A A 5 5 5 5 5 5 20 5 10 5 5 55 55 472nd Avenue217th Street 217th Street / I-29 Southbound 217th Street / I-29 Northbound 217th Street / 473rd Avenue 34th Avenue / 32nd Street S 214th Street 34th Avenue / 20th Street S 22nd Avenue / 12th Street S 22nd Avenue / 20th Street S 217th Street / 472nd Avenue 2b Legend Signalized Intersection Stop Sign Controlled ApproachSTOPSTOPSTOPSTOPSTOPSTOP130 105 100STOPSTOPSTOP120 105 105 235 265 245 255 145 125 150 550 145 540 255 STOPSTOPSTOP STOPSTOP 105 /D D and LOS Existing Conditions - Peak Hour Volumes X / AM Traffic Volume AM Level of Service 123 1-18-2016 1-18-2016 9-20-2016 456 X PM PM 32nd Street S STOPSTOP 9 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study 3/AA/AA132 Exit 217th Street 6th Street /A A /AA9 0 /A A/AA80 550395420570170125 23 0 230 15526 5 /AA380270/AA330340132 Exit /A A /AA6 0 /A A/AA12010 5 /AA440495/AA500480/AA/AA460535560495/AA/AA5406005406002040 15 4010 0 Volumes and LOS Existing Conditions - Peak Hour 1414 Legend X / AM Traffic Volume AM Level of Service 123 29 INTERSTATE 1-18-2016 1-18-2016 9-20-2016 456 X PM PM 10 City of Brookings | 20th Street South Interchange Study 11 Safety Conditions Crash records for the study area were provided by SDDOT in a geo-database, including the years 2010-2014. Crash location maps and crash record tables for each intersection are provided in Appendix Sections 4 and 5. The following sections summarize relevant crash characteristics for the 20 study intersections. Crash Frequency by Severity and Year Crash frequency by year and by severity for each location are summarized Table 1. Using a 100-foot buffer from the center of each intersection, a total of 188 crashes were identified at the 20 intersections. The intersection of 6th St. & 22nd Ave. S. has the greatest number of reported crashes with 83; accounting for 44 percent of all crashes at the 20 intersections. The intersection of 6th St. with the I-29 NB ramps had 23 reported crashes (12 percent), the second highest total of all studied intersections. Four of the top five crash intersections were along 6th Street, and three of those intersections were signalized. The remaining intersection in the top 5 is 22nd Ave. S. & Orchard Dr., also a signalized location. By year, the number of crashes each year for all 20 locations ranged from a low of 31 crashes up to 42 crashes in a single year. Three of the five years had a total crash count near 40 crashes. Nearly 90 percent of all crashes were No Injury (132 crashes; 70 percent) or Possible Injury (37 crashes; 20 percent). The only fatal crash occurred at 6th St. & 22nd Ave. S.; which had an additional Incapacitating Injury crash. The intersection of 22nd Ave. S. & Orchard Dr. had two Incapacitating Injury crashes with the final Incapacitating Injury crash at the intersection of 6th Street & 34th Ave. S. Manner of Collision Table 2 is a summary of crashes by manner of collision. A total of 112 (60 percent) reported crashes were angle with and additional 58 rear-end crashes (30 percent). A majority of the rear-end crashes occurred at signalized intersections. Similarly, most angle crashes occurred at the signalized intersections, possibly indicating drivers are running red-lights. City of Brookings | 20th Street South Interchange Study 12 Table 1: Intersection Crash Frequency by Year and by Severity Int. No. Location Description Total CrashesYear Severity 2010 2011 2012 2013 2014 FatalIncap. Injury Non‐Incap. Injury Possible Injury No Injury 1 US 14 & 22nd Ave. S. 84 13 21 13 22 15 1 1 4 14 64 2 US 14 & 25th Ave. S. 15 2 2 3 3 5 0 0 1 2 12 3 US 14 & I‐29 SB 6 0 2 1 1 2 0 0 0 0 6 4 US 14 & I‐29 NB 23 5 7 3 4 4 0 0 2 9 12 5 US 14 & Lefevre Dr. 10 3 2 3 0 2 0 0 0 3 7 6 US 14 & 32nd Ave. S. 7 2 1 1 1 2 0 0 0 0 7 7 US 14 & 34th Ave. S. 3 0 0 2 1 0 0 1 1 0 1 8 22nd Ave. S. & 3rd St. 8 3 0 1 2 2 0 0 2 2 4 9 22nd Ave. S. & Olwein St. 2 0 1 0 0 1 0 0 0 0 2 10 22nd Ave. S. & Orchard Dr. 16 5 3 2 4 2 0 2 0 3 11 11 22nd Ave. S. & 8th St. S. 7 1 2 1 2 1 0 0 1 2 4 12 22nd Ave. S. & 12th St. S. 0 0 0 0 0 0 0 0 0 0 0 13 22nd Ave. S. & 20th St. S. 0 0 0 0 0 0 0 0 0 0 0 14 22nd Ave. S. & 32nd St. S. 0 0 0 0 0 0 0 0 0 0 0 15 472nd Ave. S. & 217th St. 4 1 0 1 1 1 0 0 2 2 0 16 SD 324 & I‐29 SB 0 0 0 0 0 0 0 0 0 0 0 17 SD 324 & I‐29 NB 2 0 0 0 1 1 0 0 0 0 2 18 SD 324 & 473rd Ave. 1 0 1 0 0 0 0 0 1 0 0 19 34th Ave. S. & 32nd St. S. 0 0 0 0 0 0 0 0 0 0 0 20 34th Ave. S. & 20th St. S. 0 0 0 0 0 0 0 0 0 0 0 188 35 42 31 42 38 1 4 14 37 132 NOTE: Shaded row indicate signalized intersections. City of Brookings | 20th Street South Interchange Study 13 Table 2: Intersection Crash Frequency by Manner of Collision Int. No. Location Description Total CrashesManner of Collision Non‐Coll between 2 MV in Transport Rear‐end Head‐on Angle Sideswipe, same dir Sideswipe, opp dir 1 US 14 & 22nd Ave. S. 84 1 28 1 53 0 1 2 US 14 & 25th Ave. S. 15 0 9 0 6 0 0 3 US 14 & I‐29 SB 6 0 5 0 1 0 0 4 US 14 & I‐29 NB 23 3 3 0 17 0 0 5 US 14 & Lefevre Dr. 10 0 0 0 9 0 1 6 US 14 & 32nd Ave. S. 7 0 2 0 4 1 0 7 US 14 & 34th Ave. S. 3 0 1 0 2 0 0 8 22nd Ave. S. & 3rd St. 8 0 4 0 4 0 0 9 22nd Ave. S. & Olwein St. 2 1 0 0 1 0 0 10 22nd Ave. S. & Orchard Dr. 16 3 3 0 9 1 0 11 22nd Ave. S. & 8th St. S. 7 0 3 0 4 0 0 12 22nd Ave. S. & 12th St. S. 0 0 0 0 0 0 0 13 22nd Ave. S. & 20th St. S. 0 0 0 0 0 0 0 14 22nd Ave. S. & 32nd St. S. 0 0 0 0 0 0 0 15 472nd Ave. S. & 217th St. 4 3 0 0 1 0 0 16 SD 324 & I‐29 SB 0 0 0 0 0 0 0 17 SD 324 & I‐29 NB 2 2 0 0 0 0 0 18 SD 324 & 473rd Ave. 1 0 0 0 1 0 0 19 34th Ave. S. & 32nd St. S. 0 0 0 0 0 0 0 20 34th Ave. S. & 20th St. S. 0 0 0 0 0 0 0 188 13 58 1 112 2 2 NOTE: Shaded row indicate signalized intersections. City of Brookings | 20th Street South Interchange Study 14 Light and Road Surface Condition Table 3 summarizes crashes by both light condition and the road surface condition. A majority of crashes at the study intersection occurred in daylight condition (136 crashes; 72 percent) or on dry pavement (118 crashes; 63 percent), indicating that environmental conditions was a contributing factor in a minority of crashes. Of the nighttime crashes, a majority was reported with street lights on, further indicating that reduced visibility was a minor contributor to the crashes. Regarding the road surface condition, a total of 48 crashes (26 percent) occurred during snow, slush, ice or frost condition with 22 crashes on a wet roadway. In total, 37 percent of crashes occurred on roads that were wet or snowy. Crash Rate Analysis The study area intersections were separated into two groups by traffic control; signalized intersections and unsignalized intersections. Crash rates and critical crash rates were calculated for each intersection to determine which intersections are beyond the statistical action limits. The critical crash rate analysis was conducted using the procedures presented in the Highway Safety Manual, pages 4-36 through 4-39. To calculate the critical crash rate, a 95 percent confidence level was selected (Pc = 1.645) and the weighted average crash rate was computed for each traffic control group. The critical crash rate calculation sheet for signalized intersections, Table 4, shows two intersections have a crash rate above the critical crash rate – 6th St. at 22nd Ave. S. and 6th St. at I-29 NB. The critical crash rate calculation sheet for stop-controlled intersections, Table 5, shows one intersection with a crash rate above the critical crash rate – 6th St. at Lefevre Dr. Intersection Diagnosis Each of the intersections with a crash rate above the computed critical crash rate was further evaluated in the following sections. 6th St. at 22nd Ave. S. (Signalized) The north approach of the intersection is a 3-lane roadway that widens to allow two through lanes with a left turn bay. The east and west approaches are 4-lane undivided with left turn bays and right turn bay or a channelized right turn. The south approach is also a 4-lane undivided roadway but the inside lane converts to a left turn lane keeping a single through lane with a channelized right turn. Left turns are signalized as permissive/protected for the 6th St. approaches and permissive left turns for 22nd Ave S. approaches. The terrain is flat, both roads are straight and the intersection has street lights. The terrain and street lighting indicate that drivers should have full visibility of the intersection in daytime and nighttime driving conditions. The intersection has the greatest crash frequency of all reviewed locations, with 84 crashes accounting for nearly 45 percent of all crashes at the 20 intersections. Similar to all crashes at the 20 study intersections, rear-end crashes accounted for 33 percent and angle crashes were City of Brookings | 20th Street South Interchange Study 15 63 percent of the crashes at the intersection. Most rear-end crashes were reported on the north and south approaches. The crash records did not provide any insight into the contributing factors for the angle crashes. However, typical factors include vehicles turning left on permissive phases, intentional red-light running, or distracted driving. Crashes by light and road surface condition were similar to all 188 crashes, with a slightly lower percentage of daytime crashes at the intersection — 64 percent at the intersection versus 72 percent at all study intersections. Possible countermeasures to address angle crashes include increase use of protected left turn phases or adding flashing yellow arrow for the north and south approaches; yellow reflective border on signal heads to increase conspicuity, and increased red light enforcement for intentional red light running. This intersection is scheduled for reconstruction in 2017, with improvements in the approach lane configuration and signal equipment. 6th St. at I-29 NB (Signalized) The south approach is the I-29 NB off-ramp with a left and right turn lane. The north leg is the I- 29 NB on-ramp. 6th St. is a 4-lane divided (depressed grass median) with left and right turn lanes to the on-ramp. The phasing for the eastbound left-turn is permissive/protected. Additionally, the skew of the off ramp in combination of the lane widening for right turns results in the signal heads for eastbound 6th Street being nearly 90 feet from the center of the intersection. US 14 transitions from a 35 mph posted speed limit to a 45 mph posted speed limit approximately 325 feet to the east of the intersection. With 23 crashes, the intersection has the second highest crash total. Seventy-four percent of the crashes were angle crashes; above the 60 percent average for all studied intersections. The crash records did not provide any insight into the contributing factors for the angle crashes. However, typical factors include vehicles turning left on permissive phases, intentional red-light running, or distracted driving. Crash distributions by light and road surface condition were nearly identical to all crashes. Possible countermeasures to address angle crashes include increase use of protected left turn phases or adding flashing yellow arrow for the north and south approaches; yellow reflective border on signal heads to increase conspicuity, adding a signal pole in the east median to provide a closer signal indication for the eastbound left turn, and increased red light enforcement for intentional red light running. This intersection is scheduled for reconstruction in 2017, with improvements in the approach lane configuration and signal equipment. 6th St. at Lefevre Dr. (Unsignalized) The intersection has four approaches, but the north approach is currently a vacant parcel. The south approach has a single lane in each direction while 6th St. is a divided 4-lane facility with no turn lanes at the intersection. The area has street lights and the terrain provides good visibility of the intersection. The posted speed limit for 6th St. is 45 mph. The intersection had 10 crashes, with 9 angle crashes. Four crashes occurred when the road was snow covered, but all crashes were reported in daylight conditions. The crash records did City of Brookings | 20th Street South Interchange Study 16 not provide information into the contributing factors for the angle crashes. It appears that most crashes involved a vehicle from the south approach. Typically angle crashes at unsignalized intersections is the result of the minor street driver selecting an insufficient gap. This intersection is scheduled for reconstruction in 2017, with improvements in the approach lane configuration and signal equipment. Segment Crash Concentrations By visual inspection, a concentration of crashes beyond the studied intersections was identified along 22nd Ave. S. from 9th St. to 8th St. S. with most crashes near the intersection of 6th St. and 22nd Ave. S. A total of 102 crashes were identified, including 64 angle crashes and 21 rear-end crashes. None of the crashes involved a fatality or incapacitating injury. 22nd Ave. S. is predominately a 5-lane facility with numerous driveways and minor streets. Likely drivers turning onto or from 22nd Ave. S. are involved in the majority of the crashes. Some rear-end crashes could involve extended queues from the studied intersections. Access management, including raised medians, would be one countermeasure to address the non- junction crashes in the area. City of Brookings | 20th Street South Interchange Study 17 Table 3: Intersection Crash Frequency by Light and Road Surface Condition Int. No. Location Description Total CrashesLight Condition Road Surface Condition Daylight Dark ‐ Not Lighted Dark ‐ Lighted Dawn / Dusk Dry Wet Snow Slush/ Ice / Frost 1 US 14 & 22nd Ave. S. 84 54 0 25 5 58 12 10 4 2 US 14 & 25th Ave. S. 15 11 0 3 1 8 3 3 1 3 US 14 & I‐29 SB 6 5 0 1 0 5 0 0 1 4 US 14 & I‐29 NB 23 17 0 5 1 15 2 5 1 5 US 14 & Lefevre Dr. 10 10 0 0 0 5 1 4 0 6 US 14 & 32nd Ave. S. 7 6 0 1 0 4 1 2 0 7 US 14 & 34th Ave. S. 3 2 1 0 0 2 0 0 1 8 22nd Ave. S. & 3rd St. 8 6 0 1 1 4 1 2 1 9 22nd Ave. S. & Olwein St. 2 2 0 0 0 0 0 1 1 10 22nd Ave. S. & Orchard Dr. 16 13 0 1 2 10 2 4 0 11 22nd Ave. S. & 8th St. S. 7 5 0 2 0 4 0 2 1 12 22nd Ave. S. & 12th St. S. 0 0 0 0 0 0 0 0 0 13 22nd Ave. S. & 20th St. S. 0 0 0 0 0 0 0 0 0 14 22nd Ave. S. & 32nd St. S. 0 0 0 0 0 0 0 0 0 15 472nd Ave. S. & 217th St. 4 2 2 0 0 2 0 1 1 16 SD 324 & I‐29 SB 0 0 0 0 0 0 0 0 0 17 SD 324 & I‐29 NB 2 2 0 0 0 0 0 2 0 18 SD 324 & 473rd Ave. 1 1 0 0 0 1 0 0 0 19 34th Ave. S. & 32nd St. S. 0 0 0 0 0 0 0 0 0 20 34th Ave. S. & 20th St. S. 0 0 0 0 0 0 0 0 0 188 136 3 39 10 118 22 36 12 NOTE: Shaded row indicate signalized intersections. City of Brookings | 20th Street South Interchange Study 18 Table 4: Signalized Intersection Crash Rate Evaluation Int. No. Location Description Total CrashesDaily Entering Vehicles Million Entering Vehicles Crash Rate Critical Crash Rate Ratio: Crash Rate to Critical Crash Rate 1 US 14 & 22nd Ave. S. 84 27,531 50.2 1.67 0.92 1.8 2 US 14 & 25th Ave. S. 15 16,280 29.7 0.50 0.98 0.5 4 US 14 & I‐29 NB 23 8,149 14.9 1.55 1.10 1.4 6 US 14 & 32nd Ave. S. 7 6,646 12.1 0.58 1.15 0.5 8 22nd Ave. S. & 3rd St. 8 16,391 29.9 0.27 0.98 0.3 9 22nd Ave. S. & Olwein St. 2 16,127 29.4 0.07 0.98 0.1 10 22nd Ave. S. & Orchard Dr. 16 16,871 30.8 0.52 0.98 0.5 11 22nd Ave. S. & 8th St. S. 7 16,871 30.8 0.23 0.98 0.2 Weighted Average Crash Rate = 0.71 City of Brookings | 20th Street South Interchange Study 19 Table 5: Unsignalized Intersection Crash Rate Evaluation Int. No. Location Description Total CrashesDaily Entering Vehicles Million Entering Vehicles Crash Rate Critical Crash Rate Ratio: Crash Rate to Critical Crash Rate 3 US 14 and I‐29 SB 6 12,757 23.3 0.26 0.46 0.6 5 US 14 and Lefevre Dr. 10 4,950 9.0 1.11 0.60 1.8 7 US 14 and 34th Ave. S. 3 5,226 9.5 0.31 0.59 0.5 12 22nd Ave. S. and 12th St. S. 0 9,561 17.4 0.00 0.49 0.0 13 22nd Ave. S. and 20th St. S. 0 6,477 11.8 0.00 0.55 0.0 14 22nd Ave. S. and 32nd St. S. 0 4,103 7.5 0.00 0.64 0.0 15 472nd Ave. S. and 217th St. 4 3,604 6.6 0.61 0.67 0.9 16 SD 324 and I‐29 SB 0 2,565 4.7 0.00 0.76 0.0 17 SD 324 and I‐29 NB 2 1,973 3.6 0.56 0.85 0.7 18 SD 324 and 473rd Ave. 1 1,491 2.7 0.37 0.96 0.4 19 34th Ave. S. and 32nd St. S. 0 837 1.5 0.00 1.27 0.0 20 34th Ave. S. and 20th St. S. 0 556 1.0 0.00 1.59 0.0 Weighted Average Crash Rate = 0.26 City of Brookings | 20th Street South Interchange Study 20 FUTURE CONDITIONS Project Need Previous studies, including the Brookings Master Transportation Plan and the 2010 Decennial Interstate Corridor Study have identified a potential crossing or interchange at I-29 and 20th Street South as a viable solution to peak hour congestion in Brookings, SD. While overall intersection levels of service appear adequate during peak hours, individual movements have been observed to operate with long delays and queues. This is particularly evident at 6th St./32nd Ave. where the northbound queue during the PM peak can extend well over a block. Alternatives The following concepts were developed for analysis: No-Build Concept Option 20th Street South overpass at I-29 20th Street South single point interchange (crossroad over) at I-29 20th Street South single point interchange (crossroad under) at I-29 20th Street South partial cloverleaf interchange at I-29 20th Street South folded diamond interchange at I-29 The interchange concept options are shown in Figures 4 - 7 on the following pages. Each option will be evaluated under forecast traffic conditions to determine future traffic operations. Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study 4 INTERSTATE 29 20th Street SLegend Proposed Roadway Proposed Bridge Proposed Median Proposed Sidewalk 1-18-2016 1-18-2016 Single Point Interchange - Crossroad Over Alternative 1 21 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study 5 INTERSTATE 29 20th Street SLegend Proposed Roadway Proposed Bridge Proposed Median Proposed Sidewalk 1-18-2016 1-18-2016 Single Point Interchange - Crossroad Under Alternative 2 22 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study 6 INTERSTATE 29 20th Street SLegend Proposed Roadway Proposed Bridge Proposed Median Proposed Sidewalk 1-18-2016 1-18-2016 Partial Cloverleaf Interchange Alternative 3 23 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study 7 INTERSTATE 29 20th Street SLegend Proposed Roadway Proposed Bridge Proposed Median Proposed Sidewalk 1-18-2016 1-18-2016 Folded Diamond Interchange Alternative 4 24 City of Brookings | 20th Street South Interchange Study 25 Future Year Traffic Traffic forecasts for the study area were prepared using the travel demand model for the Brookings Master Transportation Plan and updated to account for current land use and updated land use forecasts. The model horizon year is 2045 and is based on local land use plans. Average daily traffic forecasts for the central portion of the study area are shown in Figures 8- 10, comparing the traffic patterns for 2045 with no build, build overpass and build interchange conditions. Peak hour traffic volumes and levels of service for the no-build option and alternatives are shown in Figures 11a through 20. Level of service output sheets from HCS 2010 are included in the Appendix. Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study INTERSTATE 29 8 1414 213th Street 214th Street 3-4-2016 3-4-2016 2045 No Build ADT 6th Street 20th Street S 22nd Avenue S34th Avenue S23,200 26,100 23,300 21,100 8,900 3, 9 0 0 1,80010,30023,70025,40025,10023,4002,40017,90014,300700 600 1,2007,5006,700Legend Average Daily Traffic8,900 26 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study INTERSTATE 29 9 1414 213th Street 214th Street 3-4-2016 3-4-2016 6th Street 20th Street S 22nd Avenue S34th Avenue S17,400 20,300 17,600 15,400 7,800 3, 9 0 0 1,8006,70021,50023,20022,90021,3003,90016,40013,1006,8007,5006,700Legend Average Daily Traffic8,900 2045 Build Overpass ADT 5,100 5,100 27 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study INTERSTATE 29 10 1414 213th Street 214th Street 3-4-2016 3-4-2016 6th Street 20th Street S 22nd Avenue S34th Avenue S14,300 17,200 14,900 13,100 7,500 3, 1 0 0 1,5005,20019,40021,10020,80019,4004,80010,10011,90010,3007,1007,100Legend Average Daily Traffic8,900 10,600 8,0004007 0 0 2045 Build Interchange ADT 28 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study Legend Signalized Intersection / 70 B B 30 85 0 40 3rd Street 8 th S tree t S O rchard D r8th Street S 32nd Avenue34th Avenue22nd Avenue22nd AvenueS u nrise Rid g e R d Yorkshire Dr Lefevre DrEastbrook Dr Olwien St Elmwood Dr D e rd a ll D r900 / 10 15 25 10 B C 5 30 5 15 35 20 / 45 15 95 10 40 10 C D 10 15 10 10 10 35 25 20 1010 / 45 65 15 20 55 30 B D 5 55 5 5 45 45 510 6th Street / Lefevre Dr 6th Street / 34th Avenue 6th Street / 32nd Avenue / 85 0 20 50 A C 15 85 0 / 15 15 B C 50 30 25 5 5 45 / 90 50 50 C D 45 50 6th Street / 25th Avenue 6th Street / 22nd Avenue 6th Street / I-29 Southbound 6th Street / I-29 Northbound / 50 25 35 25 20 10 A A 20 20 / 45 35 15 75 40 A B 50 65 20 85 4015 / 95 40 B B22nd Avenue / Orchard Dr / 40 45 45 55 35 20 A A 30 45 22nd Avenue / 3rd Street 22nd Avenue / Olwien Street 22nd Avenue / 8th Street S INTERSTATE 29 12th Street S 645 235 955 115 130 575 1350 800 995 5 625 165 1275STOP 230 380 275 280 450 255 425 140 300 460 290 460 260 320 225 765 510 1085 555 1080 1195 1025 555 1130 1245 110 870 435 240 200 1075 1150 260 615 155 295 390 430 810 885 STOPSTOP STOPSTOP Stop Sign Controlled ApproachSTOP 190 475 935 165 135 425 1300 1360445390770 240 305 230280130 275 295 450 110 130 125 100 70 STOPSTOP 80 / 70 90 B C 15 50160 555 850 115 555 1225 6th Street / Sunrise Ridge Rd 75 40 145 15 20 75 75 20 25 60 25 40 45 15 160 505 220 770 30 X / AM Traffic Volume AM Level of Service 123 11a 2-2-2016 2-2-2016 and LOS Year 2045 No Build - Peak Hour Volumes 115 110 10 120 120 105 130 9-20-2016 PM PM 456 X 29 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study34th Avenue22nd Avenue/ 5 20 10 15 15 20 15 30 15 A A 10 10 10 10 10 15 10 5 20 10 10 1010 105 / 10 30 A B 35 15 45 0 10 80 80 100 5090 / 10 10 10 10 20 15 15 15 15 B B 10 10 10 10 10 10 10 10 15 90 65 1010 4080 / 30 0 30 15 15 A A 15 25 0 6570 50 40 75 / 95 10 15 90 10 20 10 C C 15 10 20 10 10 15 10 10 10 10 1010 / 30 10 40 10 25 10 15 B B 70 10 10 10 10 15 10 45 50 1010 6540 / 65 55 5 80 10 F F 10 10 15 10 40 65 10 10 10 22nd Avenue / 32nd Street S INTERSTATE 29 473rd Avenue12th Street S 20th Street S 216th Street / 10 5 15 15 15 A A 10 15 10 5 10 5 15 5 35 10 10 1010 1010 472nd Avenue217th Street 217th Street / I-29 Southbound 217th Street / I-29 Northbound 217th Street / 473rd Avenue 34th Avenue / 32nd Street S 214th Street 34th Avenue / 20th Street S 22nd Avenue / 12th Street S 22nd Avenue / 20th Street S 217th Street / 472nd Avenue Legend Signalized Intersection Stop Sign Controlled ApproachSTOPSTOPSTOPSTOPSTOPSTOP225 120 195STOPSTOPSTOP130 165 220 220 250 375 330 380 130 125 470 180 730 735 STOPSTOPSTOP STOPSTOP 170 /E F 215 135 110 275 100 100 10 110 110 110 Legend X / AM Traffic Volume AM Level of Service 123 2-2-2016 2-2-2016 11b 100 10 10 10 95 15 40 15 10 9-20-2016 Volumes and LOS Year 2045 No-Build - Peak HourSTOPSTOP 456 X PM PM 32nd Street S 30 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study 12 Volumes and LOS Year 2045 No Build - Peak Hour/AA/AA132 Exit 217th Street 6th Street /A A /AA/A A/AA640460510730175135 29 0 235 1653 5 0 /AA465325/AA405440132 Exit /A A /AA65 /A A/AA12013 5 /AA545625/AA575580/AA/AA575675640605/AA/AA6707606257003050 25 501 2 5 1 0 5 1 1 0 INTERSTATE 29 Legend X / AM Traffic Volume AM Level of Service 123 1414 1-18-2016 1-18-2016 9-20-2016 456 X PM PM 31 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study Legend Signalized Intersection / 70 B B 25 85 0 40 3rd Street 8 th S tree t S O rchard D r8th Street S 32nd Avenue34th Avenue22nd Avenue22nd AvenueS u nrise Rid g e R d Yorkshire Dr Lefevre DrEastbrook Dr Olwien St Elmwood Dr D e rd a ll D r650 / 10 15 15 10 B B 5 30 5 15 35 20 / 30 30 65 10 40 10 C D 10 15 10 10 10 90 25 80 1060 / 30 45 15 20 40 20 B C 5 55 5 5 45 45 510 6th Street / Lefevre Dr 6th Street / 34th Avenue 6th Street / 32nd Avenue / 85 0 20 40 A B 15 85 0 / 5 15 B B 50 30 25 5 5 45 / 90 45 40 C D 40 35 6th Street / 25th Avenue 6th Street / 22nd Avenue 6th Street / I-29 Southbound 6th Street / I-29 Northbound / 50 25 35 25 20 10 A A 20 20 / 45 35 15 75 40 A B 50 65 20 85 4015 / 95 40 B B22nd Avenue / Orchard Dr / 40 45 45 55 35 20 A A 30 45 22nd Avenue / 3rd Street 22nd Avenue / Olwien Street 22nd Avenue / 8th Street S INTERSTATE 29 12th Street S 545 235 730 115 130 525 935 700 770 5 575 165 860STOP 230 380 275 280 390 255 325 140 300 345 290 460 225 295 205 525 350 925 535 965 1160 865 535 1015 1210 110 710 415 240 200 960 1115 210 505 150 280 370 390 735 860 STOPSTOP STOPSTOP Stop Sign Controlled ApproachSTOP 190 375 700 165 135 375 885 955390335580 170 305 230280130 275 295 355 110 130 125 100 70 STOPSTOP 80 / 70 90 B C 15 50160 455 625 115 505 810 6th Street / Sunrise Ridge Rd 75 40 145 15 20 75 75 20 25 60 25 40 45 15 160 355 200 460 30 X / AM Traffic Volume AM Level of Service 123 13a Volumes and LOS Year 2045 Build Overpass - Peak Hour 65 90 85 70 65 130 70 2-2-2016 2-2-2016 456 X PM PM 9-20-2016 32 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study34th Avenue22nd Avenue/ 5 20 40 15 15 20 15 40 15 A A 10 10 10 10 10 15 10 5 20 10 10 1010 105 / 10 30 A B 35 15 45 0 10 80 90 100 5095 / 15 10 10 10 30 15 20 15 15 B B 10 10 10 10 10 10 10 10 15 90 65 1010 4080 / 30 0 30 15 15 A A 15 35 0 6575 50 55 75 / 95 10 15 95 10 30 10 C C 15 15 25 30 10 15 10 30 60 10 4520 / 30 10 40 10 30 10 25 B B 70 10 10 10 10 15 10 45 50 1010 6540 / 65 55 10 75 25 F F 25 35 50 60 40 95 15 35 50 22nd Avenue / 32nd Street S INTERSTATE 29 473rd Avenue12th Street S 20th Street S 216th Street / 60 5 15 15 15 B B 10 15 10 5 10 5 30 5 45 10 10 1040 1010 472nd Avenue217th Street 217th Street / I-29 Southbound 217th Street / I-29 Northbound 217th Street / 473rd Avenue 34th Avenue / 32nd Street S 214th Street 34th Avenue / 20th Street S 22nd Avenue / 12th Street S 22nd Avenue / 20th Street S 217th Street / 472nd Avenue Legend Signalized Intersection Stop Sign Controlled ApproachSTOPSTOPSTOPSTOPSTOPSTOP225 135 195STOPSTOPSTOP130 155 220 175 205 340 330 335 120 100 385 170 665 715 STOPSTOPSTOP STOPSTOP 170 /D F 210 150 105 265 100 100 10 110 110 110 Legend X / AM Traffic Volume AM Level of Service 123 2-2-2016 2-2-2016 Volumes and LOS Year 2045 Build Overpass - Peak Hour 370 130 165 255 95 220 125 275 100 13b 9-20-2016 456 X PM PMSTOPSTOP 32nd Street S 33 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study 14/AA/AA132 Exit 217th Street 6th Street /A A /AA/A A/AA640460510730175135 29 0 235 1653 5 0 /AA465325/AA405440132 Exit /A A /AA65 /A A/AA12013 5 /AA545625/AA575580/AA/AA575675640605/AA/AA6707606257003050 25 501 2 5 1 0 5 1 1 0 - Peak Hour Volumes and LOS Year 2045 Build 20th Street S Overpass/AA/AA575675640605Proposed Overpass INTERSTATE 29 Legend X / AM Traffic Volume AM Level of Service 123 1414 1-18-2016 1-18-2016 9-20-2016 456 X PM PM 34 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study Legend Signalized Intersection / 65 B A 20 70 0 30 3rd Street 8 th S tree t S O rchard D r8th Street S 32nd Avenue34th Avenue22nd Avenue22nd AvenueS u nrise Rid g e R d Yorkshire Dr Lefevre DrEastbrook Dr Olwien St Elmwood Dr D e rd a ll D r500 / 5 15 10 10 B B 5 25 5 15 25 15 / 30 30 60 10 25 10 C D 10 15 10 10 10 25 2050 / 25 40 15 20 25 25 B C 5 45 5 5 45 35 510 6th Street / Lefevre Dr 6th Street / 34th Avenue 6th Street / 32nd Avenue / 75 0 15 30 A B 15 75 0 / 15 15 B B 50 30 25 5 5 45 / 90 40 35 C C 35 30 6th Street / 25th Avenue 6th Street / 22nd Avenue 6th Street / I-29 Southbound 6th Street / I-29 Northbound / 50 25 35 25 20 10 A A 20 20 / 40 25 15 75 40 A A 40 80 20 85 4015 / 95 35 B B22nd Avenue / Orchard Dr / 40 45 45 55 35 20 A A 30 45 22nd Avenue / 3rd Street 22nd Avenue / Olwien Street 22nd Avenue / 8th Street S INTERSTATE 29 12th Street S 485 205 640 110 465 770 610 670 5 495 165 670STOP 230 380 275 280 350 255 295 140 275 280 265 415 180 250 175 415 275 850 505 875 1045 790 505 925 1095 100 645 385 235 200 870 1005 190 455 140 250 365 380 645 775 STOPSTOP STOPSTOP Stop Sign Controlled ApproachSTOP 160 340 605 140 105 340 740 800350305500 140 300 245250120 255 285 355 105 135 125 100 70 STOPSTOP 80 / 70 90 B B 15 50160 365 525 115 425 620 6th Street / Sunrise Ridge Rd 75 40 145 15 20 75 75 20 25 60 25 40 45 15 120 285 190 345 40 X / AM Traffic Volume AM Level of Service 123 2-2-2016 2-2-2016 Volumes and LOS Year 2045 Build Interchange - Peak Hour 60 50 190 105 70 110 85 70 50 15a 90 456 X PM PM 9-20-2016 35 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study34th Avenue22nd Avenue/ 20 20 40 15 55 15 40 15 A B 10 10 10 10 10 15 20 5 25 10 10 1010 105 / 10 30 A B 30 15 15 0 10 80 90 50 5095 / 15 10 10 5 30 20 35 15 20 B B 10 10 15 10 10 10 10 10 15 85 65 1010 4080 / 25 0 15 10 15 A A 5 15 0 6590 50 65 80 / 10 10 15 35 10 C D 15 15 35 35 10 15 10 70 30 80 10 4520 / 30 10 40 10 30 10 25 B B 55 10 10 10 10 15 10 35 55 1010 4025 / 55 20 35 65 40 B B 45 60 80 95 35 95 50 55 22nd Avenue / 32nd Street S INTERSTATE 29 473rd Avenue12th Street S 20th Street S 216th Street / 10 20 15 15 C C 10 15 10 5 10 5 40 5 45 10 10 1040 1515 472nd Avenue217th Street 217th Street / I-29 Southbound 217th Street / I-29 Northbound 217th Street / 473rd Avenue 34th Avenue / 32nd Street S 214th Street 34th Avenue / 20th Street S 22nd Avenue / 12th Street S 22nd Avenue / 20th Street S 217th Street / 472nd Avenue Legend Signalized Intersection Stop Sign Controlled ApproachSTOPSTOPSTOPSTOPSTOPSTOP245 205STOP160 230 160 155 260 270 330 115 345 140 575 640 STOPSTOPSTOP STOPSTOP 170 /D F 205 150 170 10 Legend X / AM Traffic Volume AM Level of Service 123 90 90 85 260 430 225 435 100 90 100 85 95 60 40 45 90 2-2-2016 2-2-2016 Volumes and LOS Year 2045 Build Interchange - Peak Hour 515 180 225 165 400 125 15b 9-20-2016 32nd Street S 456 X PM PMSTOPSTOP 36 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study 16/AA/AA1414 132 Exit 217th Street 6th Street /A A /AA/A A/AA640460510730140105 23 0 190 1352 8 0 /AA500355/AA425500132 Exit /A A /AA6 0 /A A/AA/AA620705/AA605650/AA/AA590635615635/AA/AA6707606257002540 2 0 20/AA/AA64574566567050 5 5 50 - Peak Hour Volumes and LOS Year 2045 Build 20th Street S Interchange Proposed 20th Street S Interchange 90 85 Legend X / AM Traffic Volume AM Level of Service 123 INTERSTATE 29 1-18-2016 1-18-2016 456 X PM PM 9-20-2016 37 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study 17 20th Street S / 50 20 85 35 5 35 5 B B 5 10 15 20 65 80 20 10 165 230 495420 130 95 A/A Ramp C 40 40 A/A Ramp D 25 65 A/A Ramp A 75 A/A Ramp B 100150 Legend X / AM Traffic Volume AM Level of Service 123 INTERSTATE 29 1-18-2016 1-18-2016 9-20-2016 - Peak Hour Volumes and LOS Year 2045 Interchange Alternative 1 456 X PM PM 38 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study 18 20th Street S / 50 20 85 35 5 35 5 B B 5 10 15 20 65 80 20 10 165 230 495420 130 95 A/A Ramp C 40 40 A/A Ramp D 25 65 A/A Ramp A 75 A/A Ramp B 100150 Legend X / AM Traffic Volume AM Level of Service 123 INTERSTATE 29 1-18-2016 1-18-2016 456 X PM PM 9-20-2016 - Peak Hour Volumes and LOS Year 2045 Interchange Alternative 2 39 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study 19 INTERSTATE 29 20th Street S / 50 20 80 20 65 10 B B 5 15 170 240 515425 95 A/A Ramp C 75 A/A Ramp E 25 65 A/A Ramp A 40 A/A Ramp G 150 / 85 C C 10 20 35 35 5 5 215 295 575440 130 100 40 Legend X / AM Traffic Volume AM Level of Service 123 1-18-2016 1-18-2016 STOP STOP9-20-2016 - Peak Hour Volumes and LOS Year 2045 Interchange Alternative 3 456 X PM PM 40 Figure Revision: Date: Checked By: R. Laughlin Date: Drawn By: B. Miller Brookings, SDBrookings 20th Street S. Study 20 INTERSTATE 29 Legend X / 20th Street S 95 A/A Ramp C 25 A/A Ramp F 75 A/A Ramp B 40 A/A Ramp G150 / 85 C C 10 20 35 35 5 5 215 295 575440 130 40 65 100 / 20 C B 5 15 65 80 20 10 170 240 515425 50 AM Traffic Volume AM Level of Service 123 1-18-2016 1-18-2016 STOP STOP 456 X PM PM 9-20-2016 - Peak Hour Volumes and LOS Year 2045 Interchange Alternative 4 41 City of Brookings | 20th Street South Interchange Study 42 ALTERNATIVES ANALYSIS The improvement alternatives were analyzed and compared to determine which may be most suitable for meeting the project need. The areas of analysis and comparison are discussed in the following sections. Conformance with Transportation Plans Local and State transportation plans, including the Brookings Master Transportation Plan and the 2010 Decennial Interstate Corridor Study have identified a need for an improved interchange at I-29/20th Street South to serve future travel demand. All 20th St. S. interchange alternatives satisfy the existing transportation planning considerations. The 20th St. S. overpass alternative provides relief to future congestion in the 6th St. corridor, but not to the extent of the interchange alternatives. Compliance with Policies and Engineering Standards Each of the build alternatives has used the latest guidance from AASHTO and FHWA and final design of any of the options may be accomplished without conflict with geometric design standards. The build alternatives provide interchange spacing of at least 1 mile in keeping with the relevant FHWA interchange spacing standards. Environmental Impacts The environmental evaluation compares the impacts of build alternatives at 20th St. S. The preliminary environmental impacts of each alternative are summarized in Table 6. Table 6 – Environmental Screening Summary Environmental Screening Factor Analysis Result Land Use Alternatives 1,2 favored over 3,4 Section 4(f), 6(f) All options will require coordination & mitigation Farmlands Alternatives 1,2 favored over 3,4 Floodplains Alternatives 1,2 favored over 3,4 Wetlands Alternatives 1,2 favored over 3,4 Cultural Resources No detailed data available Threatened & Endangered Species Alternatives 1,2 favored over 3,4 Noise Analysis deferred The environmental screening indicates that Alternatives 1 and 2, the single-point interchange alternatives, pose less chance of environmental impact than Alternatives 3 and 4 because of their smaller footprint. All alternatives will require careful coordination and mitigation of intrusions into the 4(f) and 6(f) properties at Edgebrook Golf Course and the Brookings area bike trail system. Use of retaining walls and other design features will likely be required to minimize these intrusions. The No-Build alternative will not impose potential environmental impacts in the area of the proposed interchange, but will result in greater congestion on existing City of Brookings | 20th Street South Interchange Study 43 roadways, and the resulting higher rate of fuel usage and emissions. The Build Overpass alternative would result in potential impacts on the 4(f) and 6(f) resources and greater congestion-related environmental effects than the Build Interchange alternatives. Safety While there are currently no Crash Modification Factors (CMF’s) to directly compare the safety effects of different interchange configurations, there are CMF’s related to relevant aspects of the interchange design. In general, loop ramps experience a slightly higher crash incidence than straight ramps. The urban interchange alternatives (alternatives 1 and 2), therefore, are expected to have a slightly lower crash rate than the partial cloverleaf and folded diamond interchange alternatives (alternatives 3 and 4). Since the proposed 20th Street S. overpass or interchange would be built on previously undeveloped right-of-way, there are no crash records to allow before/after crash analysis. The reduction of traffic volume at the existing Exit 127 and Exit 132 interchanges associated with rerouting to a new 20th Street S. alignment, however, would tend to lower the crash exposure at the existing interchanges. Based on a planning-level analysis of safety, the interchange alternatives are likely to produce a slight safety advantage over the overpass or no-build alternatives due to lower traffic congestion on 6th Street and 22nd Avenue. The urban interchange alternatives are also expected to possess slightly lower crash characteristics than the partial cloverleaf or folded diamond alternatives. Operational Performance The operations of the no-build, overpass and interchange alternatives were evaluated using appropriate level of service techniques. Performance was analyzed for forecast traffic conditions with each of the alternatives in place. Results of the operational analyses are shown in Figures 11a,11b, 12, 13a, 13b, 14, 15a, 15b, 16, 17, 18, 19, and 20. The analysis indicates that the interstate mainline and ramp level of service between 217th Street and 6th Street would remain at a high level of service, regardless of the alternative employed. The no-build alternative shows pockets of congestion by 2045, with 6th St./22nd Ave. and 6th St./32nd Ave. reaching LOS D in the PM peak hour. LOS F is also experienced at the stop-sign controlled approaches at 12th St. S./22nd Ave. and 20th St. S./22nd Ave. in the PM peak hour. Long northbound queues are expected at 6th St./32nd Ave. in the PM peak hour. These queues appear long enough to block upstream intersections, even with double left turn lanes. These queues represent employees leaving the industrial businesses along 32nd Ave. at the end of their shift and traveling on 6th Street across I-29 to reach their residences on the west side of the Interstate. The build overpass alternative still shows pockets of congestion by 2045. The 6th St./22nd Ave. intersection still experiences LOS D in the PM peak hour. The 6th St./32nd Ave. intersection is City of Brookings | 20th Street South Interchange Study 44 evaluated at LOS C in the PM peak hour, but the northbound queues are still long enough to block upstream intersections. The stop sign-controlled approaches at 12th St. S./22nd Ave. and 20th St. S. 22nd Ave. still experience LOS F in the PM peak hour. The build interchange alternative results in sufficient diversion of traffic to allow the 6th Street/22nd Avenue intersection to operate at LOS C in the PM peak hour. The 6th Street/32nd Avenue intersection operates at LOS C in the PM peak hour and the northbound queue has been reduced to 8 vehicles. The stop sign-controlled approaches at 12th St. S./22nd Ave. and 20th St. S./22nd Ave. still experience LOS F in the PM peak hour. The 12th St. S./22nd Ave. intersection is a collector/arterial intersection and the LOS F condition in 2045 is a first indicator that the intersection may meet a signal warrant in the future. The decision to deploy a traffic signal at the intersection will be based on consideration of need, system operations and available funding. If a signal is deployed, overall intersection level of service is no lower than LOS B. A similar signalization consideration will take place at the 20th St. S./22nd Ave. intersection. Improvement of 20th St. S. with an overpass or interchange will likely include signalization at this location due to increased traffic volumes and changed flow patterns. Signalized operation has been assumed in the interchange alternatives. City of Brookings | 20th Street South Interchange Study 45 Evaluation Matrix Table 7 provides a comparison of the characteristics of each of the interchange alternatives. The table shows that Build Interchange Alternatives 1 and 2 provide a better technical solution to the transportation needs at this location, based on environmental impacts, safety, and operational performance. Table 7 – Evaluation Matrix Alternative Conformance with Plans Compliance with Standards Environmental Impacts Safety Operational Performance No Build No Yes Mixed Poor Poor Build Overpass Yes Yes Mixed Good Poor Build Interchange Alt. 1 Yes Yes Best Best Good Build Interchange Alt. 2 Yes Yes Best Best Good Build Interchange Alt. 3 Yes Yes Mixed Good Good Build Interchange Alt. 4 Yes Yes Mixed Good Good Coordination The concept of providing a new interchange on I-29 at 20th Street South has been the subject of previous studies, agency coordination and public meetings. If the concept proceeds to an Interchange Justification Report and Environmental Assessment, it will be subject to public input and further coordination with participating agencies. City of Brookings | 20th Street South Interchange Study 46 FUNDING PLAN The current Statewide Transportation Improvements Program (STIP) does not include funding for overpass or interchange improvements at this location. Funding commitments from the South Dakota Department of Transportation, the Federal Highway Administration and the City of Brookings will be required before it can be programmed for design and construction. City of Brookings | 20th Street South Interchange Study 47 RECOMMENDATIONS The results of this technical analysis indicate that a new interchange on I-29 at 20th Street South in Brookings, SD will provide future operational and safety benefits. Further, the analysis indicates that a single-point interchange configuration (Alternative 1 or 2) will have fewer environmental impacts than the other interchange alternatives. It is recommended that the required Interchange Justification Report and Environmental Assessment be prepared and that the participating agencies begin the process of allocating funding for future design and construction. City of Brookings | 20th Street South Interchange Study 48 APPENDIX 1 – Environmental Analysis Memorandum 2 – 2016 Interstate Level of Service 3 – 2016 Local Street Level of Service 4 – Crash Reports 5 – Crash Maps 6 – 2045 Interstate Level of Service 7 – 2045 Local Street Level of Service 8 – Interchange Area Air Photos Appendix Section 1 hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon Memo Date: Friday, February 05, 2016 Project: Brookings 20th St S Interstate Access Evaluation To: City of Brookings From: HDR Engineering, Inc. Subject: Environmental Screening Project Background The City of Brookings (the City) has initiated a study to evaluate the present and future need for an additional Interstate 29 (I-29) interchange at 20th Street South (20th St S), referred to as the Brookings 20th Street South Interstate Access Evaluation (the Project). The concept of an additional interchange at this location has appeared in previous studies, including the SDDOT 2012 Decennial Interstate Corridor Study, the 2008 Brookings Industrial Park Traffic Impact Study, and the 2011 Brookings Area Master Transportation Plan. In 2008, HDR completed an environmental screening for the Brookings Industrial Park Traffic Study which evaluated an overpass at 20th St S, in addition to other improvements to address interstate access and traffic congestion along I-29 east of Brookings. The Project will evaluate proposed interchange options to build upon the technical foundation from previous studies and provide the basis for decisions by the City, SDDOT, and the Federal Highway Administration (FHWA). If the study shows a benefit for access at the new interchange location, then it will be recommended that the study be taken to the next step which would involve an Interchange Justification Study (IJR). Introduction This technical memorandum provides methods and results of an environmental screening to identify any major obstacles that would need to be addressed in the IJR and eventually in the environmental document for compliance with the National Environmental Policy Act (NEPA), which is expected to be an Environmental Assessment. The purpose of this environmental screening is to provide a review of existing databases, solicit input from regulatory agencies regarding environmental issues, perform desktop evaluations, and provide recommendations for detailed study and potential mitigation needs. The Project is located at the I-29 crossing of 20th St S on the east edge of Brookings, SD. The Study Area for this environmental screening includes an area within 300 feet of the four proposed interchange layout options for the 20th St S Interchange (see Figure 1). This screening provides information on the regulations and guidance for impacts that apply to land use, Section 4(f) and 6(f) properties, floodplains, wetlands and other waters, farmland, hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon threatened and endangered species, cultural resources, and noise. Each section describes the data sources available, documents the methods used for the analysis, and discusses the findings for each environmental resource. The four interchange layout options analyzed in this environmental screening include: Option 1 – Single point interchange Option 2 – Single point interchange underpass Option 3 – Part clover interchange Option 4 – Half clover interchange This screening does not evaluate the following resources because no adverse, long-term impacts as a result of the Project are anticipated: acquisitions and relocations, air quality, economic resources, energy, environmental justice, public facilities, visual impacts, and water quality. In addition, no known regulated materials are present within the Study Area according to a spill database search (SDDENR n.d.). Land Use Land use planning is a process that uses comprehensive studies to determine growth projections, anticipate public need, and develop a plan or vision for meeting demands and development pressures of a community. Zoning is a system that categorizes land uses into zones and is a mechanism by which the land use plan can be carried out. Each zone has its own set of standards and requirements. Existing Conditions Land use in the Study Area consists of multiple uses including residential, industrial, commercial, and recreational uses. Multiple land use documents were reviewed to evaluate the compatibility of the Project with land uses in the surrounding area. They include: Comprehensive Plan for the City of Brookings (City of Brookings 2000) City of Brookings Zoning District Map: October 2015 (City of Brookings 2015) Brookings County Comprehensive Land Use Plan (Brookings County 2016) Brookings Area Master Transportation Plan (Brookings on the Move 2011) Brookings County Master Transportation Plan (Brookings County 2013) §¨¦29 T109N R49W Sec 6 T110N R49W Sec 31 PATH: H:\GIS\PROJECTS\CITY_OF_BROOKINGS\258509_BROOKINGS_20TH_ST_IMJR\MAP_DOCS\BROOKINGS_20TH_ST_FIGURE_1_ALTERNATIVES.MXD - USER: TWEGNER - DATE: 2/4/2016 DATA SOURCES: 0 0.25 0.5 MILES DISCLAIMER: LEGEND Study Area (300 ft buffer) Proposed Interchange Layout Interstate PLSS Sections §¨¦29 T109N R49W Sec 6 T110N R49W Sec 31 §¨¦29 T109N R49W Sec 6 T110N R49W Sec 31 §¨¦29 T109N R49W Sec 6 T110N R49W Sec 31 Option 1 - Single Point Interchange Option 2 - Single Point Interchange - Underpass Option 3 - Partial Clover Interchange Option 4 - Half Clover Interchange INTERCHANGE OPTIONS BROOKINGS 20TH ST S INTERSTATE ACCESS EVALUATION FIGURE 1 hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon The municipal boundary is generally located along I-29 (see Figure 2). Land to the east of I-29 is outside City limits and within a Joint Jurisdiction Area between Brookings County and the City. Future growth is planned for the area east of I-29 involving industrial and residential development. The Brookings Area Master Transportation Plan and Brookings County Comprehensive Land Use Plan identify plans to develop 20th St S from a gravel road into a minor arterial roadway and the need for an overpass or interchange at the I-29 crossing of 20th St S. Following is a break down for each quadrant with a summary of the information in the land use documents. NW quadrant – contains the Edgebrook Golf Couse and is identified as recreational land in the land use documents. NE quadrant – contains a gravel mine and is recognized as such in the land use documents. SE quadrant – consists of cropland and is identified as agricultural land in the land use documents. SW quadrant – was recently incorporated by the City and is comprised of hayfields and residential areas. Within the quarter section, the hayfield in the northwest corner is zoned as Heavy Business and remaining areas are Multiple Family Residence. The land parcel in the northeast corner is not incorporated within municipal boundaries and contains a residence and approximately 3-acre pond. Option Impact Analysis The Project is intended to resolve connectivity issues along 20th St S and provide an additional interstate interchange to relieve traffic congestion at the existing I-29 interchange. Although the various options will require a conversion of land use, the Project is consistent with current and future land use planning for the City and County. However, the various options would involve different impacts as discussed in the following paragraphs. The preliminary layout of all four options would involve conversion of land use adjacent to 20th St S where recreational, mining, farming, residential, and commercial land uses are present. Options 1 and 2 will involve similar impacts to land use. The exit/entrance ramps would extend a short distance into adjacent areas in all four quadrants. Option 3 would result in greater impacts to land use compared to Options 1 and 2. In the SW quadrant, Option 3 would convert a larger portion of a hayfield and residential lot compared to Options 1 and 2. In the NE quadrant, Option 3 would convert a portion of a gravel mine. Option 4 would result in greater impacts to land use compared to Options 1 and 2 but similar impacts compared to Option 3. In the SE quadrant, Option 4 would convert a larger portion of cropland than Options 1 and 2. In the SW quadrant, impacts would be similar to those described previously for Option 3. hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon Section 4(f) and 6(f) Resources Section 4(f) of the Department of Transportation Act of 1966 requires federal agencies to make a special effort to preserve the natural beauty of the countryside and public park and recreation lands, wildlife and waterfowl refuges, and historic sites. Section 4(f) requires that the U.S. Department of Transportation determine whether a proposed highway project would adversely affect a Section 4(f) resource. Publicly owned land is considered to be a park, recreation area or wildlife and waterfowl refuge when the land has been officially designated as such by a Federal, State, or local agency and the officials of these government entities having jurisdiction over the land determine that one of its major purposes and functions is for park, recreation, or as a wildlife refuge. Section 6(f) of the Land and Water Conservation Fund (LWCF) Act of 1965 was established to protect parks and recreation areas that were acquired, developed, or rehabilitated, even in part, with the use of any Federal land and water grant funds. Section 6(f) requires approval from National Park Service for converting lands that have been paid for in part or in entirety by LWCF grants to non-park or non-recreation uses. This approval will be granted only if the action complies with the state recreation plan and an area of equal fair market value and usefulness is substituted for the land being removed from park and/or recreation use. Existing Conditions The Study Area contains two public recreation areas including: Edgebrook Golf Course bicycle/pedestrian trail No other potential Section 4(f) or Section 6(f) properties were identified within the Study Area by this environmental screening. However, a cultural resources survey has not been completed within the Study Area and significant historic properties that qualify as Section 4(f) resources may be present. Based on review of future land use and zoning, it is unlikely that future development would result in new Section 4(f) or Section 6(f) properties within the Study Area over the next 5 years. Edgebrook Golf Course The Edgebrook golf course is considered a potential Section 4(f) and Section 6(f) resource. The golf course is a municipal 18-hole golf course located immediately northwest of the proposed interchange location (see Figure 2). Section 4(f) applies to the golf course because it is owned, operated, and managed by a public agency for the primary purpose of public recreation. Section 6(f) applies because LWCF grant funds were used for development of the golf course. ¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½¾¾½T110N R49W Sec 31 T109N R49W Sec 6 Option 3 only Option 4 only Options 3 & 4 20TH ST S34TH AVE S472 AVE22ND AVE12TH ST S 20TH ST S City ofBrookings EdgebrookGolf Course PATH: H:\GIS\PROJECTS\CITY_OF_BROOKINGS\258509_BROOKINGS_20TH_ST_IMJR\MAP_DOCS\BROOKINGS_20TH_ST_FIGURE_2_AREA_LAND_USE.MXD - USER: TWEGNER - DATE: 2/4/2016 Project Location 0 1,000 2,000 FEET RECREATIONAL RESOURCES BROOKINGS 20TH ST S INTERSTATE ACCESS EVALUATION LEGEND Design Options Options 1 & 2 - Single Point Interchanges Options 3 & 4 - Clover Interchanges Edgebrook Golf Course ¾¾½Bike Path City Limits PLSS Sections FIGURE 2 hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon A de minimis impact is one that, after taking into account any measures to minimize harm (such as avoidance, minimization, mitigation or enhancement measures), results in a determination that the project would not adversely affect the activities, features, or attributes qualifying the property for protection under Section 4(f). Section 6(f) protection applies for the entire Edgebrook golf course. Randy Kittle, the current Grants Coordinator with the SD Division of Parks and Recreation, was contacted on January 12, 2016 regarding the use of LWCF grant funds for the Edgebrook golf course. Mr. Kittle confirmed LWCF grants were used to develop the Edgebrook golf course and that the entire boundary of the golf course is protected under Section 6(f) for public outdoor recreation (Kittle 2016). Correspondence with the City Parks, Recreation, and Forestry Department as part of a previous environmental screening indicated the LWCF grant funds were used to develop only the first nine holes (HDR 2008). Despite LWCF financial assistance for a portion of the golf course, initial review of the National Park Service’s Section 6(f) guidance document and communication with Mr. Kittle indicates that Section 6(f) applies for the entire golf course. Bike Trail The bicycle/pedestrian trail is considered a potential Section 4(f) resource but not a Section 6(f) resource. The paved trail crosses 20th St S on the west end of the Study Area. Section 4(f) applies to the trail because it is a publicly owned, shared use path designated and functioning primarily for recreation. Section 6(f) does not apply because Mr. Kittle confirmed that LWCF grant funds were not used to create the trail (Kittle 2016). For the Project, coordination would need to occur to determine if these resources will be declared a Section 4(f) or Section 6(f) resource. HDR has provided guidance for each of the resources, but the final decision will be up to the agency in charge of the resource and FHWA. Option Impact Analysis For Section 4(f), impacts to the Edgebrook Golf Course and bike trail must be coordinated with the City and FHWA. For Section 6(f), impacts to the golf course must be coordinated with SD Parks Division of and Recreation. Section 4(f) and Section 6(f) impacts must comply with procedures outlined in guidance published by FHWA and the National Park Service. These procedures are summarized below followed by a description of the impacts and procedures anticipated for the golf course and bike trail. For Section 4(f), a use of Section 4(f) property occurs when there is temporary occupancy that is adverse, land is permanently incorporated, or there is a constructive use. When FHWA determines that a project may use Section 4(f) property, there are three methods available for FHWA to approve the use, most commonly through a de minimis impact determination. If the use would result in greater than de minimis impact, then programmatic or individual evaluations would apply and feasible and prudent avoidance alternatives would need to be evaluated. For Section 6(f), there is a Conversion of Use process established by the National Park Service that must be followed for converting Section 6(f) properties to non-outdoor recreation uses. The process basically involves replacing the resources being removed from Section 6(f) protection. Mr. Kittle, the LWCF grants coordinator indicated: hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon “This is nothing that can’t be worked through. It just takes a little time and a commitment from the City and my office [SD Division of Parks and Recreation] to work through the process and a commitment from the City to provide suitable replacement property.” Following is a summary of the main prerequisites that must be met before National Park Service will consider the conversion request according to the Section 6(f) guidance document. 