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17-096.00 Pinecroft: Mirabeau Traffic Mitigation (7- OVe, DEVELOPMENT AGREEMENT FOR MIRABEAU SUBAREA TRAFFIC MITIGATION Pinecroft,LLC • This Development Agreement ("Agreement") is entered into between Pinecroft, LLC, its successors and assigns.•,(".Developer'•'.), „a•.Washington.,corporation,having offices at 12310 East Mirabeau Parkway, Spokane Valley, WA 99216, and the City of Spokane Valley ("City"), a municipal corporation of the State of Washington,hereinafter jointly referred to as"Parties": RECITALS • 1. This Agreement is entered into by the Parties pursuant to RCW 82.02.020, to provide a financial contribution toward future transportation improvements that mitigate increased traffic volumes generated from future development for a portion of the Mirabeau Subarea(the"Subarea"). 2. Developer is the owner/developer of certain real property generally located within an area bounded by Pines Road to the west; Trent Avenue to the northwest; the Spokane River to the north and east; and Indiana Avenue to the south as shown on Exhibit B (herein collectively referred to as"Property"). 3. The Subarea covers a total of 141.09 acres of undeveloped land. Two property owners own the majority of the undeveloped land within the Subarea. The Developer's Property consists of 52.9 acres of undeveloped land and equates to 35.4 percent of the total undeveloped land within the Subarea. 4. The Property is currently undeveloped lots fronting on existing public roads constructed as part of the Pinecroft BSP'(BSP='03=03).No new public roads are proposed Tor'this area as existing access is adequate for future development. 5. The City, Developer, and other parties jointly conducted a Mirabeau Subarea Traffic Study("Study") to estimate future development, transportation growth, and necessary transportation improvements within the Subarea based in part upon the Developer's anticipated growth. The Study used growth assumptions provided by the Developer to project future traffic volumes. The Study is attached to this document as Exhibit"A." 6. The Study identifies existing transportation level of service ("LOS") deficiencies and future transportation improvements to support existing, planned, and future anticipated growth in the Subarea. The LOS deficiencies were identified based upon the City's current Comprehensive Plan and Spokane Valley Municipal Code LOS standards as of the date of the Study. As part of the Study, growth projections were made to determine the Developer's proportionate share of the financial contribution toward necessary future transportation improvements to provide acceptable LOS in the future. The Study identifies the cost for future development in the Subarea to be $323.75 per PM peak hour trip. 7. The Study showed that the Subarea is calculated to generate a total of 2,176 PM peak hour trips from new development. Pursuant to the Study, the Developer's contribution to the total 2,176 PM peak hour trips has been calculated to be 1,018 PM peak trips based upon the Developers future anticipated growth. The Developer recognizes the impacts from the development of its Property and the need for future traffic improvements to mitigate such impacts. Pursuant to the Study, the Developer's required contribution to mitigate identified future traffic impacts associated with the development of the Property is $329,577.50 ($323.75 per PM peak hour trip times 1,018 PM peak hour trips). 8. Pursuant to RCW 82.02.020, the City has the authority to allow a payment to mitigate a direct impact that has been identified as a consequence of a proposed development. Through the Study,the City(1)has identified future transportation improvements necessitated by the planned development of the Property; and (2) has identified a reasonable relationship between impacts generated by the development of the Property to the transportation system and the Developer's financial contribution toward those impacts. 9. A Trip Generation and Distribution Letter ("TGDL"), as defined in Chapter 3 of the Spokane Valley Street Standards,.shall be:submittedrfor,211,new:,development,at thetime of building permit application. The TGDL shall be reviewed and approved by the Senior Traffic Engineer prior to establishing the required PM peak hour trips for the new development. The Developer shall have enough PM peak trips available for all new development prior to the issuance of any building permit. 10. Prior to any new development, Developer shall provide mitigation equal to the PM peak trips as provided pursuant to the applicable TGDL. The Developer may provide the required mitigation through credited value of vested trips as described below and by paying $323.75 per PM peak hour trip up to the required number of PM peak hour trips for the remaining PM peak hour trips up to a total of 1,018 PM peak hour trips. Although the Study identified the 1,018 PM peak hour trips allocable to the Developer, the actual total number of PM peak hour trips the Developer shall be responsible for to mitigate for development of its Property shall be determined at the time of new development pursuant to applicable TDGLs. This Agreement shall only cover the allocation of the 1,018 PM peak hour trips and associated mitigation costs per PM peak hour trip. The Developer may pay mitigation amounts at any time. 11. In order to meet a portion of the required contribution, the Developer shall be credited with the value of vested PM peak hour trips remaining as part of the "Pines-Mansfield Development Agreement," entered into between the City and Pinecroft, LLC on February 8th, 2005 (the "Pines-Mansfield Development Agreement"). Pursuant to the Study, the Developer shall be credited for such trips at a value df$30336 per vested trip. 'The Developer has 410 unused vested trips rem'aiining'from the'"Pines- Mansfield Development Agreement" and shall be credited $124,377.60, or 384 PM peak hour trips at $323.75 per trip toward mitigation for impactsTfrom development of the Property. 12. The Developer shall be given credit for its contribution of$8,843.79 to the Study in the form of 28 PM peak hour trips towards the required contribution to mitigate traffic impacts from the development of the Property. The total value of the credits from the "Pines-Mansfield Development Agreement" ($124,377.60 or equal to 384 PM peak hour trips) and the contribution to the Study are equal to $133,221.39 or 412 PM peak hour trips. 13. The Developer shall not be required to pay any mitigation if it does not develop any portion of the Property. The Developer shall not be given any monetary payment for credited trips in the event it does not develop any portion of the Property. 14. To mitigate the direct impacts of the development of the Property upon transportation facilities as identified in the Study, the Parties are voluntarily entering into this Agreement pursuant to RCW 82.02.020. AGREEMENT NOW, THEREFORE, in consideration of the mutual covenants and conditions contained herein, the Developer and the City hereto agree as follows: 1. Voluntary Agreement. This Agreement, including all attached documents, is a voluntary agreement pursuant to RCW 82.02.020. The Developer's contribution is proportional to the traffic impacts created by the Developer's new development within the Study area. In the event of a material breach by the Developer of this Agreement, which breach is not cured with 60 days' written notice of breach, all of the City's obligations under this Agreement shall terminate, except as otherwise provided herein. In the event this Agreement terminates due to a judicial finding of invalidity, material breach, or otherwise, the City shall immediately refund the Developer for any mitigation trip payments unused by Developer other than those credited as part of the Pines-Mansfield Development Agreement and those credited for Developer's.contribution to.the,Study,,<and,rthe City's obligations under this Agreement shall terminate. 2. Projects. The Study identifies transportation improvement projects at the intersections of Pines Road and Indiana Avenue, Pines Road and Interstate-90 Eastbound ramps, Pines Road and Mission Avenue, Mirabeau Parkway and Mansfield Avenue, and Sullivan Road and Mission Avenue to mitigate impacts from future development and maintain acceptable LOS. Specific project details and estimates are discussed in the Study. Modifications or additions to the above referenced projects may be made by the City based on future traffic patterns or unforeseen circumstances at no additional cost to the Developer. 