1. All practical alternatives to the conversion have been evaluated and rejected on a sound basis. 2. The fair market value of the property to be converted has been established and the property proposed for substitution is of at least equal fair market value. A critical first step is for the State and National Park Service to agree on the size of the impacted Section 6(f) property prior to any appraisal activity. 3. The property proposed for replacement is of reasonably equivalent usefulness and location as that being converted. Replacement property need not necessarily be directly adjacent to or close by the converted site. 4. The property proposed for replacement meets the eligibility requirements for LWCF assisted acquisition (is a viable recreation area). Small conversions are composed of small portions of Section 6(f) protected areas that amount to no more than 10 percent of the 6(f) protected area or five acres, whichever is less. Because small conversion proposals are less complex, National Park Service review and decision can be expedited when minor or no environmental impacts would occur, the proposed conversion is not controversial, and the replacement property is contiguous to the original Section 6(f) area. Edgebrook Golf Course The preliminary layout of all four options involves a four lane roadway for 20th St S which is expected to result in similar impacts the southern border of Edgebrook Golf Course. The southbound exit ramp for Options 1 and 2 would impact a narrow strip of the eastern border of the golf course. In these areas, the Project is expected to require acquisition of right-of-way from the golf course. This acquisition would likely be considered a permanent incorporation of Section 4(f) property and a conversion of Section 6(f) property. For Section 4(f), impacts to golf course would likely be approved by preparing a de minimis impact determination. There appears to be feasible minimization, mitigation, or enhancement measures that, if implemented, could qualify the impacts as de minimis. Retaining walls are an example of a minimization measure. Mitigation measures may involve modifying or relocating paths, structures, or other elements of the golf course such as tee boxes or greens. In consideration of these mitigation measures, it is anticipated that the activities, features, or attributes that qualify the golf course for protection under Section 4(f) would not be adversely affected. If the use is found to be greater than de minimis and the City and FHWA agrees, then section 4(f) approval would require a programmatic or individual Section 4(f) evaluation. hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon Temporary impacts to the golf course may be considered another use of Section 4(f) property: temporary occupancy. In this case, use would occur if the activities are adverse in terms of the preservation purpose of Section 4(f). Activities such as re-grading slopes or creating staging or access areas are often considered a temporary occupancy. Such impacts would likely be considered de minimis if disturbed areas are repaired and the functions of the property are restored. No constructive use as a result of the Project is anticipated. For Section 6(f), a Conversion of Use process would need to be completed for impacts to the golf course in coordination with the SD Division of Parks and Recreation. The Section 6(f) property converted to non-recreational area would need to be replaced. This would involve rejecting avoidance alternatives on a sound basis, evaluating the usefulness of the golf course property to be converted, and replacement of the converted property with property of similar usefulness. Based on preliminary layout of the interchange and a cursory review of property boundary information, the Project would convert approximately 1 to 3 acres of the golf course. One possible location for replacement is within the parcel located north of the golf course. The 8-acre parcel is currently wooded and owned by the City according to Brookings County tax property mapping (Brookings County n.d.). Bike Trail All four options are expected to result in similar impacts to the pedestrian/bicycle trail. The Project is expected to temporarily occupy the bike path during construction, which may be considered a use of the bike trail. If the trail remains open or a detour is created to allow use of the trail during construction, then impacts are expected to be considered de minimis. However, reconstruction of 20th St S may be considered a temporary occupancy of land that is so minimal as to not constitute a use within the meaning of Section 4(f). Farmlands The Farmland Protection Policy Act requires that federal projects minimize the conversion of farmland to nonagricultural uses. To the extent practicable, state and local farmland policies are to be considered. Farmland classification identifies map units that are best suited to food, feed, fiber, forage, and oilseed crops. They are classified as prime farmland, farmland of statewide importance, farmland of local importance, or unique farmland. NRCS uses a land evaluation and site assessment system to establish a farmland conversion impact rating score on proposed sites of federally funded and assisted projects. This score is used as an indicator for the project sponsor to consider alternative sites if the potential adverse impacts on the farmland exceed the recommended allowable level. The assessment is completed using a Farmland Conversion Impact Rating. Existing Conditions Farmland south of 20th St S is classified as prime farmland based on NRCS soils data (NRCS 2016). Impacts to farmland would require completion of a Farmland Conversion Impact Rating form and coordination with NRCS to complete a land evaluation and site assessment. hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon Option Impact Analysis The preliminary layout of all four options would involve farmland conversion at different levels. However, these conversion levels are not expected to exceed the recommended allowable level established by NRCS through the site assessment system. Construction of 20th St S for all four options would extend into prime farmland to the south. Options 1 and 2 would result in the least impacts to farmland because the exit/entrance ramps would extend a short distance into adjacent farmland to the west and east of I-29. Option 3 would result in greater impacts to farmland compared to Options 1 and 2 because of the circular exit/entrance ramp in the SW quadrant where prime farmland within a hayfield is located. Option 4 would cause the greatest impacts to farmland due to circular exit/entrance ramps in the SW and SE quadrant where prime farmland is located. Floodplains A floodplain is defined by the Federal Emergency Management Agency (FEMA) as the area adjacent to a watercourse, including the floodway, inundated by a particular flood event. A floodway is the channel and any adjacent floodplain areas that must be kept free of encroachment to ensure that the 100-year (1 percent annual chance) flood is conveyed without increasing the flood height by more than 1 foot. For purposes of the discussion in this document, floodplain is synonymous with the 100-year floodplain. Existing Conditions Designated floodplain is present within the eastern and southern portions of the Study Area as shown in Figure 3. The floodplain is classified as Zone A and is subject to inundation by the 100-year flood event. No base flood elevations or floodways have been determined because a detailed hydraulic analysis has not been performed for this flood hazard zone. The floodplain is associated with several unnamed tributaries to the Big Sioux River. The floodplain is located mostly outside the City limits and therefore falls under jurisdiction of the Brookings County Floodplain Administrator. Floodplain impacts would be evaluated by completing a detailed hydraulic analysis. A floodplain development permit or Conditional Letter of Map Revision (CLOMR) would be required for road construction within the designated floodplain as identified during coordination with the local floodplain administrator. T110N R49W Sec 31 T109N R49W Sec 6 Option 4 Only Options 3 & 4 Option 3 Only 34TH AVE S20TH ST S City ofBrookings 472 AVE12TH ST S 20TH ST S 22ND AVEFloodZone A PATH: H:\GIS\PROJECTS\CITY_OF_BROOKINGS\258509_BROOKINGS_20TH_ST_IMJR\MAP_DOCS\BROOKINGS_20TH_ST_FIGURE_3_FLOODPLAIN.MXD - USER: TWEGNER - DATE: 2/4/2016 Project Location 0 1,000 2,000 FEET WATER RESOURCES BROOKINGS 20TH ST S INTERSTATE ACCESS EVALUATION LEGEND Study Area (300 ft. Buffer) Design Options Options 1 & 2 - Single Point Interchanges Options 3 & 4 - Clover Interchanges Desktop Wetlands Jan. 2016 Wetland Other Water Preliminary Wetland Impacts NHD 100 Year Flood Zone (A) City Limits PLSS Sections FIGURE 3 hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon Option Impact Analysis Options 1 and 2 are expected to result in less floodplain impacts than Options 3 and 4 because the exit/entrance ramps are located adjacent to the roadway and parallel with the flow of the adjacent streams. Options 3 and 4 are expected to result in greater floodplain impacts than Options 1 and 2 because they involve circular exit/entrance ramps that extend into designated floodplain from the roadway. Options 3 and 4 share the same exit/entrance ramp in the southwest quadrant and would have similar floodplain impacts in this area. Options 3 and 4 include a circular exit/entrance ramp east of I-29 where designated floodplain occurs. The proposed circular exit/entrance ramps impede more flow area for the unnamed stream, and would likely require more floodplain mitigation efforts compared to Options 1 and 2 to convey the 100-year flood without increasing the flood height by more than 1 foot. Wetlands and Other Waters Wetlands and other waters of the U.S., including waterways, lakes, natural ponds, and impoundments, are regulated by USACE under Section 404 of the Clean Water Act, which requires a permit to authorize the discharge of dredged or fill material into waters of the U.S. Other waters of the U.S. include rivers, streams, intermittent streams, lakes, ponds, and impoundments. Executive Order 11990, Protection of Wetlands (May 24, 1977), directs agencies to consider avoidance of adverse effects and incompatible development in wetlands. HDR conducted a desktop wetland delineation within the Study Area as part of this environmental screening to estimate wetland impacts. A field delineation is necessary to determine final impacts for wetland permitting. The desktop delineation used aerial photographs from several years, the National Hydrography Dataset (NHD), and National Wetlands Inventory (NWI) mapping to identify and delineate wetland areas. Based on this desktop delineation, 3 wetland areas and 5 other waters were delineated in the Study Area, totaling 2.2 wetland acres and 19.0 other water acres (see Figure 3). HDR contacted the USACE- South Dakota Regulatory Office to request preliminary input regarding the anticipated permitting process. USACE briefly reviewed the Study Area during the phone conversation and indicated that the ponds in the NE and SE quadrants are likely jurisdictional. Although the pond in the NE quadrant was created by recent mining activity, the pond is located where a stream once occurred and hydrologic connection still appears to exist. The pond drains to the south into a drainage that connects to other waterways downstream. Likewise, the pond in the southwest quadrant is located where a stream was once present. Therefore, impacts to these relatively large waterbodies would be subject to permitting requirements with USACE and are estimated to be above the 0.1 acre permanent impact threshold for compensatory mitigation. The waterbodies were artificially created and provide limited functions compared to natural waterbodies. Compensatory mitigation would involve an assessment of waterbody functions and viability of replacing those functions. Although nothing final or detailed can be determined at this time, USACE indicated there would be flexibility for mitigating impacts to the waterbodies. hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon The landowner of the pond in the SW quadrant indicated the wetland may have been constructed as a mitigation site. HDR contacted the Brookings County Register of Deeds office to confirm whether any wetland easements exist on the property. The office confirmed there are no existing easements relevant to wetlands or natural resource conservation (Chapman 2016). Option Impact Analysis Wetland impacts were estimated using a preliminary impact footprint and desktop delineated wetland and other water boundaries. The preliminary impact footprint includes a 50-foot buffer from the preliminary interchange layouts. Final impacts will likely differ from these estimates. Final impact calculations are based on more precise information: field delineated wetland and other water boundaries and construction limits developed from modeling during final design. A summary of the wetland impacts for the four interchange layout options is presented in Table 1 below. Figure 3 illustrates the existing wetlands in the Study Area and the impacts of the four interchange layout options. Table 1. Preliminary Wetland Impacts Interchange Layout Wetland Impacts (acres) Other Water Impacts (acres) Option 1 0.39 0.16 Option 2 0.39 0.16 Option 3 0.54 3.40 Option 4 0.54 1.43 Based on this preliminary estimate, Options 1 and 2 would result in the least wetland and other water impacts. Options 3 and 4 would result in greater wetland and other water impacts compared to Options 1 and 2 because they involve a circular exit/entrance ramp in the SW quadrant of the interchange where an additional estimated 1.27 acres of other water impacts and 0.15 acres of wetland impacts would occur. Option 3 would have the greatest impacts to wetlands and other waters because it involves a circular exit/entrance ramp in the NE quadrant of the interchange where an additional estimated 1.97 acres of other water impacts would occur in addition to the SW quadrant impacts. Cultural Resources Section 106 of the National Historic Preservation Act directs federal agencies to take into account the effects of their undertakings on historic properties. In addition, consideration of historic and cultural resources is required pursuant to NEPA, which would be completed at a future stage of the Project. Existing Conditions Per HDR’s request, the South Dakota State Historical Society conducted a background records search within one mile of the Study Area in December 2016. The record search compiles information on previous surveys and previously identified historic or archaeological resources. This information should be used to conduct a field survey of cultural resources once the hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon preliminary design process begins. The cultural survey should then be submitted to SD State Historical Preservation Office for review and concurrence with determination of effects. According to the record search, no previous cultural surveys or previously recorded cultural resources are present within the Study Area. The nearest previous cultural survey is located approximately 400 feet east and southeast of the Project’s east end at the intersection of 20th St S and 34th Ave S. Option Impact Analysis Because the area has not previously been surveyed for cultural resources and there are no known cultural resources identified, it is not possible to determine potential impacts at this time. This analysis will be deferred until the preliminary design phase of the project. Threatened and Endangered Species Federally listed threatened and endangered species are regulated by Section 7 of the Endangered Species Act. The U.S. Fish and Wildlife Service (USFWS) maintains a list of species determined to be threatened or endangered at the county level. Existing Conditions Six federally threatened or endangered species and critical habitat for two species are listed for Brookings County (see Table 2; USFWS 2016). There are no proposed or candidate species. HDR conducted a desktop assessment using recent, high-resolution aerial photographs to identify potential habitat within the Study Area. Table 2 summarizes the threatened and endangered species listed for Brookings County and their potential presence in the Study Area. Based on the desktop assessment, habitat for one species, the northern long-eared bat, was identified. These findings are subject to change based on observations during field surveys. No designated critical habitat occurs near the Project. Table 2. Federally Listed Threatened and Endangered Species in Brookings County, SD Species Status Species or Habitat Present in Study Area Rufa red knot Threatened No Northern long-eared bat Threatened Yes – potential habitat Topeka shiner Endangered No Western prairie-fringed orchid Threatened No Dakota skipper Threatened No Poweshiek skipperling Endangered No Critical Habitat for Dakota skipper NA No Critical Habitat for Poweshiek skipperling NA No Trees are present within the Study Area which may be used as summer roosting habitat by the northern long-eared bat. On January 14, 2016, the final 4(d) rule and Programmatic Biological Opinion for the northern long-eared bat was published. Tree clearing during the active season may cause injury or mortality to roosting bats and a determination of “may affect, likely to adversely affect” may apply to the Project. Because the Project is located outside the white- hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon nose syndrome zone, incidental take associated with the Project is not prohibited under the final 4(d) rule. A “no effect” determination is expected for the other species. Agency coordination will be needed to make a final determination of the Project effects on federally listed threatened and endangered species. Consultation with USFWS would need to be completed according to Section 7 of the Endangered Species Act. Option Impact Analysis Options 1 and 2 involve the least amount of tree clearing and are therefore expected to result in the least impacts to the northern long-eared bat. Option 3 would involve more tree clearing for the circular exit/entrance ramp in the SW quadrant where trees occur surrounding a pond. Option 4 would involve the most tree clearing because of circular exit/entrance ramps in the SW and NE quadrants where trees are present. Noise Traffic noise consists of vehicular engine noise and tire noise from contact with the roadway surface. In general, noise can be defined as unwanted sound. Noise levels from highway traffic are affected primarily by three factors: (1) the volume of the traffic, (2) the speed of the traffic, and (3) the number of trucks in the flow of traffic. The FHWA has developed Noise Abatement Criteria and procedures for use in the planning and design of highways. SDDOT has developed a Noise Analysis and Abatement Guidance document approved by FHWA and consistent with FHWA’s procedures (SDDOT 2011). Existing Conditions Since this Project involves adding a new interchange, it is considered a Type I project per SDDOT guidance. For Type I projects, a noise analysis is required to quantify noise impacts and to evaluate the feasibility and reasonableness of noise mitigation measures if there are noise impacts associated with the Project. Feasibility considers safety, barrier height, topography, drainage, utilities, and maintenance. Reasonableness is comprised of landowner input, cost effectiveness, and achieving a noise reduction goal. Noise abatement measures include: noise barriers, earth berms, buffer zones, traffic management measures, and the alteration of horizontal and vertical alignments. Best management practices could be implemented to mitigate construction-related noise impacts. For example, construction could be limited to daylight hours, typically 6 a.m. to 6 p.m., to reduce noise impacts during the evening and at night, the most sensitive time frames for noise impacts. Option Impact Analysis No noise analysis was conducted at this stage of the Project. This analysis will be deferred until the preliminary design phase of the project when more detailed information on traffic will be acquired. hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon Summary of Impacts Findings of the environmental screening described in previous sections for each resource are summarized in Table 3 below. Table 3. Preliminary Summary of Impacts Resource Preliminary Summary of Impacts Land Use Consistent with Land Use Plans Section 4(f) and 6(f) Resources Two Section 4(f) resources are present: Edgebrook Golf Course and pedestrian/bike path. Impacts are expected to be de minimis. Golf course is Section 6(f) resource requiring replacement property. Farmland Project involves conversion of prime farmland. Conversion levels are not expected to exceed the recommended allowable level. Floodplain Designated floodplain is present and a floodplain development permit or CLOMR would be required per coordination with the local floodplain administrator. Wetlands and Other Waters Wetlands and other waters are likely jurisdictional. Based on desktop delineation and estimated construction footprint, wetland impacts range from 0.38 to 0.54 acres and other water impacts range from 0.16 to 3.40 acres. Cultural Resources No previous cultural surveys or previously recorded cultural resources are present according to a record search. A cultural field survey would need to be completed. Threatened and Endangered Species Based on desktop assessment, habitat for one species, the northern long-eared bat, is present. Tree clearing during the active season (Apr 1-Sept 30) may cause incidental take of roosting bats; however, the Project is located outside the white-nose syndrome zone where incidental take is not prohibited under the final 4(d) rule. Noise Project is expected to be a Type I project according to SDDOT guidance and therefore require a noise analysis. References Brookings County. Tax Property Map. Beacon website. Available online at https://beaconbeta.schneidercorp.com/Application. Accessed 1/29/2016. Brookings County Planning Commission. 2016. Brookings County Comprehensive Land Use Plan. Effective March 2016. Available online at http://www.brookingscountysd.gov/DocumentCenter/View/148. Accessed 1/29/2016. Brookings on the Move. 2011. Brookings Area Master Transportation Plan June 2011. Available online at: http://sddot.com/transportation/highways/planning/specialstudies/docs/BrookingsAreaMaster TransportationPlan_final.pdf. Accessed 1/29/2016. Brookings County. 2013. Brookings County Master Transportation Plan: August 2013. Available online at: http://sddot.com/transportation/highways/planning/specialstudies/docs/BrookingsCoMTP_FI NAL_withAppendices.pdf. Accessed 1/29/2016. hdrinc.com Use UPDATE/INSERT ADDRESS feature in ribbon City of Brookings. 2000. Vision 2020 Comprehensive Plan for the City of Brookings. Available online at http://www.cityofbrookings.org/DocumentCenter/Home/View/266. Accessed 1/29/2016. City of Brookings. 2015. Zoning District Map: October 2015. Available online at http://www.cityofbrookings.org/DocumentCenter/Home/View/291. Accessed 1/29/2016. Chapman, Beverly. 2016. Brookings County Register of Deeds. Telephone call with Daryn Dockter, HDR on January 12, 2016. Existing easements on parcel 212761094906200. HDR. 2008. Technical Memorandum to City of Brookings. Environmental Screening for Brookings Industrial Park Traffic Impact Study. October 2008. Kittle, Randy. 2016. South Dakota Division of Parks and Recreation, Grant Coordinator. Email to Daryn Dockter, HDR on January 12, 2016. Section 6(f) Properties. Natural Resources Conservation Service (NRCS), United States Department of Agriculture. Web Soil Survey. Available online at http://websoilsurvey.nrcs.usda.gov/. Accessed 1/29/2016. South Dakota Department of Environment and Natural Resources (SDDENR). Spill Report Search for Brookings Area. Ground Water Quality Program: Spill Reporting. Available online at http://arcgis.sd.gov/server/denr/spillsviewer/. Accessed 2/1/2016. South Dakota Department of Transportation (SDDOT). 2011. Noise Analysis and Abatement Guidance. Effective July 13, 2011. Available online at http://www.sddot.com/business/environmental/docs/FinalNoiseAnalysisandAbatementGuida nce071311.pdf. Accessed 2/1/2016. United States Fish and Wildlife Service (USFWS). 2016. South Dakota Listed Species by County List: updated 28 January 2016. South Dakota Ecological Services Field Office. Available online at http://www.fws.gov/southdakotafieldoffice/endangered_species.htm. Accessed 1/29/2016. Appendix Section 2 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 133/EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 522 veh/h Peak-Hour Factor, PHF 0.90 AADT 10450 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 522 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)316 pc/h/ln S 75.0 mph D = vp / S 4.2 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 11/24/2015 1:14 PM Page 1 of 1BASIC FREEWAY WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/f2k61E6.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132 OFF/EXIT 132 ON Date Performed 1/13/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 361 veh/h Peak-Hour Factor, PHF 0.90 AADT 7220 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 361 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)219 pc/h/ln S 75.0 mph D = vp / S 2.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 12:03 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kC596.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132/EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 582 veh/h Peak-Hour Factor, PHF 0.90 AADT 11640 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 582 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)361 pc/h/ln S 75.0 mph D = vp / S 4.8 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 11/24/2015 1:18 PM Page 1 of 1BASIC FREEWAY WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/f2k61E6.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127 OFF/EXIT 127 ON Date Performed 1/13/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 555 veh/h Peak-Hour Factor, PHF 0.90 AADT 11100 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 555 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)344 pc/h/ln S 75.0 mph D = vp / S 4.6 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 12:06 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k5E8A.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127/EXIT 121 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 600 veh/h Peak-Hour Factor, PHF 0.90 AADT 12000 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 600 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)367 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 11/24/2015 1:20 PM Page 1 of 1BASIC FREEWAY WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/f2k61E6.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 121/EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 600 veh/h Peak-Hour Factor, PHF 0.90 AADT 12000 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 600 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)367 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 11/24/2015 1:22 PM Page 1 of 1BASIC FREEWAY WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/f2k61E6.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127 OFF/EXIT 127 ON Date Performed 1/13/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 555 veh/h Peak-Hour Factor, PHF 0.90 AADT 11100 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 555 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)339 pc/h/ln S 75.0 mph D = vp / S 4.5 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 12:08 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kA74D.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127/EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 582 veh/h Peak-Hour Factor, PHF 0.90 AADT 11640 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 582 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)361 pc/h/ln S 75.0 mph D = vp / S 4.8 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 11/24/2015 1:23 PM Page 1 of 1BASIC FREEWAY WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/f2k61E6.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132 OFF/EXIT 132 ON Date Performed 1/13/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 345 veh/h Peak-Hour Factor, PHF 0.90 AADT 6900 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 345 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)214 pc/h/ln S 75.0 mph D = vp / S 2.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 12:10 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k8C6D.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132/EXIT 133 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 522 veh/h Peak-Hour Factor, PHF 0.90 AADT 10450 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 522 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)316 pc/h/ln S 75.0 mph D = vp / S 4.2 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 11/24/2015 1:24 PM Page 1 of 1BASIC FREEWAY WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/f2k61E6.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH ST. S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 1500 Freeway Volume, VF 550 Ramp Volume, VR 170 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 80 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 550 0.90 Level 18 0 0.917 1.00 666 Ramp 170 0.90 Level 1 0 0.995 1.00 190 UpStream DownStream 80 0.90 Level 1 0 0.995 1.00 89 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 666 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 666 Exhibit 13-8 4800 No VFO = VF - VR 476 Exhibit 13-8 4800 No VR 190 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 666 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = -3.5 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.315 (Exhibit 13-12) SR=64.6 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.6 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 1:51 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2kE374.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 170 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1330 Deceleration Lane Length LD Freeway Volume, VF 380 Ramp Volume, VR 80 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 380 0.90 Level 18 0 0.917 1.00 460 Ramp 80 0.90 Level 1 0 0.995 1.00 89 UpStream 170 0.90 Level 1 0 0.995 1.00 190 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =460 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 549 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 549 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 1.4 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.208 (Exibit 13-11) SR=68.1 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.1 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 1:57 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2kDE94.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 720 Freeway Volume, VF 460 Ramp Volume, VR 20 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 100 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 460 0.90 Level 23 0 0.897 1.00 570 Ramp 20 0.90 Level 1 0 0.995 1.00 22 UpStream DownStream 100 0.90 Level 1 0 0.995 1.00 112 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 570 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 570 Exhibit 13-8 4800 No VFO = VF - VR 548 Exhibit 13-8 4800 No VR 22 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 570 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 2.7 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.300 (Exhibit 13-12) SR=65.1 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.1 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:10 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k68C9.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 20 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1370 Deceleration Lane Length LD Freeway Volume, VF 440 Ramp Volume, VR 100 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 440 0.90 Level 23 0 0.897 1.00 545 Ramp 100 0.90 Level 1 0 0.995 1.00 112 UpStream 20 0.90 Level 1 0 0.995 1.00 22 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =545 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 657 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 657 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 2.0 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.205 (Exibit 13-11) SR=68.2 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.2 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:15 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k30AA.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 540 Ramp Volume, VR 40 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 60 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 540 0.90 Level 20 0 0.909 1.00 660 Ramp 40 0.90 Level 1 0 0.995 1.00 45 UpStream DownStream 60 0.90 Level 1 0 0.995 1.00 67 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 660 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 660 Exhibit 13-8 4800 No VFO = VF - VR 615 Exhibit 13-8 4800 No VR 45 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 660 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 3.2 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.302 (Exhibit 13-12) SR=65.0 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.0 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:18 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2kA6A4.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 40 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1210 Deceleration Lane Length LD Freeway Volume, VF 500 Ramp Volume, VR 60 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 500 0.90 Level 20 0 0.909 1.00 611 Ramp 60 0.90 Level 1 0 0.995 1.00 67 UpStream 40 0.90 Level 1 0 0.995 1.00 45 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =611 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 678 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 678 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 3.1 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.220 (Exibit 13-11) SR=67.7 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =67.7 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:21 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2kB90B.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 560 Ramp Volume, VR 230 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 90 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 560 0.90 Level 23 0 0.897 1.00 694 Ramp 230 0.90 Level 1 0 0.995 1.00 257 UpStream DownStream 90 0.90 Level 1 0 0.995 1.00 100 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 694 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 694 Exhibit 13-8 4800 No VFO = VF - VR 437 Exhibit 13-8 4800 No VR 257 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 694 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 3.5 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.321 (Exhibit 13-12) SR=64.4 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.4 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:24 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k4D8D.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 230 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1500 Deceleration Lane Length LD Freeway Volume, VF 330 Ramp Volume, VR 90 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 330 0.90 Level 23 0 0.897 1.00 409 Ramp 90 0.90 Level 1 0 0.995 1.00 100 UpStream 230 0.90 Level 1 0 0.995 1.00 257 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =409 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 509 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 509 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = -0.0 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.192 (Exibit 13-11) SR=68.6 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.6 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:27 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k67F.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 133/EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 470 veh/h Peak-Hour Factor, PHF 0.90 AADT 10450 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 470 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)285 pc/h/ln S 75.0 mph D = vp / S 3.8 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 11/24/2015 1:29 PM Page 1 of 1BASIC FREEWAY WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/f2k6D6A.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132 OFF/EXIT 132 ON Date Performed 1/13/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 320 veh/h Peak-Hour Factor, PHF 0.90 AADT 7100 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 320 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)194 pc/h/ln S 75.0 mph D = vp / S 2.6 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 12:12 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k5A66.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132/EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 524 veh/h Peak-Hour Factor, PHF 0.90 AADT 11640 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 524 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)325 pc/h/ln S 75.0 mph D = vp / S 4.3 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 11/24/2015 1:28 PM Page 1 of 1BASIC FREEWAY WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/f2k2850.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127 OFF/EXIT 127 ON Date Performed 1/13/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 486 veh/h Peak-Hour Factor, PHF 0.90 AADT 10800 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 486 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)301 pc/h/ln S 75.0 mph D = vp / S 4.0 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2016 University of Florida, All Rights Reserved HCS 2010TM Version 6.80 Generated: 9/20/2016 3:23 PM Page 1 of 1BASIC FREEWAY WORKSHEET 9/20/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k32EC.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127/EXIT 121 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 540 veh/h Peak-Hour Factor, PHF 0.90 AADT 12000 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 540 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)330 pc/h/ln S 75.0 mph D = vp / S 4.4 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 11/24/2015 1:30 PM Page 1 of 1BASIC FREEWAY WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/f2k3683.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 121/EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 540 veh/h Peak-Hour Factor, PHF 0.90 AADT 12000 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 540 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)330 pc/h/ln S 75.0 mph D = vp / S 4.4 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 11/24/2015 1:31 PM Page 1 of 1BASIC FREEWAY WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/f2k3683.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127 OFF/EXIT 127 ON Date Performed 1/13/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 432 veh/h Peak-Hour Factor, PHF 0.90 AADT 9600 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 432 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)264 pc/h/ln S 75.0 mph D = vp / S 3.5 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 12:16 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k242A.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127/EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 524 veh/h Peak-Hour Factor, PHF 0.90 AADT 11640 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 524 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)325 pc/h/ln S 75.0 mph D = vp / S 4.3 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 11/24/2015 1:32 PM Page 1 of 1BASIC FREEWAY WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/f2k3683.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132 OFF/EXIT 132 ON Date Performed 1/13/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 360 veh/h Peak-Hour Factor, PHF 0.90 AADT 8000 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 360 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)223 pc/h/ln S 75.0 mph D = vp / S 3.0 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 12:18 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kA5C7.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132/EXIT 133 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 470 veh/h Peak-Hour Factor, PHF 0.90 AADT 10450 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 470 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)285 pc/h/ln S 75.0 mph D = vp / S 3.8 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 11/24/2015 1:33 PM Page 1 of 1BASIC FREEWAY WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/f2k3683.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST. S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 1500 Freeway Volume, VF 395 Ramp Volume, VR 125 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 265 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 395 0.90 Level 18 0 0.917 1.00 478 Ramp 125 0.90 Level 1 0 0.995 1.00 140 UpStream DownStream 265 0.90 Level 1 0 0.995 1.00 296 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 478 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 478 Exhibit 13-8 4800 No VFO = VF - VR 338 Exhibit 13-8 4800 No VR 140 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 478 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = -5.1 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.311 (Exhibit 13-12) SR=64.8 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.8 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:29 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k4A90.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 125 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1330 Deceleration Lane Length LD Freeway Volume, VF 270 Ramp Volume, VR 265 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 270 0.90 Level 18 0 0.917 1.00 327 Ramp 265 0.90 Level 1 0 0.995 1.00 296 UpStream 125 0.90 Level 1 0 0.995 1.00 140 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =327 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 623 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 623 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 1.9 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.209 (Exibit 13-11) SR=68.1 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.1 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:31 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k641.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 720 Freeway Volume, VF 535 Ramp Volume, VR 40 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 105 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 535 0.90 Level 23 0 0.897 1.00 663 Ramp 40 0.90 Level 1 0 0.995 1.00 45 UpStream DownStream 105 0.90 Level 1 0 0.995 1.00 117 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 663 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 663 Exhibit 13-8 4800 No VFO = VF - VR 618 Exhibit 13-8 4800 No VR 45 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 663 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 3.5 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.302 (Exhibit 13-12) SR=65.0 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.0 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:33 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k4E67.