3. Mitigation Contribution. The Developer agrees to pay $323.75 per PM peak hour trip to mitigate future traffic impacts resulting directly from development by the Developer within the Subarea. This contribution shall fully satisfy traffic mitigation up to the'total allotted 1,018 PM peak hour trips as determined pursuant to applicable TGDLs at the time of development. Although the Study identified the 1,018 ?M peak hour trips allocable to the Developer, the actual total number of PM peak hour trips the Developer shall be responsible for to mitigate for development of its Property shall be determined at the time of new development pursuant to applicable TDGLs. This Agreement shall only cover the allocation of the 1,018 PM peak hour trips and associated mitigation costs per PM peak hour trip. The validity of the trips allocated pursuant to this Agreement expire on the date of this Agreement in 2040. No new traffic impact analysis shall'"be required"until such tithe that the traffic generated from future development exceeds either the number of trips allocated to the Developer or the trips expire in 2040,whichever happens first. Should the Agreement expire and unused trips remain, the Developer may extend the Agreement with the City upon providing actual driveway counts from the development. Should the allotted trips be used prior to 2040 and additional mitigation be determined to be necessary, the Developer shall provide such other mitigation at that time in the manner as required by law and as may be agreed to by the Parties. The City may periodically reevaluate the study area to validate the growth rate assumptions at no cost to the Developer. The Developer agrees to submit a TGDL as described in Recital No. 9 for all new development within the Study area for tracking purposes. 4. Payment. The Developer shall purchase PM peak hour trips prior to the issuance of any building permit for new development within the Study area in the amounts required by applicable TGDLs. The Developer may elect to purchase trips in advance up to the total allotted amount and create a trip bank with the City for tracking purposes. The Developer shall be given credit for unused trips remaining from the Pines-Mansfield Development Agreement, as stated in Recital No. 11, equaling a total of 384 PM peak hour trips. The Developer shall also be given credit for its contribution to the Study in the form of PM peak hour trips, as stated in Recital No. 12, equaling a total of 28 PM peak hour trips. The Developer shall have a total of 412 credited PM peak hour trips leaving 606 PM peak hour remaining allocated trips. The total amount for the remaining 606 trips is$196,192.50($323.75 per trip). 5. Compliance with RCW 82.02.020. Payment collected by the City shall be held in a mitigation fee reserve account and may only be expended towards the design, right-of-way acquisition, and construction of the projects identified in the Study or as amended by the City. The City shall be entitled to reimbursement from the mitigation fee reserve account for any funds it may expend for the design, right- of-way acquisition, and construction prior to the collection of the fees. The mitigation fee payment shall be expended by the City within five years from the date of payment by the Developer. The City shall be entitled to reimbursement from the mitigation fee reserve account for any funds it may expend for the design, right-of-way acquisition, or construction prior to the collection of the fee. Any funds in the mitigation fee reserve account not expended within the five year period identified above shall be refunded by the City with interest as provided in RCW 82.02.020. 6. Future Traffic Analysis and Development. The PM peak hour trips allocated to the Developer shall be considered vested-pipeline..projects for,.any..traffic.analysis.conducted for other development projects within the Study area. Additional intersection capacity beyond the vested PM peak hour trips shall be used on first-come, first-served basis by the general public. 7. Concurrency: In accordance with the City's currently adopted concurrency standards and pursuant to chapter 36.70A RCW, the PM peak hour trips mitigated herein shall be considered to have satisfied concurrency for the development of the Property. 8. Notice. All communications, notices or demands of any kind which a party under this Agreement is required or desires to give to any other party shall be in writing and be either: (a)Delivered personally; (b) Sent by facsimile transmission with an additional copy mailed first class; or (c)Deposited in the U.S. mail,certified mail postage prepaid,return receipt requested and addressed as follows: If to the City: City of Spokane Valley 11707 East Sprague Avenue, Suite 106 Spokane Valley,WA 99206 Tax: '(509)'921-1008 Attn: City Manager After September 30,2017: 10210 East Sprague Avenue Spokane Valley,WA 99206 If to the Developer: Pinecroft,LLC 12310 East Mirabeau Parkway Spokane Valley,WA 99216 9. Successors. This Agreement shall be binding on and inure to the benefit of the successors and the assigns of the Parties. 10. Governing Law. This Agreement shall be construed in accordance with the laws of the State of Washington. Venue shall be in Spokane County, State of Washington. All disputes arising under or related to this Agreement that cannot be resolved through informal discussion and negotiations shall be resolved by litigation filed in the Superior Court for Spokane County, unless otherwise required by applicable federal or state law. 11. Modifications. No modification or amendment of this Agreement shall be valid until the same is reduced to writing and executed with the same formalities as the present Agreement. 12. Waiver. No officer, employee, agent or otherwise of the City has the power, right or authority to waive any of the conditions or provisions to this Agreement. No waiver or any breach of this Agreement shall be held to be a waiver of any other or subsequent breach. 13. Representation. This Agreement forms a fully integrated agreement between the Parties. No other understandings, oral or otherwise,regarding the subject matter of this Agreement shall be deemed to exist or to bind any of the Parties hereto. All Parties have read and understand all of the Agreement, and now state that no representation, promise or agreement not expressed in the Agreement has been made to induce any Party to execute the same. 14. Authority. Both Parties to this Agreement represent and certify that they have full authority and power to enter into and carry out this Agreement. The persons signing this Agreement represent that they have authority to act for and bind their respective principals. ekftp I -cuted this0 day of J v rc to ,2017. DE ' LO F ' t i By: _a_ /i_ I / .I.4111( Its: / / l CLIA. C"I_ 11 STATE OF WASHINGTON ) ) ss. County of Spokane ) N-- On thiWzlay of Jon.e. 2017 before me, the undersigned, NotaryJu%ipt and for the State of Washington,duly corrsioned and sworn,personal peared (rI(L,/ lu, to me known to be the i I latif r of rIICCf 1 („L_ , the corporation that executbd the fore!•..-: instrume . and acknowledged the instrument to be the free and voluntary act and deed of the co .4 ation,for the uses a d purposes therein "-ntioned,and on oath stated that he is authorized to execute t : instrument. `‘‘��\\�\\S1ii WIT1 S yiNip Pfficial seal h- eto affixed the day . .I ear in •• ,/• '• ate above written a(, iii / i NOTARY PU: ' i and for the State of Washington, i to '4y %p Z residing at km 4 �► 7 e't �O: My cowl nission a iSriSi._illi in '<k% illimu tik. ..7,7 lam ie. • 1 fekeyi Ilii,F WAS` - ..