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 40 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1370 Deceleration Lane Length LD Freeway Volume, VF 495 Ramp Volume, VR 105 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 495 0.90 Level 23 0 0.897 1.00 613 Ramp 105 0.90 Level 1 0 0.995 1.00 117 UpStream 40 0.90 Level 1 0 0.995 1.00 45 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =613 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 730 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 730 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 2.5 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.206 (Exibit 13-11) SR=68.2 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.2 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:34 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k9517.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 600 Ramp Volume, VR 120 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 15 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 600 0.90 Level 20 0 0.909 1.00 733 Ramp 120 0.90 Level 1 0 0.995 1.00 134 UpStream DownStream 15 0.90 Level 1 0 0.995 1.00 17 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 733 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 733 Exhibit 13-8 4800 No VFO = VF - VR 599 Exhibit 13-8 4800 No VR 134 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 733 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 3.8 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.310 (Exhibit 13-12) SR=64.8 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.8 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:36 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k2851.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 120 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1210 Deceleration Lane Length LD Freeway Volume, VF 480 Ramp Volume, VR 15 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 480 0.90 Level 20 0 0.909 1.00 587 Ramp 15 0.90 Level 1 0 0.995 1.00 17 UpStream 120 0.90 Level 1 0 0.995 1.00 134 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =587 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 604 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 604 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 2.6 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.219 (Exibit 13-11) SR=67.8 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =67.8 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:37 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k3FB8.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 495 Ramp Volume, VR 155 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 230 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 495 0.90 Level 23 0 0.897 1.00 613 Ramp 155 0.90 Level 1 0 0.995 1.00 173 UpStream DownStream 230 0.90 Level 1 0 0.995 1.00 257 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 613 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 613 Exhibit 13-8 4800 No VFO = VF - VR 440 Exhibit 13-8 4800 No VR 173 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 613 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 2.8 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.314 (Exhibit 13-12) SR=64.7 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.7 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:38 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k7C2B.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 155 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1500 Deceleration Lane Length LD Freeway Volume, VF 340 Ramp Volume, VR 230 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 340 0.90 Level 23 0 0.897 1.00 421 Ramp 230 0.90 Level 1 0 0.995 1.00 257 UpStream 155 0.90 Level 1 0 0.995 1.00 173 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =421 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 678 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 678 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 1.2 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.194 (Exibit 13-11) SR=68.6 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.6 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:39 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2kA897.tmp Appendix Section 3 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.80 Urban Street 6th Street Analysis Year 2015 Analysis Period 1> 7:00 Intersection 22nd Avenue File Name 6th am existing.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 80 370 85 180 260 35 110 240 370 40 210 95 Signal Information Green Yellow Red 4.2 2.4 34.3 7.0 11.1 0.0 3.0 0.0 4.0 3.0 4.0 0.0 0.0 0.0 2.0 0.0 2.0 0.0 1 2 4 5 6 7 Cycle, s 77.0 Reference Phase 2 Offset, s 43 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 4 Case Number 1.1 3.0 1.1 3.0 1.0 3.0 6.3 Phase Duration, s 7.2 40.3 9.6 42.7 10.0 27.1 17.1 Change Period, ( Y+R c ), s 3.0 6.0 3.0 6.0 3.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.1 5.2 5.2 Queue Clearance Time ( g s ), s 4.7 6.7 7.6 14.9 10.0 Green Extension Time ( g e ), s 0.1 0.0 0.1 0.0 0.0 3.1 1.1 Phase Call Probability 0.88 0.98 0.95 1.00 1.00 Max Out Probability 1.00 1.00 1.00 0.78 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 100 463 59 183 264 19 138 300 254 50 167 160 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1524 1523 1356 1524 1523 1356 1524 1600 1356 1096 1600 1491 Queue Service Time ( g s ), s 2.7 7.6 1.9 4.7 4.1 0.7 5.6 12.9 12.9 3.3 7.7 8.0 Cycle Queue Clearance Time ( g c ), s 2.7 7.6 1.9 4.7 4.1 0.7 5.6 12.9 12.9 6.2 7.7 8.0 Green Ratio ( g/C )0.50 0.45 0.45 0.55 0.48 0.48 0.26 0.27 0.27 0.14 0.14 0.14 Capacity ( c ), veh/h 627 1358 604 552 1453 647 275 438 371 210 230 214 Volume-to-Capacity Ratio ( X )0.159 0.341 0.097 0.331 0.182 0.030 0.500 0.685 0.684 0.239 0.727 0.749 Available Capacity ( c a ), veh/h 701 1358 604 578 1453 647 275 457 387 223 249 232 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.5 4.5 1.1 2.6 2.4 0.3 3.6 8.9 7.9 1.6 6.3 6.3 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.19 0.00 0.13 0.32 0.00 0.17 0.00 0.00 3.93 0.40 0.00 0.00 Uniform Delay ( d 1 ), s/veh 10.4 13.9 12.4 9.7 12.7 12.0 23.9 25.0 25.0 32.2 31.5 31.6 Incremental Delay ( d 2 ), s/veh 0.1 0.7 0.3 0.3 0.3 0.1 1.4 4.6 5.3 0.8 10.4 12.9 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 10.5 14.6 12.7 10.0 12.9 12.1 25.3 29.6 30.3 33.1 41.9 44.5 Level of Service (LOS)B B B B B B C C C C D D Approach Delay, s/veh / LOS 13.8 B 11.8 B 29.0 C 41.8 D Intersection Delay, s/veh / LOS 23.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 3.0 C 2.5 B 3.0 C 3.0 C Bicycle LOS Score / LOS 1.0 A 1.0 A 1.6 A 0.8 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:08:39 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.72 Urban Street 6th Street Analysis Year 2015 Analysis Period 1> 7:00 Intersection 25th Avenue File Name 6th am existing.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 55 710 15 80 430 50 20 20 95 70 15 25 Signal Information Green Yellow Red 3.1 0.2 46.9 8.8 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 77.0 Reference Phase 2 Offset, s 51 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 7.0 7.0 Phase Duration, s 9.1 52.9 9.3 53.1 14.8 14.8 Change Period, ( Y+R c ), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.3 4.3 Queue Clearance Time ( g s ), s 3.3 3.5 6.5 8.5 Green Extension Time ( g e ), s 0.1 0.0 0.1 0.0 0.5 0.3 Phase Call Probability 0.77 0.81 1.00 1.00 Max Out Probability 0.01 0.01 0.51 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 69 451 449 79 229 225 56 76 118 21 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1569 1561 1451 1524 1489 1397 1244 1354 1279 Queue Service Time ( g s ), s 1.3 12.4 12.3 1.5 4.2 4.4 0.0 4.5 3.8 1.1 Cycle Queue Clearance Time ( g c ), s 1.3 12.4 12.3 1.5 4.2 4.4 2.7 4.5 6.5 1.1 Green Ratio ( g/C )0.65 0.61 0.61 0.65 0.61 0.61 0.11 0.11 0.11 0.11 Capacity ( c ), veh/h 647 956 951 423 932 911 230 142 240 146 Volume-to-Capacity Ratio ( X )0.106 0.472 0.472 0.186 0.245 0.247 0.242 0.536 0.491 0.142 Available Capacity ( c a ), veh/h 824 956 951 592 932 911 287 194 296 199 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.6 6.9 6.8 0.7 2.1 2.2 1.8 2.6 4.0 0.7 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.06 0.00 0.00 0.07 0.00 0.00 0.00 1.39 0.00 0.34 Uniform Delay ( d 1 ), s/veh 5.3 8.6 8.5 6.1 5.1 5.3 31.4 32.2 33.1 30.7 Incremental Delay ( d 2 ), s/veh 0.1 1.5 1.5 0.2 0.6 0.6 0.5 3.1 1.6 0.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 5.3 10.1 10.0 6.3 5.7 5.9 31.9 35.3 34.6 31.1 Level of Service (LOS)A B A A A A C D C C Approach Delay, s/veh / LOS 9.7 A 5.9 A 33.9 C 34.1 C Intersection Delay, s/veh / LOS 12.3 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.2 B 2.9 C 2.9 C Bicycle LOS Score / LOS 1.4 A 1.1 A 0.7 A 0.7 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:08:39 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst Intersection 6TH/I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 6TH STREET Analysis Year 2015 North/South Street I-29 SB Time Analyzed AM PEAK Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 1 0 1 2 0 0 0 0 0 1 0 Configuration T R L T LTR Volume (veh/h)805 70 10 440 45 0 120 Percent Heavy Vehicles 6 1 1 1 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized Yes No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)12 206 Capacity 661 997 v/c Ratio 0.02 0.21 95% Queue Length 0.1 0.8 Control Delay (s/veh)10.5 9.6 Level of Service (LOS)B A Approach Delay (s/veh)0.2 9.6 Approach LOS A A Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 1:44:24 PM 6-I 29 SB.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.82 Urban Street 6th Street Analysis Year 2015 Analysis Period 1> 7:00 Intersection I-29 NB File Name 6th am existing.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 60 790 310 25 140 0 85 Signal Information Green Yellow Red 57.1 11.9 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 0.5 0.5 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 77.0 Reference Phase 2 Offset, s 18 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 8 Case Number 6.0 8.0 11.0 Phase Duration, s 61.1 61.1 15.9 Change Period, ( Y+R c ), s 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 0.0 0.0 6.1 Queue Clearance Time ( g s ), s 11.0 Green Extension Time ( g e ), s 0.0 0.0 1.0 Phase Call Probability 0.99 Max Out Probability 0.35 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 3 8 18 Adjusted Flow Rate ( v ), veh/h 79 1037 205 203 171 61 Adjusted Saturation Flow Rate ( s ), veh/h/ln 973 1493 1509 1485 1411 1255 Queue Service Time ( g s ), s 2.1 10.0 4.3 3.3 9.0 3.3 Cycle Queue Clearance Time ( g c ), s 6.4 10.0 4.3 3.3 9.0 3.3 Green Ratio ( g/C )0.74 0.74 0.74 0.74 0.15 0.15 Capacity ( c ), veh/h 761 2214 1119 1101 218 194 Volume-to-Capacity Ratio ( X )0.103 0.468 0.183 0.184 0.782 0.314 Available Capacity ( c a ), veh/h 761 2214 1119 1101 366 326 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.6 3.5 1.3 1.3 6.4 1.9 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.06 0.00 0.00 0.00 0.00 0.76 Uniform Delay ( d 1 ), s/veh 4.1 3.6 3.2 3.1 31.3 28.9 Incremental Delay ( d 2 ), s/veh 0.2 0.6 0.4 0.4 12.2 2.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 4.3 4.3 3.6 3.5 43.5 30.9 Level of Service (LOS)A A A A D C Approach Delay, s/veh / LOS 4.3 A 3.5 A 40.2 D 0.0 Intersection Delay, s/veh / LOS 8.8 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.7 A 1.8 A 2.7 B 2.9 C Bicycle LOS Score / LOS 1.3 A 0.8 A 0.9 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:08:39 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/LEFEVRE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 6TH STREET Analysis Year 2015 North/South Street LEFEVRE DRIVE Time Analyzed AM PEAK Peak Hour Factor 0.77 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume (veh/h)0 680 195 25 270 0 65 0 15 0 0 0 Percent Heavy Vehicles 2 6 5 5 5 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)442 208 103 Capacity 1205 588 263 v/c Ratio 0.37 0.35 0.39 95% Queue Length 0.2 1.8 Control Delay (s/veh)8.0 11.5 27.2 Level of Service (LOS)A B D Approach Delay (s/veh)1.3 27.2 Approach LOS A D Copyright © 2015 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 1:43:20 PM 6-LEFEVRE.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.69 Urban Street 6th Street Analysis Year 2015 Analysis Period 1> 7:00 Intersection 32nd Avenue File Name 6th am existing.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 55 160 480 45 215 5 50 5 5 0 55 25 Signal Information Green Yellow Red 53.4 10.6 0.0 0.0 0.0 0.0 4.0 5.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 77.0 Reference Phase 2 Offset, s 16 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 8 4 Case Number 6.0 6.0 7.0 7.0 Phase Duration, s 59.4 59.4 17.6 17.6 Change Period, ( Y+R c ), s 6.0 6.0 7.0 7.0 Max Allow Headway ( MAH ), s 0.0 0.0 4.3 4.3 Queue Clearance Time ( g s ), s 10.7 5.7 Green Extension Time ( g e ), s 0.0 0.0 0.1 0.3 Phase Call Probability 0.98 0.98 Max Out Probability 1.00 0.25 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 95 276 458 65 160 159 80 7 0 22 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1056 1569 1329 713 1553 1541 765 1130 0 1279 Queue Service Time ( g s ), s 3.2 5.8 14.7 3.9 2.7 2.7 5.0 0.4 0.0 1.1 Cycle Queue Clearance Time ( g c ), s 5.8 5.8 14.7 18.6 2.7 2.7 8.7 0.4 0.0 1.1 Green Ratio ( g/C )0.69 0.69 0.69 0.69 0.69 0.69 0.14 0.14 0.14 Capacity ( c ), veh/h 788 1087 921 451 1076 1068 195 156 177 Volume-to-Capacity Ratio ( X )0.121 0.254 0.497 0.145 0.148 0.149 0.409 0.046 0.000 0.123 Available Capacity ( c a ), veh/h 788 1087 921 451 1076 1068 215 176 199 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.1 2.8 7.0 1.1 1.3 1.3 2.7 0.2 0.0 0.7 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.14 0.00 0.00 0.21 0.00 0.00 0.00 0.09 0.00 0.20 Uniform Delay ( d 1 ), s/veh 6.1 5.3 7.4 10.5 4.0 4.0 33.9 28.8 29.1 Incremental Delay ( d 2 ), s/veh 0.3 0.5 1.7 0.7 0.3 0.3 1.4 0.1 0.0 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 6.4 5.8 9.1 11.2 4.3 4.3 35.3 28.9 29.4 Level of Service (LOS)A A A B A A D C C Approach Delay, s/veh / LOS 7.7 A 5.5 A 34.7 C 30.9 C Intersection Delay, s/veh / LOS 10.4 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.2 B 2.2 B 2.8 C 3.1 C Bicycle LOS Score / LOS 1.1 A 0.8 A 0.6 A 0.7 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:08:39 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/34TH AVENUE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 6TH STREET Analysis Year 2015 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.73 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 1 1 0 1 1 0 Configuration LTR LTR L TR L TR Volume (veh/h)60 85 20 10 230 5 5 5 5 5 15 30 Percent Heavy Vehicles 5 2 29 29 29 11 11 11 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)82 14 7 14 7 62 Capacity 1224 1439 282 474 339 519 v/c Ratio 0.07 0.01 0.02 0.03 0.02 0.12 95% Queue Length 0.2 0.0 0.1 0.1 0.1 0.4 Control Delay (s/veh)8.2 7.5 18.1 12.8 15.8 12.9 Level of Service (LOS)A A C B C B Approach Delay (s/veh)3.3 0.4 14.6 13.2 Approach LOS A A B B Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 1:48:13 PM 6-34.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.73 Urban Street 22nd Avenue Analysis Year 2015 Analysis Period 1> 7:00 Intersection 3rd Street File Name 22nd am existing.xus Project Description AM existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 45 50 25 900 445 15 Signal Information Green Yellow Red 27.9 4.7 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 42.6 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 9.2 33.4 33.4 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 5.1 5.1 Queue Clearance Time ( g s ), s 4.0 18.4 9.6 Green Extension Time ( g e ), s 0.4 9.5 15.1 Phase Call Probability 0.79 1.00 1.00 Max Out Probability 0.00 0.86 0.69 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 62 68 43 1557 313 311 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1509 1343 790 1479 1553 1541 Queue Service Time ( g s ), s 1.6 2.0 1.3 16.4 7.6 3.7 Cycle Queue Clearance Time ( g c ), s 1.6 2.0 8.8 16.4 7.6 3.7 Green Ratio ( g/C )0.11 0.11 0.65 0.65 0.65 0.65 Capacity ( c ), veh/h 167 149 546 1936 1017 1009 Volume-to-Capacity Ratio ( X )0.369 0.461 0.079 0.804 0.308 0.308 Available Capacity ( c a ), veh/h 708 630 585 2083 1094 1085 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.0 1.1 0.3 3.6 0.8 0.8 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.31 0.00 0.06 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 17.6 17.8 6.2 5.4 3.2 3.2 Incremental Delay ( d 2 ), s/veh 1.4 2.2 0.0 1.3 0.2 0.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 18.9 20.0 6.2 6.7 3.4 3.4 Level of Service (LOS)B B A A A A Approach Delay, s/veh / LOS 19.5 B 0.0 6.7 A 3.4 A Intersection Delay, s/veh / LOS 6.5 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 0.6 A 2.2 B Bicycle LOS Score / LOS F 1.5 A 1.0 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:13:17 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.74 Urban Street 22nd Avenue Analysis Year 2015 Analysis Period 1> 7:00 Intersection Olwein Street File Name 22nd am existing.xus Project Description AM existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 30 0 20 15 950 445 5 Signal Information Green Yellow Red 27.5 3.2 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 40.7 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 12.0 6.0 8.0 Phase Duration, s 7.7 33.0 33.0 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 5.1 5.1 Queue Clearance Time ( g s ), s 3.8 16.7 11.8 Green Extension Time ( g e ), s 0.2 10.7 13.9 Phase Call Probability 0.53 1.00 1.00 Max Out Probability 0.00 0.83 0.74 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 68 25 1560 340 338 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1452 751 1479 1553 1547 Queue Service Time ( g s ), s 1.8 0.8 14.7 9.8 3.7 Cycle Queue Clearance Time ( g c ), s 1.8 10.5 14.7 9.8 3.7 Green Ratio ( g/C )0.08 0.68 0.68 0.68 0.68 Capacity ( c ), veh/h 115 504 1997 1049 1045 Volume-to-Capacity Ratio ( X )0.590 0.049 0.781 0.324 0.324 Available Capacity ( c a ), veh/h 1071 551 2181 1146 1141 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.2 0.2 2.2 0.6 0.6 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.05 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.1 6.7 4.5 2.7 2.7 Incremental Delay ( d 2 ), s/veh 4.8 0.0 0.9 0.2 0.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 22.9 6.7 5.4 3.0 3.0 Level of Service (LOS)C A A A A Approach Delay, s/veh / LOS 22.9 C 0.0 5.4 A 3.0 A Intersection Delay, s/veh / LOS 5.2 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 1.8 A 2.0 B Bicycle LOS Score / LOS 0.6 A 1.6 A 1.0 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:13:17 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.74 Urban Street 22nd Avenue Analysis Year 2015 Analysis Period 1> 7:00 Intersection Orchard Drive File Name 22nd am existing.xus Project Description AM existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 185 35 30 35 905 60 30 350 60 Signal Information Green Yellow Red 28.1 12.7 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 51.9 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 11.0 6.0 6.0 Phase Duration, s 18.2 33.6 33.6 Change Period, ( Y+R c ), s 5.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 1.4 1.4 Queue Clearance Time ( g s ), s 11.7 21.5 27.6 Green Extension Time ( g e ), s 1.2 0.4 0.4 Phase Call Probability 0.99 1.00 1.00 Max Out Probability 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 297 27 52 697 689 48 312 304 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1505 1329 796 1553 1533 385 1553 1503 Queue Service Time ( g s ), s 9.7 0.8 2.1 19.4 19.5 6.2 6.0 6.0 Cycle Queue Clearance Time ( g c ), s 9.7 0.8 7.9 19.4 19.5 25.6 6.0 6.0 Green Ratio ( g/C )0.25 0.25 0.54 0.54 0.54 0.54 0.54 0.54 Capacity ( c ), veh/h 371 327 480 843 831 203 843 816 Volume-to-Capacity Ratio ( X )0.802 0.083 0.107 0.827 0.829 0.236 0.371 0.372 Available Capacity ( c a ), veh/h 868 767 660 1194 1178 290 1194 1156 Back of Queue ( Q ), veh/ln ( 95 th percentile)6.3 0.4 0.5 7.3 7.2 0.9 2.5 2.5 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.09 0.33 0.00 0.00 0.29 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.4 15.1 9.1 9.9 9.9 20.5 6.8 6.8 Incremental Delay ( d 2 ), s/veh 4.1 0.1 0.0 1.2 1.2 0.2 0.1 0.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 22.5 15.2 9.1 11.1 11.1 20.7 6.9 6.9 Level of Service (LOS)C B A B B C A A Approach Delay, s/veh / LOS 21.9 C 0.0 11.0 B 7.9 A Intersection Delay, s/veh / LOS 11.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 2.9 C 1.9 A 2.2 B Bicycle LOS Score / LOS 1.0 A 1.6 A 1.0 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:13:17 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.70 Urban Street 22nd Avenue Analysis Year 2015 Analysis Period 1> 7:00 Intersection 8th Street File Name 22nd am existing.xus Project Description AM existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 395 30 75 635 240 125 Signal Information Green Yellow Red 25.9 24.1 0.0 0.0 0.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 60.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 29.1 30.9 30.9 Change Period, ( Y+R c ), s 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 4.2 0.0 0.0 Queue Clearance Time ( g s ), s 23.8 Green Extension Time ( g e ), s 0.4 0.0 0.0 Phase Call Probability 1.00 Max Out Probability 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 564 43 107 907 269 253 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 868 1479 1553 1433 Queue Service Time ( g s ), s 21.8 1.2 5.8 15.1 6.0 7.3 Cycle Queue Clearance Time ( g c ), s 21.8 1.2 13.1 15.1 6.0 7.3 Green Ratio ( g/C )0.40 0.40 0.43 0.43 0.43 0.43 Capacity ( c ), veh/h 601 535 388 1275 670 618 Volume-to-Capacity Ratio ( X )0.939 0.080 0.276 0.712 0.402 0.409 Available Capacity ( c a ), veh/h 622 554 388 1275 670 618 Back of Queue ( Q ), veh/ln ( 95 th percentile)15.0 0.6 2.2 8.4 4.3 4.1 Queue Storage Ratio ( RQ ) ( 95 th percentile)2.31 0.00 0.47 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 17.2 11.1 16.3 14.0 11.7 11.8 Incremental Delay ( d 2 ), s/veh 21.9 0.1 1.8 3.4 1.7 1.9 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 39.1 11.1 18.1 17.4 13.4 13.7 Level of Service (LOS)D B B B B B Approach Delay, s/veh / LOS 37.1 D 0.0 17.5 B 13.6 B Intersection Delay, s/veh / LOS 22.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 2.8 C 0.7 A 2.2 B Bicycle LOS Score / LOS F 1.3 A 0.9 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:13:17 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/12TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 12TH STREET S. Analysis Year 2015 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.74 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 2 0 0 0 2 1 Configuration LR L T T R Volume (veh/h)125 30 75 540 145 80 Percent Heavy Vehicles 1 1 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)210 101 Capacity 362 1247 v/c Ratio 0.58 0.08 95% Queue Length 3.5 0.3 Control Delay (s/veh)27.8 8.1 Level of Service (LOS)D A Approach Delay (s/veh)27.8 1.0 Approach LOS D A Copyright © 2015 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 1:51:49 PM 22-12.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 20TH STREET S Analysis Year 2015 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.70 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 0 1 0 0 0 1 0 0 0 1 1 Configuration L TR LTR LTR LT R Volume (veh/h)245 5 30 5 5 10 25 255 5 5 90 65 Percent Heavy Vehicles 1 1 1 1 1 1 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)350 50 28 36 136 Capacity 392 784 496 1340 1181 v/c Ratio 0.89 0.06 0.06 0.03 0.12 95% Queue Length 9.1 0.2 0.2 0.1 0.0 Control Delay (s/veh)55.3 9.9 12.7 7.8 8.1 Level of Service (LOS)F A B A A Approach Delay (s/veh)49.6 12.7 0.9 0.3 Approach LOS E B A A Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 1:55:16 PM 22-20.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 32ND STREET S Analysis Year 2015 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.72 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)105 5 10 5 5 10 5 95 5 5 70 15 Percent Heavy Vehicles 1 3 3 3 3 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)146 7 146 125 Capacity 1601 1586 531 563 v/c Ratio 0.09 0.00 0.27 0.22 95% Queue Length 0.3 0.0 1.1 0.8 Control Delay (s/veh)7.5 7.3 14.3 13.2 Level of Service (LOS)A A B B Approach Delay (s/veh)6.6 1.8 14.3 13.2 Approach LOS A A B B Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 1:58:09 PM 22-32.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 217TH STREET Analysis Year 2015 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.67 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)40 55 5 5 35 60 5 5 5 80 5 5 Percent Heavy Vehicles 1 3 1 1 1 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)60 7 21 133 Capacity 1447 1498 659 604 v/c Ratio 0.04 0.00 0.03 0.22 95% Queue Length 0.1 0.0 0.1 0.8 Control Delay (s/veh)7.6 7.4 10.6 12.6 Level of Service (LOS)A A B B Approach Delay (s/veh)3.3 0.4 10.6 12.6 Approach LOS A A B B Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 2:00:35 PM 22-217.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 217TH STREET Analysis Year 2015 North/South Street INTERSTATE 29 SB Time Analyzed AM PEAK Peak Hour Factor 0.77 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration TR LT LTR Volume (veh/h)55 85 10 90 10 0 10 Percent Heavy Vehicles 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)130 26 Capacity 1400 1361 v/c Ratio 0.09 0.02 95% Queue Length 0.0 0.1 Control Delay (s/veh)7.6 7.7 Level of Service (LOS)A A Approach Delay (s/veh)0.8 7.7 Approach LOS A A Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 2:14:55 PM I 29 SB-217.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 217TH STREET Analysis Year 2015 North/South Street INTERSTATE 29 NB Time Analyzed AM PEAK Peak Hour Factor 0.81 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration LT TR LTR Volume (veh/h)25 40 65 30 35 0 5 Percent Heavy Vehicles 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)80 49 Capacity 1477 840 v/c Ratio 0.05 0.06 95% Queue Length 0.1 0.2 Control Delay (s/veh)7.5 9.6 Level of Service (LOS)A A Approach Delay (s/veh)3.0 9.6 Approach LOS A A Copyright © 2015 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 2:17:24 PM I 29 NB-217.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 217TH STREET Analysis Year 2015 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.74 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 35 5 5 85 5 5 5 5 5 5 5 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)7 7 21 21 Capacity 1471 1557 794 776 v/c Ratio 0.00 0.00 0.03 0.03 95% Queue Length 0.0 0.0 0.1 0.1 Control Delay (s/veh)7.5 7.3 9.7 9.8 Level of Service (LOS)A A A A Approach Delay (s/veh)0.9 0.4 9.7 9.8 Approach LOS A A A A Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 2:12:09 PM 34-217.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 32ND STREET SOUTH Analysis Year 2015 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 5 5 5 5 5 5 5 5 5 5 10 Percent Heavy Vehicles 1 1 1 1 1 1 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)18 18 6 6 Capacity 939 940 1592 1598 v/c Ratio 0.02 0.02 0.00 0.00 95% Queue Length 0.1 0.1 0.0 0.0 Control Delay (s/veh)8.9 8.9 7.3 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)8.9 8.9 2.4 1.9 Approach LOS A A A A Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 2:07:58 PM 34-32.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 20TH STREET SOUTH Analysis Year 2015 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 5 5 5 5 5 5 5 5 5 10 5 Percent Heavy Vehicles 1 1 1 1 1 1 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)18 18 6 6 Capacity 936 938 1592 1598 v/c Ratio 0.02 0.02 0.00 0.00 95% Queue Length 0.1 0.1 0.0 0.0 Control Delay (s/veh)8.9 8.9 7.3 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)8.9 8.9 2.4 1.9 Approach LOS A A A A Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 2:05:42 PM 34-20.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year 2015 Analysis Period 1> 7:00 Intersection 22nd Avenue File Name 6th pm existing.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 245 390 220 410 615 40 230 370 210 40 290 175 Signal Information Green Yellow Red 11.1 1.1 27.0 6.0 15.8 0.0 3.0 0.0 4.0 3.0 4.0 0.0 0.0 0.0 2.0 0.0 2.0 0.0 1 2 4 5 6 7 Cycle, s 79.0 Reference Phase 2 Offset, s 8 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 4 Case Number 1.1 3.0 1.1 3.0 1.0 3.0 6.3 Phase Duration, s 14.1 33.0 15.2 34.1 9.0 30.8 21.8 Change Period, ( Y+R c ), s 3.0 6.0 3.0 6.0 3.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.1 5.2 5.2 Queue Clearance Time ( g s ), s 11.0 14.2 8.0 21.0 15.5 Green Extension Time ( g e ), s 0.1 0.0 0.0 0.0 0.0 2.2 0.2 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 1.00 1.00 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 272 433 133 393 589 24 256 411 133 44 224 210 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1509 1508 1343 1509 1508 1343 1509 1584 1343 980 1584 1446 Queue Service Time ( g s ), s 9.0 8.7 5.7 12.2 12.6 1.0 6.0 19.0 6.0 3.5 10.4 10.7 Cycle Queue Clearance Time ( g c ), s 9.0 8.7 5.7 12.2 12.6 1.0 6.0 19.0 6.0 13.5 10.4 10.7 Green Ratio ( g/C )0.48 0.34 0.34 0.50 0.36 0.36 0.30 0.31 0.31 0.20 0.20 0.20 Capacity ( c ), veh/h 445 1031 459 546 1073 478 267 497 421 163 317 289 Volume-to-Capacity Ratio ( X )0.612 0.420 0.291 0.719 0.549 0.050 0.955 0.827 0.316 0.272 0.706 0.725 Available Capacity ( c a ), veh/h 466 1031 459 546 1073 478 267 501 425 166 321 293 Back of Queue ( Q ), veh/ln ( 95 th percentile)5.4 5.5 3.4 7.6 7.7 0.6 9.3 12.9 3.3 1.5 7.9 7.7 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.68 0.00 0.43 0.96 0.00 0.30 0.00 0.00 1.66 0.39 0.00 0.00 Uniform Delay ( d 1 ), s/veh 14.6 20.0 19.0 14.9 21.3 18.8 29.6 25.1 20.6 35.5 29.4 29.6 Incremental Delay ( d 2 ), s/veh 2.2 1.3 1.6 3.9 1.7 0.2 42.8 11.3 0.6 1.3 7.5 9.3 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 16.8 21.2 20.6 18.8 23.1 19.0 72.4 36.4 21.2 36.8 36.9 38.8 Level of Service (LOS)B C C B C B E D C D D D Approach Delay, s/veh / LOS 19.7 B 21.3 C 45.4 D 37.7 D Intersection Delay, s/veh / LOS 29.6 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 2.5 B 3.0 C 3.1 C Bicycle LOS Score / LOS 1.2 A 1.5 A 1.8 A 0.9 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:10:50 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.88 Urban Street 6th Street Analysis Year 2015 Analysis Period 1> 7:00 Intersection 25th Avenue File Name 6th pm existing.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 130 460 50 75 925 160 25 35 170 115 30 115 Signal Information Green Yellow Red 3.1 1.9 44.3 11.7 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 79.0 Reference Phase 2 Offset, s 41 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 7.0 7.0 Phase Duration, s 11.1 52.2 9.1 50.3 17.7 17.7 Change Period, ( Y+R c ), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.4 4.4 Queue Clearance Time ( g s ), s 5.0 3.5 8.1 10.9 Green Extension Time ( g e ), s 0.3 0.0 0.1 0.0 1.0 0.8 Phase Call Probability 0.96 0.78 1.00 1.00 Max Out Probability 0.03 0.00 0.23 0.73 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 144 274 270 70 481 466 68 108 165 74 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1509 1584 1550 1509 1584 1534 1447 1291 1414 1343 Queue Service Time ( g s ), s 3.0 1.9 1.7 1.5 12.1 12.0 0.0 6.1 5.7 3.9 Cycle Queue Clearance Time ( g c ), s 3.0 1.9 1.7 1.5 12.1 12.0 3.2 6.1 8.9 3.9 Green Ratio ( g/C )0.62 0.58 0.58 0.60 0.56 0.56 0.15 0.15 0.15 0.15 Capacity ( c ), veh/h 430 926 906 616 888 860 278 191 290 198 Volume-to-Capacity Ratio ( X )0.335 0.296 0.297 0.114 0.542 0.542 0.245 0.566 0.567 0.373 Available Capacity ( c a ), veh/h 588 926 906 810 888 860 357 262 368 272 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.7 1.1 1.0 0.8 6.1 5.9 2.1 3.6 5.6 2.4 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.17 0.00 0.00 0.08 0.00 0.00 0.00 1.90 0.00 1.19 Uniform Delay ( d 1 ), s/veh 7.9 1.7 1.6 6.6 7.5 7.3 30.0 31.3 32.5 30.4 Incremental Delay ( d 2 ), s/veh 0.4 0.8 0.8 0.1 2.0 2.0 0.5 2.6 1.7 1.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 8.3 2.5 2.4 6.7 9.4 9.4 30.5 33.9 34.2 31.5 Level of Service (LOS)A A A A A A C C C C Approach Delay, s/veh / LOS 3.7 A 9.2 A 32.6 C 33.4 C Intersection Delay, s/veh / LOS 12.1 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.9 C 2.9 C Bicycle LOS Score / LOS 1.1 A 1.5 A 0.8 A 0.9 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:10:50 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 6TH STREET Analysis Year 2015 North/South Street I-29 SB Time Analyzed PM PEAK Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 1 0 1 2 0 0 0 0 0 1 0 Configuration T R L T LTR Volume (veh/h)545 200 65 1050 15 0 110 Percent Heavy Vehicles 6 1 1 1 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized Yes No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)75 143 Capacity 925 504 v/c Ratio 0.08 0.28 95% Queue Length 0.3 1.2 Control Delay (s/veh)9.2 15.0 Level of Service (LOS)A B Approach Delay (s/veh)0.5 15.0 Approach LOS A B Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 3:18:51 PM 6-I 29 SB PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.82 Urban Street 6th Street Analysis Year 2015 Analysis Period 1> 7:00 Intersection I-29 NB File Name 6th pm existing.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 160 400 995 70 120 0 35 Signal Information Green Yellow Red 6.4 50.5 10.2 0.0 0.0 0.0 4.0 3.5 3.5 0.0 0.0 0.0 0.0 0.5 0.5 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 79.0 Reference Phase 2 Offset, s 40 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 6 8 Case Number 1.0 4.0 8.3 11.0 Phase Duration, s 10.4 64.8 54.5 14.2 Change Period, ( Y+R c ), s 4.0 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 3.1 0.0 0.0 6.1 Queue Clearance Time ( g s ), s 6.1 9.7 Green Extension Time ( g e ), s 0.3 0.0 0.0 0.7 Phase Call Probability 0.99 0.98 Max Out Probability 0.01 0.24 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 3 8 18 Adjusted Flow Rate ( v ), veh/h 238 596 498 491 146 24 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1493 1584 1562 1451 1291 Queue Service Time ( g s ), s 4.1 2.4 24.8 8.6 7.7 1.3 Cycle Queue Clearance Time ( g c ), s 4.1 2.4 24.8 8.6 7.7 1.3 Green Ratio ( g/C )0.74 0.77 0.64 0.64 0.13 0.13 Capacity ( c ), veh/h 396 2299 1012 998 187 166 Volume-to-Capacity Ratio ( X )0.603 0.259 0.492 0.492 0.783 0.147 Available Capacity ( c a ), veh/h 556 2299 1012 998 349 311 Back of Queue ( Q ), veh/ln ( 95 th percentile)3.0 0.7 3.7 3.7 5.9 0.8 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.31 0.00 0.00 0.00 0.00 0.31 Uniform Delay ( d 1 ), s/veh 10.1 1.2 3.9 3.9 33.3 30.6 Incremental Delay ( d 2 ), s/veh 0.5 0.3 1.3 1.3 14.0 0.9 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 10.6 1.5 5.2 5.2 47.4 31.4 Level of Service (LOS)B A A A D C Approach Delay, s/veh / LOS 4.1 A 5.2 A 45.1 D 0.0 Intersection Delay, s/veh / LOS 8.1 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.6 A 1.9 A 2.8 C 2.9 C Bicycle LOS Score / LOS 1.1 A 1.5 A 0.8 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:10:50 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/LEFEVRE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 6TH STREET Analysis Year 2015 North/South Street LEFEVRE DRIVE Time Analyzed PM PEAK Peak Hour Factor 0.84 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume (veh/h)0 340 95 10 800 0 265 0 30 0 0 0 Percent Heavy Vehicles 4 2 1 1 1 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)203 488 351 Capacity 718 1017 391 v/c Ratio 0.28 0.48 0.90 95% Queue Length 0.0 9.2 Control Delay (s/veh)10.0 8.6 56.1 Level of Service (LOS)B A F Approach Delay (s/veh)0.2 56.1 Approach LOS A F Copyright © 2015 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 3:28:38 PM 6-LEFEVRE PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.79 Urban Street 6th Street Analysis Year 2015 Analysis Period 1> 7:00 Intersection 32nd Avenue File Name 6th pm existing.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 85 245 40 5 260 5 475 40 45 5 5 75 Signal Information Green Yellow Red 27.8 38.2 0.0 0.0 0.0 0.0 4.0 5.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 79.0 Reference Phase 2 Offset, s 12 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 8 4 Case Number 6.0 6.0 7.0 7.0 Phase Duration, s 33.8 33.8 45.2 45.2 Change Period, ( Y+R c ), s 6.0 6.0 7.0 7.0 Max Allow Headway ( MAH ), s 0.0 0.0 4.2 4.2 Queue Clearance Time ( g s ), s 36.8 3.8 Green Extension Time ( g e ), s 0.0 0.0 1.4 3.5 Phase Call Probability 1.00 1.00 Max Out Probability 1.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 148 239 233 6 168 167 652 32 13 57 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1030 1553 1503 909 1553 1543 1415 1329 1457 1329 Queue Service Time ( g s ), s 9.2 8.9 9.0 0.4 6.2 6.2 34.5 1.0 0.0 1.8 Cycle Queue Clearance Time ( g c ), s 15.6 8.9 9.0 9.4 6.2 6.2 34.8 1.0 0.3 1.8 Green Ratio ( g/C )0.35 0.35 0.35 0.35 0.35 0.35 0.48 0.48 0.48 0.48 Capacity ( c ), veh/h 372 546 529 308 546 543 772 643 773 643 Volume-to-Capacity Ratio ( X )0.399 0.437 0.441 0.021 0.308 0.308 0.844 0.049 0.016 0.089 Available Capacity ( c a ), veh/h 372 546 529 308 546 543 822 690 824 690 Back of Queue ( Q ), veh/ln ( 95 th percentile)4.3 5.9 5.8 0.2 4.2 4.2 17.6 0.5 0.2 0.9 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.55 0.00 0.00 0.03 0.00 0.00 0.00 0.19 0.00 0.28 Uniform Delay ( d 1 ), s/veh 22.7 18.3 18.2 23.1 18.6 18.6 19.5 10.8 10.6 11.0 Incremental Delay ( d 2 ), s/veh 3.1 2.5 2.6 0.1 1.5 1.5 7.7 0.0 0.0 0.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 25.8 20.8 20.8 23.2 20.1 20.1 27.2 10.8 10.6 11.1 Level of Service (LOS)C C C C C C C B B B Approach Delay, s/veh / LOS 22.0 C 20.1 C 26.4 C 11.0 B Intersection Delay, s/veh / LOS 23.0 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.8 C 2.8 C Bicycle LOS Score / LOS 0.9 A 0.8 A 1.6 A 0.6 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:10:50 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/34TH AVENUE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 6TH STREET Analysis Year 2015 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.74 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 1 1 0 1 1 0 Configuration LTR LTR L TR L TR Volume (veh/h)40 245 10 5 130 5 80 30 20 5 5 60 Percent Heavy Vehicles 2 4 2 2 2 5 5 5 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)54 7 108 68 7 88 Capacity 1377 1213 281 418 297 759 v/c Ratio 0.04 0.01 0.38 0.16 0.02 0.12 95% Queue Length 0.1 0.0 1.7 0.6 0.1 0.4 Control Delay (s/veh)7.7 8.0 25.6 15.3 17.4 10.4 Level of Service (LOS)A A D C C B Approach Delay (s/veh)1.4 0.3 21.6 10.9 Approach LOS A A C B Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 3:29:04 PM 6-34 PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.91 Urban Street 22nd Avenue Analysis Year 2015 Analysis Period 1> 7:00 Intersection 3rd Street File Name 22nd pm existing.xus Project Description PM existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 25 40 35 690 1060 35 Signal Information Green Yellow Red 28.6 3.4 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 42.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 7.9 34.1 34.1 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 5.1 5.1 Queue Clearance Time ( g s ), s 3.3 22.8 20.1 Green Extension Time ( g e ), s 0.2 5.8 7.6 Phase Call Probability 0.57 1.00 1.00 Max Out Probability 0.00 0.94 0.86 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 27 44 38 753 595 592 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1509 1343 475 1508 1584 1574 Queue Service Time ( g s ), s 0.7 1.3 2.8 4.5 18.1 8.1 Cycle Queue Clearance Time ( g c ), s 0.7 1.3 20.8 4.5 18.1 8.1 Green Ratio ( g/C )0.08 0.08 0.68 0.68 0.68 0.68 Capacity ( c ), veh/h 122 109 291 2054 1079 1072 Volume-to-Capacity Ratio ( X )0.225 0.405 0.132 0.367 0.552 0.552 Available Capacity ( c a ), veh/h 719 640 306 2155 1132 1124 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.4 0.8 0.5 0.6 1.4 1.4 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.14 0.00 0.10 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.1 18.3 12.8 2.8 3.4 3.4 Incremental Delay ( d 2 ), s/veh 0.9 2.4 0.3 0.1 0.7 0.7 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 19.0 20.8 13.1 3.0 4.1 4.1 Level of Service (LOS)B C B A A A Approach Delay, s/veh / LOS 20.1 C 0.0 3.5 A 4.1 A Intersection Delay, s/veh / LOS 4.4 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 0.6 A 2.2 B Bicycle LOS Score / LOS F 1.1 A 1.5 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:17:00 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.85 Urban Street 22nd Avenue Analysis Year 2015 Analysis Period 1> 7:00 Intersection Olwein Street File Name 22nd pm existing.xus Project Description PM existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 30 0 20 15 670 1095 20 Signal Information Green Yellow Red 30.0 2.8 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 42.8 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 12.0 6.0 8.0 Phase Duration, s 7.3 35.5 35.5 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.2 5.1 5.1 Queue Clearance Time ( g s ), s 3.5 31.7 30.2 Green Extension Time ( g e ), s 0.1 0.0 0.0 Phase Call Probability 0.47 1.00 1.00 Max Out Probability 0.00 1.00 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 53 17 756 603 600 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1449 468 1508 1584 1576 Queue Service Time ( g s ), s 1.5 1.5 4.3 28.2 7.9 Cycle Queue Clearance Time ( g c ), s 1.5 29.7 4.3 28.2 7.9 Green Ratio ( g/C )0.07 0.70 0.70 0.70 0.70 Capacity ( c ), veh/h 95 188 2114 1110 1105 Volume-to-Capacity Ratio ( X )0.557 0.090 0.358 0.543 0.543 Available Capacity ( c a ), veh/h 1015 188 2114 1110 1105 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.0 0.3 0.5 1.1 1.1 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.09 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 19.4 20.3 2.6 3.1 3.1 Incremental Delay ( d 2 ), s/veh 5.0 0.3 0.1 0.6 0.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 24.4 20.6 2.7 3.7 3.7 Level of Service (LOS)C C A A A Approach Delay, s/veh / LOS 24.4 C 0.0 3.1 A 3.7 A Intersection Delay, s/veh / LOS 4.0 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 1.8 A 2.0 B Bicycle LOS Score / LOS 0.6 A 1.2 A 1.6 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:17:00 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.89 Urban Street 22nd Avenue Analysis Year 2015 Analysis Period 1> 7:00 Intersection Orchard Drive File Name 22nd pm existing.xus Project Description PM existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 145 10 40 45 525 15 15 1000 130 Signal Information Green Yellow Red 15.0 5.8 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 31.9 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 11.0 6.0 6.0 Phase Duration, s 11.3 20.5 20.5 Change Period, ( Y+R c ), s 5.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 1.4 1.4 Queue Clearance Time ( g s ), s 5.4 14.8 11.5 Green Extension Time ( g e ), s 0.7 0.3 0.3 Phase Call Probability 0.83 1.00 1.00 Max Out Probability 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 174 28 52 312 310 16 573 559 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1513 1343 500 1584 1574 807 1584 1545 Queue Service Time ( g s ), s 3.4 0.6 3.1 4.1 4.1 0.4 9.5 9.5 Cycle Queue Clearance Time ( g c ), s 3.4 0.6 12.8 4.1 4.1 4.7 9.5 9.5 Green Ratio ( g/C )0.18 0.18 0.47 0.47 0.47 0.47 0.47 0.47 Capacity ( c ), veh/h 277 246 310 747 742 499 747 728 Volume-to-Capacity Ratio ( X )0.629 0.114 0.169 0.418 0.418 0.032 0.768 0.768 Available Capacity ( c a ), veh/h 1426 1265 703 1991 1978 1133 1991 1942 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.9 0.3 0.5 1.1 1.1 0.1 2.7 2.7 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.05 0.29 0.00 0.00 0.03 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.0 10.9 12.3 5.5 5.5 7.1 7.0 7.0 Incremental Delay ( d 2 ), s/veh 2.3 0.2 0.1 0.1 0.1 0.0 0.5 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 14.4 11.1 12.4 5.7 5.7 7.1 7.5 7.5 Level of Service (LOS)B B B A A A A A Approach Delay, s/veh / LOS 13.9 B 0.0 6.2 A 7.5 A Intersection Delay, s/veh / LOS 7.7 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.9 C 1.9 A 2.2 B Bicycle LOS Score / LOS 0.8 A 1.0 A 1.5 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:17:00 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.89 Urban Street 22nd Avenue Analysis Year 2015 Analysis Period 1> 7:00 Intersection 8th Street File Name 22nd pm existing.xus Project Description PM existing Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 205 75 85 400 690 290 Signal Information Green Yellow Red 23.2 8.8 0.0 0.0 0.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 42.0 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 13.8 28.2 28.2 Change Period, ( Y+R c ), s 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 4.2 0.0 0.0 Queue Clearance Time ( g s ), s 8.0 Green Extension Time ( g e ), s 1.0 0.0 0.0 Phase Call Probability 0.97 Max Out Probability 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 230 84 96 449 492 460 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1509 1343 593 1508 1584 1480 Queue Service Time ( g s ), s 6.0 2.2 6.6 3.3 15.6 8.5 Cycle Queue Clearance Time ( g c ), s 6.0 2.2 22.3 3.3 15.6 8.5 Green Ratio ( g/C )0.21 0.21 0.55 0.55 0.55 0.55 Capacity ( c ), veh/h 316 281 278 1667 875 818 Volume-to-Capacity Ratio ( X )0.729 0.300 0.343 0.270 0.562 0.562 Available Capacity ( c a ), veh/h 898 799 278 1667 875 818 Back of Queue ( Q ), veh/ln ( 95 th percentile)3.5 1.1 1.8 1.2 3.4 3.2 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.54 0.00 0.38 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 15.5 14.0 16.8 4.9 6.1 6.1 Incremental Delay ( d 2 ), s/veh 3.2 0.6 3.3 0.4 1.5 1.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 18.7 14.6 20.2 5.3 7.6 7.7 Level of Service (LOS)B B C A A A Approach Delay, s/veh / LOS 17.6 B 0.0 7.9 A 7.7 A Intersection Delay, s/veh / LOS 9.5 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.9 C 0.7 A 2.2 B Bicycle LOS Score / LOS F 0.9 A 1.3 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:17:00 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/12TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 12TH STREET S. Analysis Year 2015 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.85 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 2 0 0 0 2 1 Configuration LR L T T R Volume (veh/h)95 35 40 255 550 150 Percent Heavy Vehicles 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)153 47 Capacity 319 796 v/c Ratio 0.48 0.06 95% Queue Length 2.5 0.2 Control Delay (s/veh)26.3 9.8 Level of Service (LOS)D A Approach Delay (s/veh)26.3 1.3 Approach LOS D A Copyright © 2015 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 3:29:39 PM 22-12 PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 20TH STREET S Analysis Year 2015 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.71 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 0 1 0 0 0 1 0 0 0 1 1 Configuration L TR LTR LTR LT R Volume (veh/h)90 5 35 5 5 5 40 145 5 5 265 235 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)127 56 21 56 380 Capacity 319 598 391 888 1352 v/c Ratio 0.40 0.09 0.05 0.06 0.28 95% Queue Length 1.8 0.3 0.2 0.2 0.0 Control Delay (s/veh)23.6 11.6 14.7 9.3 7.7 Level of Service (LOS)C B B A A Approach Delay (s/veh)19.9 14.7 2.5 0.1 Approach LOS C B A A Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 3:27:52 PM 22-20 PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 32ND STREET S Analysis Year 2015 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)30 5 5 5 5 5 10 105 5 10 120 85 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)38 6 149 268 Capacity 1613 1598 742 850 v/c Ratio 0.02 0.00 0.20 0.32 95% Queue Length 0.1 0.0 0.7 1.4 Control Delay (s/veh)7.3 7.3 11.1 11.2 Level of Service (LOS)A A B B Approach Delay (s/veh)5.6 2.4 11.1 11.2 Approach LOS A A B B Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 3:31:38 PM 22-32 PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 217TH STREET Analysis Year 2015 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.75 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)15 35 5 5 40 100 5 5 5 105 5 20 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)20 7 21 174 Capacity 1394 1543 733 725 v/c Ratio 0.01 0.00 0.03 0.24 95% Queue Length 0.0 0.0 0.1 0.9 Control Delay (s/veh)7.6 7.3 10.1 11.5 Level of Service (LOS)A A B B Approach Delay (s/veh)2.1 0.3 10.1 11.5 Approach LOS A A B B Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 3:33:31 PM 22-217 PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 217TH STREET Analysis Year 2015 North/South Street INTERSTATE 29 SB Time Analyzed PM PEAK Peak Hour Factor 0.84 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration TR LT LTR Volume (veh/h)60 85 20 130 25 0 15 Percent Heavy Vehicles 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)179 48 Capacity 1411 995 v/c Ratio 0.13 0.05 95% Queue Length 0.1 0.2 Control Delay (s/veh)7.6 8.8 Level of Service (LOS)A A Approach Delay (s/veh)1.1 8.8 Approach LOS A A Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 3:35:10 PM I 29 SB-217 PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 217TH STREET Analysis Year 2015 North/South Street INTERSTATE 29 NB Time Analyzed PM PEAK Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration LT TR LTR Volume (veh/h)5 80 45 10 105 0 5 Percent Heavy Vehicles 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)106 137 Capacity 1539 825 v/c Ratio 0.07 0.17 95% Queue Length 0.0 0.6 Control Delay (s/veh)7.3 10.2 Level of Service (LOS)A B Approach Delay (s/veh)0.4 10.2 Approach LOS A B Copyright © 2015 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 3:36:47 PM I 29 NB-217 PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 217TH STREET Analysis Year 2015 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.59 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 75 5 5 45 5 5 5 5 5 5 5 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)8 8 24 24 Capacity 1519 1455 735 747 v/c Ratio 0.01 0.01 0.03 0.03 95% Queue Length 0.0 0.0 0.1 0.1 Control Delay (s/veh)7.4 7.5 10.1 10.0 Level of Service (LOS)A A B A Approach Delay (s/veh)0.5 0.7 10.1 10.0 Approach LOS A A B A Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 3:42:29 PM 34-217 PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 32ND STREET SOUTH Analysis Year 2015 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)10 5 5 5 5 5 5 5 5 5 5 5 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)23 18 6 6 Capacity 942 943 1598 1598 v/c Ratio 0.02 0.02 0.00 0.00 95% Queue Length 0.1 0.1 0.0 0.0 Control Delay (s/veh)8.9 8.9 7.3 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)8.9 8.9 2.4 2.4 Approach LOS A A A A Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 11/23/2015 3:41:04 PM 34-32 PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 11/23/2015 East/West Street 20TH STREET SOUTH Analysis Year 2015 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 5 5 5 5 5 5 20 5 5 15 5 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)18 18 6 6 Capacity 914 913 1584 1577 v/c Ratio 0.02 0.02 0.00 0.00 95% Queue Length 0.1 0.1 0.0 0.0 Control Delay (s/veh)9.0 9.0 7.3 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)9.0 9.0 1.3 1.5 Approach LOS A A A A Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 12/1/2015 11:22:34 AM 34-20 PM.xtw Appendix Section 4 (#1) US 14 and 22nd Ave. S. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1000138 1/4/2010 25 3 3 1 1 4 1000141 1/6/2010 25 3 1 3 1 5 1000531 1/10/2010 25 3 3 4 1 5 1000741 1/16/2010 25 3 3 1 1 4 1004753 4/7/2010 25 3 3 1 1 5 1004909 4/17/2010 25 3 1 1 9 5 1005548 5/7/2010 25 3 1 2 9 5 1010041 8/23/2010 25 3 1 2 1 3 1012721 10/25/2010 25 2 3 2 1 5 1013799 11/11/2010 25 3 1 1 1 5 1013997 11/15/2010 25 3 3 1 1 5 1016253 12/16/2010 25 3 1 4 1 5 1017013 12/21/2010 25 3 3 3 1 5 1100348 1/13/2011 25 3 3 3 1 5 1101330 1/24/2011 25 3 1 2 1 4 1101694 1/30/2011 25 3 3 3 1 5 1102127 2/4/2011 25 1 1 3 5 5 1101924 2/5/2011 25 1 3 3 5 5 1102122 2/10/2011 25 5 1 1 1 5 1102573 2/14/2011 25 1 1 1 5 5 1103669 3/9/2011 25 3 1 2 1 5 1105178 4/18/2011 25 3 1 2 1 5 1108367 7/11/2011 25 1 1 1 5 5 1109300 8/1/2011 25 3 1 1 5 5 1109932 8/11/2011 25 3 1 1 1 5 1111806 9/3/2011 25 3 3 1 1 1 1111537 9/16/2011 25 3 1 1 1 3 1112301 10/3/2011 25 1 1 1 5 5 1113053 10/25/2011 25 1 1 1 5 5 Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1114575 11/22/2011 25 1 3 2 5 5 1115837 11/23/2011 25 1 3 1 5 4 1115840 12/10/2011 25 1 3 1 5 4 1116276 12/15/2011 25 3 1 1 1 5 1116278 12/16/2011 25 1 1 1 5 4 1203411 4/7/2012 25 3 6 1 1 5 1203832 4/9/2012 25 1 1 1 5 5 1204134 4/21/2012 25 3 1 1 1 5 1206172 6/18/2012 25 3 1 1 1 5 1207412 7/11/2012 25 1 1 1 5 5 1210017 8/26/2012 25 3 1 1 1 4 1210150 9/16/2012 25 3 3 1 1 5 1211977 10/15/2012 25 1 1 1 5 5 1212973 10/18/2012 25 3 1 2 1 5 1211974 10/24/2012 25 3 3 1 1 2 1212117 10/25/2012 25 3 5 2 1 5 1212416 10/31/2012 25 1 3 1 5 5 1214882 12/10/2012 25 3 3 3 1 5 1300353 1/22/2013 25 1 1 3 5 5 1302259 3/7/2013 25 1 1 1 0 5 1303335 4/1/2013 25 1 1 1 5 5 1303334 4/3/2013 25 3 1 1 5 5 1304289 4/19/2013 25 3 3 1 1 5 1304566 5/5/2013 25 1 1 2 5 5 1304843 5/10/2013 25 3 1 1 1 5 1306847 7/2/2013 25 3 1 1 1 5 1309287 8/26/2013 25 1 1 1 5 5 1309521 8/31/2013 25 3 1 1 1 5 1309517 9/4/2013 25 1 1 1 5 5 1309581 9/7/2013 21 0 1 1 5 3 1310322 9/18/2013 25 1 6 1 5 5 1310439 9/24/2013 25 3 6 1 1 5 Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1311017 10/7/2013 25 1 1 1 5 4 1311693 10/20/2013 25 3 3 2 1 5 1311822 10/24/2013 25 1 3 1 5 4 1313121 11/12/2013 25 3 1 1 1 4 1314328 11/26/2013 25 3 3 1 1 5 1315632 12/19/2013 25 3 1 3 1 4 1315629 12/26/2013 25 3 1 4 1 5 1316055 12/29/2013 25 1 1 1 5 5 1400568 1/8/2014 25 3 3 6 1 4 1400567 1/18/2014 25 3 1 1 1 3 1400895 1/27/2014 25 1 1 3 1 5 1402085 2/12/2014 25 3 3 2 1 5 1404155 4/7/2014 25 3 1 1 9 5 1404417 4/8/2014 25 3 1 1 1 4 1405814 5/24/2014 25 3 1 1 1 5 1407629 7/1/2014 25 3 1 1 1 5 1407764 7/8/2014 25 1 1 1 5 5 1408809 7/27/2014 25 1 1 1 1 5 1409517 8/16/2014 25 3 3 1 1 5 1410575 9/11/2014 25 3 1 1 9 5 1410472 9/13/2014 25 3 1 1 1 4 1410473 9/16/2014 25 3 6 1 1 5 1412754 11/4/2014 25 1 1 1 5 5 (#2) US 14 and 25th Ave. S. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1002106 2/6/2010 25 1 3 3 5 5 1016467 12/22/2010 25 1 1 2 5 5 1105087 4/15/2011 25 1 1 1 5 5 1112303 10/8/2011 25 3 3 2 1 5 1207410 7/14/2012 25 1 1 1 5 5 1211509 9/24/2012 25 1 1 1 5 4 1211699 10/6/2012 25 3 1 1 1 5 1303974 4/15/2013 25 3 1 2 1 4 1308663 8/13/2013 25 1 1 1 5 5 1315086 12/11/2013 25 3 1 3 1 5 1400569 1/16/2014 25 1 1 1 5 5 1402875 3/4/2014 25 1 1 3 5 5 1403689 3/28/2014 25 1 5 5 5 5 1405126 5/6/2014 25 3 1 1 1 5 1410470 9/11/2014 25 3 3 1 1 3 (#3) US 14 and I‐29 SB Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1106436 5/28/2011 25 1 1 1 8 5 1108658 7/12/2011 25 1 1 1 8 5 1204330 4/24/2012 25 1 1 1 8 5 1305757 6/4/2013 25 1 1 1 8 5 1403690 3/27/2014 25 3 3 5 8 5 1405479 5/10/2014 25 1 1 1 8 5 (#4) US 14 and I‐29 NB Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1006676 6/2/2010 25 3 1 1 8 4 1009817 8/13/2010 25 3 1 1 8 4 1013225 10/23/2010 25 3 3 1 8 5 1012850 10/28/2010 25 3 1 1 8 5 1014628 11/12/2010 25 3 3 1 0 5 1100349 1/15/2011 25 3 3 5 8 3 1100917 1/21/2011 65 0 1 3 8 5 1103466 2/27/2011 25 3 1 3 8 5 1106970 6/5/2011 25 3 3 1 8 5 1107728 6/23/2011 25 1 1 1 8 5 1112839 10/7/2011 25 3 1 1 8 4 1116279 12/14/2011 25 3 1 2 8 5 1201790 2/21/2012 25 3 1 3 8 5 1210650 9/14/2012 25 3 1 1 8 4 1211515 10/2/2012 25 3 3 1 8 4 1303333 4/1/2013 25 3 1 1 8 4 1309519 8/29/2013 25 1 1 1 8 5 1310087 9/10/2013 7 0 1 1 8 4 1315219 12/17/2013 25 3 5 3 8 5 1403804 3/24/2014 60 0 1 3 8 5 1406228 6/5/2014 25 1 1 2 8 4 1408641 7/19/2014 25 3 1 1 8 4 1415068 12/5/2014 25 3 1 1 8 3 (#5) US 14 and Lefevre Dr. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1000142 1/7/2010 25 3 1 3 5 5 1000527 1/7/2010 25 5 1 3 5 5 1005552 5/10/2010 25 3 1 2 2 5 1100175 1/10/2011 25 3 1 3 1 4 1112999 10/19/2011 25 3 1 1 1 5 1200550 1/11/2012 25 3 1 3 1 5 1203197 3/26/2012 25 3 1 1 1 5 1214423 11/27/2012 25 3 1 1 1 4 1404924 5/1/2014 25 3 1 1 1 5 1411387 10/9/2014 25 3 1 1 1 4 (#6) US 14 and 32nd Ave. S. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1003847 3/16/2010 25 4 1 1 5 5 1008696 7/22/2010 25 1 1 1 5 5 1103465 3/1/2011 25 1 1 1 1 5 1202780 2/29/2012 25 3 1 3 1 5 1316475 12/31/2013 25 3 1 3 1 5 1400810 1/24/2014 25 3 3 2 1 5 1406099 6/2/2014 25 3 1 1 9 5 (#7) US 14 and 34th Ave. S. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1206178 6/17/2012 25 3 1 1 1 2 1214888 12/7/2012 25 1 2 5 5 5 1302258 2/26/2013 25 3 1 1 1 3 (#8) 22nd Ave. S. and 3rd St. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1008699 7/23/2010 25 3 1 1 2 3 1014181 11/19/2010 25 1 6 1 5 4 1016258 12/18/2010 25 3 1 1 2 5 1215424 12/18/2012 25 1 3 3 2 5 1301362 2/9/2013 25 3 1 1 2 4 1315469 12/16/2013 25 1 1 4 5 5 1410004 8/29/2014 25 1 1 2 5 5 1415992 12/17/2014 25 3 1 3 2 3 (#9) 22nd Ave. S. and Olwein St. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1100060 1/4/2011 7 0 1 5 5 5 1413783 11/14/2014 25 3 1 3 9 5 (#10) 22nd Ave. S. and Orchard Dr. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1007297 5/20/2010 25 1 1 1 5 4 1007877 6/25/2010 52 0 1 1 2 4 1011889 10/5/2010 20 0 5 1 2 2 1015763 12/9/2010 25 3 3 2 1 5 1017014 12/31/2010 25 4 1 3 2 5 1101529 2/1/2011 25 3 1 3 1 5 1103467 2/28/2011 25 1 1 1 5 4 1104374 3/18/2011 25 3 1 1 1 5 1207010 7/3/2012 25 3 1 1 9 5 1210025 8/28/2012 7 0 1 1 1 2 1300731 1/29/2013 25 1 1 2 5 5 1303689 4/11/2013 25 3 5 3 1 5 1308958 8/14/2013 25 3 1 1 1 5 1310533 9/28/2013 25 3 1 1 1 5 1408944 8/1/2014 25 3 1 1 9 5 1416491 12/29/2014 25 3 1 3 1 5 (#11) 22nd Ave. S. and 8th St. S. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1001566 1/28/2010 25 3 3 1 2 4 1100178 1/11/2011 25 1 3 5 2 5 1111538 9/23/2011 25 3 1 1 1 5 1214885 12/11/2012 25 1 1 3 5 5 1300351 1/15/2013 25 3 1 1 2 5 1315088 12/7/2013 25 1 1 3 0 4 1410982 9/24/2014 25 3 1 1 2 3 (#12) 22nd Ave. S. and 12th St. S. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity No Crashes (#13) 22nd Ave. S. and 20th St. S. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity No Crashes (#14) 22nd Ave. S. and 32nd St. S. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity No Crashes (#15) 472nd Ave. S. and 217th St. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1008069 7/10/2010 25 3 1 1 1 3 1200014 1/1/2012 56 0 2 1 0 3 1300467 1/9/2013 54 0 2 3 5 4 1401755 2/16/2014 7 0 1 5 0 4 (#16) SD 324 and I‐29 SB Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity No Crashes (#17) SD 324 and I‐29 NB Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1316468 12/31/2013 63 0 1 3 8 5 1401843 2/8/2014 60 0 1 3 8 5 (#18) SD 324 and 473rd Ave. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity 1106042 5/10/2011 25 3 1 1 1 3 (#19) 34th Ave. S. and 32nd St. S. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity No Crashes (#20) 34th Ave. S. and 20th St. S. Accident Number Accident Date FHE Code MOC Code Light Cond Code Road Cond Code Junction Code Accident Severity No Crashes Appendix Section 5 ")")")")") ") ") ")")")")")")")")")")") ")") ")")") ")")")")")") ") ")") ") ") ")")")")")")")")")")")")") ")")") ")") ") ")") ")") ")")")") ") ")") ")")")") ") ")")")") ") ")")") ") ")")")") ") ") 1 22ND AVEUS HWY 14 US HWY 14 E US HWY 1 4 W HWY 14 WF HWY 14 EF CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET US 14 and 22nd Ave. S.1 ")") ") ") ")")") ")") ") ") ")")") ") 225TH AVEUS HWY 14 E US HWY 14 W HWY 1 4 W F HWY 14 EF CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET US 14 and 25th Ave. S.2 ")") ") ")")") 3 I 29 S2I 29 S1US HWY 14 E US HWY 14 W CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET US 14 and I-29 SB 3 ")") ")") ") ")") ") ") ") ")") ")") ") ") ") ") ")") ") ")") 4 I 29 N1I 29 N2 US HWY 14 E US HWY 14 W CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET US 14 and I-29 NB 4 ") ") ") ")")")")")")") 5 US HWY 14 E US HWY 14 W LEFEVRE DRHWY 14 WF HWY 14 EF CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET US 14 and Lefevre Dr.5 ") ") ") ")") ") ") 6 US HWY 14 E US HWY 14 W 32ND AVEHWY 14 EF HWY 14 WF 32ND AVECRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET US 14 and 32nd Ave. S.6 ")")")734TH AVEUS HWY 14 HWY 14 EF CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET US 14 and 34th Ave. S.7 ")")")")") ") ") ")8 22ND AVE3RD ST CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET 22nd Ave. S. and 3rd St.8 ") ") 9 22ND AVEOLWIEN ST CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET 22nd Ave. S. and Olwein St.9 ") ") ")")")")") ") ") ") ") ") ")")") ") 10 22ND AVECRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET 22nd Ave. S. and Orchard Dr.10 ")")") ") ") ") ")11 22ND AVECRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET 22nd Ave. S. and 8th St. S.11 12 CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET 22nd Ave. S. and 12th St. S.12 13 214 ST CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET 22nd Ave. S. and 20th St. S.13 14 215 ST CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET 22nd Ave. S. and 32nd St. S.14 ") ") ") ")15 472 AVE217 ST CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET 472nd Ave. S. and 217th St.15 16 I 29 S2I 29 S1217 ST SD HWY 324 CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET SD 324 and I-29 SB 16 ")")17 I 29 N2I 29 N1SD HWY 324 CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET SD 324 and I-29 NB 17 ")18 473 AVESD HWY 324 CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET SD 324 and 473rd Ave.18 19473 AVE21 5 S T 215 ST CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET 34th Ave. S. and 32nd St.S.19 20473 AVE214 ST CRASH LOCATION MAP DATE Intersection No. JANUARY 7, 2016PATH: \\MSPE-SRV1\MPLSDATA\USERDATA\RSTORM\PROJECTS\SOUTH DAKOTA CRASH ANALYSIS\CRASH ANALYSIS.MXD - USER: RSTORM - DATE: 1/7/20160 50FEET 34th Ave. S. and 20th St. S.20 Appendix Section 6 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 133/EXIT 132 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 606 veh/h Peak-Hour Factor, PHF 0.90 AADT 12120 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 606 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)367 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:18 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kA106.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132 OFF/EXIT 132 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 440 veh/h Peak-Hour Factor, PHF 0.90 AADT 8800 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 440 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)266 pc/h/ln S 75.0 mph D = vp / S 3.5 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 2:36 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kDF7F.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132/EXIT 127 Date Performed `12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 675 veh/h Peak-Hour Factor, PHF 0.90 AADT 13500 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 675 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)418 pc/h/ln S 75.0 mph D = vp / S 5.6 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:17 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kB1F7.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127 OFF/EXIT 127 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 640 veh/h Peak-Hour Factor, PHF 0.90 AADT 12800 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 640 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)396 pc/h/ln S 75.0 mph D = vp / S 5.3 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 2:38 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kF427.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127/EXIT 121 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 696 veh/h Peak-Hour Factor, PHF 0.90 AADT 13920 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 696 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)425 pc/h/ln S 75.0 mph D = vp / S 5.7 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:15 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k5C1B.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 121/EXIT 127 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 696 veh/h Peak-Hour Factor, PHF 0.90 AADT 13920 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 696 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)425 pc/h/ln S 75.0 mph D = vp / S 5.7 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:14 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k4937.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127 OFF/EXIT 127 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 640 veh/h Peak-Hour Factor, PHF 0.90 AADT 12800 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 640 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)391 pc/h/ln S 75.0 mph D = vp / S 5.2 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 2:40 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kBE97.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127/EXIT 132 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 675 veh/h Peak-Hour Factor, PHF 0.90 AADT 13500 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 675 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)418 pc/h/ln S 75.0 mph D = vp / S 5.6 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:16 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k371.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132 OFF/EXIT 132 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 425 veh/h Peak-Hour Factor, PHF 0.90 AADT 8500 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 425 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)263 pc/h/ln S 75.0 mph D = vp / S 3.5 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 2:42 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k5F77.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132/EXIT 133 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 606 veh/h Peak-Hour Factor, PHF 0.90 AADT 12120 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 606 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)367 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:17 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k3376.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 133/EXIT 132 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 545 veh/h Peak-Hour Factor, PHF 0.90 AADT 12120 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 545 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)330 pc/h/ln S 75.0 mph D = vp / S 4.4 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:28 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kB081.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132 OFF/EXIT 132 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 387 veh/h Peak-Hour Factor, PHF 0.90 AADT 8600 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 387 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)234 pc/h/ln S 75.0 mph D = vp / S 3.1 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 2:48 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kDABE.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132/EXIT 127 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 608 veh/h Peak-Hour Factor, PHF 0.90 AADT 13500 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 608 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)377 pc/h/ln S 75.0 mph D = vp / S 5.0 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:26 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kA857.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127 OFF/EXIT 127 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 563 veh/h Peak-Hour Factor, PHF 0.90 AADT 12500 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 563 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)349 pc/h/ln S 75.0 mph D = vp / S 4.7 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 2:52 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kE807.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127/EXIT 121 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 626 veh/h Peak-Hour Factor, PHF 0.90 AADT 13920 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 626 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)383 pc/h/ln S 75.0 mph D = vp / S 5.1 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:25 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kB6F7.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 121/EXIT 127 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 626 veh/h Peak-Hour Factor, PHF 0.90 AADT 13920 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 626 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)383 pc/h/ln S 75.0 mph D = vp / S 5.1 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:25 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k1462.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127 OFF/EXIT 127 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 518 veh/h Peak-Hour Factor, PHF 0.90 AADT 11500 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 518 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)317 pc/h/ln S 75.0 mph D = vp / S 4.2 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 2:54 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k6AFC.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127/EXIT 132 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 608 veh/h Peak-Hour Factor, PHF 0.90 AADT 13500 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 608 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)377 pc/h/ln S 75.0 mph D = vp / S 5.0 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:26 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k2801.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132 OFF/EXIT 132 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 441 veh/h Peak-Hour Factor, PHF 0.90 AADT 9800 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 441 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)273 pc/h/ln S 75.0 mph D = vp / S 3.6 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 2:56 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k8501.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132/EXIT 133 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 545 veh/h Peak-Hour Factor, PHF 0.90 AADT 12120 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 545 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)330 pc/h/ln S 75.0 mph D = vp / S 4.4 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:27 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k2591.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST. S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 1500 Freeway Volume, VF 640 Ramp Volume, VR 175 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 110 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 640 0.90 Level 18 0 0.917 1.00 775 Ramp 175 0.90 Level 1 0 0.995 1.00 195 UpStream DownStream 110 0.90 Level 1 0 0.995 1.00 123 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 775 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 775 Exhibit 13-8 4800 No VFO = VF - VR 580 Exhibit 13-8 4800 No VR 195 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 775 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = -2.6 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.316 (Exhibit 13-12) SR=64.6 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.6 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:23 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kCA77.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 175 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1330 Deceleration Lane Length LD Freeway Volume, VF 465 Ramp Volume, VR 110 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 465 0.90 Level 18 0 0.917 1.00 563 Ramp 110 0.90 Level 1 0 0.995 1.00 123 UpStream 175 0.90 Level 1 0 0.995 1.00 195 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =563 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 686 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 686 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 2.4 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.209 (Exibit 13-11) SR=68.1 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.1 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:24 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k4C72.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 720 Freeway Volume, VF 575 Ramp Volume, VR 30 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 125 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 575 0.90 Level 23 0 0.897 1.00 712 Ramp 30 0.90 Level 1 0 0.995 1.00 34 UpStream DownStream 125 0.90 Level 1 0 0.995 1.00 140 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 712 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 712 Exhibit 13-8 4800 No VFO = VF - VR 678 Exhibit 13-8 4800 No VR 34 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 712 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 3.9 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.301 (Exhibit 13-12) SR=65.1 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.1 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:21 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k6954.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 30 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1370 Deceleration Lane Length LD Freeway Volume, VF 545 Ramp Volume, VR 125 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 545 0.90 Level 23 0 0.897 1.00 675 Ramp 125 0.90 Level 1 0 0.995 1.00 140 UpStream 30 0.90 Level 1 0 0.995 1.00 34 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =675 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 815 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 815 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 3.2 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.207 (Exibit 13-11) SR=68.2 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.2 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:21 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kAF0.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 625 Ramp Volume, VR 50 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 65 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 625 0.90 Level 20 0 0.909 1.00 764 Ramp 50 0.90 Level 1 0 0.995 1.00 56 UpStream DownStream 65 0.90 Level 1 0 0.995 1.00 73 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 764 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 764 Exhibit 13-8 4800 No VFO = VF - VR 708 Exhibit 13-8 4800 No VR 56 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 764 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.1 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.303 (Exhibit 13-12) SR=65.0 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.0 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:19 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k9FAF.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 50 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1210 Deceleration Lane Length LD Freeway Volume, VF 575 Ramp Volume, VR 65 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 575 0.90 Level 20 0 0.909 1.00 703 Ramp 65 0.90 Level 1 0 0.995 1.00 73 UpStream 50 0.90 Level 1 0 0.995 1.00 56 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =703 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 776 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 776 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 3.9 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.221 (Exibit 13-11) SR=67.7 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =67.7 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:20 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k8DA6.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 640 Ramp Volume, VR 235 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 105 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 640 0.90 Level 23 0 0.897 1.00 793 Ramp 235 0.90 Level 1 0 0.995 1.00 262 UpStream DownStream 105 0.90 Level 1 0 0.995 1.00 117 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 793 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 793 Exhibit 13-8 4800 No VFO = VF - VR 531 Exhibit 13-8 4800 No VR 262 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 793 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.3 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.322 (Exhibit 13-12) SR=64.4 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.4 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:22 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k99F5.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 235 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1500 Deceleration Lane Length LD Freeway Volume, VF 405 Ramp Volume, VR 105 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 405 0.90 Level 23 0 0.897 1.00 502 Ramp 105 0.90 Level 1 0 0.995 1.00 117 UpStream 235 0.90 Level 1 0 0.995 1.00 262 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =502 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 619 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 619 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 0.8 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.193 (Exibit 13-11) SR=68.6 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.6 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:23 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k2B3C.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST. S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 1500 Freeway Volume, VF 395 Ramp Volume, VR 125 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 265 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 395 0.90 Level 18 0 0.917 1.00 478 Ramp 125 0.90 Level 1 0 0.995 1.00 140 UpStream DownStream 265 0.90 Level 1 0 0.995 1.00 296 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 478 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 478 Exhibit 13-8 4800 No VFO = VF - VR 338 Exhibit 13-8 4800 No VR 140 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 478 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = -5.1 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.311 (Exhibit 13-12) SR=64.8 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.8 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:29 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k4A90.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH STREET S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 125 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1330 Deceleration Lane Length LD Freeway Volume, VF 270 Ramp Volume, VR 265 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 270 0.90 Level 18 0 0.917 1.00 327 Ramp 265 0.90 Level 1 0 0.995 1.00 296 UpStream 125 0.90 Level 1 0 0.995 1.00 140 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =327 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 623 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 623 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 1.9 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.209 (Exibit 13-11) SR=68.1 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.1 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:31 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k641.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 720 Freeway Volume, VF 535 Ramp Volume, VR 40 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 105 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 535 0.90 Level 23 0 0.897 1.00 663 Ramp 40 0.90 Level 1 0 0.995 1.00 45 UpStream DownStream 105 0.90 Level 1 0 0.995 1.00 117 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 663 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 663 Exhibit 13-8 4800 No VFO = VF - VR 618 Exhibit 13-8 4800 No VR 45 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 663 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 3.5 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.302 (Exhibit 13-12) SR=65.0 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.0 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:33 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k4E67.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 40 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1370 Deceleration Lane Length LD Freeway Volume, VF 495 Ramp Volume, VR 105 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 495 0.90 Level 23 0 0.897 1.00 613 Ramp 105 0.90 Level 1 0 0.995 1.00 117 UpStream 40 0.90 Level 1 0 0.995 1.00 45 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =613 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 730 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 730 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 2.5 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.206 (Exibit 13-11) SR=68.2 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.2 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:34 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k9517.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 600 Ramp Volume, VR 120 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 15 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 600 0.90 Level 20 0 0.909 1.00 733 Ramp 120 0.90 Level 1 0 0.995 1.00 134 UpStream DownStream 15 0.90 Level 1 0 0.995 1.00 17 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 733 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 733 Exhibit 13-8 4800 No VFO = VF - VR 599 Exhibit 13-8 4800 No VR 134 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 733 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 3.8 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.310 (Exhibit 13-12) SR=64.8 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.8 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:36 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k2851.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 120 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1210 Deceleration Lane Length LD Freeway Volume, VF 480 Ramp Volume, VR 15 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 480 0.90 Level 20 0 0.909 1.00 587 Ramp 15 0.90 Level 1 0 0.995 1.00 17 UpStream 120 0.90 Level 1 0 0.995 1.00 134 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =587 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 604 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 604 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 2.6 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.219 (Exibit 13-11) SR=67.8 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =67.8 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:37 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k3FB8.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 495 Ramp Volume, VR 155 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 230 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 495 0.90 Level 23 0 0.897 1.00 613 Ramp 155 0.90 Level 1 0 0.995 1.00 173 UpStream DownStream 230 0.90 Level 1 0 0.995 1.00 257 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 613 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 613 Exhibit 13-8 4800 No VFO = VF - VR 440 Exhibit 13-8 4800 No VR 173 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 613 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 2.8 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.314 (Exhibit 13-12) SR=64.7 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.7 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:38 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2k7C2B.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 11/24/2015 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2015 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 155 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1500 Deceleration Lane Length LD Freeway Volume, VF 340 Ramp Volume, VR 230 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 340 0.90 Level 23 0 0.897 1.00 421 Ramp 230 0.90 Level 1 0 0.995 1.00 257 UpStream 155 0.90 Level 1 0 0.995 1.00 173 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =421 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 678 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 678 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 1.2 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.194 (Exibit 13-11) SR=68.6 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.6 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 11/24/2015 2:39 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 11/24/2015file:///C:/Users/rlaughli/AppData/Local/Temp/r2kA897.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 133/EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 606 veh/h Peak-Hour Factor, PHF 0.90 AADT 12120 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 606 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)367 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:46 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k7D90.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132/EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 675 veh/h Peak-Hour Factor, PHF 0.90 AADT 13500 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 675 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)418 pc/h/ln S 75.0 mph D = vp / S 5.6 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:44 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kBE85.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127/EXIT 121 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 696 veh/h Peak-Hour Factor, PHF 0.90 AADT 13920 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 696 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)425 pc/h/ln S 75.0 mph D = vp / S 5.7 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:42 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k6704.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 121/EXIT 127 Date Performed 1/6/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 696 veh/h Peak-Hour Factor, PHF 0.90 AADT 13920 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 696 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)425 pc/h/ln S 75.0 mph D = vp / S 5.7 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:40 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kDDD.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127/EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 675 veh/h Peak-Hour Factor, PHF 0.90 AADT 13500 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 675 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)418 pc/h/ln S 75.0 mph D = vp / S 5.6 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:43 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kB3BC.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132/EXIT 133 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 606 veh/h Peak-Hour Factor, PHF 0.90 AADT 12120 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 606 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)367 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:45 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kA413.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 133/EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 545 veh/h Peak-Hour Factor, PHF 0.90 AADT 12120 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 545 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)330 pc/h/ln S 75.0 mph D = vp / S 4.4 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 2:13 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kD457.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132/EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 608 veh/h Peak-Hour Factor, PHF 0.90 AADT 13500 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 608 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)377 pc/h/ln S 75.0 mph D = vp / S 5.0 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:57 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kCE2F.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127/EXIT 121 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 626 veh/h Peak-Hour Factor, PHF 0.90 AADT 13920 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 626 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)383 pc/h/ln S 75.0 mph D = vp / S 5.1 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:55 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k39FB.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 121/EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 626 veh/h Peak-Hour Factor, PHF 0.90 AADT 13920 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 626 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)383 pc/h/ln S 75.0 mph D = vp / S 5.1 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:54 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k2459.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127/EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 608 veh/h Peak-Hour Factor, PHF 0.90 AADT 13500 veh/day %Trucks and Buses, PT 23 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 608 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.897 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)377 pc/h/ln S 75.0 mph D = vp / S 5.0 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 1:56 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k128E.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132/EXIT 133 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 545 veh/h Peak-Hour Factor, PHF 0.90 AADT 12120 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.09 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 545 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)330 pc/h/ln S 75.0 mph D = vp / S 4.4 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 2:12 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kF7ED.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST. S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 1500 Freeway Volume, VF 640 Ramp Volume, VR 175 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 110 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 640 0.90 Level 18 0 0.917 1.00 775 Ramp 175 0.90 Level 1 0 0.995 1.00 195 UpStream DownStream 110 0.90 Level 1 0 0.995 1.00 123 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 775 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 775 Exhibit 13-8 4800 No VFO = VF - VR 580 Exhibit 13-8 4800 No VR 195 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 775 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = -2.6 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.316 (Exhibit 13-12) SR=64.6 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.6 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:52 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k8492.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 175 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1330 Deceleration Lane Length LD Freeway Volume, VF 465 Ramp Volume, VR 110 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 465 0.90 Level 18 0 0.917 1.00 563 Ramp 110 0.90 Level 1 0 0.995 1.00 123 UpStream 175 0.90 Level 1 0 0.995 1.00 195 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =563 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 686 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 686 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 2.4 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.209 (Exibit 13-11) SR=68.1 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.1 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:53 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k354A.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 720 Freeway Volume, VF 575 Ramp Volume, VR 30 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 125 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 575 0.90 Level 23 0 0.897 1.00 712 Ramp 30 0.90 Level 1 0 0.995 1.00 34 UpStream DownStream 125 0.90 Level 1 0 0.995 1.00 140 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 712 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 712 Exhibit 13-8 4800 No VFO = VF - VR 678 Exhibit 13-8 4800 No VR 34 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 712 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 3.9 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.301 (Exhibit 13-12) SR=65.1 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.1 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:49 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k50C6.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 30 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1370 Deceleration Lane Length LD Freeway Volume, VF 545 Ramp Volume, VR 125 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 545 0.90 Level 23 0 0.897 1.00 675 Ramp 125 0.90 Level 1 0 0.995 1.00 140 UpStream 30 0.90 Level 1 0 0.995 1.00 34 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =675 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 815 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 815 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 3.2 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.207 (Exibit 13-11) SR=68.2 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.2 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:50 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k18E4.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 625 Ramp Volume, VR 50 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 65 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 625 0.90 Level 20 0 0.909 1.00 764 Ramp 50 0.90 Level 1 0 0.995 1.00 56 UpStream DownStream 65 0.90 Level 1 0 0.995 1.00 73 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 764 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 764 Exhibit 13-8 4800 No VFO = VF - VR 708 Exhibit 13-8 4800 No VR 56 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 764 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.1 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.303 (Exhibit 13-12) SR=65.0 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.0 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:47 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k5B51.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 50 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1210 Deceleration Lane Length LD Freeway Volume, VF 575 Ramp Volume, VR 65 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 575 0.90 Level 20 0 0.909 1.00 703 Ramp 65 0.90 Level 1 0 0.995 1.00 73 UpStream 50 0.90 Level 1 0 0.995 1.00 56 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =703 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 776 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 776 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 3.9 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.221 (Exibit 13-11) SR=67.7 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =67.7 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:48 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k67DE.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 640 Ramp Volume, VR 235 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 105 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 640 0.90 Level 23 0 0.897 1.00 793 Ramp 235 0.90 Level 1 0 0.995 1.00 262 UpStream DownStream 105 0.90 Level 1 0 0.995 1.00 117 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 793 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 793 Exhibit 13-8 4800 No VFO = VF - VR 531 Exhibit 13-8 4800 No VR 262 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 793 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.3 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.322 (Exhibit 13-12) SR=64.4 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.4 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:51 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kE68F.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 235 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1500 Deceleration Lane Length LD Freeway Volume, VF 405 Ramp Volume, VR 105 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 405 0.90 Level 23 0 0.897 1.00 502 Ramp 105 0.90 Level 1 0 0.995 1.00 117 UpStream 235 0.90 Level 1 0 0.995 1.00 262 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =502 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 619 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 619 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 0.8 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.193 (Exibit 13-11) SR=68.6 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.6 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 1:52 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kAAE6.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST. S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 1500 Freeway Volume, VF 460 Ramp Volume, VR 135 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 350 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 460 0.90 Level 18 0 0.917 1.00 557 Ramp 135 0.90 Level 1 0 0.995 1.00 151 UpStream DownStream 350 0.90 Level 1 0 0.995 1.00 391 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 557 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 557 Exhibit 13-8 4800 No VFO = VF - VR 406 Exhibit 13-8 4800 No VR 151 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 557 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = -4.5 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.312 (Exhibit 13-12) SR=64.7 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.7 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:20 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k7759.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 135 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1330 Deceleration Lane Length LD Freeway Volume, VF 325 Ramp Volume, VR 350 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 325 0.90 Level 18 0 0.917 1.00 394 Ramp 350 0.90 Level 1 0 0.995 1.00 391 UpStream 135 0.90 Level 1 0 0.995 1.00 151 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =394 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 785 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 785 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 3.1 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.210 (Exibit 13-11) SR=68.1 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.1 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:20 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k2737.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 720 Freeway Volume, VF 675 Ramp Volume, VR 50 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 135 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 675 0.90 Level 23 0 0.897 1.00 836 Ramp 50 0.90 Level 1 0 0.995 1.00 56 UpStream DownStream 135 0.90 Level 1 0 0.995 1.00 151 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 836 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 836 Exhibit 13-8 4800 No VFO = VF - VR 780 Exhibit 13-8 4800 No VR 56 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 836 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 5.0 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.303 (Exhibit 13-12) SR=65.0 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.0 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:16 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k371F.