• Printed Name It\m�\ CITY OF SPOKANE VALLEY: CJCi&i 742/17 Mar Calhoun, City Manager l ATT APPRO II AS TO FORM: ./ `� [26-44'11C\ Christine Bainbridge, City Clerk Office i the City Attorney Mirabeau Subarea Traffic Study Prepared for: City of Spokane Valley June 2016 DN15-0515 01 Spokane Valley FEHRkPEERS Spokane e�'� ��dlle3'' Mirabeau Subarea Traffic Study June 2016 Table of Contents BACKGROUND 1 EXISTING CONDITIONS TRAFFIC LEVEL OF SERVICE 2 IMPROVING EXISTING CONDITIONS TRAFFIC LEVEL OF SERVICE 6 FUTURE CONDITIONS (2040) TRAFFIC ANALYSIS 8 IMPROVING FUTURE CONDITIONS TRAFFIC LEVEL OF SERVICE 15 ESTIMATING THE COST OF THE IMPROVEMENT PROJECTS 16 ESTIMATING THE SUBAREA'S FAIR-SHARE CONTRIBUTION AND COST PER TRIP 18 CONCLUSIONS 21 Mirabeau Subarea Traffic Study June 2016 List of Figures Figure 1A. Study Intersections—Existing Lane Configurations,Traffic Controls and PM Peak Hour Traffic Volumes (West) 3 Figure 1B. Study Intersections—Existing Lane Configurations,Traffic Controls and PM Peak Hour Traffic Volumes(East) 4 Figure 2. SRTC Traffic Analysis Zones in the Study Area 9 Figure 3A. Study Intersections—2040 Lane Configurations,Traffic Controls and PM Peak Hour Traffic Volumes (West) 11 Figure 3B. Study Intersections—2040 Lane Configurations,Traffic Controls and PM Peak Hour Traffic Volumes (East) 12 List of Tables Table 1. LOS for Signalized and Unsignalized Intersections 2 Table 2: Intersection Vehicle Delay and LOS for Existing Conditions (2015) 5 Table 3:Approach to Identify Most Cost-Effective Intersection Improvements 6 Table 4: Potential Projects to Improve LOS at Selected Intersections 7 Table 5:Study Area and Surrounding Area Households 9 Table 6:Study Area and Surrounding Area Employment 9 Table 7: Intersection Vehicle Delay and LOS for Future Conditions(2040) 13 Table 8: Potential Projects to Improve Future Conditions LOS at Selected Intersections 15 Table 9: Project Unit Costs 16 Table 10: Potential Projects to Improve Future Conditions LOS at Selected Intersections 17 Table 11: Subarea Share of Traffic at the Deficient Intersections 18 Table 12: Subarea's Share of Total Improvement Costs 19 Table 13:Trip Generation Calculation.. 20 sikm‘\-- jley. Mirabeau Subarea Traffic Study June 2016 BACKGROUND This report summarizes the methods, assumptions, and results behind the Mirabeau Subarea traffic study. The purpose of this analysis is to identify existing transportation level of service(LOS)deficiencies and future transportation improvements to support existing and planned growth in the subarea. In addition, this analysis uses the Spokane Regional Transportation Council (SRTC)travel model to evaluate the proportion of future traffic growth contributed by development in the Mirabeau Subarea.Identifying the subarea traffic growth allows for the determination of the subarea's fair-share financial contribution towards transportation improvements that provide good access and traffic LOS in the future. As developer's pay their fair-share toward long-term traffic congestion relief projects, they are meeting their obligation under SEPA and no further traffic studies are needed (other than site access and circulation analysis). Page l nn n llv 4000 Valley . Mirabeau Subarea Traffic Study June 2016 EXISTING CONDITIONS TRAFFIC LEVEL OF SERVICE This section describes the methodology and results of the traffic LOS analysis for existing conditions. The purpose of this analysis is to understand which subarea intersections are currently failing the City's adopted LOS standards of: LOS D for signalized and LOS E for unsignalized intersections. Traffic volume data was provided by the City of Spokane Valley and a data vendor, National Data &Surveying Services. The traffic data provided by The City of Spokane Valley is from one week(3/18-3/24) in March of 2015.The traffic data provided by National Data &Surveying Services was collected on November 18,2015. Since we had traffic counts from two different time periods, we intentionally "double counted" the intersection of Pines Road/Indiana Avenue to determine if there were any trends between the spring and fall of 2015 that we should be accounting for.The comparison indicated that the traffic was comparable for both time periods and no adjustments were necessary. Using the counts as input data, the traffic LOS analysis was conducted using industry-standard methodologies from the Transportation Research Board's 2010 Highway Capacity Manual. The Highway Capacity Manual LOS categories are defined in Table 1.Analysis was conducted using Synchro,which is the software used by Spokane Valley and most transportation consulting firms for intersection LOS analysis. Input data including lane geometries, traffic signal timing, and traffic signal phasing was provided by Spokane Valley and WSDOT and confirmed by Fehr& Peers using aerial photos. Table 2 shows the results of the existing conditions LOS analysis. Figures 1A and 1B show the location of the study intersections, lane configurations,traffic controls,and PM peak hour traffic volumes.Appendix A contains the detailed LOS calculation sheets from Synchro. TABLE 1. LOS FOR SIGNALIZED AND UNSIGNALIZED INTERSECTIONS Average Delay Average Delay Level of (seconds/vehicle)for (seconds/vehicle)for Service Si•nalized Intersections Unsi.nalized Intersections* Descri.tion A Less than 10 Less than 10 Free flow,very light traffic B 10-20 10-15 Slight delays,light traffic C 20-35 15-25 Moderate delays,moderate traffic D 35-55 25-35 Moderate delays,may take more than one traffic signal cycle to clear E 55-80 35-50 High delays,congestion F More than 80 More than 50 Very high delays, long queues, congestion Source:2010 Highway Capacity Manual *For side-street stop-controlled intersections,delay is measured for the approach with the longest wait to cross/enter the main street )59 Page2 O ® O 0 13 11 CO 1a O 1$ 17 10 1a to ®. 19 * t.Cemom RowWinos Rd/Reek(SR 290) 2.Pines Rd/Pinecroft Way 3.Pines Rd/Mirabeau Pkwy 4.Pinecroft Way/Mirabeau Pkwy 0 CC re m 0 3 CC c • c o O d d 13 mom" tj --505 o<oo X40 �0o 065 ,nN a --5 115 .� 310 II I I 100 • 'Rent(SR 290) ��y Pinecroft Way 4 L �r Mirabeau Pkwy Mirabeau Pkwy 5—r 1r 5 111 0 Itiw 905 °'�c� o-4 oma 0-4► ..e, 5-r 265 `� v 5 r- 6 m 225 0 tr • a . • • • 5.Pines Rd/Grace Ln 6.Pines Rd/Mansfield Ave 7.1-90 WB off-rampAndiana Ave 8.Pines Rd/Montgomery Dr/Indiana Ave v m cc ix ix +70 c a o 20 rn o o 245 N,10 ,� 5 5 290 N m- •rr 70 40 0 IIr 400 Grace Ln 4 , Indiana Ave Montgomery D1 L }}Indiana Ave 20_�I� if 'It ��1r »t r 5-�► Dov aoo 260yP N- ,onru) 30 fO o ,o m" • 3m_ • • • 9.Pines Rd/1-90 EB Ramps 10.Pines Rd/Missbn Ave 11.Mirabeau Pkwy/Indiana Ave 12.Mirabeau Pkwy/Mansfield Ave m a • N a ,-N o`�,n ,350 0 o p N.N 130 10M 2 /-220 NNo �0 I I 90 �� 0 1-90 EB off-ram 1-90 EB on-ramp ��y y Mission Ave Indiana Ave y y Mansfield Ave 370 1� 265 )T� 20 1Tr 5� �m 1553 in 50-0 0� 28o 650 `..0, 65 O) 240---► 220 a V ¢ m • a • ! 0 ® o O . U ,z ,z „ CC) ,a is ,o ,e ,a ,9 so 13.S Evergreen Rd/E Indiana Ave 14.S Evergreen Rdll-90 W8 Ramps 15.S Evergreen RdA-90 ES Ramps 16.Mission Connedo#E Mission Ave a :5 K K c c v d m d '^o 'Cu 155 d X315 N� w' �1 �� u x-250 435 )11 N r 260 11L N r 30 E Indiana Ave E Indiana Ave 1-90 WB on-ramp 1-90 1WB off-ram 1-90 EB off-ram }11-}9}0 EB on-ramp E Mission Ave )Yr ��II 500 IIIb o iir • 345y oun 0 t -4 oo 210yg go 370 ;.o-M M m 500 m N 190-4 C °i m U 0 O O o 17.Sullivan Rd/E Indiana Ave 18.Sullivan Rd/WB on-ramp 19.Sullivan Rd/I-90 EB Ramps 20.Sullivan Rd/E Mission Ave a r v v ^ a D: e: a 0 c i > > m 0 0 _ o ^tea co' X195 o N oN N o� 0) 65 ii .n a�--260 N 7 i--150 o 411L N �, ,-,o x~-125 in - r200 11LL 411L X30 E Indiana Ave WB on-ramp 4l 1-90 EB off-ramp 1-90 EB on-ramp E Mission Ave 130—* "Itr lit 290--0 ttr 105 it 105—+ NOor 0 1� Nm 5� W�N 330 r' o ° 790 �N 125 21.1-90 WB off-ramp/E Indiana Ave 4--330 —210 E Indiana Ave 235 y y zit v m N ■� nn n ne .0.0Mi1ky Mirabeau Subarea Traffic Study June 2016 TABLE 2: INTERSECTION VEHICLE DELAY AND LOS FOR EXISTING CONDITIONS(2015) Intersection Details Existing (2015) Name Control Delay' LOS 1.Pines Road/Trent Ave Signal 63 E 2.Pines Road/Pinecroft Way Side-Street Stop 13(EB) C 3.Pines Road/Mirabeau Parkway Side-Street Stop 52 (WB) F 4.Mirabeau Parkway/Pinecroft Way Side-Street Stop 11 (SB) B 5.Pines Road/Grace Lane Side-Street Stop 52(WB) F 6.Pines Road/Mansfield Avenue Signal 24 C 7.Indiana Avenue/I-90 WB off-ramp Signal 26 C 8.Pines Road/Indiana Avenue Signal 36 D 9.Pines Road/1-90 EB ramps Signal 69 E 10.Pines Road/Mission Avenue Signal 76 E 11.Indiana Avenue/Mirabeau Parkway Signal 13 B 12.Mirabeau Parkway/Mansfield Avenue Side-Street Stop 12(EB) B 13.Evergreen Road/Indiana Avenue Signal 22 C 14.Evergreen Road/1-90 WB on and off ramps Signal 13 B 15.Evergreen Road/1-90 EB on and off-ramps Signal 16 B 16.Mission Connector&Mission Avenue Side-Street Stop 13(NB) B 17.Indiana Avenue/Sullivan Road Signal 38 D 18.Sullivan Road/I-90 WB on-ramp Signal 9 A 19.Sullivan Road/I-90 EB on-ramp Signal 20 C 20.Sullivan Road/Mission Avenue Signal 40 D 21.Indiana Avenue/I-90 WB off-ramp Signal 11 B *Intersection delay is averaged for all movements.Some movements(e.g.left turns)may have LOS E or F conditions to ensure that the intersection as a whole operates optimally. Spokane Valley staff continually monitors LOS E and F movements and makes intersection timing adjustments as necessary. The results in Table 2 show that five intersections are not currently meeting the City's LOS standards.All the intersections with substandard LOS are along the Pines Road corridor. • Pines Road/Trent Avenue • Pines Road/Mirabeau Parkway • Pines Road/Grace Lane • Pines Road/1-90 EB ramps • Pines Road/Mission Avenue Page 5 Mirabeau Subarea Traffic Study June 2016 IMPROVING EXISTING CONDITIONS TRAFFIC LEVEL OF SERVICE The previous section identified several intersections along the Pines Road corridor that are not meeting the City's LOS standard. Based on this finding, Fehr& Peers developed potential improvements that Spokane Valley could implement to improve LOS and maintain acceptable traffic operations. These improvements would ensure that the City meets the Growth Management Act's transportation concurrency requirement. We undertook an iterative approach to developing the most cost-effective traffic improvement measures for each of the deficient intersections. In general, we applied the logic listed in Table 3 which begin with the least costly option and step up to more complex and costly options to improve traffic flow. If a low-cost solution is identified that meets the LOS standard,then we stop and move onto the next location. TABLE 3:APPROACH TO IDENTIFY MOST COST-EFFECTIVE INTERSECTION IMPROVEMENTS Signalized Intersection Unsignalized Intersection Modify traffic signal timings Modify lane assignments Modify lane assignments(e.g., make a through Install a traffic signal (note,that a traffic signal cannot be installed at a location unless it meets or is expected lane into a turn lane) to meet a traffic signal warrant) Add turn pockets Add turn pockets or two-way left turn lane Add through lanes Add through lanes As shown in Table 3, we start with improving the traffic organization within the existing intersection by modifying lane assignments or traffic signal timings. If that approach is insufficient, then we look to add turn pockets or turn lanes. These lanes extend back a limited distance and are less costly than the final option—adding through lanes, which must be extended to a logical start or end point to ensure they are safe and effective. In many cases,we use a combination of these approaches for the different "legs" of an intersection. For example, it may be sufficient to add a turn lane on only one of the legs and retime the traffic signal to achieve an adequate LOS. Table 4 summarizes the potential improvements for the intersections that do not meet the LOS standard. As shown in the table, all the existing LOS deficiencies can be addressed through the addition/modification of traffic signals or by adding turn lanes. Appendix B contains the detailed LOS calculation sheets from Synch ro. )59 Page 6 Spokan!\'' �jValley Mirabeau Subarea Traffic Study June 2016 TABLE 4: POTENTIAL PROJECTS TO IMPROVE LOS AT SELECTED INTERSECTIONS Delay with LOS with Intersection Description of Improvement Improvement Improvement Add 260 foot northbound right turn Pines Road/Trent Ave pocket; modify northbound lane 38 D assignments, retime traffic signal Pines Road/Mirabeau Install traffic signal (currently in design, 18 Parkway expected completion in 2016) Install two-way left turn lane (expected Pines Road/Grace Lane 22 completion in 2017) C Pines Road/1-90 EB Retime traffic signal 53 D ramps Pines Road/Mission Retime traffic signal 52 D Avenue /3‘11 Page jvalley. Mirabeau Subarea Traffic Study June 2016 FUTURE CONDITIONS (2040) TRAFFIC ANALYSIS This section summarizes the methods and assumptions to estimate future(2040)traffic volumes in the study area. Future traffic volumes were analyzed using the same methods and software described in the existing conditions LOS analysis section. The primary component of future year traffic analysis is the forecasted traffic volumes at the study intersections. Future year traffic volumes are estimated using the SRTC travel model.The travel model has inputs that include: population, employment, roads, and transit. Based on these inputs, future traffic volumes can be predicted.To ensure the future traffic forecasts are reasonable, SRTC uses the same model with existing conditions input data to model existing travel patterns.The model is fine-tuned to ensure that it can replicate existing traffic conditions in a process known as model calibration and validation. Prior to running the future conditions travel model, City staff reached out to the major developers in the study area to determine what they could reasonably expect to develop on their properties over the long- term.This information was used to update and refine the SRTC land use forecasts for the subarea.This is a critical step because SRTC only has the resources to focus on large-scale regional growth and cannot verify the development potential at the subarea scale. In addition to updating the land use in the subarea, Spokane Valley and Fehr& Peers staff did an audit of the surrounding land use growth assumptions and the assumed changes to the roadway and transit network. Within the vicinity of the subarea, additional land use growth was assumed in the area around Indiana/Sullivan/Flora and the Sullivan/Broadway/Flora areas.This additional development reflects projects that are already in the development pipeline and recent trends toward more growth in those areas.On the roadway network side, we assumed that the Bridging the Valley project at Pines Road/Trent Ave would be completed by 2040, along with additional traffic capacity at the Barker Road interchange. Figure 2 shows the SRTC model's traffic analysis zones in the study area and Tables 5 and 6 summarize the land use growth assumed in the SRTC travel model, including the updates described above. Page 8 11111115111 Sp" an'e�` . .000 Valley Mirabeau Subarea Traffic Study June 2016 Figure 2.SRTC Traffic Analysis Zones in the Study Area r----=1: '_111 t7--1 ------ 1 _ _ 1 '/ Ci --� -rte..--- ______T :2,_ i , :,_...1:=T-fi 1\ 1::-'--- -- _, I - - _--i- — T----A.. --- -I-- -_ TABLE 5: STUDY AREA AND SURROUNDING AREA HOUSEHOLDS TAZ 2010 Existing 2040 Future 2010-2040 Absolute 2010-2040 Percent SRTC Model SRTC Model Change Change 320 1,000 1,184 184 18% 321 0 860 860 N/A 322 0 0 0 0% Surrounding 2,771 4,320 1,549 56% Area TABLE 6: STUDY AREA AND SURROUNDING AREA EMPLOYMENT 2010 Existing 2040 Future 2010-2040 Absolute 2010-2040 Percent SRTC Model SRTC Model Change Change 320 805 1,188 383 46% 321 312 2,767 2,455 787% 322 351 351 0 0% Surrounding Area 7,035 9,304 2,269 32% Page9 ka. ems.,. jVal�ey Mirabeau Subarea Traffic Study June 2016 With the SRTC travel model land use inputs updated to reflect a more realistic level of growth in the subarea, we ran the model and used the output to develop 2040 PM peak hour traffic volume forecasts at each of the study intersections.To reduce the potential for model error,the future volume forecasts were developed using an industry-standard approach known as the difference method. The difference method takes the growth in traffic forecasted by the SRTC travel model and adds this traffic growth to the observed traffic counts at each of the intersections. This reduces model error by relying as much as possible on observed data rather than model output. In addition to applying the difference method, Fehr& Peers reviewed several traffic studies in the area to ensure consistency between studies. One study for the Bella Tess Apartments near Indiana Avenue/Flora Road indicated that the updated SRTC model run may be understating north-south traffic volumes on Sullivan Road through the study area. Based on these findings, we post-processed the SRTC travel model volumes to include approximately 200 additional north and southbound vehicles during the PM peak hour on Sullivan Road through all four study intersections. We also increased the eastbound-westbound traffic on Indiana Avenue east of Sullivan Road by about 100 vehicles per hour in each direction based on the Bella Tess traffic study. Following the difference method forecasting and post-processing, future conditions traffic LOS was evaluated using Synchro and the Highway Capacity Manual methodologies.The results are shown in Table 7. Figures 3A and 3B show the 2040 lane configurations, traffic controls, and PM peak hour turning movement forecasts. Note that all the improvements to address existing conditions LOS deficiencies are assumed in the 2040 analysis, as is the Bridging the Valley railroad grade separation and intersection improvement project at the Pines Road/Trent Avenue intersection.Appendix C contains the detailed LOS calculation sheets from Synchro. Page 1 0 0 0 0 a ,Z is N 10:7) • to 0 0 a 0 19 0 1.Cement Road/Pines Rd/Trent(SR 290) 2.Pines Rd/Plnecroft Way 3.Pines Rd/Mirabeau Pkwy 4.Pinecroft Way/Mkabeau Pkwy V O L N 0 m cc cc 3 K C C < < 2 m b. a U mo m 4..-- 20 u� v�o 405 v 25 II s* tt_95 "'°' 0 I 0. 