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 50 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1370 Deceleration Lane Length LD Freeway Volume, VF 625 Ramp Volume, VR 135 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 625 0.90 Level 23 0 0.897 1.00 774 Ramp 135 0.90 Level 1 0 0.995 1.00 151 UpStream 50 0.90 Level 1 0 0.995 1.00 56 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =774 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 925 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 925 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 4.0 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.208 (Exibit 13-11) SR=68.2 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.2 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:17 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kF4B3.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 700 Ramp Volume, VR 120 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 25 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 700 0.90 Level 20 0 0.909 1.00 856 Ramp 120 0.90 Level 1 0 0.995 1.00 134 UpStream DownStream 25 0.90 Level 1 0 0.995 1.00 28 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 856 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 856 Exhibit 13-8 4800 No VFO = VF - VR 722 Exhibit 13-8 4800 No VR 134 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 856 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.9 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.310 (Exhibit 13-12) SR=64.8 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.8 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:14 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k6F3E.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 120 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1210 Deceleration Lane Length LD Freeway Volume, VF 580 Ramp Volume, VR 25 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 580 0.90 Level 20 0 0.909 1.00 709 Ramp 25 0.90 Level 1 0 0.995 1.00 28 UpStream 120 0.90 Level 1 0 0.995 1.00 134 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =709 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 737 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 737 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 3.6 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.220 (Exibit 13-11) SR=67.7 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =67.7 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:15 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k7B8D.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 605 Ramp Volume, VR 165 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 290 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 605 0.90 Level 23 0 0.897 1.00 750 Ramp 165 0.90 Level 1 0 0.995 1.00 184 UpStream DownStream 290 0.90 Level 1 0 0.995 1.00 324 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 750 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 750 Exhibit 13-8 4800 No VFO = VF - VR 566 Exhibit 13-8 4800 No VR 184 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 750 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.0 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.315 (Exhibit 13-12) SR=64.6 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.6 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:18 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kDD6B.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 165 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1500 Deceleration Lane Length LD Freeway Volume, VF 440 Ramp Volume, VR 290 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 440 0.90 Level 23 0 0.897 1.00 545 Ramp 290 0.90 Level 1 0 0.995 1.00 324 UpStream 165 0.90 Level 1 0 0.995 1.00 184 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =545 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 869 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 869 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 2.7 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.195 (Exibit 13-11) SR=68.6 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.6 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:19 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kA664.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 133/EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 606 veh/h Peak-Hour Factor, PHF 0.90 AADT 12120 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 606 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)367 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 2:31 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kF983.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132 OFF/EXIT 132 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 475 veh/h Peak-Hour Factor, PHF 0.90 AADT 9500 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 475 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)288 pc/h/ln S 75.0 mph D = vp / S 3.8 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 3:39 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k5DE3.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132/EXIT 130 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 602 veh/h Peak-Hour Factor, PHF 0.90 AADT 12050 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 602 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)365 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 2:36 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kF983.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 130/EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 655 veh/h Peak-Hour Factor, PHF 0.90 AADT 13100 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 655 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)397 pc/h/ln S 75.0 mph D = vp / S 5.3 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 2:37 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kF983.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127 OFF/EXIT 127 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 630 veh/h Peak-Hour Factor, PHF 0.90 AADT 12600 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 630 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)382 pc/h/ln S 75.0 mph D = vp / S 5.1 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 3:41 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k2881.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127/EXIT 121 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 696 veh/h Peak-Hour Factor, PHF 0.90 AADT 13920 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 696 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)425 pc/h/ln S 75.0 mph D = vp / S 5.7 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 3:13 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k6A7F.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 121/EXIT 127 Date Performed 1/6/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 696 veh/h Peak-Hour Factor, PHF 0.90 AADT 13920 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 696 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)425 pc/h/ln S 75.0 mph D = vp / S 5.7 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 2:40 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k5BFD.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127 OFF/EXIT 127 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 675 veh/h Peak-Hour Factor, PHF 0.90 AADT 13500 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 675 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)412 pc/h/ln S 75.0 mph D = vp / S 5.5 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 3:42 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k839B.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127/EXIT 130 Date Performed 1/6/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 655 veh/h Peak-Hour Factor, PHF 0.90 AADT 13100 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 655 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)400 pc/h/ln S 75.0 mph D = vp / S 5.3 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 2:41 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k5BFD.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 130/EXIT 132 Date Performed 1/6/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 602 veh/h Peak-Hour Factor, PHF 0.90 AADT 12050 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 602 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)368 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 2:42 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k5BFD.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132 OFF/EXIT 132 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 475 veh/h Peak-Hour Factor, PHF 0.90 AADT 9500 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 475 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)290 pc/h/ln S 75.0 mph D = vp / S 3.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 3:44 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k2F93.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132/EXIT 133 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 606 veh/h Peak-Hour Factor, PHF 0.90 AADT 12120 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 606 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)367 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 2:44 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k6F6E.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 133/EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 606 veh/h Peak-Hour Factor, PHF 0.90 AADT 12120 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 606 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)367 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 3:21 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k968E.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132 OFF/EXIT 132 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 470 veh/h Peak-Hour Factor, PHF 0.90 AADT 9400 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 470 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)285 pc/h/ln S 75.0 mph D = vp / S 3.8 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 3:50 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k833E.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 132/EXIT 130 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 602 veh/h Peak-Hour Factor, PHF 0.90 AADT 12050 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 602 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)365 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 3:19 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k2870.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 130/EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 655 veh/h Peak-Hour Factor, PHF 0.90 AADT 13100 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 655 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)397 pc/h/ln S 75.0 mph D = vp / S 5.3 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 3:18 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kB737.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127 OFF/EXIT 127 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 620 veh/h Peak-Hour Factor, PHF 0.90 AADT 12400 veh/day %Trucks and Buses, PT 18 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 620 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)375 pc/h/ln S 75.0 mph D = vp / S 5.0 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 3:52 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k3010.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 SB Agency or Company HDR From/To EXIT 127/EXIT 121 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 696 veh/h Peak-Hour Factor, PHF 0.90 AADT 13920 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 696 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)425 pc/h/ln S 75.0 mph D = vp / S 5.7 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 3:16 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kD23.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 121/EXIT 127 Date Performed 1/6/15 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 696 veh/h Peak-Hour Factor, PHF 0.90 AADT 13920 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 696 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)425 pc/h/ln S 75.0 mph D = vp / S 5.7 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 3:15 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kAAC9.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127 OFF/EXIT 127 ON Date Performed 1/13/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 645 veh/h Peak-Hour Factor, PHF 0.90 AADT 12900 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 645 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)394 pc/h/ln S 75.0 mph D = vp / S 5.3 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 3:53 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kAA7C.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 127/EXIT 130 Date Performed 1/6/15 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 655 veh/h Peak-Hour Factor, PHF 0.90 AADT 13100 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 655 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)400 pc/h/ln S 75.0 mph D = vp / S 5.3 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 3:17 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2kF3E9.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 130/EXIT 132 Date Performed 1/6/15 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 602 veh/h Peak-Hour Factor, PHF 0.90 AADT 12050 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 602 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)368 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 3:19 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k724B.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 132 OFF/EXIT 132 ON Date Performed 1/3/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 475 veh/h Peak-Hour Factor, PHF 0.90 AADT 9500 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 475 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)290 pc/h/ln S 75.0 mph D = vp / S 3.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/13/2016 3:55 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/13/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k2E8A.tmp BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst RL Highway/Direction of Travel I-29 NB Agency or Company HDR From/To EXIT 130/EXIT 132 Date Performed 1/6/15 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERSTATE ACCESS EVALUATION Oper.(LOS)Des.(N)Planning Data Flow Inputs Volume, V 602 veh/h Peak-Hour Factor, PHF 0.90 AADT 12050 veh/day %Trucks and Buses, PT 20 Peak-Hr Prop. of AADT, K 0.10 %RVs, PR 0 Peak-Hr Direction Prop, D 50 General Terrain:Level DDHV = AADT x K x D 602 veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.909 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt-Side Lat. Clearance 6.0 ft Number of Lanes, N 2 Total Ramp Density, TRD 0.50 ramps/mi FFS (measured) mph Base free-flow Speed, BFFS 75.4 mph fLW 0.0 mph fLC 0.0 mph TRD Adjustment 1.8 mph FFS 73.6 mph LOS and Performance Measures Design (N) Operational (LOS) vp = (V or DDHV) / (PHF x N x fHV x fp)368 pc/h/ln S 75.0 mph D = vp / S 4.9 pc/mi/ln LOS A Design (N) Design LOS vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h/ln S mph D = vp / S pc/mi/ln Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed V - Hourly volume D - Density vp - Flow rate FFS - Free-flow speed LOS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 fp - Page 11-18 TRD - Page 11-11 LOS, S, FFS, vp - Exhibits 11-2, 11-3 Copyright © 2015 University of Florida, All Rights Reserved HCS 2010TM Version 6.70 Generated: 1/6/2016 3:19 PM Page 1 of 1BASIC FREEWAY WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/f2k724B.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST. S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 1500 Freeway Volume, VF 640 Ramp Volume, VR 140 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 90 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 640 0.90 Level 18 0 0.917 1.00 775 Ramp 140 0.90 Level 1 0 0.995 1.00 156 UpStream DownStream 90 0.90 Level 1 0 0.995 1.00 101 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 775 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 775 Exhibit 13-8 4800 No VFO = VF - VR 619 Exhibit 13-8 4800 No VR 156 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 775 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = -2.6 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.312 (Exhibit 13-12) SR=64.7 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.7 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:53 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k917E.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 140 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1330 Deceleration Lane Length LD Freeway Volume, VF 500 Ramp Volume, VR 90 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 500 0.90 Level 18 0 0.917 1.00 606 Ramp 90 0.90 Level 1 0 0.995 1.00 101 UpStream 140 0.90 Level 1 0 0.995 1.00 156 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =606 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 707 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 707 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 2.6 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.209 (Exibit 13-11) SR=68.1 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.1 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:51 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k7087.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 130 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST. S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 590 Ramp Volume, VR 40 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 95 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 590 0.90 Level 18 0 0.917 1.00 715 Ramp 40 0.90 Level 1 0 0.995 1.00 45 UpStream DownStream 95 0.90 Level 1 0 0.995 1.00 106 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 715 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 715 Exhibit 13-8 4800 No VFO = VF - VR 670 Exhibit 13-8 4800 No VR 45 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 715 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 3.7 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.302 (Exhibit 13-12) SR=65.0 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.0 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:55 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k63CA.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 130 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 40 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1300 Deceleration Lane Length LD Freeway Volume, VF 550 Ramp Volume, VR 95 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 550 0.90 Level 18 0 0.917 1.00 666 Ramp 95 0.90 Level 1 0 0.995 1.00 106 UpStream 40 0.90 Level 1 0 0.995 1.00 45 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =666 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 772 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 772 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 3.3 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.212 (Exibit 13-11) SR=68.0 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.0 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:56 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k64C4.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 720 Freeway Volume, VF 645 Ramp Volume, VR 25 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 50 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 645 0.90 Level 23 0 0.897 1.00 799 Ramp 25 0.90 Level 1 0 0.995 1.00 28 UpStream DownStream 50 0.90 Level 1 0 0.995 1.00 56 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 799 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 799 Exhibit 13-8 4800 No VFO = VF - VR 771 Exhibit 13-8 4800 No VR 28 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 799 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.6 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.301 (Exhibit 13-12) SR=65.1 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.1 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:58 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kFFDA.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 25 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1370 Deceleration Lane Length LD Freeway Volume, VF 620 Ramp Volume, VR 50 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 620 0.90 Level 23 0 0.897 1.00 768 Ramp 50 0.90 Level 1 0 0.995 1.00 56 UpStream 25 0.90 Level 1 0 0.995 1.00 28 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =768 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 824 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 824 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 3.3 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.207 (Exibit 13-11) SR=68.2 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.2 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 2:59 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k4E95.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 625 Ramp Volume, VR 20 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 60 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 625 0.90 Level 20 0 0.909 1.00 764 Ramp 20 0.90 Level 1 0 0.995 1.00 22 UpStream DownStream 60 0.90 Level 1 0 0.995 1.00 67 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 764 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 764 Exhibit 13-8 4800 No VFO = VF - VR 742 Exhibit 13-8 4800 No VR 22 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 764 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.1 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.300 (Exhibit 13-12) SR=65.1 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.1 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:01 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kC876.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 20 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1210 Deceleration Lane Length LD Freeway Volume, VF 605 Ramp Volume, VR 60 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 605 0.90 Level 20 0 0.909 1.00 739 Ramp 60 0.90 Level 1 0 0.995 1.00 67 UpStream 20 0.90 Level 1 0 0.995 1.00 22 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =739 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 806 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 806 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 4.1 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.221 (Exibit 13-11) SR=67.7 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =67.7 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:02 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kF668.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 130 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 665 Ramp Volume, VR 75 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 25 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 665 0.90 Level 20 0 0.909 1.00 813 Ramp 75 0.90 Level 1 0 0.995 1.00 84 UpStream DownStream 25 0.90 Level 1 0 0.995 1.00 28 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 813 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 813 Exhibit 13-8 4800 No VFO = VF - VR 729 Exhibit 13-8 4800 No VR 84 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 813 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.5 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.306 (Exhibit 13-12) SR=64.9 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.9 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:04 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k4717.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 130 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 75 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1300 Deceleration Lane Length LD Freeway Volume, VF 590 Ramp Volume, VR 25 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 590 0.90 Level 20 0 0.909 1.00 721 Ramp 25 0.90 Level 1 0 0.995 1.00 28 UpStream 75 0.90 Level 1 0 0.995 1.00 84 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =721 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 749 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 749 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 3.2 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.212 (Exibit 13-11) SR=68.0 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.0 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:05 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kCF97.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 615 Ramp Volume, VR 190 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 85 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 615 0.90 Level 23 0 0.897 1.00 762 Ramp 190 0.90 Level 1 0 0.995 1.00 212 UpStream DownStream 85 0.90 Level 1 0 0.995 1.00 95 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 762 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 762 Exhibit 13-8 4800 No VFO = VF - VR 550 Exhibit 13-8 4800 No VR 212 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 762 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.1 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.317 (Exhibit 13-12) SR=64.5 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.5 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:07 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k6EB3.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period AM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 190 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1500 Deceleration Lane Length LD Freeway Volume, VF 425 Ramp Volume, VR 85 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 425 0.90 Level 23 0 0.897 1.00 527 Ramp 85 0.90 Level 1 0 0.995 1.00 95 UpStream 190 0.90 Level 1 0 0.995 1.00 212 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =527 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 622 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 622 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 0.9 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.193 (Exibit 13-11) SR=68.6 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.6 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:08 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k9B8D.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 12/10/15 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST. S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 1500 Freeway Volume, VF 460 Ramp Volume, VR 105 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 280 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 460 0.90 Level 18 0 0.917 1.00 557 Ramp 105 0.90 Level 1 0 0.995 1.00 117 UpStream DownStream 280 0.90 Level 1 0 0.995 1.00 313 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 557 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 557 Exhibit 13-8 4800 No VFO = VF - VR 440 Exhibit 13-8 4800 No VR 117 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 557 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = -4.5 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.309 (Exhibit 13-12) SR=64.8 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.8 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:36 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k773B.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 105 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1330 Deceleration Lane Length LD Freeway Volume, VF 355 Ramp Volume, VR 280 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 355 0.90 Level 18 0 0.917 1.00 430 Ramp 280 0.90 Level 1 0 0.995 1.00 313 UpStream 105 0.90 Level 1 0 0.995 1.00 117 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =430 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 743 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 743 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 2.8 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.209 (Exibit 13-11) SR=68.1 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.1 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:38 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k71EE.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 130 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST. S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 635 Ramp Volume, VR 40 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 150 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 635 0.90 Level 18 0 0.917 1.00 769 Ramp 40 0.90 Level 1 0 0.995 1.00 45 UpStream DownStream 150 0.90 Level 1 0 0.995 1.00 168 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 769 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 769 Exhibit 13-8 4800 No VFO = VF - VR 724 Exhibit 13-8 4800 No VR 45 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 769 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.1 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.302 (Exhibit 13-12) SR=65.0 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.0 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:32 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kDA41.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 130 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH STREET S. INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 40 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1300 Deceleration Lane Length LD Freeway Volume, VF 595 Ramp Volume, VR 150 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 595 0.90 Level 18 0 0.917 1.00 721 Ramp 150 0.90 Level 1 0 0.995 1.00 168 UpStream 40 0.90 Level 1 0 0.995 1.00 45 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =721 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 889 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 889 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 4.2 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.213 (Exibit 13-11) SR=68.0 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.0 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:32 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kD938.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 720 Freeway Volume, VF 745 Ramp Volume, VR 40 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 55 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 745 0.90 Level 23 0 0.897 1.00 923 Ramp 40 0.90 Level 1 0 0.995 1.00 45 UpStream DownStream 55 0.90 Level 1 0 0.995 1.00 61 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 923 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 923 Exhibit 13-8 4800 No VFO = VF - VR 878 Exhibit 13-8 4800 No VR 45 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 923 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 5.7 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.302 (Exhibit 13-12) SR=65.0 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.0 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:27 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k9C58.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 SB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 40 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1370 Deceleration Lane Length LD Freeway Volume, VF 705 Ramp Volume, VR 55 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 705 0.90 Level 23 0 0.897 1.00 873 Ramp 55 0.90 Level 1 0 0.995 1.00 61 UpStream 40 0.90 Level 1 0 0.995 1.00 45 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =873 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 934 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 934 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 4.1 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.208 (Exibit 13-11) SR=68.1 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.1 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:28 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kA7EC.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 700 Ramp Volume, VR 50 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 20 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 700 0.90 Level 20 0 0.909 1.00 856 Ramp 50 0.90 Level 1 0 0.995 1.00 56 UpStream DownStream 20 0.90 Level 1 0 0.995 1.00 22 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 856 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 856 Exhibit 13-8 4800 No VFO = VF - VR 800 Exhibit 13-8 4800 No VR 56 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 856 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.9 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.303 (Exhibit 13-12) SR=65.0 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 65.0 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:24 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kE1DF.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 127 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 50 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1210 Deceleration Lane Length LD Freeway Volume, VF 650 Ramp Volume, VR 20 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 650 0.90 Level 20 0 0.909 1.00 794 Ramp 20 0.90 Level 1 0 0.995 1.00 22 UpStream 50 0.90 Level 1 0 0.995 1.00 56 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =794 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 816 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 816 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 4.2 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.221 (Exibit 13-11) SR=67.7 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =67.7 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:26 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k664A.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 130 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 670 Ramp Volume, VR 100 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3000 ft VD = 65 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 670 0.90 Level 20 0 0.909 1.00 819 Ramp 100 0.90 Level 1 0 0.995 1.00 112 UpStream DownStream 65 0.90 Level 1 0 0.995 1.00 73 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 819 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 819 Exhibit 13-8 4800 No VFO = VF - VR 707 Exhibit 13-8 4800 No VR 112 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 819 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.5 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.308 (Exhibit 13-12) SR=64.8 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.8 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:29 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2k9A45.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 130 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3000 ft Vu = 100 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1300 Deceleration Lane Length LD Freeway Volume, VF 570 Ramp Volume, VR 65 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 570 0.90 Level 20 0 0.909 1.00 697 Ramp 65 0.90 Level 1 0 0.995 1.00 73 UpStream 100 0.90 Level 1 0 0.995 1.00 112 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =697 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 770 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 770 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 3.3 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.212 (Exibit 13-11) SR=68.0 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.0 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:30 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kACBC.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp Yes On NoOff Lup = ft Vu = veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA Deceleration Lane Length LD 750 Freeway Volume, VF 635 Ramp Volume, VR 135 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp YesOn No Off Ldown = 3060 ft VD = 230 veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 635 0.90 Level 23 0 0.897 1.00 787 Ramp 135 0.90 Level 1 0 0.995 1.00 151 UpStream DownStream 230 0.90 Level 1 0 0.995 1.00 257 Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ =(Equation 13-6 or 13-7) PFM =using Equation (Exhibit 13-6) V12 =pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a =pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = 1.000 using Equation (Exhibit 13-7) V12 = 787 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13- 19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO Exhibit 13-8 VF 787 Exhibit 13-8 4800 No VFO = VF - VR 636 Exhibit 13-8 4800 No VR 151 Exhibit 13-10 2100 No Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 Exhibit 13-8 V12 787 Exhibit 13-8 4400:All No Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = (pc/mi/ln) LOS = (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = 4.3 (pc/mi/ln) LOS =A (Exhibit 13-2) Speed Determination Speed Determination MS = (Exibit 13-11) SR=mph (Exhibit 13-11) S0=mph (Exhibit 13-11) S =mph (Exhibit 13-13) Ds = 0.312 (Exhibit 13-12) SR=64.7 mph (Exhibit 13-12) S0=N/A mph (Exhibit 13-12) S = 64.7 mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:34 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kCB15.tmp RAMPS AND RAMP JUNCTIONS WORKSHEET General Information Site Information Analyst RL Freeway/Dir of Travel I-29 NB Agency or Company HDR Junction EXIT 132 Date Performed 1/6/16 Jurisdiction BROOKINGS Analysis Time Period PM PEAK Analysis Year 2045 Project Description 20TH ST S INTERCHANGE EVALUATION Inputs Upstream Adj Ramp YesOn No Off Lup = 3060 ft Vu = 135 veh/h Freeway Number of Lanes, N 2 Ramp Number of Lanes, N 1 Acceleration Lane Length, LA 1500 Deceleration Lane Length LD Freeway Volume, VF 500 Ramp Volume, VR 230 Freeway Free-Flow Speed, SFF 75.0 Ramp Free-Flow Speed, SFR 45.0 Downstream Adj Ramp Yes On NoOff Ldown = ft VD = veh/h Conversion to pc/h Under Base Conditions (pc/h)V (Veh/hr)PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp Freeway 500 0.90 Level 23 0 0.897 1.00 619 Ramp 230 0.90 Level 1 0 0.995 1.00 257 UpStream 135 0.90 Level 1 0 0.995 1.00 151 DownStream Merge Areas Diverge Areas Estimation of v12 Estimation of v12 V12 = VF ( PFM ) LEQ = (Equation 13-6 or 13-7) PFM =1.000 using Equation (Exhibit 13-6) V12 =619 pc/h V3 or Vav34 0 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) V12 = VR + (VF - VR)PFD LEQ = (Equation 13-12 or 13-13) PFD = using Equation (Exhibit 13-7) V12 = pc/h V3 or Vav34 pc/h (Equation 13-14 or 13-17) Is V3 or Vav34 > 2,700 pc/h?Yes No Is V3 or Vav34 > 1.5 * V12/2 Yes No If Yes,V12a = pc/h (Equation 13-16, 13-18, or 13-19) Capacity Checks Capacity Checks Actual Capacity LOS F?Actual Capacity LOS F? VFO 876 Exhibit 13-8 No VF Exhibit 13-8 VFO = VF - VR Exhibit 13-8 VR Exhibit 13- 10 Flow Entering Merge Influence Area Flow Entering Diverge Influence Area Actual Max Desirable Violation? Actual Max Desirable Violation? VR12 876 Exhibit 13-8 4600:All No V12 Exhibit 13-8 Level of Service Determination (if not F)Level of Service Determination (if not F) DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA DR = 2.8 (pc/mi/ln) LOS = A (Exhibit 13-2) DR = 4.252 + 0.0086 V12 - 0.009 LD DR = (pc/mi/ln) LOS =(Exhibit 13-2) Speed Determination Speed Determination MS = 0.195 (Exibit 13-11) SR=68.6 mph (Exhibit 13-11) S0=N/A mph (Exhibit 13-11) S =68.6 mph (Exhibit 13-13) Ds = (Exhibit 13-12) SR=mph (Exhibit 13-12) S0=mph (Exhibit 13-12) S = mph (Exhibit 13-13) Copyright © 2015 University of Florida, All Rights Reserved HCS2010TM Version 6.70 Generated: 1/6/2016 3:35 PM Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET 1/6/2016file:///C:/Users/rlaughli/AppData/Local/Temp/r2kCD27.tmp Appendix Section 7 HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future No-Build Analysis Period 1> 7:00 Intersection 22nd Avenue File Name 6th am future no build.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 90 425 100 225 320 45 140 300 460 50 275 125 Signal Information Green Yellow Red 4.3 1.6 28.2 3.5 0.5 19.9 3.0 3.0 4.0 4.0 0.0 4.0 0.0 0.0 2.0 0.0 0.0 2.0 2 4 5 6 7 Cycle, s 80.0 Reference Phase 2 Offset, s 31 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0 Phase Duration, s 7.3 34.2 11.9 38.8 8.0 26.4 7.5 25.9 Change Period, ( Y+R c ), s 3.0 6.0 3.0 6.0 3.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.1 5.2 3.1 5.2 Queue Clearance Time ( g s ), s 4.7 8.4 6.2 17.2 5.0 11.0 Green Extension Time ( g e ), s 0.1 0.0 0.6 0.0 0.0 3.2 0.0 4.9 Phase Call Probability 0.89 0.99 0.97 1.00 0.71 1.00 Max Out Probability 0.26 0.04 1.00 0.88 1.00 0.44 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 100 472 67 238 185 182 156 333 307 56 199 190 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1451 1493 1329 1451 1569 1526 1451 1493 1329 1494 1569 1454 Queue Service Time ( g s ), s 2.7 9.7 2.5 6.4 7.7 7.8 4.2 7.5 15.2 3.0 8.7 9.0 Cycle Queue Clearance Time ( g c ), s 2.7 9.7 2.5 6.4 7.7 7.8 4.2 7.5 15.2 3.0 8.7 9.0 Green Ratio ( g/C )0.05 0.35 0.41 0.11 0.41 0.41 0.06 0.25 0.37 0.04 0.25 0.25 Capacity ( c ), veh/h 156 1052 551 324 643 626 181 761 487 66 390 361 Volume-to-Capacity Ratio ( X )0.641 0.449 0.121 0.735 0.288 0.291 0.858 0.438 0.630 0.847 0.511 0.525 Available Capacity ( c a ), veh/h 367 1052 551 620 643 626 181 877 539 75 451 418 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.8 6.1 1.4 4.2 5.4 5.4 4.0 4.6 8.3 3.4 5.9 5.6 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.13 0.00 0.11 0.27 0.00 0.00 0.37 0.00 1.40 0.60 0.00 0.00 Uniform Delay ( d 1 ), s/veh 37.1 19.9 14.4 35.0 20.7 21.0 37.1 25.0 20.9 38.0 25.9 26.0 Incremental Delay ( d 2 ), s/veh 4.3 1.4 0.4 3.1 1.1 1.1 31.3 0.6 2.5 47.5 1.5 1.7 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 41.4 21.3 14.9 38.1 21.8 22.1 68.4 25.6 23.4 85.5 27.3 27.6 Level of Service (LOS)D C B D C C E C C F C C Approach Delay, s/veh / LOS 23.8 C 28.3 C 33.1 C 34.7 C Intersection Delay, s/veh / LOS 29.8 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 3.3 C 2.9 C 3.0 C 3.1 C Bicycle LOS Score / LOS 1.0 A 1.0 A 1.1 A 0.9 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:00:57 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future No-Build Analysis Period 1> 7:00 Intersection Sunrise Ridge Rd.File Name 6th am future no build.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 70 850 15 75 555 15 20 25 60 90 20 15 Signal Information Green Yellow Red 3.1 0.2 47.0 11.7 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 80.0 Reference Phase 2 Offset, s 57 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 Phase Duration, s 9.1 53.0 9.3 53.3 17.7 17.7 Change Period, ( Y+R c ), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.4 4.4 Queue Clearance Time ( g s ), s 3.6 3.7 5.4 11.2 Green Extension Time ( g e ), s 0.1 0.0 0.1 0.0 0.7 0.5 Phase Call Probability 0.82 0.83 0.99 0.99 Max Out Probability 0.02 0.01 0.00 0.06 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 78 478 476 79 299 297 22 68 100 32 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1569 1563 1494 1569 1560 1371 1418 1328 1486 Queue Service Time ( g s ), s 1.6 13.4 13.4 1.7 9.1 9.1 1.1 3.4 5.8 1.5 Cycle Queue Clearance Time ( g c ), s 1.6 13.4 13.4 1.7 9.1 9.1 2.6 3.4 9.2 1.5 Green Ratio ( g/C )0.63 0.59 0.59 0.63 0.59 0.59 0.15 0.15 0.15 0.15 Capacity ( c ), veh/h 517 921 918 397 926 921 265 207 228 217 Volume-to-Capacity Ratio ( X )0.151 0.519 0.519 0.200 0.323 0.323 0.084 0.327 0.439 0.148 Available Capacity ( c a ), veh/h 669 921 918 564 926 921 408 355 366 371 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.8 7.0 7.0 0.8 5.5 5.5 0.7 2.2 3.5 1.0 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.06 0.00 0.00 0.10 0.00 0.00 0.44 0.00 0.59 0.00 Uniform Delay ( d 1 ), s/veh 6.7 8.6 8.6 7.2 10.5 10.4 30.9 30.6 34.7 29.8 Incremental Delay ( d 2 ), s/veh 0.1 1.7 1.7 0.2 0.9 0.9 0.1 0.9 1.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 6.8 10.3 10.3 7.5 11.3 11.3 31.1 31.5 36.1 30.1 Level of Service (LOS)A B B A B B C C D C Approach Delay, s/veh / LOS 10.0 B 10.9 B 31.4 C 34.6 C Intersection Delay, s/veh / LOS 13.0 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.2 B 2.9 C 2.9 C Bicycle LOS Score / LOS 1.3 A 1.1 A 0.6 A 0.7 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:00:57 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/25TH Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/2015 East/West Street 6TH STREET Analysis Year 2045 North/South Street 25TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST S INTERCHAGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 1 1 1 0 0 0 1 Configuration T TR L T R L TR R Volume (veh/h)995 5 30 625 50 5 0 45 15 Percent Heavy Vehicles 2 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No Yes No Yes Median Type Left Only Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)33 6 50 17 Capacity 624 172 475 649 v/c Ratio 0.05 0.03 0.11 0.03 95% Queue Length 0.2 0.1 0.4 0.1 Control Delay (s/veh)11.1 26.7 13.5 10.7 Level of Service (LOS)B D B B Approach Delay (s/veh)0.5 14.9 10.7 Approach LOS A B B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:19:37 AM 6-25 2045 NO BUILD AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/2015 East/West Street 6TH STREET Analysis Year 2045 North/South Street I-29 SB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST S INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 1 0 1 2 0 0 0 0 0 1 0 Configuration T R L T LTR Volume (veh/h)955 85 15 575 50 0 130 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)17 200 Capacity 578 943 v/c Ratio 0.03 0.21 95% Queue Length 0.1 0.8 Control Delay (s/veh)11.4 9.8 Level of Service (LOS)B A Approach Delay (s/veh)0.3 9.8 Approach LOS A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:39:35 AM 6-I 29 SB 2045 NO BUILD.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future No-Build Analysis Period 1> 7:00 Intersection I-29 NB File Name 6th am future no build.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 70 935 425 30 165 0 90 Signal Information Green Yellow Red 59.3 12.7 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 0.5 0.5 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 80.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 8 Case Number 6.0 8.0 11.0 Phase Duration, s 63.3 63.3 16.7 Change Period, ( Y+R c ), s 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 0.0 0.0 6.1 Queue Clearance Time ( g s ), s 11.4 Green Extension Time ( g e ), s 0.0 0.0 1.3 Phase Call Probability 1.00 Max Out Probability 0.15 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 3 8 18 Adjusted Flow Rate ( v ), veh/h 77 1034 261 259 183 60 Adjusted Saturation Flow Rate ( s ), veh/h/ln 878 1493 1569 1546 1494 1329 Queue Service Time ( g s ), s 5.0 17.0 5.8 4.6 9.4 3.2 Cycle Queue Clearance Time ( g c ), s 10.0 17.0 5.8 4.6 9.4 3.2 Green Ratio ( g/C )0.74 0.74 0.74 0.74 0.16 0.16 Capacity ( c ), veh/h 678 2216 1164 1147 236 210 Volume-to-Capacity Ratio ( X )0.114 0.467 0.225 0.225 0.776 0.285 Available Capacity ( c a ), veh/h 678 2216 1164 1147 430 382 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.5 9.3 2.0 1.9 7.0 1.9 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.14 0.00 0.00 0.00 0.00 0.13 Uniform Delay ( d 1 ), s/veh 9.7 8.7 3.8 3.7 32.3 29.7 Incremental Delay ( d 2 ), s/veh 0.3 0.6 0.4 0.4 11.0 1.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 10.0 9.3 4.3 4.1 43.3 31.3 Level of Service (LOS)A A A A D C Approach Delay, s/veh / LOS 9.3 A 4.2 A 40.3 D 0.0 Intersection Delay, s/veh / LOS 11.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.7 A 1.8 A 2.8 C 2.9 C Bicycle LOS Score / LOS 1.4 A 0.9 A 0.9 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:00:57 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/LEFEVRE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 6TH STREET Analysis Year 2045 North/South Street LEFEVRE DRIVE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 1 0 1 2 1 0 0 1 0 0 1 Configuration L T R L T R R R Volume (veh/h)15 770 240 30 445 5 20 10 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)17 33 22 11 Capacity 1061 595 567 753 v/c Ratio 0.02 0.06 0.04 0.01 95% Queue Length 0.0 0.2 0.1 0.0 Control Delay (s/veh)8.4 11.4 11.6 9.8 Level of Service (LOS)A B B A Approach Delay (s/veh)0.1 0.7 11.6 9.8 Approach LOS A A B A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:44:19 AM 6-LEFEVRE 2045 NO BUILD AM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future No-Build Analysis Period 1> 7:00 Intersection 32nd Avenue File Name 6th am future no build.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 65 220 505 55 295 5 130 10 5 30 120 55 Signal Information Green Yellow Red 48.1 3.1 2.6 9.1 0.0 0.0 4.0 4.0 0.0 5.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 1 2 4 5 6 7 Cycle, s 80.0 Reference Phase 2 Offset, s 30 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 3 8 7 4 Case Number 5.0 6.0 2.0 3.0 2.0 3.0 Phase Duration, s 54.1 54.1 9.8 18.8 7.1 16.1 Change Period, ( Y+R c ), s 6.0 6.0 4.0 7.0 4.0 7.0 Max Allow Headway ( MAH ), s 0.0 0.0 3.3 4.2 3.3 4.2 Queue Clearance Time ( g s ), s 5.9 2.5 3.8 8.6 Green Extension Time ( g e ), s 0.0 0.0 0.1 0.7 0.0 0.6 Phase Call Probability 0.96 1.00 0.52 0.99 Max Out Probability 1.00 0.00 1.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 101 340 469 61 166 165 144 11 3 33 133 37 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1045 1493 1329 1036 1569 1563 1451 1569 1329 1494 1569 1329 Queue Service Time ( g s ), s 4.8 4.9 16.9 2.3 3.8 3.8 3.9 0.5 0.2 1.8 6.6 2.0 Cycle Queue Clearance Time ( g c ), s 8.4 4.9 16.9 7.2 3.8 3.8 3.9 0.5 0.2 1.8 6.6 2.0 Green Ratio ( g/C )0.60 0.60 0.67 0.60 0.60 0.60 0.07 0.15 0.15 0.04 0.11 0.11 Capacity ( c ), veh/h 669 1796 895 649 943 940 209 231 196 59 179 152 Volume-to-Capacity Ratio ( X )0.150 0.189 0.524 0.094 0.176 0.176 0.692 0.048 0.017 0.569 0.743 0.241 Available Capacity ( c a ), veh/h 669 1796 895 649 943 940 290 742 629 131 691 586 Back of Queue ( Q ), veh/ln ( 95 th percentile)2.0 2.6 8.8 0.9 2.1 2.1 2.5 0.3 0.1 1.2 5.0 1.2 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.18 0.00 0.86 0.13 0.00 0.00 0.64 0.00 0.03 0.39 0.00 0.39 Uniform Delay ( d 1 ), s/veh 11.6 9.0 9.4 9.0 7.1 7.1 36.3 29.3 29.2 37.8 34.3 32.3 Incremental Delay ( d 2 ), s/veh 0.4 0.2 2.0 0.3 0.4 0.4 1.5 0.1 0.0 3.2 6.0 0.8 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 12.0 9.2 11.3 9.3 7.5 7.5 37.8 29.4 29.2 41.0 40.3 33.1 Level of Service (LOS)B A B A A A D C C D D C Approach Delay, s/veh / LOS 10.6 B 7.8 A 37.0 D 39.1 D Intersection Delay, s/veh / LOS 15.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.5 B 2.4 B 2.8 C 3.2 C Bicycle LOS Score / LOS 1.0 A 0.8 A 0.7 A 0.8 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:00:57 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/34TH AVENUE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 6TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 1 0 1 1 1 1 1 0 1 1 1 Configuration L T R L T R L TR L T R Volume (veh/h)95 130 30 15 305 10 10 10 10 10 20 40 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No No No Yes Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)106 17 11 22 11 22 44 Capacity 1195 1398 238 428 285 305 683 v/c Ratio 0.09 0.01 0.05 0.05 0.04 0.07 0.06 95% Queue Length 0.3 0.0 0.1 0.2 0.1 0.2 0.2 Control Delay (s/veh)8.3 7.6 20.9 13.9 18.2 17.7 10.6 Level of Service (LOS)A A C B C C B Approach Delay (s/veh)3.1 0.4 16.2 13.7 Approach LOS A A C B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:34:58 AM 6-34 2045 NO BUILD AM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2045 Analysis Period 1> 7:00 Intersection 3rd Street File Name 22nd am future no build.xus Project Description AM future no build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 45 55 30 1080 555 20 Signal Information Green Yellow Red 30.1 4.5 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 44.6 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 9.0 35.6 35.6 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 5.1 5.1 Queue Clearance Time ( g s ), s 3.9 15.2 10.3 Green Extension Time ( g e ), s 0.3 14.9 17.1 Phase Call Probability 0.75 1.00 1.00 Max Out Probability 0.00 0.62 0.53 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 50 61 39 1421 316 314 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 793 1493 1569 1557 Queue Service Time ( g s ), s 1.4 1.9 1.2 13.2 8.3 3.7 Cycle Queue Clearance Time ( g c ), s 1.4 1.9 9.5 13.2 8.3 3.7 Green Ratio ( g/C )0.10 0.10 0.67 0.67 0.67 0.67 Capacity ( c ), veh/h 150 134 549 2016 1059 1051 Volume-to-Capacity Ratio ( X )0.332 0.456 0.072 0.705 0.299 0.299 Available Capacity ( c a ), veh/h 771 686 672 2480 1302 1292 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.8 1.1 0.3 2.5 0.8 0.8 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.27 0.00 0.05 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.6 18.9 6.1 4.5 2.9 3.0 Incremental Delay ( d 2 ), s/veh 1.3 2.4 0.1 0.6 0.2 0.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 19.9 21.3 6.2 5.1 3.2 3.2 Level of Service (LOS)B C A A A A Approach Delay, s/veh / LOS 20.7 C 0.0 5.1 A 3.2 A Intersection Delay, s/veh / LOS 5.3 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 0.6 A 2.2 B Bicycle LOS Score / LOS F 1.5 A 1.0 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:25:42 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2045 Analysis Period 1> 7:00 Intersection Olwein Street File Name 22nd am future no build.xus Project Description AM future no build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 35 0 25 20 1130 555 10 Signal Information Green Yellow Red 31.3 3.0 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 44.3 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 12.0 6.0 8.0 Phase Duration, s 7.5 36.8 36.8 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.2 5.1 5.1 Queue Clearance Time ( g s ), s 3.7 13.8 10.5 Green Extension Time ( g e ), s 0.1 17.5 18.8 Phase Call Probability 0.50 1.00 1.00 Max Out Probability 0.00 0.54 0.49 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 56 25 1422 337 336 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1440 762 1493 1569 1563 Queue Service Time ( g s ), s 1.7 0.7 11.8 8.5 3.6 Cycle Queue Clearance Time ( g c ), s 1.7 9.1 11.8 8.5 3.6 Green Ratio ( g/C )0.07 0.71 0.71 0.71 0.71 Capacity ( c ), veh/h 97 556 2111 1109 1105 Volume-to-Capacity Ratio ( X )0.574 0.045 0.673 0.304 0.304 Available Capacity ( c a ), veh/h 781 723 2765 1452 1447 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.1 0.1 1.4 0.5 0.5 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.04 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 20.0 5.3 3.6 2.4 2.4 Incremental Delay ( d 2 ), s/veh 5.3 0.0 0.3 0.2 0.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 25.3 5.4 3.9 2.6 2.6 Level of Service (LOS)C A A A A Approach Delay, s/veh / LOS 25.3 C 0.0 3.9 A 2.6 A Intersection Delay, s/veh / LOS 4.1 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 1.8 A 2.0 B Bicycle LOS Score / LOS 0.6 A 1.5 A 1.0 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:25:42 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2045 Analysis Period 1> 7:00 Intersection Orchard Drive File Name 22nd am future no build.xus Project Description AM future no build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 200 40 35 50 1075 85 40 435 75 Signal Information Green Yellow Red 21.9 9.9 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 42.8 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 11.0 6.0 6.0 Phase Duration, s 15.4 27.4 27.4 Change Period, ( Y+R c ), s 5.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 1.4 1.4 Queue Clearance Time ( g s ), s 9.1 16.7 21.4 Green Extension Time ( g e ), s 1.1 0.4 0.4 Phase Call Probability 0.97 1.00 1.00 Max Out Probability 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 267 23 57 646 637 51 309 300 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1506 1329 808 1569 1543 429 1569 1517 Queue Service Time ( g s ), s 7.1 0.6 2.0 14.7 14.7 4.8 5.1 5.2 Cycle Queue Clearance Time ( g c ), s 7.1 0.6 7.0 14.7 14.7 19.4 5.1 5.2 Green Ratio ( g/C )0.23 0.23 0.51 0.51 0.51 0.51 0.51 0.51 Capacity ( c ), veh/h 348 307 487 804 791 241 804 777 Volume-to-Capacity Ratio ( X )0.766 0.076 0.117 0.804 0.805 0.211 0.385 0.387 Available Capacity ( c a ), veh/h 1053 929 1203 2194 2158 621 2194 2121 Back of Queue ( Q ), veh/ln ( 95 th percentile)4.4 0.3 0.5 5.3 5.3 0.7 1.9 1.9 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.06 0.29 0.00 0.00 0.23 0.00 0.00 Uniform Delay ( d 1 ), s/veh 15.4 12.9 8.4 8.7 8.7 16.7 6.4 6.4 Incremental Delay ( d 2 ), s/veh 3.5 0.1 0.0 0.4 0.5 0.2 0.1 0.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 19.0 13.0 8.5 9.1 9.1 16.9 6.5 6.5 Level of Service (LOS)B B A A A B A A Approach Delay, s/veh / LOS 18.5 B 0.0 9.1 A 7.3 A Intersection Delay, s/veh / LOS 9.8 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 2.9 C 1.9 A 2.2 B Bicycle LOS Score / LOS 1.0 A 1.6 A 1.0 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:25:42 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2045 Analysis Period 1> 7:00 Intersection 8th Street File Name 22nd am future no build.xus Project Description AM future no build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 430 40 110 810 295 155 Signal Information Green Yellow Red 26.4 21.1 0.0 0.0 0.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 57.5 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 26.1 31.4 31.4 Change Period, ( Y+R c ), s 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 4.2 4.2 4.2 Queue Clearance Time ( g s ), s 19.1 18.1 11.4 Green Extension Time ( g e ), s 2.1 8.3 8.5 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 0.00 0.03 0.01 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 478 44 122 900 270 252 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 876 1493 1569 1440 Queue Service Time ( g s ), s 17.1 1.3 6.6 13.4 9.4 6.6 Cycle Queue Clearance Time ( g c ), s 17.1 1.3 16.1 13.4 9.4 6.6 Green Ratio ( g/C )0.37 0.37 0.46 0.46 0.46 0.46 Capacity ( c ), veh/h 548 487 382 1371 720 661 Volume-to-Capacity Ratio ( X )0.872 0.091 0.320 0.657 0.375 0.382 Available Capacity ( c a ), veh/h 1224 1090 820 2864 1504 1381 Back of Queue ( Q ), veh/ln ( 95 th percentile)9.5 0.6 2.2 6.6 3.4 3.2 Queue Storage Ratio ( RQ ) ( 95 th percentile)1.46 0.00 0.46 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 16.9 11.9 16.7 12.0 10.1 10.2 Incremental Delay ( d 2 ), s/veh 4.5 0.1 0.5 0.5 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 21.4 12.0 17.2 12.6 10.4 10.5 Level of Service (LOS)C B B B B B Approach Delay, s/veh / LOS 20.6 C 0.0 13.1 B 10.5 B Intersection Delay, s/veh / LOS 14.3 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.8 C 0.7 A 2.2 B Bicycle LOS Score / LOS F 1.3 A 0.8 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:25:42 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/12TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 12TH STREET S. Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 2 0 0 0 2 1 Configuration LR L T T R Volume (veh/h)130 40 135 730 180 100 Percent Heavy Vehicles 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)188 150 Capacity 295 1239 v/c Ratio 0.64 0.12 95% Queue Length 4.0 0.4 Control Delay (s/veh)36.3 8.3 Level of Service (LOS)E A Approach Delay (s/veh)36.3 1.3 Approach LOS E A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:15:02 PM 22-12 2045 NO BUILD AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 20TH STREET S Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 0 1 0 0 0 1 0 0 0 1 1 Configuration L TR LTR LTR LT R Volume (veh/h)375 10 55 10 10 10 40 330 10 10 110 80 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)417 72 33 44 133 Capacity 374 768 432 1352 1174 v/c Ratio 1.12 0.09 0.08 0.03 0.11 95% Queue Length 15.5 0.3 0.2 0.1 0.0 Control Delay (s/veh)114.8 10.2 14.0 7.8 8.1 Level of Service (LOS)F B B A A Approach Delay (s/veh)99.4 14.0 1.1 0.4 Approach LOS F B A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:20:37 PM 22-20 2045 NO BUILD AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 32ND STREET S Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)165 10 15 10 10 15 10 100 10 10 95 20 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)183 11 133 139 Capacity 1591 1577 461 483 v/c Ratio 0.11 0.01 0.29 0.29 95% Queue Length 0.4 0.0 1.2 1.2 Control Delay (s/veh)7.6 7.3 16.0 15.4 Level of Service (LOS)A A C C Approach Delay (s/veh)6.7 2.1 16.0 15.4 Approach LOS A A C C Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:25:48 PM 22-32 2045 NO BUILD AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)10 40 10 10 90 10 10 10 10 15 15 15 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)11 11 33 51 Capacity 1485 1556 778 770 v/c Ratio 0.01 0.01 0.04 0.07 95% Queue Length 0.0 0.0 0.1 0.2 Control Delay (s/veh)7.4 7.3 9.8 10.0 Level of Service (LOS)A A A B Approach Delay (s/veh)1.3 0.7 9.8 10.0 Approach LOS A A A B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:46:26 PM 34-217 2045 NO BUILD AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street INTERSTATE 29 SB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration TR LT LTR Volume (veh/h)65 110 15 110 15 0 15 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)139 34 Capacity 1385 1317 v/c Ratio 0.10 0.03 95% Queue Length 0.0 0.1 Control Delay (s/veh)7.6 7.8 Level of Service (LOS)A A Approach Delay (s/veh)1.0 7.8 Approach LOS A A Copyright © 2016 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:59:09 PM I 29 SB-217 2045 NO BUILD AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street INTERSTATE 29 NB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration LT TR LTR Volume (veh/h)30 50 80 35 45 0 10 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)89 61 Capacity 1464 871 v/c Ratio 0.06 0.07 95% Queue Length 0.1 0.2 Control Delay (s/veh)7.5 9.4 Level of Service (LOS)A A Approach Delay (s/veh)2.9 9.4 Approach LOS A A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:55:01 PM I 29 NB-217 2045 NO BUILD AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)10 40 10 10 90 10 10 10 10 15 15 15 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)11 11 33 51 Capacity 1485 1556 778 770 v/c Ratio 0.01 0.01 0.04 0.07 95% Queue Length 0.0 0.0 0.1 0.2 Control Delay (s/veh)7.4 7.3 9.8 10.0 Level of Service (LOS)A A A B Approach Delay (s/veh)1.3 0.7 9.8 10.0 Approach LOS A A A B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:46:26 PM 34-217 2045 NO BUILD AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 32ND STREET SOUTH Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)10 10 15 10 10 10 10 10 10 15 20 30 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)39 33 11 17 Capacity 883 858 1542 1585 v/c Ratio 0.04 0.04 0.01 0.01 95% Queue Length 0.1 0.1 0.0 0.0 Control Delay (s/veh)9.3 9.4 7.4 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)9.3 9.4 2.5 1.8 Approach LOS A A A A Copyright © 2016 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:40:19 PM 34-32 2045 NO BUILD AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)10 10 15 15 10 10 10 10 10 15 35 15 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)39 39 11 17 Capacity 872 846 1540 1585 v/c Ratio 0.04 0.05 0.01 0.01 95% Queue Length 0.1 0.1 0.0 0.0 Control Delay (s/veh)9.3 9.5 7.4 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)9.3 9.5 2.5 1.8 Approach LOS A A A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:36:09 PM 34-20 2045 NO BUILD AM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 10, 2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future No-Build Analysis Period 1> 7:00 Intersection 22nd Avenue File Name 6th pm future no build.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 280 450 255 510 765 50 290 460 260 50 380 230 Signal Information Green Yellow Red 15.0 8.5 32.5 5.4 5.9 27.5 3.0 3.0 4.0 4.0 3.0 4.0 0.0 0.0 2.0 0.0 0.0 2.0 2 4 5 6 7 Cycle, s 120.0 Reference Phase 2 Offset, s 88 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0 Phase Duration, s 18.0 38.5 29.6 50.1 18.3 42.5 9.4 33.5 Change Period, ( Y+R c ), s 3.0 6.0 3.0 6.0 3.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.1 5.1 3.1 5.1 Queue Clearance Time ( g s ), s 14.6 26.3 15.1 19.2 6.4 24.2 Green Extension Time ( g e ), s 0.4 0.0 0.3 0.0 0.3 7.8 0.0 3.3 Phase Call Probability 1.00 1.00 1.00 1.00 0.84 1.00 Max Out Probability 1.00 1.00 1.00 0.28 1.00 0.97 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 311 500 170 599 470 463 322 511 173 56 299 276 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1451 1493 1329 1451 1569 1547 1451 1493 1329 1494 1569 1426 Queue Service Time ( g s ), s 12.6 17.6 10.6 24.3 25.8 25.7 13.1 17.2 8.5 4.4 21.8 22.2 Cycle Queue Clearance Time ( g c ), s 12.6 17.6 10.6 24.3 25.8 25.7 13.1 17.2 8.5 4.4 21.8 22.2 Green Ratio ( g/C )0.13 0.27 0.40 0.22 0.37 0.37 0.13 0.30 0.53 0.05 0.23 0.23 Capacity ( c ), veh/h 364 810 531 642 576 568 371 908 698 68 360 327 Volume-to-Capacity Ratio ( X )0.856 0.617 0.320 0.932 0.816 0.816 0.869 0.563 0.248 0.822 0.831 0.844 Available Capacity ( c a ), veh/h 438 810 531 655 576 568 411 960 722 112 388 352 Back of Queue ( Q ), veh/ln ( 95 th percentile)9.0 11.0 6.4 13.3 9.1 8.8 9.4 10.4 4.6 3.3 14.9 14.3 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.65 0.00 0.49 0.84 0.00 0.00 0.87 0.00 0.79 0.57 0.00 0.00 Uniform Delay ( d 1 ), s/veh 51.4 38.3 24.8 45.9 16.3 16.1 51.3 35.1 15.6 56.8 44.0 44.2 Incremental Delay ( d 2 ), s/veh 13.3 3.5 1.6 11.8 6.3 6.4 16.6 0.9 0.3 8.9 14.2 16.8 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 64.7 41.8 26.4 57.7 22.6 22.5 67.9 36.0 15.8 65.7 58.2 61.0 Level of Service (LOS)E D C E C C E D B E E E Approach Delay, s/veh / LOS 46.4 D 36.3 D 42.7 D 60.1 E Intersection Delay, s/veh / LOS 43.9 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 3.2 C 3.0 C 3.0 C 3.2 C Bicycle LOS Score / LOS 1.3 A 1.7 A 1.3 A 1.0 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:06:05 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 10, 2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future No-Build Analysis Period 1> 7:00 Intersection Sunrise Ridge Rd.File Name 6th pm future no build.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 160 555 45 75 1225 50 25 40 115 145 40 75 Signal Information Green Yellow Red 4.7 3.4 67.9 26.1 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 120.0 Reference Phase 2 Offset, s 48 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 Phase Duration, s 14.1 77.3 10.7 73.9 32.1 32.1 Change Period, ( Y+R c ), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.4 4.4 Queue Clearance Time ( g s ), s 7.9 4.9 10.8 25.8 Green Extension Time ( g e ), s 0.2 0.0 0.0 0.0 1.5 0.2 Phase Call Probability 1.00 0.95 1.00 1.00 Max Out Probability 0.50 1.00 0.01 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 178 326 321 88 742 737 28 121 161 94 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1569 1543 1494 1569 1555 1296 1408 1265 1432 Queue Service Time ( g s ), s 5.9 15.1 15.1 2.9 46.6 46.8 2.2 8.8 15.0 6.6 Cycle Queue Clearance Time ( g c ), s 5.9 15.1 15.1 2.9 46.6 46.8 8.8 8.8 23.8 6.6 Green Ratio ( g/C )0.63 0.59 0.59 0.60 0.57 0.57 0.22 0.22 0.22 0.22 Capacity ( c ), veh/h 223 932 916 470 887 880 270 306 242 311 Volume-to-Capacity Ratio ( X )0.797 0.350 0.350 0.188 0.836 0.838 0.103 0.396 0.667 0.304 Available Capacity ( c a ), veh/h 284 932 916 474 887 880 280 317 252 322 Back of Queue ( Q ), veh/ln ( 95 th percentile)6.2 9.4 9.2 1.8 23.6 23.5 1.3 5.7 8.9 4.3 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.47 0.00 0.00 0.21 0.00 0.00 0.83 0.00 1.51 0.00 Uniform Delay ( d 1 ), s/veh 25.1 16.0 15.9 11.1 21.2 21.2 43.1 40.2 50.4 39.4 Incremental Delay ( d 2 ), s/veh 9.7 0.9 0.9 0.1 7.1 7.3 0.2 0.8 6.3 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 34.8 16.9 16.7 11.2 28.3 28.5 43.2 41.1 56.7 39.9 Level of Service (LOS)C B B B C C D D E D Approach Delay, s/veh / LOS 20.7 C 27.4 C 41.5 D 50.5 D Intersection Delay, s/veh / LOS 28.3 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.9 C 2.9 C Bicycle LOS Score / LOS 1.2 A 1.7 A 0.7 A 0.9 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:06:05 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/25TH Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/10/2015 East/West Street 6TH STREET Analysis Year 2045 North/South Street 25TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST S INTERCHAGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 1 1 1 0 0 0 1 Configuration T TR L T R L TR R Volume (veh/h)800 15 25 1275 165 5 0 80 70 Percent Heavy Vehicles 2 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No Yes No Yes Median Type Left Only Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)28 6 89 78 Capacity 747 154 554 377 v/c Ratio 0.04 0.04 0.16 0.21 95% Queue Length 0.1 0.1 0.6 0.8 Control Delay (s/veh)10.0 29.3 12.7 17.0 Level of Service (LOS)B D B C Approach Delay (s/veh)0.2 13.8 17.0 Approach LOS A B C Copyright © 2016 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:20:50 AM 6-25 2045 NO BUILD PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/2015 East/West Street 6TH STREET Analysis Year 2045 North/South Street I-29 SB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST S INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 1 0 1 2 0 0 0 0 0 1 0 Configuration T R L T LTR Volume (veh/h)645 235 85 1350 20 0 115 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)94 150 Capacity 678 417 v/c Ratio 0.14 0.36 95% Queue Length 0.5 1.6 Control Delay (s/veh)11.2 18.4 Level of Service (LOS)B C Approach Delay (s/veh)0.7 18.4 Approach LOS A C Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:38:33 AM 6-I 29 SB 2045 NO BUILD PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 10, 2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future No-Build Analysis Period 1> 7:00 Intersection I-29 NB File Name 6th pm future no build.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 190 475 1300 85 135 0 40 Signal Information Green Yellow Red 97.6 14.4 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 0.5 0.5 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 120.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 8 Case Number 6.0 8.0 11.0 Phase Duration, s 101.6 101.6 18.4 Change Period, ( Y+R c ), s 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 0.0 0.0 6.1 Queue Clearance Time ( g s ), s 13.8 Green Extension Time ( g e ), s 0.0 0.0 0.6 Phase Call Probability 1.00 Max Out Probability 0.61 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 3 8 18 Adjusted Flow Rate ( v ), veh/h 259 647 751 744 150 27 Adjusted Saturation Flow Rate ( s ), veh/h/ln 350 1493 1569 1547 1494 1329 Queue Service Time ( g s ), s 70.7 4.2 26.9 10.6 11.8 2.2 Cycle Queue Clearance Time ( g c ), s 97.6 4.2 26.9 10.6 11.8 2.2 Green Ratio ( g/C )0.81 0.81 0.81 0.81 0.12 0.12 Capacity ( c ), veh/h 266 2430 1276 1259 179 159 Volume-to-Capacity Ratio ( X )0.972 0.266 0.589 0.591 0.839 0.168 Available Capacity ( c a ), veh/h 266 2430 1276 1259 261 233 Back of Queue ( Q ), veh/ln ( 95 th percentile)16.4 1.5 3.1 3.1 9.2 1.3 Queue Storage Ratio ( RQ ) ( 95 th percentile)1.46 0.00 0.00 0.00 0.00 0.09 Uniform Delay ( d 1 ), s/veh 29.6 1.6 1.4 1.4 51.7 47.4 Incremental Delay ( d 2 ), s/veh 46.1 0.2 1.2 1.2 21.8 1.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 75.7 1.9 2.6 2.6 73.5 48.5 Level of Service (LOS)E A A A E D Approach Delay, s/veh / LOS 23.0 C 2.6 A 69.7 E 0.0 Intersection Delay, s/veh / LOS 14.3 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.6 A 1.8 A 2.8 C 2.9 C Bicycle LOS Score / LOS 1.1 A 1.7 A 0.8 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:06:05 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/LEFEVRE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 6TH STREET Analysis Year 2045 North/South Street LEFEVRE DRIVE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 1 0 1 2 1 0 0 1 0 0 1 Configuration L T R L T R R R Volume (veh/h)10 390 115 15 1360 5 35 25 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)11 17 39 28 Capacity 436 979 780 351 v/c Ratio 0.03 0.02 0.05 0.08 95% Queue Length 0.1 0.1 0.2 0.3 Control Delay (s/veh)13.5 8.7 9.9 16.2 Level of Service (LOS)B A A C Approach Delay (s/veh)0.3 0.1 9.9 16.2 Approach LOS A A A C Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:43:20 AM 6-LEFEVRE 2045 NO BUILD PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 10, 2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future No-Build Analysis Period 1> 7:00 Intersection 32nd Avenue File Name 6th pm future no build.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 105 275 45 5 450 5 770 45 45 20 15 160 Signal Information Green Yellow Red 53.7 3.1 30.0 12.1 0.0 0.0 4.0 4.0 4.0 5.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 1 2 4 5 6 7 Cycle, s 120.0 Reference Phase 2 Offset, s 80 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 3 8 7 4 Case Number 5.0 6.0 2.0 3.0 2.0 3.0 Phase Duration, s 59.7 59.7 41.1 53.1 7.1 19.1 Change Period, ( Y+R c ), s 6.0 6.0 4.0 7.0 4.0 7.0 Max Allow Headway ( MAH ), s 0.0 0.0 3.3 4.4 3.3 4.4 Queue Clearance Time ( g s ), s 36.7 4.4 3.8 11.4 Green Extension Time ( g e ), s 0.0 0.0 0.5 0.8 0.0 0.7 Phase Call Probability 1.00 1.00 0.52 1.00 Max Out Probability 1.00 0.00 1.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 173 454 45 6 252 251 856 50 30 22 17 107 Adjusted Saturation Flow Rate ( s ), veh/h/ln 892 1493 1329 934 1569 1565 1451 1569 1329 1494 1569 1329 Queue Service Time ( g s ), s 18.6 11.7 1.0 0.5 12.7 12.7 34.7 2.4 1.7 1.8 1.2 9.4 Cycle Queue Clearance Time ( g c ), s 31.5 11.7 1.0 12.2 12.7 12.7 34.7 2.4 1.7 1.8 1.2 9.4 Green Ratio ( g/C )0.45 0.45 0.76 0.45 0.45 0.45 0.31 0.38 0.38 0.03 0.10 0.10 Capacity ( c ), veh/h 365 1337 1006 387 702 701 898 603 511 39 159 135 Volume-to-Capacity Ratio ( X )0.475 0.339 0.044 0.014 0.359 0.359 0.953 0.083 0.059 0.569 0.105 0.793 Available Capacity ( c a ), veh/h 365 1337 1006 387 702 701 919 887 752 87 443 375 Back of Queue ( Q ), veh/ln ( 95 th percentile)7.8 7.4 0.4 0.2 8.5 8.5 21.0 1.7 1.0 1.3 0.9 6.4 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.72 0.00 0.04 0.03 0.00 0.00 5.33 0.00 0.25 0.41 0.00 2.02 Uniform Delay ( d 1 ), s/veh 31.2 21.1 3.5 25.5 21.8 21.8 40.6 23.5 23.3 57.8 49.0 52.7 Incremental Delay ( d 2 ), s/veh 4.3 0.7 0.1 0.1 1.4 1.4 18.8 0.1 0.0 4.8 0.3 10.0 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 35.4 21.8 3.6 25.5 23.2 23.2 59.4 23.5 23.3 62.5 49.3 62.7 Level of Service (LOS)D C A C C C E C C E D E Approach Delay, s/veh / LOS 24.1 C 23.3 C 56.3 E 61.1 E Intersection Delay, s/veh / LOS 39.6 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.6 B 2.5 B 2.8 C 3.0 C Bicycle LOS Score / LOS 0.9 A 0.9 A 2.0 B 0.7 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:06:05 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/34TH AVENUE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 6TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 1 0 1 1 1 1 1 0 1 1 1 Configuration L T R L T R L TR L T R Volume (veh/h)45 280 15 10 230 10 120 35 25 10 10 110 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No No No Yes Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)50 11 133 67 11 11 122 Capacity 1282 1231 232 410 277 341 761 v/c Ratio 0.04 0.01 0.57 0.16 0.04 0.03 0.16 95% Queue Length 0.1 0.0 3.2 0.6 0.1 0.1 0.6 Control Delay (s/veh)7.9 8.0 39.6 15.5 18.5 15.9 10.6 Level of Service (LOS)A A E C C C B Approach Delay (s/veh)1.0 0.3 31.5 11.6 Approach LOS A A D B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:33:25 AM 6-34 2045 NO BUILD PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2043 Analysis Period 1> 7:00 Intersection 3rd Street File Name 22nd pm future no build.xus Project Description PM future no build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 40 45 45 1195 1085 35 Signal Information Green Yellow Red 36.4 4.4 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 50.9 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 8.9 41.9 41.9 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 5.1 5.1 Queue Clearance Time ( g s ), s 3.8 28.7 23.4 Green Extension Time ( g e ), s 0.3 7.7 12.3 Phase Call Probability 0.74 1.00 1.00 Max Out Probability 0.00 0.97 0.92 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 44 50 59 1558 616 612 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 452 1493 1569 1558 Queue Service Time ( g s ), s 1.4 1.8 5.3 15.7 21.4 9.3 Cycle Queue Clearance Time ( g c ), s 1.4 1.8 26.7 15.7 21.4 9.3 Green Ratio ( g/C )0.09 0.09 0.72 0.72 0.72 0.72 Capacity ( c ), veh/h 130 116 275 2140 1124 1116 Volume-to-Capacity Ratio ( X )0.342 0.433 0.213 0.728 0.549 0.549 Available Capacity ( c a ), veh/h 676 601 280 2173 1141 1134 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.9 1.1 0.9 3.1 2.1 2.1 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.29 0.00 0.19 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 21.8 22.0 14.5 4.3 3.4 3.4 Incremental Delay ( d 2 ), s/veh 1.5 2.5 0.3 0.9 0.7 0.7 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 23.4 24.6 14.8 5.1 4.1 4.1 Level of Service (LOS)C C B A A A Approach Delay, s/veh / LOS 24.0 C 0.0 5.5 A 4.1 A Intersection Delay, s/veh / LOS 5.5 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 0.6 A 2.2 B Bicycle LOS Score / LOS F 1.6 A 1.5 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:34:31 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2043 Analysis Period 1> 7:00 Intersection Olwein Street File Name 22nd pm future no build.xus Project Description PM future no build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 50 0 25 20 1245 1025 20 Signal Information Green Yellow Red 38.9 3.9 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 52.8 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 12.0 6.0 8.0 Phase Duration, s 8.4 44.4 44.4 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.2 5.1 5.1 Queue Clearance Time ( g s ), s 4.6 23.8 21.8 Green Extension Time ( g e ), s 0.2 15.1 16.7 Phase Call Probability 0.65 1.00 1.00 Max Out Probability 0.00 0.89 0.87 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 72 25 1561 625 622 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1452 444 1493 1569 1562 Queue Service Time ( g s ), s 2.6 2.0 15.2 19.8 9.2 Cycle Queue Clearance Time ( g c ), s 2.6 21.8 15.2 19.8 9.2 Green Ratio ( g/C )0.07 0.74 0.74 0.74 0.74 Capacity ( c ), veh/h 108 297 2200 1155 1151 Volume-to-Capacity Ratio ( X )0.670 0.084 0.710 0.541 0.541 Available Capacity ( c a ), veh/h 660 314 2317 1217 1212 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.8 0.3 2.5 1.7 1.7 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.10 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 23.8 11.4 3.8 3.0 3.0 Incremental Delay ( d 2 ), s/veh 7.0 0.1 0.5 0.5 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 30.8 11.5 4.3 3.5 3.5 Level of Service (LOS)C B A A A Approach Delay, s/veh / LOS 30.8 C 0.0 4.5 A 3.5 A Intersection Delay, s/veh / LOS 4.7 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 1.8 A 2.0 B Bicycle LOS Score / LOS 0.6 A 1.6 A 1.4 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:34:31 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2043 Analysis Period 1> 7:00 Intersection Orchard Drive File Name 22nd pm future no build.xus Project Description PM future no build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 240 15 45 65 1150 20 15 870 110 Signal Information Green Yellow Red 23.0 10.9 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 44.9 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 11.0 6.0 6.0 Phase Duration, s 16.4 28.5 28.5 Change Period, ( Y+R c ), s 5.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 1.4 1.4 Queue Clearance Time ( g s ), s 9.9 22.5 20.1 Green Extension Time ( g e ), s 1.1 0.5 0.5 Phase Call Probability 0.98 1.00 1.00 Max Out Probability 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 283 30 75 668 666 19 603 589 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1498 1329 468 1569 1563 409 1569 1529 Queue Service Time ( g s ), s 7.9 0.8 6.8 16.3 16.3 1.9 13.7 13.7 Cycle Queue Clearance Time ( g c ), s 7.9 0.8 20.5 16.3 16.3 18.1 13.7 13.7 Green Ratio ( g/C )0.24 0.24 0.51 0.51 0.51 0.51 0.51 0.51 Capacity ( c ), veh/h 364 323 257 804 801 222 804 784 Volume-to-Capacity Ratio ( X )0.778 0.093 0.290 0.831 0.831 0.086 0.750 0.751 Available Capacity ( c a ), veh/h 999 886 641 2091 2083 557 2091 2039 Back of Queue ( Q ), veh/ln ( 95 th percentile)4.9 0.4 1.1 6.2 6.2 0.3 5.5 5.3 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.08 0.70 0.00 0.00 0.09 0.00 0.00 Uniform Delay ( d 1 ), s/veh 15.9 13.2 16.8 9.3 9.3 17.0 8.7 8.7 Incremental Delay ( d 2 ), s/veh 3.6 0.1 0.2 0.6 0.6 0.1 0.4 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 19.5 13.3 16.9 9.9 9.9 17.1 9.1 9.2 Level of Service (LOS)B B B A A B A A Approach Delay, s/veh / LOS 18.9 B 0.0 10.3 B 9.3 A Intersection Delay, s/veh / LOS 10.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 2.9 C 1.9 A 2.2 B Bicycle LOS Score / LOS 1.0 A 1.6 A 1.4 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:34:31 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Nov 23, 2015 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2043 Analysis Period 1> 7:00 Intersection 8th Street File Name 22nd pm future no build.xus Project Description PM future no build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 390 95 130 885 615 260 Signal Information Green Yellow Red 52.7 29.7 0.0 0.0 0.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 92.4 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 34.7 57.7 57.7 Change Period, ( Y+R c ), s 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 4.2 4.3 4.3 Queue Clearance Time ( g s ), s 27.6 46.8 24.2 Green Extension Time ( g e ), s 2.0 5.9 13.9 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 0.01 0.84 0.29 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 433 106 144 983 540 502 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 539 1493 1569 1458 Queue Service Time ( g s ), s 25.6 5.4 22.6 19.5 22.2 20.8 Cycle Queue Clearance Time ( g c ), s 25.6 5.4 44.8 19.5 22.2 20.8 Green Ratio ( g/C )0.32 0.32 0.57 0.57 0.57 0.57 Capacity ( c ), veh/h 480 427 256 1704 895 832 Volume-to-Capacity Ratio ( X )0.903 0.247 0.564 0.577 0.603 0.604 Available Capacity ( c a ), veh/h 760 676 269 1778 934 868 Back of Queue ( Q ), veh/ln ( 95 th percentile)15.2 3.0 5.3 9.9 10.0 9.4 Queue Storage Ratio ( RQ ) ( 95 th percentile)2.34 0.00 1.12 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 30.0 23.1 28.3 12.7 13.0 13.0 Incremental Delay ( d 2 ), s/veh 9.4 0.3 2.4 0.4 0.6 0.7 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 39.4 23.4 30.7 13.1 13.6 13.7 Level of Service (LOS)D C C B B B Approach Delay, s/veh / LOS 36.3 D 0.0 15.4 B 13.6 B Intersection Delay, s/veh / LOS 18.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 2.9 C 0.7 A 2.2 B Bicycle LOS Score / LOS F 1.4 A 1.2 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:34:31 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/12TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 12TH STREET S. Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 2 0 0 0 2 1 Configuration LR L T T R Volume (veh/h)215 50 75 735 470 125 Percent Heavy Vehicles 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)295 83 Capacity 222 917 v/c Ratio 1.33 0.09 95% Queue Length 16.1 0.3 Control Delay (s/veh)219.2 9.3 Level of Service (LOS)F A Approach Delay (s/veh)219.2 0.9 Approach LOS F A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:13:56 PM 22-12 2045 NO BUILD PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 20TH STREET S Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 0 1 0 0 0 1 0 0 0 1 1 Configuration L TR LTR LTR LT R Volume (veh/h)275 10 65 10 10 15 65 380 10 5 250 220 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)306 83 39 72 284 Capacity 236 610 323 1038 1120 v/c Ratio 1.30 0.14 0.12 0.07 0.25 95% Queue Length 16.0 0.5 0.4 0.2 0.0 Control Delay (s/veh)203.3 11.8 17.7 8.7 8.2 Level of Service (LOS)F B C A A Approach Delay (s/veh)162.4 17.7 1.9 0.1 Approach LOS F C A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:19:05 PM 22-20 2045 NO BUILD PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 32ND STREET S Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)95 10 10 10 10 20 15 220 10 10 130 90 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)106 11 272 255 Capacity 1585 1585 570 681 v/c Ratio 0.07 0.01 0.48 0.37 95% Queue Length 0.2 0.0 2.6 1.7 Control Delay (s/veh)7.4 7.3 16.9 13.4 Level of Service (LOS)A A C B Approach Delay (s/veh)6.2 1.9 16.9 13.4 Approach LOS A A C B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:24:45 PM 22-32 2045 NO BUILD PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)30 40 10 10 50 195 10 15 10 120 10 25 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)33 11 39 172 Capacity 1296 1542 624 628 v/c Ratio 0.03 0.01 0.06 0.27 95% Queue Length 0.1 0.0 0.2 1.1 Control Delay (s/veh)7.9 7.4 11.2 12.9 Level of Service (LOS)A A B B Approach Delay (s/veh)3.1 0.3 11.2 12.9 Approach LOS A A B B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:29:17 PM 22-217 2045 NO BUILD PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street INTERSTATE 29 SB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration TR LT LTR Volume (veh/h)70 100 25 225 30 0 30 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)278 66 Capacity 1391 1039 v/c Ratio 0.20 0.06 95% Queue Length 0.1 0.2 Control Delay (s/veh)7.6 8.7 Level of Service (LOS)A A Approach Delay (s/veh)0.9 8.7 Approach LOS A A Copyright © 2016 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:58:07 PM I 29 SB-217 2045 NO BUILD PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street INTERSTATE 29 NB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration LT TR LTR Volume (veh/h)10 90 80 15 170 0 10 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)111 200 Capacity 1491 760 v/c Ratio 0.07 0.26 95% Queue Length 0.0 1.1 Control Delay (s/veh)7.4 11.4 Level of Service (LOS)A B Approach Delay (s/veh)0.8 11.4 Approach LOS A B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:53:43 PM I 29 NB-217 2045 NO BUILD PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)10 80 10 10 65 10 10 10 10 15 15 20 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)11 11 33 56 Capacity 1520 1498 750 779 v/c Ratio 0.01 0.01 0.04 0.07 95% Queue Length 0.0 0.0 0.1 0.2 Control Delay (s/veh)7.4 7.4 10.0 10.0 Level of Service (LOS)A A B A Approach Delay (s/veh)0.8 0.9 10.0 10.0 Approach LOS A A B A Copyright © 2016 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:45:25 PM 34-217 2045 NO BUILD PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 32ND STREET SOUTH Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 5 20 10 10 10 15 10 5 15 20 15 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)34 33 17 17 Capacity 939 859 1563 1592 v/c Ratio 0.04 0.04 0.01 0.01 95% Queue Length 0.1 0.1 0.0 0.0 Control Delay (s/veh)9.0 9.4 7.3 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)9.0 9.4 3.7 2.3 Approach LOS A A A A Copyright © 2016 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:42:00 PM 34-32 2045 NO BUILD PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)10 10 5 5 10 10 5 15 5 15 40 15 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)28 28 6 17 Capacity 827 868 1534 1584 v/c Ratio 0.03 0.03 0.00 0.01 95% Queue Length 0.1 0.1 0.0 0.0 Control Delay (s/veh)9.5 9.3 7.4 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)9.5 9.3 1.5 1.7 Approach LOS A A A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:34:37 PM 34-20 2045 NO BUILD PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Overpass Analysis Period 1> 7:00 Intersection 22nd Avenue File Name 6th am future build overpass.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 90 325 100 205 295 40 140 300 345 40 275 125 Signal Information Green Yellow Red 4.4 1.0 31.4 2.7 2.3 16.2 3.0 3.0 4.0 4.0 0.0 4.0 0.0 0.0 2.0 0.0 0.0 2.0 2 4 5 6 7 Cycle, s 80.0 Reference Phase 2 Offset, s 31 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0 Phase Duration, s 7.4 37.4 11.3 41.4 9.0 24.5 6.7 22.2 Change Period, ( Y+R c ), s 3.0 6.0 3.0 6.0 3.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.1 5.2 3.1 5.2 Queue Clearance Time ( g s ), s 4.7 7.8 6.2 13.1 4.4 11.6 Green Extension Time ( g e ), s 0.2 0.0 0.6 0.0 0.0 4.8 0.0 4.6 Phase Call Probability 0.89 0.99 0.97 1.00 0.63 1.00 Max Out Probability 0.00 0.00 1.00 0.34 1.00 0.38 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 100 361 67 216 170 167 156 333 230 44 199 190 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1451 1493 1329 1451 1569 1527 1451 1493 1329 1494 1569 1454 Queue Service Time ( g s ), s 2.7 6.7 2.2 5.8 6.9 7.0 4.2 7.7 11.1 2.4 9.3 9.6 Cycle Queue Clearance Time ( g c ), s 2.7 6.7 2.2 5.8 6.9 7.0 4.2 7.7 11.1 2.4 9.3 9.6 Green Ratio ( g/C )0.05 0.39 0.47 0.10 0.44 0.44 0.08 0.23 0.34 0.03 0.20 0.20 Capacity ( c ), veh/h 158 1173 622 303 694 676 219 690 446 51 318 294 Volume-to-Capacity Ratio ( X )0.631 0.308 0.107 0.714 0.244 0.247 0.711 0.483 0.516 0.867 0.627 0.644 Available Capacity ( c a ), veh/h 536 1173 622 717 694 676 254 980 575 112 470 435 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.8 4.0 1.2 3.8 4.7 4.7 3.0 4.9 6.1 1.9 6.5 6.2 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.13 0.00 0.09 0.24 0.00 0.00 0.28 0.00 1.04 0.33 0.00 0.00 Uniform Delay ( d 1 ), s/veh 37.0 16.8 11.9 34.9 19.2 19.4 36.1 26.6 21.4 38.4 29.1 29.3 Incremental Delay ( d 2 ), s/veh 4.1 0.7 0.3 3.0 0.8 0.8 7.5 0.7 1.3 14.7 2.9 3.3 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 41.1 17.5 12.3 38.0 20.0 20.2 43.6 27.4 22.7 53.2 32.0 32.6 Level of Service (LOS)D B B D B C D C C D C C Approach Delay, s/veh / LOS 21.3 C 27.1 C 29.4 C 34.5 C Intersection Delay, s/veh / LOS 27.9 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 3.2 C 2.9 C 3.0 C 3.1 C Bicycle LOS Score / LOS 0.9 A 1.0 A 1.1 A 0.8 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:46:18 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Overpass Analysis Period 1> 7:00 Intersection Sunrise Ridge Rd.File Name 6th am future build overpass.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 70 625 15 75 505 15 20 25 60 90 20 15 Signal Information Green Yellow Red 3.1 0.2 47.0 11.7 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 80.0 Reference Phase 2 Offset, s 57 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 Phase Duration, s 9.1 53.0 9.3 53.2 17.7 17.7 Change Period, ( Y+R c ), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.4 4.4 Queue Clearance Time ( g s ), s 3.7 3.6 5.4 11.2 Green Extension Time ( g e ), s 0.1 0.0 0.1 0.0 0.7 0.5 Phase Call Probability 0.82 0.83 0.99 0.99 Max Out Probability 0.00 0.00 0.00 0.06 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 78 353 351 79 271 270 22 68 100 32 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1569 1561 1494 1569 1559 1371 1418 1328 1486 Queue Service Time ( g s ), s 1.7 9.4 9.4 1.6 7.9 7.9 1.1 3.4 5.8 1.5 Cycle Queue Clearance Time ( g c ), s 1.7 9.4 9.4 1.6 7.9 7.9 2.6 3.4 9.2 1.5 Green Ratio ( g/C )0.63 0.59 0.59 0.63 0.59 0.59 0.15 0.15 0.15 0.15 Capacity ( c ), veh/h 549 922 917 499 925 919 265 207 228 217 Volume-to-Capacity Ratio ( X )0.142 0.383 0.383 0.158 0.293 0.294 0.084 0.327 0.439 0.148 Available Capacity ( c a ), veh/h 757 922 917 703 925 919 408 355 366 371 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.7 5.3 5.3 0.8 4.7 4.7 0.7 2.2 3.5 1.0 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.06 0.00 0.00 0.10 0.00 0.00 0.44 0.00 0.59 0.00 Uniform Delay ( d 1 ), s/veh 6.2 8.5 8.5 6.5 9.9 9.8 30.9 30.6 34.7 29.8 Incremental Delay ( d 2 ), s/veh 0.1 1.1 1.1 0.1 0.8 0.8 0.1 0.9 1.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 6.3 9.6 9.6 6.7 10.6 10.6 31.1 31.5 36.1 30.1 Level of Service (LOS)A A A A B B C C D C Approach Delay, s/veh / LOS 9.3 A 10.1 B 31.4 C 34.6 C Intersection Delay, s/veh / LOS 12.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.2 B 2.9 C 2.9 C Bicycle LOS Score / LOS 1.1 A 1.0 A 0.6 A 0.7 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:46:18 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/25TH Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/14/2015 East/West Street 6TH STREET Analysis Year 2043 North/South Street 25TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST S INTERCHAGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 1 1 1 0 0 0 1 Configuration T TR L T R L TR R Volume (veh/h)770 5 30 575 50 5 0 45 15 Percent Heavy Vehicles 2 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No Yes No Yes Median Type Left Only Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)33 6 50 17 Capacity 776 236 573 676 v/c Ratio 0.04 0.03 0.09 0.03 95% Queue Length 0.1 0.1 0.3 0.1 Control Delay (s/veh)9.8 20.7 11.9 10.5 Level of Service (LOS)A C B B Approach Delay (s/veh)0.4 12.8 10.5 Approach LOS A B B Copyright © 2015 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 12/14/2015 3:56:07 PM 6-25 2043 BUILD OVERPASS AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/2015 East/West Street 6TH STREET Analysis Year 2045 North/South Street I-29 SB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST S INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 1 0 1 2 0 0 0 0 0 1 0 Configuration T R L T LTR Volume (veh/h)730 85 15 525 40 0 130 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)17 188 Capacity 723 924 v/c Ratio 0.02 0.20 95% Queue Length 0.1 0.8 Control Delay (s/veh)10.1 9.9 Level of Service (LOS)B A Approach Delay (s/veh)0.3 9.9 Approach LOS A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:36:24 AM 6-I 29 SB 2045 BUILD OVERPASS AM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Overpass Analysis Period 1> 7:00 Intersection I-29 NB File Name 6th am future build overpass.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 70 700 375 25 165 0 65 Signal Information Green Yellow Red 59.3 12.7 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 0.5 0.5 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 80.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 8 Case Number 6.0 8.0 11.0 Phase Duration, s 63.3 63.3 16.7 Change Period, ( Y+R c ), s 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 0.0 0.0 6.1 Queue Clearance Time ( g s ), s 11.4 Green Extension Time ( g e ), s 0.0 0.0 1.4 Phase Call Probability 0.99 Max Out Probability 0.03 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 3 8 18 Adjusted Flow Rate ( v ), veh/h 78 783 232 229 183 43 Adjusted Saturation Flow Rate ( s ), veh/h/ln 927 1493 1569 1547 1494 1329 Queue Service Time ( g s ), s 4.9 12.1 5.7 3.3 9.4 2.3 Cycle Queue Clearance Time ( g c ), s 9.8 12.1 5.7 3.3 9.4 2.3 Green Ratio ( g/C )0.74 0.74 0.74 0.74 0.16 0.16 Capacity ( c ), veh/h 711 2213 1162 1146 238 211 Volume-to-Capacity Ratio ( X )0.110 0.354 0.199 0.200 0.771 0.205 Available Capacity ( c a ), veh/h 711 2213 1162 1146 504 449 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.6 6.6 1.4 1.4 7.0 1.3 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.14 0.00 0.00 0.00 0.00 0.09 Uniform Delay ( d 1 ), s/veh 10.1 7.6 3.0 2.8 32.2 29.2 Incremental Delay ( d 2 ), s/veh 0.3 0.4 0.4 0.4 10.7 1.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 10.4 8.1 3.3 3.2 43.0 30.3 Level of Service (LOS)B A A A D C Approach Delay, s/veh / LOS 8.3 A 3.3 A 40.5 D 0.0 Intersection Delay, s/veh / LOS 11.5 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.6 A 1.8 A 2.7 B 2.9 C Bicycle LOS Score / LOS 1.2 A 0.8 A 0.9 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:46:18 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/LEFEVRE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 6TH STREET Analysis Year 2045 North/South Street LEFEVRE DRIVE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 1 0 1 2 1 0 0 1 0 0 1 Configuration L T R L T R R R Volume (veh/h)15 580 170 30 390 5 20 10 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)17 33 22 11 Capacity 1117 771 665 789 v/c Ratio 0.02 0.04 0.03 0.01 95% Queue Length 0.0 0.1 0.1 0.0 Control Delay (s/veh)8.3 9.9 10.6 9.6 Level of Service (LOS)A A B A Approach Delay (s/veh)0.2 0.7 10.6 9.6 Approach LOS A A B A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:41:25 AM 6-LEFEVRE 2045 BUILD OVERPASS AM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Overpass Analysis Period 1> 7:00 Intersection 32nd Avenue File Name 6th am future build overpass.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 45 200 355 55 295 5 90 10 5 20 85 40 Signal Information Green Yellow Red 50.7 2.3 3.0 6.9 0.0 0.0 4.0 4.0 0.0 5.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 1 2 4 5 6 7 Cycle, s 80.0 Reference Phase 2 Offset, s 30 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 3 8 7 4 Case Number 5.0 6.0 2.0 3.0 2.0 3.0 Phase Duration, s 56.7 56.7 9.3 16.9 6.3 13.9 Change Period, ( Y+R c ), s 6.0 6.0 4.0 7.0 4.0 7.0 Max Allow Headway ( MAH ), s 0.0 0.0 3.3 4.2 3.3 4.2 Queue Clearance Time ( g s ), s 4.7 2.5 3.2 6.7 Green Extension Time ( g e ), s 0.0 0.0 0.1 0.5 0.0 0.5 Phase Call Probability 0.89 0.99 0.39 0.97 Max Out Probability 0.91 0.00 1.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 69 304 324 61 166 165 100 11 3 22 94 27 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1045 1493 1329 1070 1569 1563 1451 1569 1329 1494 1569 1329 Queue Service Time ( g s ), s 2.6 3.6 8.6 2.0 3.5 3.5 2.7 0.5 0.2 1.2 4.7 1.5 Cycle Queue Clearance Time ( g c ), s 6.0 3.6 8.6 5.6 3.5 3.5 2.7 0.5 0.2 1.2 4.7 1.5 Green Ratio ( g/C )0.63 0.63 0.70 0.63 0.63 0.63 0.07 0.12 0.12 0.03 0.09 0.09 Capacity ( c ), veh/h 707 1894 932 721 995 991 194 195 165 44 136 115 Volume-to-Capacity Ratio ( X )0.097 0.161 0.348 0.085 0.167 0.167 0.515 0.057 0.020 0.509 0.696 0.232 Available Capacity ( c a ), veh/h 707 1894 932 721 995 991 290 758 642 112 699 592 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.0 1.8 4.7 0.8 1.9 1.9 1.7 0.4 0.1 0.8 3.6 0.9 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.09 0.00 0.46 0.11 0.00 0.00 0.44 0.00 0.03 0.27 0.00 0.29 Uniform Delay ( d 1 ), s/veh 8.1 6.5 5.6 7.2 6.0 6.0 36.1 30.9 30.8 38.3 35.5 34.1 Incremental Delay ( d 2 ), s/veh 0.3 0.2 1.0 0.2 0.4 0.4 0.8 0.1 0.0 3.4 6.3 1.0 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 8.4 6.7 6.6 7.4 6.4 6.4 36.9 31.0 30.8 41.6 41.8 35.1 Level of Service (LOS)A A A A A A D C C D D D Approach Delay, s/veh / LOS 6.8 A 6.5 A 36.1 D 40.5 D Intersection Delay, s/veh / LOS 12.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.5 B 2.4 B 2.8 C 3.2 C Bicycle LOS Score / LOS 0.9 A 0.8 A 0.7 A 0.7 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 2:46:18 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/34TH AVENUE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 6TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 1 0 1 1 1 1 1 0 1 1 1 Configuration L T R L T R L TR L T R Volume (veh/h)65 130 30 15 305 10 10 60 10 10 80 40 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No No No Yes Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)72 17 11 78 11 89 44 Capacity 1195 1398 218 356 269 345 683 v/c Ratio 0.06 0.01 0.05 0.22 0.04 0.26 0.06 95% Queue Length 0.2 0.0 0.2 0.8 0.1 1.0 0.2 Control Delay (s/veh)8.2 7.6 22.4 17.9 18.9 19.0 10.6 Level of Service (LOS)A A C C C C B Approach Delay (s/veh)2.4 0.4 18.5 16.5 Approach LOS A A C C Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:30:37 AM 6-34 2045 BUILD OVERPASS AM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 14, 2015 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2043 Analysis Period 1> 7:00 Intersection 3rd Street File Name 22nd am future build overpass.xus Project Description AM future build overpass Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 45 55 30 965 535 20 Signal Information Green Yellow Red 27.6 4.4 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 42.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 8.9 33.1 33.1 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 5.1 5.1 Queue Clearance Time ( g s ), s 3.8 13.0 10.0 Green Extension Time ( g e ), s 0.3 14.7 15.8 Phase Call Probability 0.73 1.00 1.00 Max Out Probability 0.00 0.51 0.45 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 50 61 40 1292 305 303 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 810 1493 1569 1556 Queue Service Time ( g s ), s 1.3 1.8 1.2 11.0 8.0 3.5 Cycle Queue Clearance Time ( g c ), s 1.3 1.8 9.1 11.0 8.0 3.5 Green Ratio ( g/C )0.10 0.10 0.66 0.66 0.66 0.66 Capacity ( c ), veh/h 155 138 551 1965 1032 1024 Volume-to-Capacity Ratio ( X )0.322 0.442 0.073 0.657 0.295 0.296 Available Capacity ( c a ), veh/h 818 728 731 2630 1381 1371 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.8 1.0 0.2 2.0 0.7 0.7 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.25 0.00 0.05 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 17.5 17.7 6.2 4.3 3.0 3.0 Incremental Delay ( d 2 ), s/veh 1.2 2.2 0.1 0.4 0.2 0.