475 iit, U r 420 c:.co o m�n IN �-265 . h'1t Trent(SR 290) } •1L }�Piinecro(t Way •1 y rMiiirrebeau Pkwy Mirabeau Pkwy 10�r Tr 5 )11 0 �If �o� opo u,ou, 40� 1,125 va0� 0-�► oo� tow 515-' 350—0 5 0• 5 5 W.°K • m c a 5-Pines Rd/Grace Ln 6.Pines Rd/Mansfleld Ave 7.1-90 WB off-rampflndiana Ave 8.Pines Rd/Montgomery Dr/Indiana Ave rc re-0 C F . m d i C 0 - a. 25 ,�m o a 55 v m o. 260 tra 4-5 `rfOCO 4'170 t 530 `��� hj.---310 co r-- � 50 41 L '—180 d 1'* 0-455 Grace Ln •1 L 11 Mansfield Ave ?fir Indiana Ave Montgomery Dr }}Indiana Ave 25 )I� 95 )I I ��r »ttr U)Nut -� oo� —�E ino oo� 5 �► co r-- 125 R.,P- 490�� v� 8o� 40 470 0 • o, a. • ♦ ♦ 9.Pines Rd/1-90 EB Ramps 10.Pines Rd/Mission Ave 11.Mirabeau Pkwyflndlana Ave 12.Mirabeau Pkwy/Manstield Ave a a cc rc a • C C 7 m �N a 0Nn a X410 'n0 m X585tra 0 155 II un -v, X215 Mm i225 c""'" t 10 23 11y �11 90 At. 4L 235 I-90 EB off-ramp I-90 EB on-ramp y Mission Ave Indiana Ave Mansfield Ave 440 t 315 )I f 25 )I r _ 000 160 55=44 u�oo 705 v co 275 05 moi' `� 335---t 705 230 a 0`o'N • m 2040 rip o CO o CD 44 ,s ,0 0 ,e ,s A 13.S Evergreen RdIE Indiana Ave 14.S Evergreen Rd/-90 WB Ramps 15.S Evergreen Rd/1-90 ES Ramps 18.Mission Connedor/E Mission Ave _ •CC. 0-r a c c m 0) 2 2 0 0 v)0 .~�415 N m i '�515 ) > 4—305 /x 455 ii11 u °0—350 11 w 0-70 E Indiana Ave 1-90 WB on-ramp 1-90 WB off-ramp 1-90 EB off-ramp 1-90EBon-ramp E Mission Ave •I? » I I 550_0- IIIb )r • 565�� .m 00 —4 00 265_-►m me 600 u�i^ °))D 5 O m c e v co°' 605 °°" 250 0 0 m 5_ W co g > 0 0 O 17.Sullivan RdIE Indiana Ave 18.Sullivan Rd/WB on-ramp A 19.Sullivan Rd/I-90 EB Ramps 20.Sullivan RdIE Mission Ave • CC CC CC a I c o > m m m N :-. > 'l) > I)) > Lr' Nu) 4 395 Cn .--365 —N N 0 Ci r` r`395 °) ' C4 fIo 5 85 15 4,4i .-190 ) 0-250 11LL 411 X35 E Indiana Ave WB on-ramI-90 EB off-ramp 1-90 EB on-ramp E Mission Ave 140 �11�� tit 430—. 11? 180 )tt� 535 MmN N 0� 7N 10— ' 0rnv 340 945-e °) 140 0. 21.1-90 WB off-rarnp/E Indiana Ave 650 0—425 E Indiana Ave 1005 y y It 00 co N N 2040 IN=Sp°kan�'` ....ON/alley' Mirabeau Subarea Traffic Study June 2016 TABLE 7: INTERSECTION VEHICLE DELAY AND LOS FOR FUTURE CONDITIONS(2o4o) Intersection Details Existing (2015) Name Control Delay* LOS 6: 1. Pines Road/Trent Ave Signal 53 D 2.Pines Road/Pinecroft Way Side-Street Stop 16(EB) C 3.Pines Road/Mirabeau Parkway Signal 38 D 4. Mirabeau Parkway/Pinecroft Way Side-Street Stop 17(SB) C S. Pines Road/Grace Lane Side-Street Stop 28(WB) D 6. Pines Road/Mansfield Avenue Signal 33 C 7. Indiana Avenue/1-90 WB off-ramp Signal 21 C 8. Pines Road/Indiana Avenue Signal 58 E 9. Pines Road/I-90 EB ramps Signal 116 F 10.Pines Road/Mission Avenue Signal 81 F 11.Indiana Avenue/Mirabeau Parkway Signal 17 B 12.Mirabeau Parkway/Mansfield Avenue Side-Street Stop >120(EB) F 13. Evergreen Road/Indiana Avenue Signal 25 C 14.Evergreen Road/1-90 WB on and off-ramps Signal 22 C 15.Evergreen Road/1-90 EB on and off-ramps Signal 15 B 16. Mission Connector&Mission Avenue Side-Street Stop 15(NB) C 17. Indiana Avenue/Sullivan Road Signal 55 D 18.Sullivan Road/1-90 WB on-ramp Signal 12 B 19.Sullivan Road/I-90 EB on-ramp Signal 33 C 20.Sullivan Road/Mission Avenue Signal 75 E 21.Indiana Avenue/1-90 WB off-ramp Signal 36 C *Intersection delay is averaged for all movements.Some movements(e.g.left turns) may have LOS E or F conditions to ensure that the intersection as a whole operates optimally. Spokane Valley staff continually monitors LOS E and F movements and makes intersection timing adjustments as necessary. if" Page 13 nt nn i . ,,,• valley• Mirabeau Subarea Traffic Study June 2016 The results in Table 7 indicate that most subarea intersections are expected to operate acceptably under 2040 conditions and meet Spokane Valley's LOS standards,with the exception of the following locations: • Pines Road/Indiana Avenue • Pines Road/1-90 EB ramps • Pines Road/Mission Avenue • Mirabeau Parkway/Mansfield Avenue • Sullivan Road/Mission Avenue Three of the locations are along the Pines Road corridor,which will continue to see traffic growth into the future as Spokane Valley and the region continue to grow. It is important to note that the poor 2040 LOS conditions on Pines Road takes into account the traffic signal retiming improvements described earlier. In other words, even with optimized traffic signal timings, the LOS on the Pines Road corridor is expected to degrade at some point in the future. Traffic congestion at the Mirabeau Parkway/Mansfield Avenue intersection is also expected to degrade to substandard conditions by 2040.This degradation in LOS is largely due to growth in the Mirabeau subarea that will add to the background traffic growth through the area. Traffic volumes are also expected to increase substantially along the Sullivan Road corridor by 2040. However, this analysis only identifies the Mission Avenue intersection along Sullivan Road as having a substandard LOS.The intersection of Sullivan Road/Indiana Avenue is approaching LOS E, but at this time, it is premature to identify an improvement at this location since this intersection is still forecast to operate at LOS D. Pagel 4 Spokane Valley Mirabeau Subarea Traffic Study June 2016 IMPROVING FUTURE CONDITIONS TRAFFIC LEVEL OF SERVICE Similar to existing conditions, Fehr & Peers used an iterative approach to identify the most cost-effective means to meet Spokane Valley's LOS standards under 2040 conditions. Table 8 shows the proposed improvements at the five intersections with substandard LOS. Appendix D contains the detailed LOS calculation sheets from Synchro. TABLE 8: POTENTIAL PROJECTS TO IMPROVE FUTURE CONDITIONS LOS AT SELECTED INTERSECTIONS Delay with LOS with Intersection Description of Improvement Improvement Improvement Pines Road/Indiana Added westbound left-turn lane; retimed 42 D Ave traffic signal Pines Road/1-90 EB Added eastbound left-turn lane and northbound right-turn pocket(extending 35 D ramps back to Nora Ave); retime traffic signal Added southbound right-turn lane (extending back to the 1-90 off-ramp); reconfigure lane assignments on Mission Pines Road/Mission Ave to include eastbound dual-left and a 53 D Ave through-right lane and westbound left, through, and right turn lane; retime traffic signal Mirabeau Pkwy/ Added traffic signal, added new 180 foot 28 C Mansfield Ave southbound through-right lane Sullivan Road/Mission Reconfigure eastbound to include a left Ave and through-right lane; retime signal 17 The improvements identified in Table 8 address all the LOS issues within the study area under 2040 conditions. /Jr Page 15 nn< ./0Mi1k' Mirabeau Subarea Traffic Study June 2016 ESTIMATING THE COST OF THE IMPROVEMENT PROJECTS To estimate the cost of the projects identified in Table 8, Fehr & Peers collaborated with Spokane Valley staff to identify construction costs from recently completed transportation projects in Spokane Valley.Table 9 shows the unit costs and a description of the project cost elements. Table 10 summarizes the project costs. TABLE 9: PROJECT UNIT COSTS Unit Cost(in Element Description Unit Quantity 2016 dollars) Roadway Demolition Demolition and removal of old Square Yard $12 roadway Curb Demolition Demolition and removal of old Linear foot $13 curb/gutter Sidewalk Demolition Demolition and removal of old Square Yard $16 sidewalk Signal Demolition Demolition and removal of old traffic Each mast arm $5,000 signal equipment Excavation Excavation, grading,fill,earthwork Cubic Yard $30 Road Section Construction of new roadway surface Square Yard $50 Curb Construction of new curb/gutter Linear foot $35 Sidewalk Construction of new sidewalks Square Yard $45 Curb Ramps Construction of new curb ramps Each $2,200 Traffic Signal Each new Construction of new traffic signal $400,000 signal system Right-of-way Cost of acquiring right-of-way Square Foot $10 Mobilization Cost to get a construction crew 10%of"hard" costs above engaged )59 Page 16 Spokan e�`� jValleY Mirabeau Subarea Traffic Study June 2016 Contingency Cost contingency for potential for 30%of"hard" costs above unexpected drainage/utility/ earthwork conflicts;WSDOT coordination Engineering Cost to design and permit the project 20%of"hard" costs above TABLE 10: POTENTIAL PROJECTS TO IMPROVE FUTURE CONDITIONS LOS AT SELECTED INTERSECTIONS Intersection Cost Estimate Pines Road/Indiana Ave $ 896,000 Pines Road/1-90 EB ramps $ 753,000 Pines Road/Mission Ave $ 457,000 Mirabeau Pkwy/Mansfield Ave $ 874,000 Sullivan Road/Mission Ave $ 61,000 )511 Page 1 1 m rr e■lm� _i Mdley' Mirabeau Subarea Traffic Study June 2016 ESTIMATING THE SUBAREA'S FAIR-SHARE CONTRIBUTION AND COST PER TRIP The previous sections identified future year LOS deficiencies at five intersections within the study area. A common way for a development project to mitigate its traffic impact is through a fair-share financial contribution toward a transportation system project that would improve LOS to meet City standards.This section describes how we calculate the subarea's fair-share contribution toward the improvements identified in Table 8. The subarea's fair-share financial contribution is determined by how much traffic the subarea is expected to contribute to each of the deficient intersections under future conditions.In other words,what percentage of 2040 traffic through a deficient intersection is caused by new development within the Mirabeau Subarea? To determine the percentage of traffic generated by Mirabeau Subarea development, we use the SRTC travel model.The travel model has a tool that can track the traffic generated by different areas throughout the city. This tool is called a "select zone analysis." The select zone analysis was set to identify the traffic generated by Mirabeau Subarea development separate from any other traffic generated by development in the region.The results of the select zone analysis were analyzed for each of the five deficient intersections identified in Table 8.Table 11 shows the results of the select zone analysis, TABLE is: SUBAREA SHARE OF TRAFFIC AT THE DEFICIENT INTERSECTIONS Intersection Mirabeau Subarea Proportion of Future Year Traffic Pines Road/Indiana Ave :18% Pines Road/1-90 EB ramps 18% Pines Road/Mission Ave 16% Mirabeau Pkwy/Mansfield Ave 38% Sullivan Road/Mission Ave 4% The results in Table 11 indicate that the majority of traffic through the deficient intersections is generated by land uses outside of the subarea. For example, 18 percent of the traffic through the intersection of Pines Road / Indiana Avenue is generated by land uses within the Mirabeau Subarea. The highest proportion of subarea traffic is generated at the Mirabeau Parkway / Mansfield Avenue intersection—a result that is reasonable since this intersection is within the subarea. Page 18 Spokane jVa��ey Mirabeau Subarea Traffic Study June 2016 The results in Table 11 are used to determine the subarea's share of the total project improvements by multiplying the total improvement project cost by the proportion of traffic generated by new development in the subarea.The result of this calculation is shown in Table 12. TABLE 12: SUBAREA'S SHARE OF TOTAL IMPROVEMENT COSTS Mirabeau Subarea Total Project Cost Mirabeau Subarea Proportion of Future Year Fair-Share Cost Intersection Traffic Pines Road/Indiana Ave 18% $ 896,000 $ 161,000 Pines Road/1-90 EB ramps 18% $ 753,000 $ 135,000 Pines Road/Mission Ave 16% $ 457,000 $ 73,000 Mirabeau Pkwy/ 38% $ 874,000 Mansfield Ave $ 332,000 Sullivan Road/ 4% $ 61,000 Mission Ave $ 2,500 With the subarea's share of the total project costs identified in Table 12, we can identify the cost per PM peak hour trip, similar to how the existing developer agreements are established. Based on the land use growth estimates provided by the area developers (summarized in Tables 5 and 6), PM peak hour trip generation is estimated with standard Institute of Transportation Engineers(ITE)trip generation rates.Table 13 summarizes the trip generation results. Page 19 _�S One .f Valk.J Mirabeau Subarea Traffic Study June 2016 TABLE 13:TRIP GENERATION CALCULATION PM Peak Hour Land Use Total Units of Development Trip Rate Total Trips Single-Family Residential 65 dwelling units 1.00 65 Multi-Family Residential 979 dwelling units 0.62 607 Retail 63,890 square feet 3.71 236 Office 2,561 employees 0.46 1,178 Hotel 150 rooms 0.60 90 Total NA NA 2,176 Includes 8,space. Using the results in Tables 12 and 13, the cost per PM peak hour trip is: $704,000 (subarea's share of total project costs) _ 2,176 (subarea new PM peak hour trip generation) = $323.75 per PM peak hour trip. Mitigation Credits There are still existing "vested" trips from the prior "Pines-Mansfield Development Agreement" that was established by Spokane County. While the transportation improvement projects identified as part of the Pines-Mansfield Development Agreement have largely been constructed, Spokane Valley is open to counting the vested trips as a credit against this new transportation improvement program. Based on data supplied by the City of Spokane Valley in December 2015, there were 904 PM peak hour vested trips outstanding amongst the land owners in the subarea. These trips have a value of $303.36 per trip,which works out to a total value of$274,237. Developers can apply the value of their unused vested PM peak hour trips as a credit to the new Mirabeau Subarea Traffic Mitigation Program until they have no vested trips remaining. Paget 0 _■ Inne Mirabeau Subarea Traffic Study June 2016 CONCLUSIONS This report documented the existing and future traffic LOS conditions within and around the Mirabeau Subarea.As described,there are existing LOS deficiencies within the subarea that Spokane Valley is actively addressing through a mix of capital projects and traffic signal retiming.In the future,traffic LOS is expected to degrade within the study area as the Mirabeau subarea, Spokane Valley, and the rest of the region continues to grow. This report identified the necessary traffic mitigation measures to improve congestion and meet Spokane Valley's LOS standards. Most if the congestion relief projects are on the Pines Road corridor with a minor improvement at the Sullivan Road/Mission Avenue intersection. A fair-share calculation was developed to identify the Mirabeau Subarea landowner's share of future traffic impacts and mitigation costs.If landowners agree to help implement future traffic congestion improvement projects through a mitigation contribution of$323.75 per PM peak hour trip,then they will meet their SEPA obligations to mitigate traffic congestion impacts. After making this mitigation payment(which is subject to a credit from the existing Pines-Mansfield Development Agreement), the developer will not have to conduct another traffic study, outside of a site access and circulation study, which may be required by Spokane Valley to ensure safe access for all modes into and within the development site. /S1-1" Paget 1 Appendix A HCM 2010 Signalized Intersection Summary 1: Pines/Cement Road & Trent (SR 290) 6/17/2016 t -* c 4- t 4\ t P \* r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 ++ it I ft. 4 r 4, Traffic Volume(veh/h) 5 905 265 310 505 20 315 35 465 25 35 5 Future Volume(veh/h) 5 905 265 310 505 20 315 35 465 25 35 5 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1491 1578 1609 1593 1557 1625 1625 1609 1593 1625 1577 1625 Adj Flow Rate,veh/h 5 953 0 326 532 21 332 37 215 26 37 5 Adj No.of Lanes 1 2 1 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh,% 9 3 1 2 4 4 1 1 2 1 1 1 Cap,veh/h 9 1016 464 342 1620 64 326 36 318 33 46 6 Arrive On Green 0.01 0.34 0.00 0.23 0.56 0.56 0.24 0.24 0.24 0.06 0.06 0.06 Sat Flow,veh/h 1420 2998 1368 1517 2901 114 1385 154 1352 584 831 112 Grp Volume(v),veh/h 5 953 0 326 271 282 369 0 215 68 0 0 Grp Sat Flow(s),veh/h/In 1420 1499 1368 1517 1479 1537 1540 0 1352 1528 0 0 Q Serve(g_s),s 0.5 45.9 0.0 31.5 14.7 14.8 35.0 0.0 21.5 6.5 0.0 0.0 Cycle Q Clear(g_c),s 0.5 45.9 0.0 31.5 14.7 14.8 35.0 0.0 21.5 6.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.07 0.90 1.00 0.38 0.07 Lane Grp Cap(c),veh/h 9 1016 464 342 826 858 362 0 318 85 0 0 V/C Ratio(X) 0.56 0.94 0.00 0.95 0.33 0.33 1.02 0.00 0.68 0.80 0.00 0.00 Avail Cap(c_a),veh/h 324 1087 496 346 826 858 362 0 318 364 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 73.8 47.7 0.0 56.9 17.8 17.8 56.9 0.0 51.8 69.4 0.0 0.0 Incr Delay(d2),s/veh 45.4 14.3 0.0 35.7 0.2 0.2 52.4 0.0 5.6 15.