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 18.6 19.9 6.3 4.7 3.3 3.3 Level of Service (LOS)B B A A A A Approach Delay, s/veh / LOS 19.3 B 0.0 4.8 A 3.3 A Intersection Delay, s/veh / LOS 5.1 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 0.6 A 2.2 B Bicycle LOS Score / LOS F 1.4 A 1.0 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 3:05:30 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 14, 2015 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2043 Analysis Period 1> 7:00 Intersection Olwein Street File Name 22nd am future build overpass.xus Project Description AM future build overpass Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 35 0 25 20 1015 535 10 Signal Information Green Yellow Red 28.5 2.8 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 41.4 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 12.0 6.0 8.0 Phase Duration, s 7.3 34.0 34.0 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.2 5.1 5.1 Queue Clearance Time ( g s ), s 3.5 11.8 10.1 Green Extension Time ( g e ), s 0.1 16.7 17.3 Phase Call Probability 0.47 1.00 1.00 Max Out Probability 0.00 0.43 0.41 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 56 25 1294 326 325 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1440 778 1493 1569 1562 Queue Service Time ( g s ), s 1.5 0.7 9.8 8.1 3.4 Cycle Queue Clearance Time ( g c ), s 1.5 8.7 9.8 8.1 3.4 Green Ratio ( g/C )0.07 0.69 0.69 0.69 0.69 Capacity ( c ), veh/h 99 559 2060 1082 1078 Volume-to-Capacity Ratio ( X )0.562 0.046 0.628 0.301 0.302 Available Capacity ( c a ), veh/h 835 793 2959 1554 1548 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.0 0.1 1.1 0.5 0.5 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.04 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.7 5.4 3.5 2.5 2.5 Incremental Delay ( d 2 ), s/veh 4.9 0.0 0.2 0.2 0.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 23.6 5.5 3.8 2.7 2.7 Level of Service (LOS)C A A A A Approach Delay, s/veh / LOS 23.6 C 0.0 3.8 A 2.7 A Intersection Delay, s/veh / LOS 4.0 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 1.8 A 2.0 B Bicycle LOS Score / LOS 0.6 A 1.4 A 1.0 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 3:05:30 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 14, 2015 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2043 Analysis Period 1> 7:00 Intersection Orchard Drive File Name 22nd am future build overpass.xus Project Description AM future build overpass Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 200 40 35 50 960 85 40 415 75 Signal Information Green Yellow Red 17.9 8.9 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 37.8 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 11.0 6.0 6.0 Phase Duration, s 14.4 23.4 23.4 Change Period, ( Y+R c ), s 5.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 1.4 1.4 Queue Clearance Time ( g s ), s 8.2 13.8 17.5 Green Extension Time ( g e ), s 1.1 0.4 0.4 Phase Call Probability 0.95 1.00 1.00 Max Out Probability 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 267 23 57 583 572 51 298 289 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1506 1329 825 1569 1540 485 1569 1514 Queue Service Time ( g s ), s 6.2 0.5 1.8 11.8 11.8 3.7 4.7 4.7 Cycle Queue Clearance Time ( g c ), s 6.2 0.5 6.4 11.8 11.8 15.5 4.7 4.7 Green Ratio ( g/C )0.24 0.24 0.47 0.47 0.47 0.47 0.47 0.47 Capacity ( c ), veh/h 355 313 481 744 730 270 744 718 Volume-to-Capacity Ratio ( X )0.752 0.075 0.119 0.784 0.784 0.189 0.401 0.403 Available Capacity ( c a ), veh/h 1193 1053 1397 2486 2441 808 2486 2400 Back of Queue ( Q ), veh/ln ( 95 th percentile)3.7 0.2 0.4 4.3 4.2 0.6 1.7 1.6 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.05 0.26 0.00 0.00 0.19 0.00 0.00 Uniform Delay ( d 1 ), s/veh 13.4 11.3 8.5 8.3 8.3 14.8 6.5 6.5 Incremental Delay ( d 2 ), s/veh 3.2 0.1 0.0 0.5 0.5 0.1 0.1 0.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 16.7 11.4 8.6 8.8 8.8 14.9 6.6 6.6 Level of Service (LOS)B B A A A B A A Approach Delay, s/veh / LOS 16.2 B 0.0 8.8 A 7.3 A Intersection Delay, s/veh / LOS 9.4 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 2.9 C 1.9 A 2.2 B Bicycle LOS Score / LOS 1.0 A 1.5 A 0.9 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 3:05:30 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 14, 2015 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2043 Analysis Period 1> 7:00 Intersection 8th Street File Name 22nd am future build overpass.xus Project Description AM future build overpass Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 390 40 110 735 280 150 Signal Information Green Yellow Red 24.4 17.9 0.0 0.0 0.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 52.3 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 22.9 29.4 29.4 Change Period, ( Y+R c ), s 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 4.2 4.2 4.2 Queue Clearance Time ( g s ), s 16.1 16.9 10.9 Green Extension Time ( g e ), s 1.9 7.5 7.6 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 0.00 0.02 0.01 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 433 44 122 817 259 243 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 893 1493 1569 1438 Queue Service Time ( g s ), s 14.1 1.2 5.8 10.5 8.9 5.7 Cycle Queue Clearance Time ( g c ), s 14.1 1.2 14.9 10.5 8.9 5.7 Green Ratio ( g/C )0.34 0.34 0.47 0.47 0.47 0.47 Capacity ( c ), veh/h 510 454 401 1396 733 672 Volume-to-Capacity Ratio ( X )0.850 0.098 0.305 0.585 0.354 0.361 Available Capacity ( c a ), veh/h 1343 1195 923 3141 1650 1513 Back of Queue ( Q ), veh/ln ( 95 th percentile)8.0 0.6 1.9 4.8 2.7 2.5 Queue Storage Ratio ( RQ ) ( 95 th percentile)1.23 0.00 0.40 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 16.0 11.7 15.1 10.2 8.9 8.9 Incremental Delay ( d 2 ), s/veh 4.1 0.1 0.4 0.4 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 20.0 11.8 15.5 10.6 9.2 9.2 Level of Service (LOS)C B B B A A Approach Delay, s/veh / LOS 19.3 B 0.0 11.2 B 9.2 A Intersection Delay, s/veh / LOS 12.7 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.8 C 0.7 A 2.2 B Bicycle LOS Score / LOS F 1.3 A 0.8 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/14/2015 3:05:30 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/12TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/14/15 East/West Street 12TH STREET S. Analysis Year 2043 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 2 0 0 0 2 1 Configuration LR L T T R Volume (veh/h)120 55 150 665 170 95 Percent Heavy Vehicles 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)194 167 Capacity 320 1256 v/c Ratio 0.61 0.13 95% Queue Length 3.7 0.5 Control Delay (s/veh)32.1 8.3 Level of Service (LOS)D A Approach Delay (s/veh)32.1 1.5 Approach LOS D A Copyright © 2015 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 12/14/2015 4:35:46 PM 22-12 2043 BUILD OVERPASS.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/14/15 East/West Street 20TH STREET S Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 0 1 0 0 0 1 0 0 0 1 1 Configuration L TR LTR LTR LT R Volume (veh/h)340 220 55 35 125 25 40 300 35 25 105 75 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)378 305 206 44 145 Capacity 234 423 297 1365 1180 v/c Ratio 1.62 0.72 0.69 0.03 0.12 95% Queue Length 24.0 5.6 4.8 0.1 0.1 Control Delay (s/veh)334.1 32.6 40.5 7.7 8.1 Level of Service (LOS)F D E A A Approach Delay (s/veh)199.5 40.5 1.1 1.1 Approach LOS F E A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:16:41 PM 22-20 2045 BUILD OVERPASS AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/14/15 East/West Street 32ND STREET S Analysis Year 2043 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)155 45 15 15 30 15 10 100 10 10 100 30 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)172 17 133 155 Capacity 1562 1526 428 469 v/c Ratio 0.11 0.01 0.31 0.33 95% Queue Length 0.4 0.0 1.3 1.4 Control Delay (s/veh)7.6 7.4 17.2 16.4 Level of Service (LOS)A A C C Approach Delay (s/veh)5.7 1.9 17.2 16.4 Approach LOS A A C C Copyright © 2015 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 12/14/2015 4:39:43 PM 22-32 2043 BUILD OVERPASS AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/14/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)40 65 10 10 45 70 10 10 10 100 10 25 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)44 11 33 150 Capacity 1464 1506 685 667 v/c Ratio 0.03 0.01 0.05 0.22 95% Queue Length 0.1 0.0 0.2 0.9 Control Delay (s/veh)7.5 7.4 10.5 12.0 Level of Service (LOS)A A B B Approach Delay (s/veh)2.8 0.6 10.5 12.0 Approach LOS A A B B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:27:20 PM 22-217 2045 BUILD OVERPASS AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/14/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street INTERSTATE 29 SB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration TR LT LTR Volume (veh/h)65 110 15 110 15 0 15 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)139 34 Capacity 1385 1317 v/c Ratio 0.10 0.03 95% Queue Length 0.0 0.1 Control Delay (s/veh)7.6 7.8 Level of Service (LOS)A A Approach Delay (s/veh)1.0 7.8 Approach LOS A A Copyright © 2016 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:56:09 PM I 29 SB-217 2045 BUILD OVERPASS AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/14/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street INTERSTATE 29 NB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration LT TR LTR Volume (veh/h)30 50 80 35 45 0 10 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)89 61 Capacity 1464 871 v/c Ratio 0.06 0.07 95% Queue Length 0.1 0.2 Control Delay (s/veh)7.5 9.4 Level of Service (LOS)A A Approach Delay (s/veh)2.9 9.4 Approach LOS A A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:51:58 PM I 29 NB-217 2045 BUILD OVERPASS AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/14/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)10 40 10 10 90 10 10 10 10 15 15 15 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)11 11 33 51 Capacity 1485 1556 778 770 v/c Ratio 0.01 0.01 0.04 0.07 95% Queue Length 0.0 0.0 0.1 0.2 Control Delay (s/veh)7.4 7.3 9.8 10.0 Level of Service (LOS)A A A B Approach Delay (s/veh)1.3 0.7 9.8 10.0 Approach LOS A A A B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:43:31 PM 34-217 2045 BUILD OVERPASS AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/14/15 East/West Street 32ND STREET SOUTH Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)40 10 15 10 10 10 10 10 10 15 20 40 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)72 33 11 17 Capacity 848 852 1528 1585 v/c Ratio 0.08 0.04 0.01 0.01 95% Queue Length 0.3 0.1 0.0 0.0 Control Delay (s/veh)9.6 9.4 7.4 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)9.6 9.4 2.5 1.6 Approach LOS A A A A Copyright © 2016 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:37:21 PM 34-32 2045 BUILD OVERPASS AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/14/15 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)255 10 15 15 10 10 10 40 10 15 45 165 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)311 39 11 17 Capacity 677 700 1327 1542 v/c Ratio 0.46 0.06 0.01 0.01 95% Queue Length 2.4 0.2 0.0 0.0 Control Delay (s/veh)14.8 10.4 7.7 7.4 Level of Service (LOS)B B A A Approach Delay (s/veh)14.8 10.4 1.3 0.6 Approach LOS B B A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:32:24 PM 34-20 2045 BUILD OVERPASS AM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 15, 2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Overpass Analysis Period 1> 7:00 Intersection 22nd Avenue File Name 6th pm future build overpass.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 280 390 255 350 525 35 290 460 225 45 380 230 Signal Information Green Yellow Red 14.4 1.3 31.2 4.4 6.1 27.6 3.0 3.0 4.0 4.0 3.0 4.0 0.0 0.0 2.0 0.0 0.0 2.0 2 4 5 6 7 Cycle, s 110.0 Reference Phase 2 Offset, s 66 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0 Phase Duration, s 17.4 37.2 21.7 41.5 17.5 42.7 8.4 33.6 Change Period, ( Y+R c ), s 3.0 6.0 3.0 6.0 3.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.1 5.1 3.1 5.1 Queue Clearance Time ( g s ), s 13.5 17.7 13.9 17.1 5.7 21.9 Green Extension Time ( g e ), s 0.9 0.0 1.0 0.0 0.6 8.5 0.0 5.7 Phase Call Probability 1.00 1.00 1.00 1.00 0.78 1.00 Max Out Probability 0.05 0.39 0.58 0.15 0.14 0.55 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 311 433 172 423 332 328 322 511 150 50 301 277 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1451 1493 1329 1451 1569 1548 1451 1493 1329 1494 1569 1425 Queue Service Time ( g s ), s 11.5 13.4 9.6 15.7 15.2 15.1 11.9 15.1 6.9 3.7 19.5 19.9 Cycle Queue Clearance Time ( g c ), s 11.5 13.4 9.6 15.7 15.2 15.1 11.9 15.1 6.9 3.7 19.5 19.9 Green Ratio ( g/C )0.13 0.28 0.42 0.17 0.32 0.32 0.13 0.33 0.50 0.04 0.25 0.25 Capacity ( c ), veh/h 379 846 552 492 506 499 383 997 670 60 394 358 Volume-to-Capacity Ratio ( X )0.822 0.512 0.312 0.860 0.655 0.656 0.841 0.513 0.224 0.829 0.763 0.774 Available Capacity ( c a ), veh/h 602 846 552 629 506 499 501 1156 740 136 477 434 Back of Queue ( Q ), veh/ln ( 95 th percentile)7.8 8.7 5.7 9.9 7.7 7.6 8.3 9.2 3.7 2.7 12.7 12.1 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.56 0.00 0.44 0.63 0.00 0.00 0.77 0.00 0.63 0.48 0.00 0.00 Uniform Delay ( d 1 ), s/veh 46.6 33.0 21.6 46.1 17.6 17.4 46.6 29.4 15.3 52.4 38.1 38.3 Incremental Delay ( d 2 ), s/veh 5.0 2.2 1.5 7.7 5.1 5.2 9.6 0.6 0.2 10.2 6.7 8.0 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 51.6 35.3 23.1 53.7 22.7 22.6 56.2 30.0 15.5 62.6 44.9 46.3 Level of Service (LOS)D D C D C C E C B E D D Approach Delay, s/veh / LOS 38.5 D 34.8 C 36.4 D 46.9 D Intersection Delay, s/veh / LOS 38.3 D Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 3.2 C 3.0 C 3.0 C 3.2 C Bicycle LOS Score / LOS 1.2 A 1.3 A 1.3 A 1.0 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/15/2015 3:20:18 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 15, 2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Overpass Analysis Period 1> 7:00 Intersection Sunrise Ridge Rd.File Name 6th pm future build overpass.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 160 455 45 75 810 50 25 40 115 145 40 75 Signal Information Green Yellow Red 4.8 3.3 59.1 24.8 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 110.0 Reference Phase 2 Offset, s 36 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 Phase Duration, s 14.1 68.4 10.8 65.1 30.8 30.8 Change Period, ( Y+R c ), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.4 4.4 Queue Clearance Time ( g s ), s 7.7 5.0 10.1 23.7 Green Extension Time ( g e ), s 0.5 0.0 0.1 0.0 1.6 1.1 Phase Call Probability 1.00 0.94 1.00 1.00 Max Out Probability 0.00 0.13 0.00 0.20 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 178 269 265 92 516 509 28 122 161 94 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1569 1540 1494 1569 1549 1296 1407 1264 1432 Queue Service Time ( g s ), s 5.7 10.7 10.6 3.0 24.3 24.5 2.0 8.1 13.6 6.0 Cycle Queue Clearance Time ( g c ), s 5.7 10.7 10.6 3.0 24.3 24.5 8.0 8.1 21.7 6.0 Green Ratio ( g/C )0.61 0.57 0.57 0.58 0.54 0.54 0.23 0.23 0.23 0.23 Capacity ( c ), veh/h 348 890 874 522 843 832 287 317 257 322 Volume-to-Capacity Ratio ( X )0.511 0.302 0.303 0.175 0.612 0.612 0.097 0.386 0.626 0.293 Available Capacity ( c a ), veh/h 539 890 874 609 843 832 372 409 341 417 Back of Queue ( Q ), veh/ln ( 95 th percentile)3.4 6.9 6.7 1.7 13.3 13.3 1.2 5.2 7.9 3.9 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.26 0.00 0.00 0.20 0.00 0.00 0.75 0.00 1.34 0.00 Uniform Delay ( d 1 ), s/veh 13.9 14.0 13.7 10.6 16.7 16.9 38.6 36.2 45.3 35.4 Incremental Delay ( d 2 ), s/veh 1.0 0.8 0.8 0.1 2.9 2.9 0.1 0.8 2.5 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 14.9 14.8 14.4 10.8 19.6 19.8 38.8 36.9 47.8 35.9 Level of Service (LOS)B B B B B B D D D D Approach Delay, s/veh / LOS 14.7 B 19.0 B 37.3 D 43.4 D Intersection Delay, s/veh / LOS 21.6 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.9 C 2.9 C Bicycle LOS Score / LOS 1.1 A 1.3 A 0.7 A 0.9 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/15/2015 3:20:18 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/25TH Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/15/2015 East/West Street 6TH STREET Analysis Year 2045 North/South Street 25TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST S INTERCHAGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 1 1 1 0 0 0 1 Configuration T TR L T R L TR R Volume (veh/h)700 5 25 860 165 5 0 80 70 Percent Heavy Vehicles 2 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No Yes No Yes Median Type Left Only Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)28 6 89 78 Capacity 830 217 607 534 v/c Ratio 0.03 0.03 0.15 0.15 95% Queue Length 0.1 0.1 0.5 0.5 Control Delay (s/veh)9.5 22.0 11.9 12.9 Level of Service (LOS)A C B B Approach Delay (s/veh)0.2 12.6 12.9 Approach LOS A B B Copyright © 2016 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:18:07 AM 6-25 2045 BUILD OVERPASS PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/15/2015 East/West Street 6TH STREET Analysis Year 2045 North/South Street I-29 SB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST S INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 1 0 1 2 0 0 0 0 0 1 0 Configuration T R L T LTR Volume (veh/h)545 235 85 935 20 0 115 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)94 150 Capacity 748 590 v/c Ratio 0.13 0.25 95% Queue Length 0.4 1.0 Control Delay (s/veh)10.5 13.2 Level of Service (LOS)B B Approach Delay (s/veh)0.9 13.2 Approach LOS A B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:37:33 AM 6-I 29 SB 2045 BUILD OVERPASS PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 15, 2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Overpass Analysis Period 1> 7:00 Intersection I-29 NB File Name 6th pm future build overpass.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 190 375 885 85 135 0 40 Signal Information Green Yellow Red 88.9 13.1 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 0.5 0.5 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 110.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 8 Case Number 6.0 8.0 11.0 Phase Duration, s 92.9 92.9 17.1 Change Period, ( Y+R c ), s 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 0.0 0.0 6.1 Queue Clearance Time ( g s ), s 12.8 Green Extension Time ( g e ), s 0.0 0.0 0.3 Phase Call Probability 1.00 Max Out Probability 1.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 3 8 18 Adjusted Flow Rate ( v ), veh/h 267 527 527 517 150 28 Adjusted Saturation Flow Rate ( s ), veh/h/ln 538 1493 1569 1539 1494 1329 Queue Service Time ( g s ), s 31.1 2.6 12.0 19.7 10.8 2.1 Cycle Queue Clearance Time ( g c ), s 57.9 2.6 12.0 19.7 10.8 2.1 Green Ratio ( g/C )0.81 0.81 0.81 0.81 0.12 0.12 Capacity ( c ), veh/h 404 2415 1268 1244 178 158 Volume-to-Capacity Ratio ( X )0.661 0.218 0.416 0.416 0.845 0.176 Available Capacity ( c a ), veh/h 404 2415 1268 1244 217 193 Back of Queue ( Q ), veh/ln ( 95 th percentile)8.1 0.9 11.3 10.9 9.0 1.3 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.72 0.00 0.00 0.00 0.00 0.09 Uniform Delay ( d 1 ), s/veh 12.3 1.3 8.5 8.1 47.5 43.6 Incremental Delay ( d 2 ), s/veh 7.7 0.2 0.8 0.8 26.7 1.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 20.0 1.5 9.2 8.9 74.1 44.7 Level of Service (LOS)C A A A E D Approach Delay, s/veh / LOS 7.7 A 9.1 A 69.5 E 0.0 Intersection Delay, s/veh / LOS 13.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.6 A 1.8 A 2.8 C 2.9 C Bicycle LOS Score / LOS 1.0 A 1.3 A 0.8 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/15/2015 3:20:18 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/LEFEVRE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/15/15 East/West Street 6TH STREET Analysis Year 2045 North/South Street LEFEVRE DRIVE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 1 0 1 2 1 0 0 1 0 0 1 Configuration L T R L T R R R Volume (veh/h)10 335 70 15 955 5 35 15 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)11 17 39 17 Capacity 649 1079 815 494 v/c Ratio 0.02 0.02 0.05 0.03 95% Queue Length 0.1 0.0 0.2 0.1 Control Delay (s/veh)10.6 8.4 9.6 12.6 Level of Service (LOS)B A A B Approach Delay (s/veh)0.3 0.1 9.6 12.6 Approach LOS A A A B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:42:23 AM 6-LEFEVRE 2045 BUILD OVERPASS PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 15, 2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Overpass Analysis Period 1> 7:00 Intersection 32nd Avenue File Name 6th pm future build overpass.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 65 275 30 5 355 5 460 45 45 20 15 160 Signal Information Green Yellow Red 59.6 3.0 15.1 11.3 0.0 0.0 4.0 4.0 4.0 5.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 1 2 4 5 6 7 Cycle, s 110.0 Reference Phase 2 Offset, s 58 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 3 8 7 4 Case Number 5.0 6.0 2.0 3.0 2.0 3.0 Phase Duration, s 65.6 65.6 26.1 37.4 7.0 18.3 Change Period, ( Y+R c ), s 6.0 6.0 4.0 7.0 4.0 7.0 Max Allow Headway ( MAH ), s 0.0 0.0 3.3 4.4 3.3 4.4 Queue Clearance Time ( g s ), s 20.8 4.6 3.6 10.5 Green Extension Time ( g e ), s 0.0 0.0 1.3 0.8 0.0 0.8 Phase Call Probability 1.00 1.00 0.49 1.00 Max Out Probability 0.00 0.00 0.80 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 101 428 31 6 199 199 511 50 28 22 17 106 Adjusted Saturation Flow Rate ( s ), veh/h/ln 983 1493 1329 956 1569 1564 1451 1569 1329 1494 1569 1329 Queue Service Time ( g s ), s 6.9 8.6 0.7 0.3 7.3 7.3 18.8 2.6 1.7 1.6 1.1 8.5 Cycle Queue Clearance Time ( g c ), s 14.2 8.6 0.7 8.9 7.3 7.3 18.8 2.6 1.7 1.6 1.1 8.5 Green Ratio ( g/C )0.54 0.54 0.74 0.54 0.54 0.54 0.20 0.28 0.28 0.03 0.10 0.10 Capacity ( c ), veh/h 532 1619 987 509 850 848 582 434 368 40 161 137 Volume-to-Capacity Ratio ( X )0.190 0.265 0.032 0.011 0.234 0.234 0.878 0.115 0.076 0.553 0.103 0.773 Available Capacity ( c a ), veh/h 532 1619 987 509 850 848 976 956 810 95 683 579 Back of Queue ( Q ), veh/ln ( 95 th percentile)3.0 5.2 0.3 0.1 4.7 4.7 11.3 1.8 1.0 1.2 0.8 5.7 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.27 0.00 0.03 0.02 0.00 0.00 2.87 0.00 0.26 0.38 0.00 1.81 Uniform Delay ( d 1 ), s/veh 17.7 13.8 4.0 15.9 13.2 13.2 42.7 29.7 29.4 52.9 44.8 48.1 Incremental Delay ( d 2 ), s/veh 0.8 0.4 0.1 0.0 0.6 0.6 2.6 0.1 0.1 4.4 0.3 8.9 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 18.5 14.2 4.0 15.9 13.9 13.9 45.3 29.8 29.5 57.2 45.0 57.0 Level of Service (LOS)B B A B B B D C C E D E Approach Delay, s/veh / LOS 14.4 B 13.9 B 43.2 D 55.6 E Intersection Delay, s/veh / LOS 27.8 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.6 B 2.5 B 2.8 C 3.0 C Bicycle LOS Score / LOS 0.8 A 0.8 A 1.5 A 0.7 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/15/2015 3:20:18 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/34TH AVENUE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/15/15 East/West Street 6TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 1 0 1 1 1 1 1 0 1 1 1 Configuration L T R L T R L TR L T R Volume (veh/h)30 280 30 10 230 10 70 90 25 10 130 65 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No No No Yes Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)33 11 78 128 11 144 72 Capacity 1282 1214 177 382 240 361 761 v/c Ratio 0.03 0.01 0.44 0.34 0.05 0.40 0.09 95% Queue Length 0.1 0.0 2.0 1.4 0.1 1.9 0.3 Control Delay (s/veh)7.9 8.0 40.6 19.1 20.7 21.4 10.2 Level of Service (LOS)A A E C C C B Approach Delay (s/veh)0.7 0.3 27.2 17.8 Approach LOS A A D C Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 11:31:39 AM 6-34 2045 BUILD OVERPASS PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 15, 2015 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2043 Analysis Period 1> 7:00 Intersection 3rd Street File Name 22nd pm future build overpass.xus Project Description PM future build overpass Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 40 45 45 1160 925 35 Signal Information Green Yellow Red 35.0 4.4 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 49.4 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 8.9 40.5 40.5 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 5.1 5.1 Queue Clearance Time ( g s ), s 3.8 22.5 18.7 Green Extension Time ( g e ), s 0.3 12.5 15.4 Phase Call Probability 0.73 1.00 1.00 Max Out Probability 0.00 0.88 0.84 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 44 50 59 1509 527 523 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 535 1493 1569 1557 Queue Service Time ( g s ), s 1.4 1.8 3.8 14.7 16.7 7.3 Cycle Queue Clearance Time ( g c ), s 1.4 1.8 20.5 14.7 16.7 7.3 Green Ratio ( g/C )0.09 0.09 0.71 0.71 0.71 0.71 Capacity ( c ), veh/h 132 117 344 2118 1113 1104 Volume-to-Capacity Ratio ( X )0.337 0.426 0.170 0.712 0.474 0.474 Available Capacity ( c a ), veh/h 696 619 366 2238 1175 1166 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.9 1.0 0.7 2.8 1.5 1.5 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.28 0.00 0.15 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 21.2 21.3 11.0 4.2 3.1 3.1 Incremental Delay ( d 2 ), s/veh 1.5 2.4 0.2 0.8 0.4 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 22.6 23.8 11.2 5.0 3.6 3.6 Level of Service (LOS)C C B A A A Approach Delay, s/veh / LOS 23.2 C 0.0 5.2 A 3.6 A Intersection Delay, s/veh / LOS 5.2 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 0.6 A 2.2 B Bicycle LOS Score / LOS F 1.6 A 1.4 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/15/2015 3:32:30 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 15, 2015 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2043 Analysis Period 1> 7:00 Intersection Olwein Street File Name 22nd pm future build overpass.xus Project Description PM future build overpass Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 50 0 25 20 1210 865 20 Signal Information Green Yellow Red 36.7 3.8 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 50.5 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 12.0 6.0 8.0 Phase Duration, s 8.3 42.2 42.2 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.2 5.1 5.1 Queue Clearance Time ( g s ), s 4.4 18.8 17.3 Green Extension Time ( g e ), s 0.2 17.9 18.9 Phase Call Probability 0.64 1.00 1.00 Max Out Probability 0.00 0.79 0.77 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 72 25 1512 534 532 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1452 527 1493 1569 1562 Queue Service Time ( g s ), s 2.4 1.5 14.2 15.3 7.1 Cycle Queue Clearance Time ( g c ), s 2.4 16.8 14.2 15.3 7.1 Green Ratio ( g/C )0.08 0.73 0.73 0.73 0.73 Capacity ( c ), veh/h 110 365 2169 1139 1135 Volume-to-Capacity Ratio ( X )0.657 0.068 0.697 0.469 0.469 Available Capacity ( c a ), veh/h 690 410 2424 1273 1268 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.7 0.2 2.2 1.3 1.3 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.08 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 22.7 8.8 3.8 2.9 2.9 Incremental Delay ( d 2 ), s/veh 6.5 0.0 0.4 0.4 0.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 29.2 8.9 4.2 3.3 3.3 Level of Service (LOS)C A A A A Approach Delay, s/veh / LOS 29.2 C 0.0 4.3 A 3.3 A Intersection Delay, s/veh / LOS 4.5 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 1.8 A 2.0 B Bicycle LOS Score / LOS 0.6 A 1.6 A 1.3 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/15/2015 3:32:30 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 15, 2015 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2043 Analysis Period 1> 7:00 Intersection Orchard Drive File Name 22nd pm future build overpass.xus Project Description PM future build overpass Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 240 15 45 65 1115 20 15 710 110 Signal Information Green Yellow Red 18.6 9.8 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 39.4 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 11.0 6.0 6.0 Phase Duration, s 15.3 24.1 24.1 Change Period, ( Y+R c ), s 5.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 1.4 1.4 Queue Clearance Time ( g s ), s 8.9 16.8 18.1 Green Extension Time ( g e ), s 1.2 0.4 0.4 Phase Call Probability 0.97 1.00 1.00 Max Out Probability 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 283 28 74 642 640 20 514 499 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1498 1329 554 1569 1564 430 1569 1522 Queue Service Time ( g s ), s 6.9 0.6 4.8 14.4 14.4 1.7 10.1 10.1 Cycle Queue Clearance Time ( g c ), s 6.9 0.6 14.8 14.4 14.4 16.1 10.1 10.1 Green Ratio ( g/C )0.25 0.25 0.47 0.47 0.47 0.47 0.47 0.47 Capacity ( c ), veh/h 373 331 303 741 739 229 741 719 Volume-to-Capacity Ratio ( X )0.760 0.084 0.245 0.866 0.866 0.086 0.694 0.694 Available Capacity ( c a ), veh/h 1139 1010 883 2384 2377 679 2384 2313 Back of Queue ( Q ), veh/ln ( 95 th percentile)4.1 0.3 0.9 5.5 5.5 0.3 3.8 3.7 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.06 0.55 0.00 0.00 0.08 0.00 0.00 Uniform Delay ( d 1 ), s/veh 13.7 11.4 14.0 9.3 9.3 16.5 8.2 8.2 Incremental Delay ( d 2 ), s/veh 3.2 0.1 0.1 0.9 0.9 0.1 0.4 0.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 16.9 11.5 14.1 10.2 10.2 16.5 8.6 8.6 Level of Service (LOS)B B B B B B A A Approach Delay, s/veh / LOS 16.4 B 0.0 10.4 B 8.7 A Intersection Delay, s/veh / LOS 10.4 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 2.9 C 1.9 A 2.3 B Bicycle LOS Score / LOS 1.0 A 1.6 A 1.2 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/15/2015 3:32:30 PM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Dec 15, 2015 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2043 Analysis Period 1> 7:00 Intersection 8th Street File Name 22nd pm future build overpass.xus Project Description PM future build overpass Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 370 95 130 860 505 210 Signal Information Green Yellow Red 44.5 24.7 0.0 0.0 0.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 0.0 0.0 0.0 1 3 4 5 6 7 8 Cycle, s 79.1 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 29.7 49.5 49.5 Change Period, ( Y+R c ), s 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 4.2 4.3 4.3 Queue Clearance Time ( g s ), s 22.7 34.4 18.9 Green Extension Time ( g e ), s 2.0 10.0 12.5 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 0.00 0.38 0.15 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 411 106 144 956 457 426 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 626 1493 1569 1460 Queue Service Time ( g s ), s 20.7 4.7 15.5 16.3 16.9 14.3 Cycle Queue Clearance Time ( g c ), s 20.7 4.7 32.4 16.3 16.9 14.3 Green Ratio ( g/C )0.31 0.31 0.56 0.56 0.56 0.56 Capacity ( c ), veh/h 466 414 309 1678 881 821 Volume-to-Capacity Ratio ( X )0.883 0.255 0.468 0.569 0.519 0.519 Available Capacity ( c a ), veh/h 888 790 392 2076 1091 1015 Back of Queue ( Q ), veh/ln ( 95 th percentile)12.1 2.5 4.0 8.2 7.1 6.7 Queue Storage Ratio ( RQ ) ( 95 th percentile)1.86 0.00 0.84 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 25.9 20.4 21.9 11.2 10.7 10.7 Incremental Delay ( d 2 ), s/veh 5.7 0.3 1.1 0.3 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 31.5 20.7 23.0 11.5 11.0 11.1 Level of Service (LOS)C C C B B B Approach Delay, s/veh / LOS 29.3 C 0.0 13.0 B 11.1 B Intersection Delay, s/veh / LOS 15.7 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 2.9 C 0.7 A 2.2 B Bicycle LOS Score / LOS F 1.4 A 1.1 A Copyright © 2015 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 12/15/2015 3:32:30 PM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/12TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/15/15 East/West Street 12TH STREET S. Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 2 0 0 0 2 1 Configuration LR L T T R Volume (veh/h)210 50 75 715 385 100 Percent Heavy Vehicles 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)289 83 Capacity 261 1019 v/c Ratio 1.11 0.08 95% Queue Length 12.3 0.3 Control Delay (s/veh)129.1 8.8 Level of Service (LOS)F A Approach Delay (s/veh)129.1 0.8 Approach LOS F A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:12:50 PM 22-12 2045 BUILD OVERPASS PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/15/15 East/West Street 20TH STREET S Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 0 1 0 0 0 1 0 0 0 1 1 Configuration L TR LTR LTR LT R Volume (veh/h)265 50 65 60 275 50 95 335 15 10 205 175 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)294 128 429 106 239 Capacity 420 263 1131 1163 v/c Ratio 0.30 1.63 0.09 0.21 95% Queue Length 1.3 26.7 0.3 0.0 Control Delay (s/veh)17.3 333.3 8.5 8.1 Level of Service (LOS)C F A A Approach Delay (s/veh)333.3 2.6 0.3 Approach LOS F A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:18:04 PM 22-20 2045 BUILD OVERPASS PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/15/15 East/West Street 32ND STREET S Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)95 20 10 30 60 25 15 220 10 10 130 95 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)106 33 272 261 Capacity 1505 1570 479 589 v/c Ratio 0.07 0.02 0.57 0.44 95% Queue Length 0.2 0.1 3.5 2.3 Control Delay (s/veh)7.6 7.3 21.9 15.9 Level of Service (LOS)A A C C Approach Delay (s/veh)5.9 2.0 21.9 15.9 Approach LOS A A C C Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:23:32 PM 22-32 2045 BUILD OVERPASS PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/15/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)30 40 10 10 50 195 10 15 10 135 10 30 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)33 11 39 194 Capacity 1296 1542 622 629 v/c Ratio 0.03 0.01 0.06 0.31 95% Queue Length 0.1 0.0 0.2 1.3 Control Delay (s/veh)7.9 7.4 11.2 13.3 Level of Service (LOS)A A B B Approach Delay (s/veh)3.1 0.3 11.2 13.3 Approach LOS A A B B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:28:21 PM 22-217 2045 BUILD OVERPASS PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/15/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street INTERSTATE 29 SB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration TR LT LTR Volume (veh/h)75 110 35 225 30 0 30 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)289 66 Capacity 1372 982 v/c Ratio 0.21 0.07 95% Queue Length 0.1 0.2 Control Delay (s/veh)7.7 8.9 Level of Service (LOS)A A Approach Delay (s/veh)1.3 8.9 Approach LOS A A Copyright © 2016 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:57:05 PM I 29 SB-217 2045 BUILD OVERPASS PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/15/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street INTERSTATE 29 NB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration LT TR LTR Volume (veh/h)10 95 90 15 170 0 10 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)117 200 Capacity 1477 742 v/c Ratio 0.08 0.27 95% Queue Length 0.0 1.1 Control Delay (s/veh)7.5 11.6 Level of Service (LOS)A B Approach Delay (s/veh)0.8 11.6 Approach LOS A B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:52:52 PM I 29 NB-217 2045 BUILD OVERPASS PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/15/15 East/West Street 217TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)15 80 10 10 65 10 10 10 10 20 15 30 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)17 11 33 72 Capacity 1520 1498 734 788 v/c Ratio 0.01 0.01 0.04 0.09 95% Queue Length 0.0 0.0 0.1 0.3 Control Delay (s/veh)7.4 7.4 10.1 10.0 Level of Service (LOS)A A B B Approach Delay (s/veh)1.1 0.9 10.1 10.0 Approach LOS A A B B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:44:26 PM 34-217 2045 BUILD OVERPASS PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/9/15 East/West Street 32ND STREET SOUTH Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)5 5 20 10 10 10 15 10 5 15 20 15 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)34 33 17 17 Capacity 939 859 1563 1592 v/c Ratio 0.04 0.04 0.01 0.01 95% Queue Length 0.1 0.1 0.0 0.0 Control Delay (s/veh)9.0 9.4 7.3 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)9.0 9.4 3.7 2.3 Approach LOS A A A A Copyright © 2016 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:39:24 PM 34-32 2045 NO BUILD PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 12/15/15 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)60 10 5 5 10 10 5 30 5 15 130 370 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)84 28 6 17 Capacity 512 551 1009 1563 v/c Ratio 0.16 0.05 0.01 0.01 95% Queue Length 0.6 0.2 0.0 0.0 Control Delay (s/veh)13.4 11.9 8.6 7.3 Level of Service (LOS)B B A A Approach Delay (s/veh)13.4 11.9 1.2 0.3 Approach LOS B B A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 1:33:31 PM 34-20 2045 BUILD OVERPASS PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Interchange Analysis Period 1> 7:00 Intersection 22nd Avenue File Name 6th am future build interchange.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 90 295 100 175 250 35 140 275 280 35 275 125 Signal Information Green Yellow Red 4.4 0.1 32.2 2.4 2.8 16.2 3.0 3.0 4.0 4.0 0.0 4.0 0.0 0.0 2.0 0.0 0.0 2.0 1 2 3 4 5 6 7 8 Cycle, s 80.0 Reference Phase 2 Offset, s 27 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0 Phase Duration, s 7.4 38.2 10.5 41.3 9.1 24.9 6.4 22.2 Change Period, ( Y+R c ), s 3.0 6.0 3.0 6.0 3.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.1 5.2 3.1 5.2 Queue Clearance Time ( g s ), s 4.7 7.0 6.2 10.9 4.1 11.6 Green Extension Time ( g e ), s 0.2 0.0 0.6 0.0 0.1 5.1 0.0 4.6 Phase Call Probability 0.89 0.98 0.97 1.00 0.58 1.00 Max Out Probability 0.00 0.00 1.00 0.15 1.00 0.25 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 100 328 67 189 147 145 156 306 189 39 199 190 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1451 1493 1329 1451 1569 1528 1451 1493 1329 1494 1569 1454 Queue Service Time ( g s ), s 2.7 5.9 2.2 5.0 5.4 5.5 4.2 7.0 8.9 2.1 9.3 9.6 Cycle Queue Clearance Time ( g c ), s 2.7 5.9 2.2 5.0 5.4 5.5 4.2 7.0 8.9 2.1 9.3 9.6 Green Ratio ( g/C )0.05 0.40 0.48 0.09 0.44 0.44 0.08 0.24 0.33 0.03 0.20 0.20 Capacity ( c ), veh/h 159 1202 637 272 693 674 222 707 439 44 317 294 Volume-to-Capacity Ratio ( X )0.628 0.273 0.105 0.693 0.212 0.214 0.701 0.432 0.430 0.882 0.629 0.646 Available Capacity ( c a ), veh/h 606 1202 637 751 693 674 326 1069 601 112 507 470 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.8 3.5 1.2 3.3 3.6 3.6 2.8 4.3 4.9 1.7 6.5 6.2 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.13 0.00 0.09 0.21 0.00 0.00 0.26 0.00 0.82 0.30 0.00 0.00 Uniform Delay ( d 1 ), s/veh 37.0 16.0 11.4 35.2 16.9 17.1 36.0 26.0 20.9 38.7 29.2 29.3 Incremental Delay ( d 2 ), s/veh 4.0 0.6 0.3 3.1 0.7 0.7 4.0 0.6 0.9 18.2 2.9 3.4 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 41.0 16.6 11.8 38.2 17.6 17.8 40.0 26.6 21.8 56.9 32.1 32.7 Level of Service (LOS)D B B D B B D C C E C C Approach Delay, s/veh / LOS 20.9 C 25.8 C 28.4 C 34.6 C Intersection Delay, s/veh / LOS 27.3 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 3.2 C 2.9 C 3.0 C 3.1 C Bicycle LOS Score / LOS 0.9 A 0.9 A 1.0 A 0.8 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 9:29:08 AM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Interchange Analysis Period 1> 7:00 Intersection Sunrise Ridge Rd.File Name 6th am future build interchange.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 70 525 15 75 425 15 20 25 60 90 20 15 Signal Information Green Yellow Red 3.1 0.2 47.0 11.6 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 80.0 Reference Phase 2 Offset, s 62 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 Phase Duration, s 9.1 53.0 9.3 53.2 17.6 17.6 Change Period, ( Y+R c ), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.4 4.4 Queue Clearance Time ( g s ), s 3.7 3.7 5.4 11.1 Green Extension Time ( g e ), s 0.1 0.0 0.2 0.0 0.7 0.5 Phase Call Probability 0.82 0.83 0.99 0.99 Max Out Probability 0.00 0.00 0.00 0.03 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 78 298 296 81 235 234 22 67 100 33 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1569 1558 1494 1569 1556 1370 1420 1329 1480 Queue Service Time ( g s ), s 1.7 8.3 8.4 1.7 6.8 6.8 1.2 3.4 5.8 1.6 Cycle Queue Clearance Time ( g c ), s 1.7 8.3 8.4 1.7 6.8 6.8 2.7 3.4 9.1 1.6 Green Ratio ( g/C )0.63 0.59 0.59 0.63 0.59 0.59 0.15 0.15 0.15 0.15 Capacity ( c ), veh/h 590 922 915 547 925 918 264 207 229 216 Volume-to-Capacity Ratio ( X )0.132 0.323 0.324 0.148 0.254 0.255 0.084 0.322 0.437 0.155 Available Capacity ( c a ), veh/h 854 922 915 826 925 918 424 373 384 388 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.7 4.8 4.9 0.8 4.1 4.0 0.7 2.1 3.5 1.0 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.06 0.00 0.00 0.10 0.00 0.00 0.44 0.00 0.59 0.00 Uniform Delay ( d 1 ), s/veh 6.0 9.2 9.4 6.4 9.8 9.8 31.0 30.6 34.7 29.9 Incremental Delay ( d 2 ), s/veh 0.1 0.9 0.9 0.1 0.6 0.6 0.1 0.9 1.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 6.1 10.1 10.3 6.5 10.5 10.4 31.1 31.5 36.0 30.2 Level of Service (LOS)A B B A B B C C D C Approach Delay, s/veh / LOS 9.7 A 9.9 A 31.4 C 34.6 C Intersection Delay, s/veh / LOS 13.4 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.2 B 2.8 C 2.8 C Bicycle LOS Score / LOS 1.0 A 1.0 A 0.6 A 0.7 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 9:29:08 AM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/25TH Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/2016 East/West Street 6TH STREET Analysis Year 2045 North/South Street 25TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST S INTERCHAGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 1 1 1 0 0 0 1 Configuration T TR L T R L TR R Volume (veh/h)670 5 30 495 50 5 0 45 15 Percent Heavy Vehicles 2 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No Yes No Yes Median Type Left Only Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)33 6 50 17 Capacity 855 278 623 723 v/c Ratio 0.04 0.02 0.08 0.02 95% Queue Length 0.1 0.1 0.3 0.1 Control Delay (s/veh)9.4 18.3 11.3 10.1 Level of Service (LOS)A C B B Approach Delay (s/veh)0.5 12.0 10.1 Approach LOS A B B Copyright © 2016 University of Florida. 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HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:44:27 AM 6-25 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/2016 East/West Street 6TH STREET Analysis Year 2045 North/South Street I-29 SB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST S INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 1 0 1 2 0 0 0 0 0 1 0 Configuration T R L T LTR Volume (veh/h)640 75 15 465 30 0 110 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)17 155 Capacity 798 945 v/c Ratio 0.02 0.16 95% Queue Length 0.1 0.6 Control Delay (s/veh)9.6 9.6 Level of Service (LOS)A A Approach Delay (s/veh)0.3 9.6 Approach LOS A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:45:46 AM 6-I 29 SB 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Interchange Analysis Period 1> 7:00 Intersection I-29 NB File Name 6th am future build interchange.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 65 605 340 20 140 0 50 Signal Information Green Yellow Red 61.0 11.0 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 0.5 0.5 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 80.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 8 Case Number 6.0 8.0 11.0 Phase Duration, s 65.0 65.0 15.0 Change Period, ( Y+R c ), s 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 0.0 0.0 6.1 Queue Clearance Time ( g s ), s 10.0 Green Extension Time ( g e ), s 0.0 0.0 1.2 Phase Call Probability 0.98 Max Out Probability 0.01 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 3 8 18 Adjusted Flow Rate ( v ), veh/h 73 677 206 205 156 33 Adjusted Saturation Flow Rate ( s ), veh/h/ln 971 1493 1569 1553 1494 1329 Queue Service Time ( g s ), s 4.2 9.7 5.0 2.1 8.0 1.8 Cycle Queue Clearance Time ( g c ), s 8.6 9.7 5.0 2.1 8.0 1.8 Green Ratio ( g/C )0.76 0.76 0.76 0.76 0.14 0.14 Capacity ( c ), veh/h 770 2277 1196 1184 206 183 Volume-to-Capacity Ratio ( X )0.095 0.297 0.172 0.173 0.756 0.182 Available Capacity ( c a ), veh/h 770 2277 1196 1184 504 449 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.4 4.5 0.8 0.8 6.0 1.1 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.12 0.00 0.00 0.00 0.00 0.07 Uniform Delay ( d 1 ), s/veh 8.8 6.4 1.9 1.8 33.2 30.5 Incremental Delay ( d 2 ), s/veh 0.2 0.3 0.3 0.3 11.4 1.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 9.1 6.7 2.2 2.1 44.6 31.5 Level of Service (LOS)A A A A D C Approach Delay, s/veh / LOS 6.9 A 2.1 A 42.3 D 0.0 Intersection Delay, s/veh / LOS 10.4 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.6 A 1.8 A 2.7 B 2.9 C Bicycle LOS Score / LOS 1.1 A 0.8 A 0.8 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 9:29:08 AM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/LEFEVRE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 6TH STREET Analysis Year 2045 North/South Street LEFEVRE DRIVE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 1 0 1 2 1 0 0 1 0 0 1 Configuration L T R L T R R R Volume (veh/h)15 500 140 25 350 5 15 10 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)17 28 17 11 Capacity 1160 858 710 815 v/c Ratio 0.01 0.03 0.02 0.01 95% Queue Length 0.0 0.1 0.1 0.0 Control Delay (s/veh)8.1 9.3 10.2 9.5 Level of Service (LOS)A A B A Approach Delay (s/veh)0.2 0.6 10.2 9.5 Approach LOS A A B A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:46:42 AM 6-LEFEVRE 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period AM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Interchange Analysis Period 1> 7:00 Intersection 32nd Avenue File Name 6th am future build interchange.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 40 190 285 45 285 5 70 10 5 25 85 25 Signal Information Green Yellow Red 51.2 2.8 2.2 6.9 0.0 0.0 4.0 4.0 0.0 5.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 80.0 Reference Phase 2 Offset, s 29 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 3 8 7 4 Case Number 5.0 6.0 2.0 3.0 2.0 3.0 Phase Duration, s 57.2 57.2 8.9 16.1 6.8 13.9 Change Period, ( Y+R c ), s 6.0 6.0 4.0 7.0 4.0 7.0 Max Allow Headway ( MAH ), s 0.0 0.0 3.3 4.2 3.3 4.2 Queue Clearance Time ( g s ), s 4.1 2.5 3.5 6.7 Green Extension Time ( g e ), s 0.0 0.0 0.0 0.4 0.0 0.4 Phase Call Probability 0.82 0.99 0.46 0.97 Max Out Probability 0.35 0.00 0.61 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 61 287 257 50 161 161 78 11 6 28 94 17 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1053 1493 1329 1087 1569 1559 1451 1569 1329 1494 1569 1329 Queue Service Time ( g s ), s 1.8 2.8 5.5 1.5 3.3 3.3 2.1 0.5 0.3 1.5 4.7 0.9 Cycle Queue Clearance Time ( g c ), s 5.2 2.8 5.5 4.4 3.3 3.3 2.1 0.5 0.3 1.5 4.7 0.9 Green Ratio ( g/C )0.64 0.64 0.70 0.64 0.64 0.64 0.06 0.11 0.11 0.03 0.09 0.09 Capacity ( c ), veh/h 720 1911 932 747 1004 997 179 178 150 52 135 114 Volume-to-Capacity Ratio ( X )0.084 0.150 0.276 0.067 0.161 0.161 0.435 0.063 0.037 0.538 0.700 0.146 Available Capacity ( c a ), veh/h 720 1911 932 747 1004 997 290 750 635 131 707 599 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.7 1.4 2.2 0.6 1.8 1.8 1.3 0.4 0.2 1.0 3.6 0.6 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.07 0.00 0.21 0.08 0.00 0.00 0.34 0.00 0.05 0.33 0.00 0.18 Uniform Delay ( d 1 ), s/veh 6.4 5.2 4.2 6.6 5.8 5.8 36.2 31.7 31.6 38.0 35.6 33.8 Incremental Delay ( d 2 ), s/veh 0.2 0.2 0.7 0.2 0.3 0.3 0.6 0.1 0.1 3.2 6.4 0.6 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 6.6 5.4 4.9 6.7 6.1 6.1 36.8 31.8 31.7 41.2 42.0 34.4 Level of Service (LOS)A A A A A A D C C D D C Approach Delay, s/veh / LOS 5.3 A 6.2 A 35.9 D 40.9 D Intersection Delay, s/veh / LOS 12.0 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.5 B 2.4 B 2.8 C 3.1 C Bicycle LOS Score / LOS 0.9 A 0.8 A 0.6 A 0.7 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 9:29:08 AM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/34TH AVENUE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 6TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 1 0 1 1 1 1 1 0 1 1 1 Configuration L T R L T R L TR L T R Volume (veh/h)60 120 40 15 300 10 10 50 20 10 105 25 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No No No Yes Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)67 17 11 78 11 117 28 Capacity 1201 1398 217 408 288 359 689 v/c Ratio 0.06 0.01 0.05 0.19 0.04 0.33 0.04 95% Queue Length 0.2 0.0 0.2 0.7 0.1 1.4 0.1 Control Delay (s/veh)8.2 7.6 22.5 15.9 18.0 19.8 10.5 Level of Service (LOS)A A C C C C B Approach Delay (s/veh)2.2 0.4 16.7 18.0 Approach LOS A A C C Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:47:43 AM 6-34 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Jan 4, 2016 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2045 Analysis Period 1> 7:00 Intersection 3rd Street File Name 22nd am future build interchange.xus Project Description AM future build interchange Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 45 55 30 875 505 20 Signal Information Green Yellow Red 26.7 4.3 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 41.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 8.8 32.2 32.2 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 5.1 5.1 Queue Clearance Time ( g s ), s 3.8 12.3 9.5 Green Extension Time ( g e ), s 0.3 14.3 15.3 Phase Call Probability 0.72 1.00 1.00 Max Out Probability 0.00 0.46 0.41 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 50 61 43 1251 290 288 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 832 1493 1569 1552 Queue Service Time ( g s ), s 1.3 1.8 1.2 10.3 7.5 3.3 Cycle Queue Clearance Time ( g c ), s 1.3 1.8 8.6 10.3 7.5 3.3 Green Ratio ( g/C )0.11 0.11 0.65 0.65 0.65 0.65 Capacity ( c ), veh/h 157 140 566 1944 1021 1010 Volume-to-Capacity Ratio ( X )0.318 0.437 0.076 0.643 0.284 0.285 Available Capacity ( c a ), veh/h 838 746 775 2696 1416 1401 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.7 1.0 0.3 1.9 0.7 0.7 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.24 0.00 0.05 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 17.0 17.2 6.1 4.3 3.1 3.1 Incremental Delay ( d 2 ), s/veh 1.1 2.1 0.1 0.4 0.2 0.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 18.1 19.3 6.2 4.7 3.3 3.3 Level of Service (LOS)B B A A A A Approach Delay, s/veh / LOS 18.8 B 0.0 4.7 A 3.3 A Intersection Delay, s/veh / LOS 5.1 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 0.6 A 2.2 B Bicycle LOS Score / LOS F 1.3 A 1.0 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 9:36:13 AM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Jan 4, 2016 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2045 Analysis Period 1> 7:00 Intersection Olwein Street File Name 22nd am future build interchange.xus Project Description AM future build interchange Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 35 0 25 20 925 505 10 Signal Information Green Yellow Red 27.4 2.8 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 40.2 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 12.0 6.0 8.0 Phase Duration, s 7.3 32.9 32.9 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.2 5.1 5.1 Queue Clearance Time ( g s ), s 3.5 11.2 9.5 Green Extension Time ( g e ), s 0.1 16.2 16.6 Phase Call Probability 0.46 1.00 1.00 Max Out Probability 0.00 0.39 0.36 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 56 27 1253 309 308 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1440 802 1493 1569 1562 Queue Service Time ( g s ), s 1.5 0.7 9.2 7.5 3.1 Cycle Queue Clearance Time ( g c ), s 1.5 8.2 9.2 7.5 3.1 Green Ratio ( g/C )0.07 0.68 0.68 0.68 0.68 Capacity ( c ), veh/h 100 577 2037 1070 1065 Volume-to-Capacity Ratio ( X )0.558 0.047 0.615 0.289 0.289 Available Capacity ( c a ), veh/h 860 848 3047 1600 1593 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.0 0.1 1.0 0.4 0.4 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.04 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.1 5.3 3.5 2.5 2.5 Incremental Delay ( d 2 ), s/veh 4.8 0.0 0.2 0.2 0.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 22.9 5.3 3.7 2.7 2.7 Level of Service (LOS)C A A A A Approach Delay, s/veh / LOS 22.9 C 0.0 3.8 A 2.7 A Intersection Delay, s/veh / LOS 4.0 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 1.8 A 2.0 B Bicycle LOS Score / LOS 0.6 A 1.4 A 1.0 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 9:36:13 AM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Jan 4, 2016 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2045 Analysis Period 1> 7:00 Intersection Orchard Drive File Name 22nd am future build interchange.xus Project Description AM future build interchange Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 200 40 25 40 870 85 40 385 75 Signal Information Green Yellow Red 16.7 8.5 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 36.3 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 11.0 6.0 6.0 Phase Duration, s 14.0 22.2 22.2 Change Period, ( Y+R c ), s 5.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 1.4 1.4 Queue Clearance Time ( g s ), s 8.0 12.9 16.3 Green Extension Time ( g e ), s 1.0 0.3 0.3 Phase Call Probability 0.94 1.00 1.00 Max Out Probability 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 267 17 48 562 551 51 281 272 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1506 1329 851 1569 1538 504 1569 1511 Queue Service Time ( g s ), s 6.0 0.4 1.4 10.9 10.9 3.5 4.3 4.3 Cycle Queue Clearance Time ( g c ), s 6.0 0.4 5.7 10.9 10.9 14.3 4.3 4.3 Green Ratio ( g/C )0.24 0.24 0.46 0.46 0.46 0.46 0.46 0.46 Capacity ( c ), veh/h 355 313 492 724 710 280 724 698 Volume-to-Capacity Ratio ( X )0.752 0.053 0.098 0.775 0.776 0.184 0.388 0.391 Available Capacity ( c a ), veh/h 1243 1097 1505 2590 2540 880 2590 2494 Back of Queue ( Q ), veh/ln ( 95 th percentile)3.5 0.2 0.3 3.8 3.8 0.6 1.5 1.4 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.03 0.21 0.00 0.00 0.18 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.9 10.8 8.2 8.2 8.2 14.2 6.4 6.4 Incremental Delay ( d 2 ), s/veh 3.2 0.1 0.0 0.5 0.5 0.1 0.1 0.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 16.1 10.8 8.3 8.7 8.7 14.3 6.5 6.5 Level of Service (LOS)B B A A A B A A Approach Delay, s/veh / LOS 15.8 B 0.0 8.7 A 7.2 A Intersection Delay, s/veh / LOS 9.2 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 2.9 C 1.9 A 2.2 B Bicycle LOS Score / LOS 1.0 A 1.4 A 0.9 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 9:36:13 AM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Jan 4, 2016 Area Type Other Jurisdiction Brookings, SD Time Period AM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2045 Analysis Period 1> 7:00 Intersection 8th Street File Name 22nd am future build interchange.xus Project Description AM future build interchange Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 380 35 105 645 250 140 Signal Information Green Yellow Red 21.5 16.2 0.0 0.0 0.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 47.7 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 21.2 26.5 26.5 Change Period, ( Y+R c ), s 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 4.2 4.2 4.2 Queue Clearance Time ( g s ), s 14.4 15.0 9.9 Green Extension Time ( g e ), s 1.8 6.5 6.5 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 0.00 0.01 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 422 39 117 717 239 223 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 926 1493 1569 1433 Queue Service Time ( g s ), s 12.4 1.0 4.9 8.3 7.9 4.8 Cycle Queue Clearance Time ( g c ), s 12.4 1.0 13.0 8.3 7.9 4.8 Green Ratio ( g/C )0.34 0.34 0.45 0.45 0.45 0.45 Capacity ( c ), veh/h 505 450 413 1350 709 648 Volume-to-Capacity Ratio ( X )0.835 0.086 0.282 0.531 0.337 0.345 Available Capacity ( c a ), veh/h 1472 1310 1063 3444 1809 1653 Back of Queue ( Q ), veh/ln ( 95 th percentile)6.9 0.4 1.6 3.6 2.2 2.1 Queue Storage Ratio ( RQ ) ( 95 th percentile)1.07 0.00 0.34 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 14.6 10.8 14.0 9.4 8.4 8.5 Incremental Delay ( d 2 ), s/veh 3.7 0.1 0.4 0.3 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 18.3 10.8 14.4 9.7 8.7 8.8 Level of Service (LOS)B B B A A A Approach Delay, s/veh / LOS 17.6 B 0.0 10.4 B 8.7 A Intersection Delay, s/veh / LOS 11.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.8 C 0.7 A 2.2 B Bicycle LOS Score / LOS F 1.2 A 0.8 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 9:36:13 AM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/12TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 12TH STREET S. Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 2 0 0 0 2 1 Configuration LR L T T R Volume (veh/h)115 65 150 575 140 90 Percent Heavy Vehicles 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)200 167 Capacity 375 1299 v/c Ratio 0.53 0.13 95% Queue Length 3.0 0.4 Control Delay (s/veh)25.1 8.2 Level of Service (LOS)D A Approach Delay (s/veh)25.1 1.7 Approach LOS D A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:48:50 AM 22-12 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Jan 4, 2016 Area Type Other Jurisdiction BROOKINGS Time Period AM PEAK PHF 0.90 Urban Street 20TH STREET SOUTH Analysis Year 2045 Analysis Period 1> 7:00 Intersection 22ND AVENUE File Name 22-20 FUTURE BUILD INTERCHANGE AM.xus Project Description 20TH ST INTERCHANGE STUDY Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 260 430 20 60 225 45 35 270 55 40 85 65 Signal Information Green Yellow Red 2.7 5.2 7.6 9.1 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 42.7 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 6.0 5.0 Phase Duration, s 13.9 18.8 8.7 13.6 15.1 15.1 Change Period, ( Y+R c ), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.1 4.0 4.1 4.0 4.2 4.2 Queue Clearance Time ( g s ), s 7.4 6.9 3.3 5.2 5.7 7.4 Green Extension Time ( g e ), s 0.8 2.7 0.1 2.5 1.8 1.8 Phase Call Probability 0.97 1.00 0.55 1.00 1.00 1.00 Max Out Probability 0.01 0.01 0.06 0.05 0.03 0.05 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 289 248 246 67 143 140 39 171 167 44 94 44 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1681 1765 1743 1681 1765 1692 1296 1765 1694 1037 1680 1525 Queue Service Time ( g s ), s 5.4 4.9 4.9 1.3 3.1 3.2 1.1 3.6 3.7 1.7 1.0 1.0 Cycle Queue Clearance Time ( g c ), s 5.4 4.9 4.9 1.3 3.1 3.2 2.0 3.6 3.7 5.4 1.0 1.0 Green Ratio ( g/C )0.39 0.30 0.30 0.24 0.18 0.18 0.21 0.21 0.21 0.21 0.21 0.21 Capacity ( c ), veh/h 595 531 524 401 316 303 416 377 362 301 718 326 Volume-to-Capacity Ratio ( X )0.485 0.468 0.469 0.166 0.453 0.463 0.094 0.455 0.463 0.148 0.132 0.136 Available Capacity ( c a ), veh/h 1070 1240 1225 687 827 793 746 827 793 565 1574 715 Back of Queue ( Q ), veh/ln ( 95 th percentile)2.7 2.9 2.8 0.8 2.0 2.0 0.5 2.3 2.2 0.6 0.6 0.5 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.46 0.00 0.00 0.13 0.00 0.00 0.12 0.00 0.00 0.16 0.00 0.00 Uniform Delay ( d 1 ), s/veh 9.8 12.1 12.2 12.8 15.7 15.7 14.4 14.6 14.6 17.0 13.6 13.6 Incremental Delay ( d 2 ), s/veh 0.6 0.6 0.7 0.2 1.0 1.1 0.1 0.9 0.9 0.2 0.1 0.2 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 10.4 12.8 12.8 13.0 16.7 16.8 14.5 15.5 15.6 17.2 13.7 13.8 Level of Service (LOS)B B B B B B B B B B B B Approach Delay, s/veh / LOS 11.9 B 16.0 B 15.4 B 14.6 B Intersection Delay, s/veh / LOS 13.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 3.0 C 2.8 C 2.8 C Bicycle LOS Score / LOS 1.1 A 0.8 A 0.8 A 0.6 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 9:40:43 AM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 32ND STREET S Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)160 45 10 15 30 15 10 85 10 10 70 35 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)178 17 116 128 Capacity 1562 1534 427 494 v/c Ratio 0.11 0.01 0.27 0.26 95% Queue Length 0.4 0.0 1.1 1.0 Control Delay (s/veh)7.6 7.4 16.5 14.8 Level of Service (LOS)A A C B Approach Delay (s/veh)5.9 1.9 16.5 14.8 Approach LOS A A C B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:51:57 AM 22-32 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 217TH STREET Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)40 40 10 10 35 55 10 10 10 60 10 25 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)44 11 33 106 Capacity 1498 1542 731 732 v/c Ratio 0.03 0.01 0.05 0.14 95% Queue Length 0.1 0.0 0.1 0.5 Control Delay (s/veh)7.5 7.4 10.2 10.8 Level of Service (LOS)A A B B Approach Delay (s/veh)3.4 0.8 10.2 10.8 Approach LOS A A B B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:52:54 AM 22-217 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 217TH STREET Analysis Year 2045 North/South Street INTERSTATE 29 SB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration TR LT LTR Volume (veh/h)65 45 5 90 15 0 10 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)106 28 Capacity 1471 1232 v/c Ratio 0.07 0.02 95% Queue Length 0.0 0.1 Control Delay (s/veh)7.5 8.0 Level of Service (LOS)A A Approach Delay (s/veh)0.5 8.0 Approach LOS A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:54:00 AM I 29 SB-217 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 217TH STREET Analysis Year 2045 North/South Street INTERSTATE 29 NB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration LT TR LTR Volume (veh/h)30 50 80 30 15 0 5 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)89 23 Capacity 1471 969 v/c Ratio 0.06 0.02 95% Queue Length 0.1 0.1 Control Delay (s/veh)7.5 8.8 Level of Service (LOS)A A Approach Delay (s/veh)2.9 8.8 Approach LOS A A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:54:49 AM I 29 NB-217 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 217TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)10 40 5 10 85 10 10 10 10 20 15 15 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)11 11 33 56 Capacity 1492 1562 785 774 v/c Ratio 0.01 0.01 0.04 0.07 95% Queue Length 0.0 0.0 0.1 0.2 Control Delay (s/veh)7.4 7.3 9.8 10.0 Level of Service (LOS)A A A B Approach Delay (s/veh)1.4 0.7 9.8 10.0 Approach LOS A A A B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:55:43 AM 34-217 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 32ND STREET SOUTH Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)40 10 15 10 10 10 10 10 10 15 25 40 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)72 33 11 17 Capacity 841 846 1520 1585 v/c Ratio 0.09 0.04 0.01 0.01 95% Queue Length 0.3 0.1 0.0 0.0 Control Delay (s/veh)9.7 9.4 7.4 7.3 Level of Service (LOS)A A A A Approach Delay (s/veh)9.7 9.4 2.5 1.5 Approach LOS A A A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:56:32 AM 34-32 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 2 0 0 1 0 0 1 1 0 0 1 1 0 Configuration L T TR LTR L TR L TR Volume (veh/h)400 15 20 15 10 10 10 40 10 15 45 225 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)444 9 31 39 11 17 Capacity 635 613 779 657 1254 1542 v/c Ratio 0.70 0.01 0.04 0.06 0.01 0.01 95% Queue Length 5.6 0.1 0.2 0.2 0.0 0.0 Control Delay (s/veh)22.8 11.0 9.9 10.8 7.9 7.4 Level of Service (LOS)C B A B A A Approach Delay (s/veh)21.8 10.8 1.3 0.4 Approach LOS C B A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:57:37 AM 34-20 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/2016 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street I-29 SB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 0 0 0 0 0 1 0 Configuration T TR L T LTR Volume (veh/h)440 85 10 295 5 0 35 Percent Heavy Vehicles 3 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)11 45 Capacity 981 979 v/c Ratio 0.01 0.05 95% Queue Length 0.0 0.1 Control Delay (s/veh)8.7 8.9 Level of Service (LOS)A A Approach Delay (s/veh)0.3 8.9 Approach LOS A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:49:55 AM 20-I 29 SB 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/2016 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street I-29 NB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 1 0 0 0 0 Configuration L T T TR LTR Volume (veh/h)20 425 240 5 65 0 10 Percent Heavy Vehicles 3 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)22 83 Capacity 1280 461 v/c Ratio 0.02 0.18 95% Queue Length 0.1 0.7 Control Delay (s/veh)7.9 14.5 Level of Service (LOS)A B Approach Delay (s/veh)0.4 14.5 Approach LOS A B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 9:50:50 AM 20-I 29 NB 2045 BUILD INTERCHANGE AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/13/2016 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street I-29 SB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 0 0 0 0 0 0 0 Configuration T TR L T LR Volume (veh/h)440 85 10 295 35 5 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)11 45 Capacity 981 335 v/c Ratio 0.01 0.13 95% Queue Length 0.0 0.5 Control Delay (s/veh)8.7 17.4 Level of Service (LOS)A C Approach Delay (s/veh)0.3 17.4 Approach LOS A C Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/13/2016 10:22:05 AM 20-I 29 SB 2045 BUILD PARCLO AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/13/2016 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street I-29 NB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 0 0 Configuration L T T TR LR Volume (veh/h)20 425 240 5 10 65 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)22 83 Capacity 1280 767 v/c Ratio 0.02 0.11 95% Queue Length 0.1 0.4 Control Delay (s/veh)7.9 10.3 Level of Service (LOS)A B Approach Delay (s/veh)0.4 10.3 Approach LOS A B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/13/2016 10:24:06 AM 20-I 29 NB 2045 BUILD PARCLO AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/13/2016 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street I-29 SB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 0 0 0 0 0 0 0 Configuration T TR L T LR Volume (veh/h)440 85 10 295 35 5 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)11 45 Capacity 981 335 v/c Ratio 0.01 0.13 95% Queue Length 0.0 0.5 Control Delay (s/veh)8.7 17.4 Level of Service (LOS)A C Approach Delay (s/veh)0.3 17.4 Approach LOS A C Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/13/2016 10:33:51 AM 20-I 29 SB 2045 BUILD FOLD DIA AM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/13/2016 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street I-29 NB Time Analyzed AM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 0 0 0 0 0 0 0 Configuration T TR L T LR Volume (veh/h)425 20 5 240 65 10 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)6 83 Capacity 1059 419 v/c Ratio 0.01 0.20 95% Queue Length 0.0 0.7 Control Delay (s/veh)8.4 15.7 Level of Service (LOS)A C Approach Delay (s/veh)0.2 15.7 Approach LOS A C Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/13/2016 10:35:42 AM 20-I 29 NB 2045 BUILD FOLD DIA AM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Interchange Analysis Period 1> 7:00 Intersection 22nd Avenue File Name 6th pm future build interchange.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 280 350 255 275 415 30 265 415 180 40 380 230 Signal Information Green Yellow Red 8.6 1.1 28.8 3.3 4.5 23.8 3.0 3.0 4.0 4.0 3.0 4.0 0.0 0.0 2.0 0.0 0.0 2.0 1 2 3 4 5 6 7 8 Cycle, s 95.0 Reference Phase 2 Offset, s 58 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0 Phase Duration, s 15.6 38.9 11.6 34.8 14.8 37.2 7.3 29.8 Change Period, ( Y+R c ), s 3.0 6.0 3.0 6.0 3.0 6.0 4.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.1 5.1 3.1 5.1 Queue Clearance Time ( g s ), s 11.9 8.2 11.4 13.6 4.8 19.2 Green Extension Time ( g e ), s 0.8 0.0 0.5 0.0 0.4 7.5 0.0 4.6 Phase Call Probability 1.00 0.99 1.00 1.00 0.69 1.00 Max Out Probability 0.13 0.02 1.00 0.18 0.92 0.67 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 311 389 172 188 149 148 294 461 122 44 301 277 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1451 1493 1329 1451 1569 1543 1451 1493 1329 1494 1569 1425 Queue Service Time ( g s ), s 9.9 9.3 7.5 6.2 5.4 5.4 9.4 11.6 5.6 2.8 16.9 17.2 Cycle Queue Clearance Time ( g c ), s 9.9 9.3 7.5 6.2 5.4 5.4 9.4 11.6 5.6 2.8 16.9 17.2 Green Ratio ( g/C )0.13 0.35 0.47 0.09 0.30 0.30 0.12 0.33 0.42 0.04 0.25 0.25 Capacity ( c ), veh/h 386 1034 625 261 475 467 360 982 557 52 392 356 Volume-to-Capacity Ratio ( X )0.805 0.376 0.275 0.720 0.314 0.317 0.817 0.469 0.220 0.849 0.766 0.778 Available Capacity ( c a ), veh/h 593 1034 625 532 475 467 458 1121 619 126 466 423 Back of Queue ( Q ), veh/ln ( 95 th percentile)6.6 6.0 4.2 4.4 3.6 3.6 6.7 7.3 3.0 2.2 11.3 10.8 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.48 0.00 0.32 0.28 0.00 0.00 0.62 0.00 0.51 0.38 0.00 0.00 Uniform Delay ( d 1 ), s/veh 40.0 23.4 15.3 46.3 18.1 18.0 40.5 25.3 17.7 45.6 33.0 33.2 Incremental Delay ( d 2 ), s/veh 4.7 1.0 1.1 3.7 1.7 1.7 8.9 0.5 0.3 13.0 7.2 8.5 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 44.6 24.4 16.4 49.9 19.8 19.8 49.4 25.8 17.9 58.6 40.2 41.7 Level of Service (LOS)D C B D B B D C B E D D Approach Delay, s/veh / LOS 30.0 C 31.5 C 32.6 C 42.2 D Intersection Delay, s/veh / LOS 33.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 3.2 C 3.0 C 3.0 C 3.2 C Bicycle LOS Score / LOS 1.2 A 1.1 A 1.2 A 1.0 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 10:13:43 AM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Interchange Analysis Period 1> 7:00 Intersection Sunrise Ridge Rd.File Name 6th pm future build interchange.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 160 365 45 75 620 50 25 40 115 145 40 75 Signal Information Green Yellow Red 3.1 4.6 47.7 21.7 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 95.0 Reference Phase 2 Offset, s 36 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 Phase Duration, s 13.6 58.2 9.1 53.7 27.7 27.7 Change Period, ( Y+R c ), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.1 0.0 4.1 0.0 4.4 4.4 Queue Clearance Time ( g s ), s 7.3 3.7 9.0 20.6 Green Extension Time ( g e ), s 0.4 0.0 0.1 0.0 1.6 1.1 Phase Call Probability 0.99 0.77 1.00 1.00 Max Out Probability 0.00 0.02 0.00 0.20 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 178 218 215 55 240 237 28 122 161 94 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1569 1533 1494 1569 1543 1296 1407 1264 1432 Queue Service Time ( g s ), s 5.3 7.3 7.2 1.7 6.6 6.8 1.7 7.0 11.7 5.2 Cycle Queue Clearance Time ( g c ), s 5.3 7.3 7.2 1.7 6.6 6.8 6.8 7.0 18.6 5.2 Green Ratio ( g/C )0.59 0.55 0.55 0.53 0.50 0.50 0.23 0.23 0.23 0.23 Capacity ( c ), veh/h 588 862 843 553 787 774 302 322 273 327 Volume-to-Capacity Ratio ( X )0.302 0.253 0.255 0.100 0.305 0.307 0.092 0.380 0.591 0.288 Available Capacity ( c a ), veh/h 771 862 843 681 787 774 402 430 370 437 Back of Queue ( Q ), veh/ln ( 95 th percentile)2.9 4.6 4.4 1.0 3.9 4.0 1.0 4.4 6.8 3.3 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.22 0.00 0.00 0.11 0.00 0.00 0.63 0.00 1.15 0.00 Uniform Delay ( d 1 ), s/veh 9.6 12.1 11.7 10.8 9.8 10.1 33.1 31.0 38.8 30.3 Incremental Delay ( d 2 ), s/veh 0.3 0.7 0.7 0.1 1.0 1.0 0.1 0.7 2.0 0.5 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 9.9 12.7 12.4 10.9 10.8 11.1 33.2 31.7 40.8 30.7 Level of Service (LOS)A B B B B B C C D C Approach Delay, s/veh / LOS 11.8 B 10.9 B 32.0 C 37.1 D Intersection Delay, s/veh / LOS 17.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.9 C 2.9 C Bicycle LOS Score / LOS 1.0 A 1.2 A 0.7 A 0.9 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 10:13:43 AM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/25TH Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/2016 East/West Street 6TH STREET Analysis Year 2045 North/South Street 25TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST S INTERCHAGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 1 1 1 0 0 0 1 Configuration T TR L T R L TR R Volume (veh/h)610 15 25 670 165 5 0 80 70 Percent Heavy Vehicles 2 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No Yes No Yes Median Type Left Only Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)28 6 89 78 Capacity 897 264 648 625 v/c Ratio 0.03 0.02 0.14 0.12 95% Queue Length 0.1 0.1 0.5 0.4 Control Delay (s/veh)9.1 18.9 11.4 11.6 Level of Service (LOS)A C B B Approach Delay (s/veh)0.3 11.9 11.6 Approach LOS A B B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:40:34 AM 6-25 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/2016 East/West Street 6TH STREET Analysis Year 2045 North/South Street I-29 SB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST S INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 1 0 1 2 0 0 0 0 0 1 0 Configuration T R L T LTR Volume (veh/h)485 205 75 770 15 0 90 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)83 117 Capacity 817 676 v/c Ratio 0.10 0.17 95% Queue Length 0.3 0.6 Control Delay (s/veh)9.9 11.4 Level of Service (LOS)A B Approach Delay (s/veh)0.9 11.4 Approach LOS A B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:42:09 AM 6-I 29 SB 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Interchange Analysis Period 1> 7:00 Intersection I-29 NB File Name 6th pm future build interchange.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 160 340 740 70 105 0 30 Signal Information Green Yellow Red 77.4 9.6 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 0.5 0.5 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 95.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 8 Case Number 6.0 8.0 11.0 Phase Duration, s 81.4 81.4 13.6 Change Period, ( Y+R c ), s 4.0 4.0 4.0 Max Allow Headway ( MAH ), s 0.0 0.0 6.1 Queue Clearance Time ( g s ), s 9.2 Green Extension Time ( g e ), s 0.0 0.0 0.6 Phase Call Probability 0.97 Max Out Probability 0.06 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 3 8 18 Adjusted Flow Rate ( v ), veh/h 222 472 196 193 117 22 Adjusted Saturation Flow Rate ( s ), veh/h/ln 991 1493 1569 1540 1494 1329 Queue Service Time ( g s ), s 7.4 2.2 11.2 4.4 7.2 1.5 Cycle Queue Clearance Time ( g c ), s 19.1 2.2 11.2 4.4 7.2 1.5 Green Ratio ( g/C )0.81 0.81 0.81 0.81 0.10 0.10 Capacity ( c ), veh/h 766 2433 1278 1255 151 134 Volume-to-Capacity Ratio ( X )0.290 0.194 0.153 0.154 0.772 0.165 Available Capacity ( c a ), veh/h 766 2433 1278 1255 330 294 Back of Queue ( Q ), veh/ln ( 95 th percentile)2.6 0.7 1.6 1.6 5.8 0.9 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.23 0.00 0.00 0.00 0.00 0.06 Uniform Delay ( d 1 ), s/veh 5.1 1.2 3.6 3.6 41.6 39.0 Incremental Delay ( d 2 ), s/veh 0.9 0.2 0.3 0.3 16.1 1.2 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 6.0 1.4 3.8 3.9 57.7 40.2 Level of Service (LOS)A A A A E D Approach Delay, s/veh / LOS 2.9 A 3.8 A 54.9 D 0.0 Intersection Delay, s/veh / LOS 9.1 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 1.6 A 1.8 A 2.8 C 2.9 C Bicycle LOS Score / LOS 0.9 A 1.2 A 0.7 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 10:13:43 AM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/LEFEVRE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 6TH STREET Analysis Year 2045 North/South Street LEFEVRE DRIVE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 1 0 1 2 1 0 0 1 0 0 1 Configuration L T R L T R R R Volume (veh/h)5 305 60 15 800 5 25 10 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Left + Thru Median Storage 1 Delay, Queue Length, and Level of Service Flow Rate (veh/h)6 17 28 11 Capacity 754 1121 835 562 v/c Ratio 0.01 0.02 0.03 0.02 95% Queue Length 0.0 0.0 0.1 0.1 Control Delay (s/veh)9.8 8.3 9.5 11.5 Level of Service (LOS)A A A B Approach Delay (s/veh)0.1 0.2 9.5 11.5 Approach LOS A A A B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:43:37 AM 6-LEFEVRE 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date 10/2/2015 Area Type Other Jurisdiction City of Brookings Time Period PM Peak PHF 0.90 Urban Street 6th Street Analysis Year Future Build Interchange Analysis Period 1> 7:00 Intersection 32nd Avenue File Name 6th pm future build interchange.xus Project Description Brookings 20th St. Intchg. Study Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 50 255 25 5 355 5 345 45 35 20 15 120 Signal Information Green Yellow Red 55.1 2.7 8.2 8.0 0.0 0.0 4.0 4.0 4.0 5.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 95.0 Reference Phase 2 Offset, s 46 Reference Point Begin Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 6 3 8 7 4 Case Number 5.0 6.0 2.0 3.0 2.0 3.0 Phase Duration, s 61.1 61.1 18.9 27.2 6.7 15.0 Change Period, ( Y+R c ), s 6.0 6.0 4.0 7.0 4.0 7.0 Max Allow Headway ( MAH ), s 0.0 0.0 3.3 4.4 3.3 4.4 Queue Clearance Time ( g s ), s 14.2 4.5 3.4 7.4 Green Extension Time ( g e ), s 0.0 0.0 0.7 0.7 0.0 0.6 Phase Call Probability 1.00 1.00 0.44 0.99 Max Out Probability 0.02 0.00 1.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 77 394 23 6 200 200 383 50 22 22 17 78 Adjusted Saturation Flow Rate ( s ), veh/h/ln 981 1493 1329 986 1569 1561 1451 1569 1329 1494 1569 1329 Queue Service Time ( g s ), s 4.2 6.4 0.5 0.3 5.8 5.9 12.2 2.5 1.3 1.4 0.9 5.4 Cycle Queue Clearance Time ( g c ), s 10.0 6.4 0.5 6.7 5.8 5.9 12.2 2.5 1.3 1.4 0.9 5.4 Green Ratio ( g/C )0.58 0.58 0.74 0.58 0.58 0.58 0.16 0.21 0.21 0.03 0.08 0.08 Capacity ( c ), veh/h 584 1732 980 581 910 905 455 334 283 42 132 112 Volume-to-Capacity Ratio ( X )0.132 0.227 0.024 0.010 0.220 0.221 0.842 0.150 0.078 0.531 0.126 0.695 Available Capacity ( c a ), veh/h 584 1732 980 581 910 905 702 881 746 94 678 575 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.7 3.6 0.2 0.1 3.6 3.5 8.0 1.7 0.8 1.0 0.7 3.6 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.16 0.00 0.02 0.01 0.00 0.00 2.04 0.00 0.19 0.32 0.00 1.15 Uniform Delay ( d 1 ), s/veh 13.0 10.4 3.7 11.4 9.6 9.6 38.9 30.4 29.9 45.6 40.3 42.3 Incremental Delay ( d 2 ), s/veh 0.5 0.3 0.0 0.0 0.6 0.6 3.3 0.2 0.1 3.8 0.4 7.5 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 13.4 10.7 3.7 11.4 10.2 10.2 42.2 30.6 30.0 49.4 40.7 49.8 Level of Service (LOS)B B A B B B D C C D D D Approach Delay, s/veh / LOS 10.8 B 10.2 B 40.3 D 48.5 D Intersection Delay, s/veh / LOS 22.7 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.6 B 2.5 B 2.8 C 3.0 C Bicycle LOS Score / LOS 0.8 A 0.8 A 1.2 A 0.7 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 10:13:43 AM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 6TH/34TH AVENUE Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 6TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 1 0 1 1 1 1 1 0 1 1 1 Configuration L T R L T R L TR L T R Volume (veh/h)30 250 30 10 245 10 70 110 25 10 190 50 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Right Turn Channelized No No No Yes Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)33 11 78 150 11 211 56 Capacity 1265 1249 141 385 229 370 745 v/c Ratio 0.03 0.01 0.55 0.39 0.05 0.57 0.08 95% Queue Length 0.1 0.0 2.7 1.8 0.2 3.4 0.2 Control Delay (s/veh)7.9 7.9 58.1 20.2 21.5 26.9 10.2 Level of Service (LOS)A A F C C D B Approach Delay (s/veh)0.8 0.3 33.2 23.3 Approach LOS A A D C Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:45:07 AM 6-34 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Jan 4, 2016 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2045 Analysis Period 1> 7:00 Intersection 3rd Street File Name 22nd pm future build interchange.xus Project Description PM future build interchange Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 40 45 45 1045 850 35 Signal Information Green Yellow Red 32.5 4.2 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 46.8 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 8.7 38.0 38.0 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 5.1 5.1 Queue Clearance Time ( g s ), s 3.7 19.6 16.8 Green Extension Time ( g e ), s 0.3 13.0 14.5 Phase Call Probability 0.71 1.00 1.00 Max Out Probability 0.00 0.74 0.69 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 44 50 51 1181 485 481 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 579 1493 1569 1556 Queue Service Time ( g s ), s 1.3 1.7 2.8 9.3 14.8 6.4 Cycle Queue Clearance Time ( g c ), s 1.3 1.7 17.6 9.3 14.8 6.4 Green Ratio ( g/C )0.09 0.09 0.70 0.70 0.70 0.70 Capacity ( c ), veh/h 135 121 374 2077 1091 1082 Volume-to-Capacity Ratio ( X )0.328 0.415 0.136 0.569 0.445 0.445 Available Capacity ( c a ), veh/h 734 653 429 2362 1240 1230 Back of Queue ( Q ), veh/ln ( 95 th percentile)0.8 1.0 0.5 1.7 1.3 1.3 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.26 0.00 0.11 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 19.9 20.1 9.9 3.6 3.1 3.1 Incremental Delay ( d 2 ), s/veh 1.4 2.3 0.2 0.3 0.4 0.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 21.3 22.4 10.1 3.9 3.5 3.5 Level of Service (LOS)C C B A A A Approach Delay, s/veh / LOS 21.9 C 0.0 4.1 A 3.5 A Intersection Delay, s/veh / LOS 4.6 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 0.6 A 2.2 B Bicycle LOS Score / LOS F 1.5 A 1.3 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 10:25:54 AM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Jan 4, 2016 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2045 Analysis Period 1> 7:00 Intersection Olwein Street File Name 22nd pm future build interchange.xus Project Description PM future build interchange Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 50 0 25 20 1095 790 20 Signal Information Green Yellow Red 33.1 3.7 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 1.5 1.5 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 46.8 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 12.0 6.0 8.0 Phase Duration, s 8.2 38.6 38.6 Change Period, ( Y+R c ), s 4.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.2 5.1 5.1 Queue Clearance Time ( g s ), s 4.3 16.6 15.5 Green Extension Time ( g e ), s 0.2 16.6 17.1 Phase Call Probability 0.61 1.00 1.00 Max Out Probability 0.00 0.61 0.60 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 72 22 1197 493 491 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1452 570 1493 1569 1562 Queue Service Time ( g s ), s 2.3 1.1 9.1 13.5 6.3 Cycle Queue Clearance Time ( g c ), s 2.3 14.6 9.1 13.5 6.3 Green Ratio ( g/C )0.08 0.71 0.71 0.71 0.71 Capacity ( c ), veh/h 113 393 2115 1111 1106 Volume-to-Capacity Ratio ( X )0.637 0.056 0.566 0.444 0.444 Available Capacity ( c a ), veh/h 745 489 2617 1374 1368 Back of Queue ( Q ), veh/ln ( 95 th percentile)1.5 0.2 1.3 1.1 1.1 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.06 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 20.9 8.2 3.3 2.9 2.9 Incremental Delay ( d 2 ), s/veh 5.8 0.1 0.2 0.4 0.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 26.7 8.2 3.5 3.3 3.3 Level of Service (LOS)C A A A A Approach Delay, s/veh / LOS 26.7 C 0.0 3.6 A 3.3 A Intersection Delay, s/veh / LOS 4.2 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.7 B 1.8 A 2.0 B Bicycle LOS Score / LOS 0.6 A 1.5 A 1.2 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 10:25:54 AM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Jan 4, 2016 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2045 Analysis Period 1> 7:00 Intersection Orchard Drive File Name 22nd pm future build interchange.xus Project Description PM future build interchange Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 235 15 40 80 1005 20 15 645 100 Signal Information Green Yellow Red 15.5 8.7 0.0 0.0 0.0 0.0 3.5 3.5 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 35.3 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 11.0 6.0 6.0 Phase Duration, s 14.2 21.0 21.0 Change Period, ( Y+R c ), s 5.5 5.5 5.5 Max Allow Headway ( MAH ), s 4.3 1.4 1.4 Queue Clearance Time ( g s ), s 8.0 15.1 13.0 Green Extension Time ( g e ), s 1.1 0.4 0.4 Phase Call Probability 0.95 1.00 1.00 Max Out Probability 0.00 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 5 2 12 1 6 16 Adjusted Flow Rate ( v ), veh/h 278 28 82 524 522 20 474 460 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1498 1329 597 1569 1563 538 1569 1521 Queue Service Time ( g s ), s 6.0 0.6 4.5 9.9 9.9 1.1 8.6 8.6 Cycle Queue Clearance Time ( g c ), s 6.0 0.6 13.1 9.9 9.9 11.0 8.6 8.6 Green Ratio ( g/C )0.25 0.25 0.44 0.44 0.44 0.44 0.44 0.44 Capacity ( c ), veh/h 371 330 322 691 689 290 691 670 Volume-to-Capacity Ratio ( X )0.748 0.084 0.256 0.758 0.758 0.069 0.686 0.686 Available Capacity ( c a ), veh/h 1273 1129 1073 2665 2656 967 2665 2585 Back of Queue ( Q ), veh/ln ( 95 th percentile)3.5 0.3 0.8 3.5 3.5 0.2 3.1 3.0 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.00 0.05 0.53 0.00 0.00 0.06 0.00 0.00 Uniform Delay ( d 1 ), s/veh 12.3 10.2 13.2 8.3 8.3 12.9 7.9 7.9 Incremental Delay ( d 2 ), s/veh 3.0 0.1 0.1 0.5 0.5 0.0 0.4 0.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 15.3 10.3 13.3 8.8 8.8 13.0 8.3 8.3 Level of Service (LOS)B B B A A B A A Approach Delay, s/veh / LOS 14.8 B 0.0 9.1 A 8.4 A Intersection Delay, s/veh / LOS 9.6 A Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 2.9 C 1.9 A 2.2 B Bicycle LOS Score / LOS 1.0 A 1.5 A 1.1 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 10:25:54 AM HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Jan 4, 2016 Area Type Other Jurisdiction Brookings, SD Time Period PM Peak PHF 0.90 Urban Street 22nd Avenue Analysis Year 2045 Analysis Period 1> 7:00 Intersection 8th Street File Name 22nd pm future build interchange.xus Project Description PM future build interchange Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 365 95 135 775 455 190 Signal Information Green Yellow Red 40.5 22.8 0.0 0.0 0.0 0.0 4.0 4.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 73.3 Reference Phase 2 Offset, s 0 Reference Point Begin Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 4 2 6 Case Number 9.0 6.0 8.0 Phase Duration, s 27.8 45.5 45.5 Change Period, ( Y+R c ), s 5.0 5.0 5.0 Max Allow Headway ( MAH ), s 4.2 4.3 4.3 Queue Clearance Time ( g s ), s 20.8 30.8 16.9 Green Extension Time ( g e ), s 2.0 9.7 11.2 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 0.00 0.24 0.09 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 14 5 2 6 16 Adjusted Flow Rate ( v ), veh/h 406 106 150 861 422 394 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1494 1329 667 1493 1569 1459 Queue Service Time ( g s ), s 18.8 4.4 13.9 13.3 14.9 12.1 Cycle Queue Clearance Time ( g c ), s 18.8 4.4 28.8 13.3 14.9 12.1 Green Ratio ( g/C )0.31 0.31 0.55 0.55 0.55 0.55 Capacity ( c ), veh/h 464 413 331 1651 867 806 Volume-to-Capacity Ratio ( X )0.873 0.255 0.453 0.522 0.487 0.488 Available Capacity ( c a ), veh/h 958 852 462 2240 1177 1094 Back of Queue ( Q ), veh/ln ( 95 th percentile)11.0 2.3 3.7 6.6 6.1 5.8 Queue Storage Ratio ( RQ ) ( 95 th percentile)1.70 0.00 0.78 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 23.9 18.9 20.1 10.3 10.0 10.0 Incremental Delay ( d 2 ), s/veh 5.3 0.3 1.0 0.3 0.3 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 29.2 19.2 21.0 10.6 10.3 10.4 Level of Service (LOS)C B C B B B Approach Delay, s/veh / LOS 27.1 C 0.0 12.1 B 10.4 B Intersection Delay, s/veh / LOS 14.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.9 C 2.8 C 0.7 A 2.2 B Bicycle LOS Score / LOS F 1.3 A 1.0 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 10:25:54 AM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/12TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 12TH STREET S. Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 2 0 0 0 2 1 Configuration LR L T T R Volume (veh/h)205 50 80 640 345 90 Percent Heavy Vehicles 2 2 2 Proportion Time Blocked 0.000 0.000 0.000 Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)284 89 Capacity 291 1069 v/c Ratio 0.98 0.08 95% Queue Length 9.9 0.3 Control Delay (s/veh)86.3 8.7 Level of Service (LOS)F A Approach Delay (s/veh)86.3 1.0 Approach LOS F A Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:46:25 AM 22-12 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency HDR Duration, h 0.25 Analyst RL Analysis Date Jan 4, 2016 Area Type Other Jurisdiction BROOKINGS Time Period PM PEAK PHF 0.90 Urban Street 20TH STREET SOUTH Analysis Year 2045 Analysis Period 1> 7:00 Intersection 22ND AVENUE File Name 22-20 FUTURE BUILD INTERCHANGE PM.xus Project Description 20TH ST INTERCHANGE STUDY Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 170 260 55 95 435 80 95 330 50 35 155 160 Signal Information Green Yellow Red 3.7 1.9 10.9 10.8 0.0 0.0 4.0 0.0 4.0 4.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 45.3 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 6.0 5.0 Phase Duration, s 11.6 18.8 9.7 16.9 16.8 16.8 Change Period, ( Y+R c ), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Allow Headway ( MAH ), s 4.1 4.1 4.1 4.1 4.2 4.2 Queue Clearance Time ( g s ), s 5.6 5.4 4.1 8.4 7.4 8.1 Green Extension Time ( g e ), s 0.5 3.2 0.1 2.6 2.7 2.6 Phase Call Probability 0.91 1.00 0.74 1.00 1.00 1.00 Max Out Probability 0.00 0.01 0.18 0.16 0.12 0.15 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate ( v ), veh/h 189 166 162 106 273 265 106 202 198 39 172 106 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1681 1765 1692 1681 1765 1701 1208 1765 1713 981 1680 1525 Queue Service Time ( g s ), s 3.6 3.4 3.4 2.1 6.3 6.4 3.5 4.5 4.5 1.6 1.9 2.6 Cycle Queue Clearance Time ( g c ), s 3.6 3.4 3.4 2.1 6.3 6.4 5.4 4.5 4.5 6.1 1.9 2.6 Green Ratio ( g/C )0.36 0.28 0.28 0.32 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 Capacity ( c ), veh/h 453 500 479 467 426 411 397 420 408 295 800 363 Volume-to-Capacity Ratio ( X )0.417 0.332 0.338 0.226 0.642 0.647 0.266 0.481 0.486 0.132 0.215 0.291 Available Capacity ( c a ), veh/h 988 1168 1120 702 779 751 642 779 756 494 1483 673 Back of Queue ( Q ), veh/ln ( 95 th percentile)2.0 2.0 2.0 1.1 4.1 4.0 1.5 2.8 2.8 0.6 1.1 1.4 Queue Storage Ratio ( RQ ) ( 95 th percentile)0.34 0.00 0.00 0.19 0.00 0.00 0.39 0.00 0.00 0.15 0.00 0.00 Uniform Delay ( d 1 ), s/veh 10.9 12.8 12.9 11.2 15.4 15.4 16.0 14.9 14.9 17.5 13.9 14.1 Incremental Delay ( d 2 ), s/veh 0.6 0.4 0.4 0.2 1.6 1.7 0.4 0.9 0.9 0.2 0.1 0.4 Initial Queue Delay ( d 3 ), 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 Control Delay ( d ), s/veh 11.5 13.2 13.3 11.5 17.0 17.2 16.4 15.7 15.8 17.7 14.0 14.6 Level of Service (LOS)B B B B B B B B B B B B Approach Delay, s/veh / LOS 12.6 B 16.2 B 15.9 B 14.6 B Intersection Delay, s/veh / LOS 14.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 2.8 C 3.0 C 2.9 C 2.8 C Bicycle LOS Score / LOS 0.9 A 1.0 A 0.9 A 0.7 A Copyright © 2016 University of Florida, All Rights Reserved.HCS 2010™ Streets Version 6.70 Generated: 1/5/2016 10:35:41 AM HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 32ND STREET S Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)100 20 5 35 80 35 15 230 10 15 90 100 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)111 39 284 228 Capacity 1464 1577 447 552 v/c Ratio 0.08 0.02 0.63 0.41 95% Queue Length 0.2 0.1 4.3 2.0 Control Delay (s/veh)7.7 7.3 26.0 16.0 Level of Service (LOS)A A D C Approach Delay (s/veh)6.2 1.9 26.0 16.0 Approach LOS A A D C Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:50:10 AM 22-32 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 22ND AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 217TH STREET Analysis Year 2045 North/South Street 22ND AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)30 25 10 10 55 205 10 15 10 95 10 30 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)33 11 39 150 Capacity 1278 1563 626 643 v/c Ratio 0.03 0.01 0.06 0.23 95% Queue Length 0.1 0.0 0.2 0.9 Control Delay (s/veh)7.9 7.3 11.1 12.3 Level of Service (LOS)A A B B Approach Delay (s/veh)3.7 0.3 11.1 12.3 Approach LOS A A B B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:51:31 AM 22-217 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 217TH STREET Analysis Year 2045 North/South Street INTERSTATE 29 SB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration TR LT LTR Volume (veh/h)90 40 15 245 15 0 25 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)289 45 Capacity 1444 1236 v/c Ratio 0.20 0.04 95% Queue Length 0.0 0.1 Control Delay (s/veh)7.5 8.0 Level of Service (LOS)A A Approach Delay (s/veh)0.5 8.0 Approach LOS A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:52:47 AM I 29 SB-217 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 217TH STREET Analysis Year 2045 North/South Street INTERSTATE 29 NB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration LT TR LTR Volume (veh/h)10 95 90 15 170 0 10 Percent Heavy Vehicles 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)117 200 Capacity 1477 742 v/c Ratio 0.08 0.27 95% Queue Length 0.0 1.1 Control Delay (s/veh)7.5 11.6 Level of Service (LOS)A B Approach Delay (s/veh)0.8 11.6 Approach LOS A B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:53:59 AM I 29 NB-217 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/217TH STREET Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 217TH STREET Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)15 80 10 10 65 15 10 10 10 35 20 30 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)17 11 33 94 Capacity 1512 1498 728 758 v/c Ratio 0.01 0.01 0.05 0.12 95% Queue Length 0.0 0.0 0.1 0.4 Control Delay (s/veh)7.4 7.4 10.2 10.4 Level of Service (LOS)A A B B Approach Delay (s/veh)1.2 0.9 10.2 10.4 Approach LOS A A B B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:55:22 AM 34-217 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/32ND STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 32ND STREET SOUTH Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)20 5 20 10 10 10 15 20 5 15 55 125 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)50 33 17 17 Capacity 772 737 1365 1577 v/c Ratio 0.06 0.04 0.01 0.01 95% Queue Length 0.2 0.1 0.0 0.0 Control Delay (s/veh)10.0 10.1 7.7 7.3 Level of Service (LOS)A B A A Approach Delay (s/veh)10.0 10.1 3.0 0.7 Approach LOS A B A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:56:44 AM 34-32 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection 34TH AVENUE/20TH STREET S Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/16 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street 34TH AVENUE Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description BROOKINGS 20TH ST IMJR Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 2 0 0 1 0 0 1 1 0 0 1 1 0 Configuration L T TR LTR L TR L TR Volume (veh/h)165 15 10 5 10 10 5 40 5 15 180 515 Percent Heavy Vehicles 2 2 2 2 2 2 2 2 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)183 9 20 28 6 17 Capacity 398 418 498 436 838 1548 v/c Ratio 0.46 0.02 0.04 0.06 0.01 0.01 95% Queue Length 2.3 0.1 0.2 0.2 0.0 0.0 Control Delay (s/veh)21.5 14.0 12.7 13.8 9.3 7.4 Level of Service (LOS)C B B B A A Approach Delay (s/veh)20.4 13.8 1.0 0.2 Approach LOS C B A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:58:13 AM 34-20 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/2016 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street I-29 SB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 0 0 0 0 0 1 0 Configuration T TR L T LTR Volume (veh/h)215 130 20 575 5 0 35 Percent Heavy Vehicles 3 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)22 45 Capacity 1165 776 v/c Ratio 0.02 0.06 95% Queue Length 0.1 0.2 Control Delay (s/veh)8.1 9.9 Level of Service (LOS)A A Approach Delay (s/veh)0.3 9.9 Approach LOS A A Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:47:46 AM 20-I 29 SB 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/4/2016 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street I-29 NB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 1 0 0 0 0 Configuration L T T TR LTR Volume (veh/h)50 170 515 15 80 0 20 Percent Heavy Vehicles 3 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)56 111 Capacity 976 547 v/c Ratio 0.06 0.20 95% Queue Length 0.2 0.8 Control Delay (s/veh)8.9 13.3 Level of Service (LOS)A B Approach Delay (s/veh)2.0 13.3 Approach LOS A B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/5/2016 10:48:50 AM 20-I 29 NB 2045 BUILD INTERCHANGE PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/13/2016 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street I-29 SB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 0 0 0 0 0 0 0 Configuration T TR L T LR Volume (veh/h)215 130 20 575 35 5 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)22 45 Capacity 1165 362 v/c Ratio 0.02 0.12 95% Queue Length 0.1 0.4 Control Delay (s/veh)8.1 16.3 Level of Service (LOS)A C Approach Delay (s/veh)0.3 16.3 Approach LOS A C Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/13/2016 10:36:50 AM 20-I 29 SB 2045 BUILD FOLD DIA PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/13/2016 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street I-29 NB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 0 0 0 0 0 0 0 Configuration T TR L T LR Volume (veh/h)170 50 15 515 80 20 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)17 111 Capacity 1311 525 v/c Ratio 0.01 0.21 95% Queue Length 0.0 0.8 Control Delay (s/veh)7.8 13.7 Level of Service (LOS)A B Approach Delay (s/veh)0.2 13.7 Approach LOS A B Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/13/2016 10:38:16 AM 20-I 29 NB 2045 BUILD FOLD DIA PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 SB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/13/2016 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street I-29 SB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 0 0 0 0 0 0 0 Configuration T TR L T LR Volume (veh/h)215 130 20 575 35 5 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)22 45 Capacity 1165 362 v/c Ratio 0.02 0.12 95% Queue Length 0.1 0.4 Control Delay (s/veh)8.1 16.3 Level of Service (LOS)A C Approach Delay (s/veh)0.3 16.3 Approach LOS A C Copyright © 2016 University of Florida. All Rights Reserved.HCS 2010™ TWSC Version 6.70 Generated: 1/13/2016 10:26:11 AM 20-I 29 SB 2045 BUILD PARCLO PM.xtw HCS 2010 Two-Way Stop Control Summary Report General Information Site Information Analyst RL Intersection I-29 NB Agency/Co.HDR Jurisdiction BROOKINGS Date Performed 1/13/2016 East/West Street 20TH STREET SOUTH Analysis Year 2045 North/South Street I-29 NB Time Analyzed PM PEAK Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description 20TH ST INTERCHANGE STUDY Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 0 0 Configuration L T T TR LR Volume (veh/h)50 170 515 15 20 80 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate (veh/h)56 111 Capacity 976 530 v/c Ratio 0.06 0.21 95% Queue Length 0.2 0.8 Control Delay (s/veh)8.9 13.6 Level of Service (LOS)A B Approach Delay (s/veh)2.0 13.6 Approach LOS A B Copyright © 2016 University of Florida. All Rights Reserved. HCS 2010™ TWSC Version 6.70 Generated: 1/13/2016 10:28:02 AM 20-I 29 NB 2045 BUILD PARCLO PM.xtw Appendix Section 8 34th Avenue South 32nd Avenue South Interstate 29 22nd Avenue South 6th Street N Exit 132 Interchange Area Proposed 20th Street South Interchange Area N 34th Avenue South Interstate 29 22nd Avenue South 20th Street South Exit 127 Interchange Area N 34th Avenue South Interstate 29 22nd Avenue South 217th Street City of Brookings Staff Report Brookings City & County Government Center, 520 Third Street Brookings, SD 57006 (605) 692-6281 phone (605) 692-6907 fax File #:ID 2017-0051,Version:1 Report on the National League of Cities Conference by City Council Members. Summary: The National League of Cities Summit Conference was held November 16-19, 2016 in Pittsburgh, PA. Council Members attending were: Ope Niemeyer, Patty Bacon, Nick Wendell, Mary Kidwiler, and City Manager Jeff Weldon. City of Brookings Printed on 1/12/2017Page 1 of 1 powered by Legistar™ City of Brookings Staff Report Brookings City & County Government Center, 520 Third Street Brookings, SD 57006 (605) 692-6281 phone (605) 692-6907 fax File #:ID 2017-0052,Version:1 Report on the Growing Sustainable Communities Conference by Council Member Bacon. Summary: Council Member Bacon will present a report on the Growing Sustainability Communities Conference held in Dubuque, IA October 3-6, 2016. City of Brookings Printed on 1/12/2017Page 1 of 1 powered by Legistar™ City of Brookings Staff Report Brookings City & County Government Center, 520 Third Street Brookings, SD 57006 (605) 692-6281 phone (605) 692-6907 fax File #:ID 2017-0053,Version:1 City Council Ex-Officio Reports Summary: Pursuant to council direction, “City Council Member Ex-Officio Reports” will be a standing agenda item at all Council Study Sessions. The Council Members that serve as Ex-Officio members on the Brookings Health System Board of Trustees and Utility Board will provide verbal reports regarding recent meetings they have attended. Brookings Municipal Utility Board: 1.Council Member Niemeyer 2.Council Member Wendell Brookings Health Systems Board of Trustees: 1.Council Member Kidwiler 2.Council Member Corbett City of Brookings Printed on 1/12/2017Page 1 of 1 powered by Legistar™