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 20.9 0.0 16.6 6.1 6.3 20.0 0.0 8.6 3.1 0.0 0.0 LnGrp Delay(d),s/veh 119.2 62.0 0.0 92.5 18.0 18.0 109.3 0.0 57.4 84.7 0.0 0.0 LnGrp LOS F E F B B F E F Approach Vol,veh/h 958 879 584 68 Approach Delay,s/veh 62.3 45.6 90.2 84.7 Approach LOS E D F F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 6.9 89.1 40.0 39.6 56.5 12.8 Change Period(Y+Rc),s 6.0 6.0 5.0 6.0 6.0 4.5 Max Green Setting(Gmax),s 34.0 54.0 35.0 34.0 54.0 35.5 Max 0 Clear Time(g_c+11),s 2.5 16.8 37.0 33.5 47.9 8.5 Green Ext Time(p_c),s 0.0 11.5 0.0 0.1 2.6 0.3 IiieVIErgurnmary HCM 2010 Ctrl Delay 63.6 HCM 2010 LOS E Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 2 HCM 2010 TWSC 2: Pines & Pinecroft Way 6/17/2016 Intersection Int Delay,s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ r II +tw Ipi 1.t. Traffic Vol,veh/h 5 0 5 0 0 40 0 765 5 0 615 0 Future Vol,veh/h 5 0 5 0 0 40 0 765 5 0 615 0 Conflicting Peds,#/hr 1 0 2 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - 0 200 - - 300 - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 0 5 0 0 44 0 841 5 0 676 0 Major/Minor Minor2 Minor/ Major/ Major2 Conflicting Flow All 1097 1522 340 - - 424 676 0 0 846 0 0 Stage 1 676 676 - - - - - - - - - - Stage 2 421 846 - - - - - - - - - - Critical Hdwy 7.54 6.54 6.94 - - 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - - - - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - - - - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 - - 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver *397 183 656 0 0 *790 911 - - 1138 - - Stage 1 *409 451 - 0 0 - - - - - - - Stage 2 *744 624 - 0 0 - - - - - - - Platoon blocked, % 1 1 1 - - 1 - - Mov Cap-1 Maneuver *374 183 655 - - *789 910 - - 1137 - - Mov Cap-2 Maneuver *374 183 - - - - - - - - - - Stage 1 *409 451 - - - - - - - - - - Stage 2 *702 624 - - - - - - - - - - Approach EB WB NB SB HCM Control Delay,s 12.7 9.8 0 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity(veh/h) 910 - - 476 789 1137 - - HCM Lane V/C Ratio - - - 0.023 0.056 - - - HCM Control Delay(s) 0 - - 12.7 9.8 0 - - HCM Lane LOS A - - B A A - - HCM 95th%tile Q(veh) 0 - - 0.1 0.2 0 - - Notes —:Volume exceeds capacity $:Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 4 HCM 2010 Signalized Intersection Summary 3: Pines & Mirabeau Parkway 6/17/2016 -• c 4- t 4\ t t ti 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4 r li TA ''t 41+ Traffic Volume(veh/h) 0 0 5 100 0 165 5 605 35 110 505 5 Future Volume(veh/h) 0 0 5 100 0 165 5 605 35 110 505 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1625 1593 1625 1625 1593 1593 1593 1593 1625 1593 1593 1625 Adj Flow Rate,veh/h 0 0 5 110 0 181 5 665 38 121 555 5 Adj No.of Lanes 0 1 0 0 1 1 1 2 0 1 2 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 0 0 9 232 0 207 556 1734 99 501 1966 18 Arrive On Green 0.00 0.00 0.01 0.15 0.00 0.15 0.01 0.60 0.60 0.05 0.64 0.64 Sat Flow,veh/h 0 0 1346 1517 0 1354 1517 2911 166 1517 3074 28 Grp Volume(v),veh/h 0 0 5 110 0 181 5 346 357 121 273 287 Grp Sat Flow(s),veh/h/In 0 0 1346 1517 0 1354 1517 1513 1564 1517 1513 1588 Q Serve(g_s),s 0.0 0.0 0.4 6.4 0.0 12.7 0.1 11.6 11.6 2.8 7.7 7.7 Cycle 0 Clear(g_c), s 0.0 0.0 0.4 6.4 0.0 12.7 0.1 11.6 11.6 2.8 7.7 7.7 Prop In Lane 0.00 1.00 1.00 1.00 1.00 0.11 1.00 0.02 Lane Grp Cap(c),veh/h 0 0 9 232 0 207 556 901 931 501 968 1016 V/C Ratio(X) 0.00 0.00 0.57 0.47 0.00 0.87 0.01 0.38 0.38 0.24 0.28 0.28 Avail Cap(c_a),veh/h 0 0 139 250 0 223 642 901 931 599 968 1016 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 0.0 0.0 48.1 37.5 0.0 40.2 7.8 10.3 10.3 7.0 7.7 7.7 Incr Delay(d2),s/veh 0.0 0.0 47.6 1.5 0.0 28.2 0.0 1.2 1.2 0.2 0.7 0.7 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 0.2 2.8 0.0 6.4 0.1 5.1 5.3 1.2 3.4 3.5 LnGrp Delay(d),s/veh 0.0 0.0 95.6 39.0 0.0 68.4 7.8 11.5 11.5 7.3 8.4 8.4 LnGrp LOS F D E A B B A A A Approach Vol,veh/h 5 291 708 681 Approach Delay,s/veh 95.6 57.3 11.5 8.2 Approach LOS F E B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 8.8 62.8 5.6 4.5 67.0 19.8 Change Period(Y+Rc),s 4.0 5.0 5.0 4.0 5.0 5.0 Max Green Setting(Gmax),s 11.0 41.0 10.0 6.0 46.0 16.0 Max Q Clear Time(g_c+11),s 4.8 13.6 2.4 2.1 9.7 14.7 Green Ext Time(p_c),s 0.1 8.6 0.0 0.0 9.3 0.2 lntei5ectiofi Sii HCM 2010 Ctrl Delay 18.3 HCM 2010 LOS B Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 6 HCM 2010 TWSC 4: Mirabeau Parkway & Pinecroft Way 6/17/2016 Intersection Int Delay,s/veh 0.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 11 + 'G* V' Traffic Vol,veh/h 5 225 115 5 20 5 Future Vol,veh/h 5 225 115 5 20 5 Conflicting Peds,tf/hr 0 0 0 2 1 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage,11 - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 6 278 142 6 25 6 Major/Minor Major/ Major2 Minor2 _ Conflicting Flow All 150 0 - 0 438 148 Stage 1 - - - - 147 - Stage 2 - - - - 291 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1431 - - - 576 899 Stage 1 - - - - 880 - Stage 2 - - - - 759 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1430 - - - 572 897 Mov Cap-2 Maneuver - - - - 627 - Stage 1 - - - - 879 - Stage 2 - - - - 755 - Approach EB WB SB HCM Control Delay,s 0.2 0 10.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1430 - - - 667 HCM Lane V/C Ratio 0.004 - - - 0.046 HCM Control Delay(s) 7.5 - - - 10.7 HCM Lane LOS A - - - B HCM 95th%tile Q(veh) 0 - - - 0.1 Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 8 HCM 2010 TWSC 5: Pines & Grace Ln 6/17/2016 Intersection Int Delay,s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4. 4tA 41* Traffic Vol,vehlh 20 5 30 40 5 20 60 600 45 30 550 25 Future Vol,veh/h 20 5 30 40 5 20 60 600 45 30 550 25 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 0 0 0 0 1 1 1 1 1 1 Mvmt Flow 22 5 32 43 5 22 65 645 48 32 591 27 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1123 1492 309 1161 1481 347 618 0 0 694 0 0 Stage 1 669 669 - 798 798 - - - - - - - Stage 2 454 823 - 363 683 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.21 - - 2.21 - - Pot Cap-1 Maneuver *163 125 *890 *153 127 *845 1240 - - 1235 - - Stage 1 *692 637 - *643 596 - - - - - - - Stage 2 *797 577 - *839 627 - - - - - - - Platoon blocked, % 1 1 1 - - 1 - - Mov Cap-1 Maneuver *139 110 *890 *129 111 *845 1240 - - 1235 - - Mov Cap-2 Maneuver *139 110 - *129 111 - - - - - - - Stage 1 *632 612 - *588 545 - - - - - - - Stage 2 *703 528 - *769 602 - - - - - - - Approach EB WB NB SB _ HCM Control Delay,s 24.1 39.6 0.9 0.5 HCM LOS C E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity(veh/h) 1240 - - 247 172 1235 - - HCM Lane V/C Ratio 0.052 - - 0.239 0.406 0.026 - - HCM Control Delay(s) 8.1 0.3 - 24.1 39.6 8 0.1 - HCM Lane LOS A A - C E A A - HCM 95th%tile Q(veh) 0.2 - - 0.9 1.8 0.1 - - Notes -:Volume exceeds capacity $:Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 10 HCM 2010 Signalized Intersection Summary 6: PINES & Mansfield 6/17/2016 ' r 4- k- 4\ t P `► 1 I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 3 + r 't 1. ) 1't> " ft. Traffic Volume(veh/h) 65 70 380 170 145 50 210 725 180 50 650 30 Future Volume(veh/h) 65 70 380 170 145 50 210 725 180 50 650 30 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1667 1667 1667 1667 1667 1700 1667 1667 1700 1667 1667 1700 Adj Flow Rate,veh/h 70 75 54 183 156 54 226 780 181 54 699 32 Adj No.of Lanes 1 1 1 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 175 171 145 305 184 64 535 1611 374 395 1804 83 Arrive On Green 0.05 0.10 0.10 0.11 0.16 0.15 0.08 0.63 0.62 0.03 0.59 0.58 Sat Flow,veh/h 1587 1667 1408 1587 1181 409 1587 2547 591 1587 3084 141 Grp Volume(v),veh/h 70 75 54 183 0 210 226 485 476 54 359 372 Grp Sat Flow(s),veh/h/ln 1587 1667 1408 1587 0 1590 1587 1583 1555 1587 1583 1641 0 Serve(g_s),s 5.1 5.5 4.7 13.1 0.0 16.7 6.9 21.1 21.2 1.7 15.8 15.8 Cycle 0 Clear(g_c),s 5.1 5.5 4.7 13.1 0.0 16.7 6.9 21.1 21.2 1.7 15.8 15.8 Prop In Lane 1.00 1.00 1.00 0.26 1.00 0.38 1.00 0.09 Lane Grp Cap(c),veh/h 175 171 145 305 0 248 535 1001 984 395 926 960 V/C Ratio(X) 0.40 0.44 0.37 0.60 0.00 0.85 0.42 0.48 0.48 0.14 0.39 0.39 Avail Cap(c_a),veh/h 260 333 282 305 0 318 723 1001 984 536 926 960 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.56 0.56 0.56 1.00 1.00 1.00 Uniform Delay(d),s/veh 48.7 54.8 54.4 44.3 0.0 53.4 9.4 12.7 12.8 10.7 14.5 14.5 Incr Delay(d2),s/veh 1.5 1.8 1.6 3.2 0.0 15.4 0.3 0.9 0.9 0.2 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.3 2.6 1.9 6.0 0.0 8.4 3.0 9.4 9.3 0.8 7.2 7.5 LnGrp Delay(d),s/veh 50.2 56.6 56.0 47.5 0.0 68.8 9.7 13.6 13.7 10.9 15.7 15.7 LnGrp LOS D E E D E A B B B B B Approach Vol,veh/h 199 393 1187 785 Approach Delay,s/veh 54.2 58.9 12.9 15.4 Approach LOS D E B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 14.6 80.1 11.1 24.3 8.4 86.2 18.0 17.3 Change Period(Y+Rc),s 5.0 5.0 4.5 4.5 5.0 5.0 4.5 4.5 Max Green Setting(Gmax),s 25.0 47.0 13.5 25.5 15.0 57.0 13.5 25.5 Max Q Clear Time(g_c+l1),s 8.9 17.8 7.1 18.7 3.7 23.2 15.1 7.5 Green Ext Time(p_c),s 0.7 8.7 0.1 0.8 0.1 8.9 0.0 1.3 Intersection Summary HCM 2010 Ctrl Delay 23.9 HCM 2010 LOS C Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 12 HCM 2010 Signalized Intersection Summary 7: 1-90 WB off-ramp & INDIANA 6/17/2016 --• l ( II- 41 / Movement EBT EBR WBL WBT NBL NBR Lane Configurations ft ft vi) e Traffic Volume(veh/h) 260 0 0 290 425 10 Future Volume(veh/h) 260 0 0 290 425 10 Number 8 18 7 4 1 16 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1634 0 0 1634 1587 1587 Adj Flow Rate,veh/h 271 0 0 302 443 0 Adj No.of Lanes 2 0 0 2 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 1 0 0 1 4 4 Cap,veh/h 2339 0 0 2339 542 239 Arrive On Green 0.75 0.00 0.00 0.75 0.18 0.00 Sat Flow,veh/h 3267 0 0 3267 2931 1349 Grp Volume(v),veh/h 271 0 0 302 443 0 Grp Sat Flow(s),veh/h/ln 1552 0 0 1552 1466 1349 Q Serve(g_s),s 3.1 0.0 0.0 3.5 18.9 0.0 Cycle Q Clear(g_c),s 3.1 0.0 0.0 3.5 18.9 0.0 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c),veh/h 2339 0 0 2339 542 239 V/C Ratio(X) 0.12 0.00 0.00 0.13 0.82 0.00 Avail Cap(c_a),veh/h 2339 0 0 2339 1263 571 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.00 0.00 0.96 1.00 0.00 Uniform Delay(d),s/veh 4.3 0.0 0.0 4.4 50.9 0.0 Incr Delay(d2),s/veh 0.1 0.0 0.0 0.1 3.1 0.0 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.3 0.0 0.0 1.5 7.9 0.0 LnGrp Delay(d),s/veh 4.4 0.0 0.0 4.5 54.0 0.0 LnGrp LOS A A D Approach Vol,veh/h 271 302 443 Approach Delay,s/veh 4.4 4.5 54.0 Approach LOS A A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration(G+Y+Rc),s 102.0 28.0 102.0 Change Period(Y+Rc),s 5.0 5.0 5.0 Max Green Setting(Gmax),s 65.0 55.0 65.0 Max Q Clear Time(g_c+I1),s 5.5 20.9 5.1 Green Ext Time(p_c),s 2.7 2.2 2.7 Intersection Summary HCM 2010 Ctrl Delay 26.0 HCM 2010 LOS C Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 14 HCM Signalized Intersection Capacity Analysis 8: PINES & INDIANA 6/17/2016 j - -, { I- t 4\ f t ti l 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' 41. 11" ++ e 1 ft it Traffic Volume(vph) 0 0 0 400 70 245 550 875 160 100 865 235 Future Volume(vph) 0 0 0 400 70 245 550 875 160 100 865 235 Ideal Flow(vphpl) 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.5 4.0 5.5 Lane Util.Factor 0.91 0.91 0.97 0.95 1.00 1.00 0.95 1.00 Frpb,ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.92 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1265 2399 2710 2794 1250 1397 2794 1250 Flt Permitted 0.95 0.98 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1265 2399 2710 2794 1250 1397 2794 1250 Peak-hour factor,PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor(vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj.Flow(vph) 0 0 0 412 72 253 567 902 165 103 892 242 RTOR Reduction(vph) 0 0 0 0 178 0 0 0 96 0 0 141 Lane Group Flow(vph) 0 0 0 255 304 0 567 902 69 103 892 101 Confl. Peds.(#/hr) 3 4 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Turn Type Perm NA Prot NA Perm Prot NA Perm Protected Phases 4 1 6 5 15 2 Permitted Phases 4 6 2 Actuated Green,G(s) 32.8 32.8 31.7 53.2 53.2 22.5 49.5 49.5 Effective Green,g(s) 33.8 33.8 33.2 54.7 54.7 24.5 51.0 49.5 Actuated g/C Ratio 0.26 0.26 0.26 0.42 0.42 0.19 0.39 0.38 Clearance Time(s) 5.0 5.0 5.5 5.5 5.5 5.5 5.5 Vehicle Extension(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 328 623 692 1175 525 263 1096 475 v/s Ratio Prot c0.21 0.32 0.07 c0.32 v/s Ratio Perm c0.20 0.13 0.06 0.08 v/c Ratio 0.78 0.49 0.82 0.77 0,13 0.39 0.81 0.21 Uniform Delay,dl 44.6 40.8 45.6 32.2 23.1 46.2 35.3 27.1 Progression Factor 1.11 1.41 1.03 0.65 0.37 0.93 0.84 0.36 Incremental Delay,d2 11.4 0.8 0.8 0.3 0.0 1.1 5.7 0.9 Delay(s) 60.9 58.2 47.9 21.3 8.5 43.9 35.4 10.7 Level of Service E E D C A D D B Approach Delay(s) 0.0 59.2 29.2 31.3 Approach LOS A E C C Intersection Summary HCM 2000 Control Delay 36.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 17.0 Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 15 HCM 2010 Signalized Intersection Summary 9: Pines & EB Ramps 6/17/2016 -1' 6 ~ t 4\ t P ' 1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 re +lt* '6 4+ Traffic Volume(veh/h) 370 5 650 0 0 0 0 1215 365 230 1035 0 Future Volume(veh/h) 370 5 650 0 0 0 0 1215 365 230 1035 0 Number 3 8 18 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 Adj Sat Flow,veh/h/In 1650 1618 1618 0 1618 1650 1618 1618 0 Adj Flow Rate,veh/h 381 5 637 0 1253 352 237 1067 0 Adj No.of Lanes 0 1 2 0 2 0 1 2 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 2 2 2 0 2 2 2 2 0 Cap,veh/h 447 6 705 0 1077 297 243 1981 0 Arrive On Green 0.29 0.29 0.29 0.00 0.60 0.59 0.16 0.64 0.00 Sat Flow,veh/h 1522 20 2399 0 2463 656 1541 3154 0 Grp Volume(v),veh/h 386 0 637 0 799 806 237 1067 0 Grp Sat Flow(s),veh/h/In 1542 0 1200 0 1537 1502 1541 1537 0 Q Serve(g_s), s 30.7 0.0 33.2 0.0 58.8 58.8 19.9 24.6 0.0 Cycle Q Clear(g_c),s 30.7 0.0 33.2 0.0 58.8 58.8 19.9 24.6 0.0 Prop In Lane 0.99 1.00 0.00 0.44 1.00 0.00 Lane Grp Cap(c),veh/h 453 0 705 0 695 679 243 1981 0 V/C Ratio(X) 0.85 0,00 0.90 0.00 1.15 1.19 0.98 0.54 0.00 Avail Cap(c_a),veh/h 480 0 748 0 695 679 243 1981 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1,00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.41 0.41 1.00 1.00 0.00 Uniform Delay(d),s/veh 43.2 0.0 44.1 0.0 25.9 26.2 54.5 12.6 0.0 Incr Delay(d2),s/veh 13.2 0.0 13.9 0.0 74.9 90.2 50.7 1.1 0.0 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 14.7 0.0 12.3 0.0 39.0 41.0 11.9 10.7 0.0 LnGrp Delay(d),s/veh 56.4 0.0 58.0 0.0 100.8 116.4 105.2 13.6 0.0 LnGrp LOS E E F F F B Approach Vol,veh/h 1023 1605 1304 Approach Delay,s/veh 57.4 108.6 30.3 Approach LOS E F C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 88.3 25.0 63.3 41.7 Change Period(Y+Rc),s 5.5 5.5 5.5 4.5 Max Green Setting(Gmax),s 57.5 19.5 55.5 39.5 Max Q Clear Time(g_c+I1),s 26.6 21.9 60.8 35.2 Green Ext Time(p_c),s 6.0 0.0 0.0 2.0 Intersection Summary HCM 2010 Ctrl Delay 69.3 HCM 2010 LOS E Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 18 HCM 2010 Signalized Intersection Summary 10: Pines & Mission 6/17/2016 C 1- k- t t ti l r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M 4+ Iv 't +I) VI II) Traffic Volume(veh/h) 265 155 65 90 130 350 45 970 30 275 1150 270 Future Volume(veh/h) 265 155 65 90 130 350 45 970 30 275 1150 270 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1650 1618 1650 1650 1618 1618 1618 1618 1650 1618 1618 1650 Adj Flow Rate,veh/h 279 163 68 95 137 88 47 1021 32 289 1211 268 Adj No.of Lanes 0 2 0 0 2 1 1 2 0 2 2 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 273 192 80 128 202 146 250 1413 44 384 1080 237 Arrive On Green 0.18 0.18 0.17 0.11 0.11 0.11 0.16 0.46 0.46 0.13 0.43 0.42 Sat Flow,veh/h 1541 1084 452 1201 1893 1363 1541 3042 95 2989 2507 549 Grp Volume(v),veh/h 279 0 231 123 109 88 47 516 537 289 738 741 Grp Sat Flow(s),veh/h/In 1541 0 1537 1558 1537 1363 1541 1537 1601 1494 1537 1519 0 Serve(g_s), s 23.0 0.0 18.9 10.0 8.8 8.0 3.4 35.2 35.2 12.1 56.0 56.0 Cycle Q Clear(g_c),s 23.0 0.0 18.9 10.0 8.8 8.0 3.4 35.2 35.2 12.1 56.0 56.0 Prop In Lane 1.00 0.29 0.77 1.00 1.00 0.06 1.00 0.36 Lane Grp Cap(c),veh/h 273 0 272 167 164 146 250 714 744 384 662 654 V/C Ratio(X) 1.02 0.00 0.85 0.74 0.66 0.60 0.19 0.72 0.72 0.75 1.11 1.13 Avail Cap(c_a),veh/h 273 0 272 228 225 199 250 714 744 506 662 654 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.64 0.64 0.64 Uniform Delay(d),s/veh 53.5 0.0 52.0 56.3 55.8 55.4 47.0 28.0 28.1 54.7 37.0 37.2 Incr.Delay(d2),s/veh 60.7 0.0 21.6 8.1 4.5 4.0 0.4 6.2 6.0 7.0 64.8 72.2 Initial 0 Delay(d3),s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile BackOfQ(50%),veh/In 14.4 0.0 9.7 4.7 4.0 3.2 1.5 16.1 16.8 5.4 35.6 36.6 LnGrp Delay(d),s/veh 114.3 0.0 73.6 64.4 60.3 59.4 47.4 34.3 34.1 61.6 101.8 109.3 LnGrp LOS F E E E E D C C E F F Approach Vol,veh/h 510 320 1100 1768 Approach Delay,s/veh 95.9 61.6 34.8 98.4 Approach LOS F E C F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 25.1 60.0 17.9 20.7 64.4 27.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 15.0 55.0 18.0 21.0 49.0 22.0 Max Q Clear Time(g_c+11),s 5.4 58.0 12.0 14.1 37.2 25.0 Green Ext Time(p_c),s 3.5 0.0 0.6 1.6 4.0 0.0 Intersection Surimary HCM 2010 Ctrl Delay 75.9 HCM 2010 LOS E Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 20 HCM 2010 Signalized Intersection Summary 11: INDIANA & Mirabeau Parkway 6/17/2016 J 4- V 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations 11 ft ft r vs r Traffic Volume(veh/h) 50 240 220 235 360 65 Future Volume(veh/h) 50 240 220 235 360 65 Number 1 6 2 12 3 18 Initial Q(Qb),veh 0 . 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/ln 1434 1434 1434 1434 1434 1434 Adj Flow Rate,veh/h 53 255 234 0 383 30 Adj No.of Lanes 1 2 2 1 2 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 53 1106 640 567 609 327 Arrive On Green 0.04 0.41 0.24 0.00 0.23 0.23 Sat Flow,veh/h 1366 2796 2796 1219 2649 1219 Grp Volume(v),veh/h 53 255 234 0 383 30 Grp Sat Flow(s),veh/h/In 1366 1362 1362 1219 1325 1219 0 Serve(g_s),s 1.2 1.9 2.2 0.0 3.9 0.6 Cycle Q Clear(g_c),s 1.2 1.9 2.2 0.0 3.9 0.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 53 1106 640 567 609 327 V/C Ratio(X) 1.00 0.23 0.37 0.00 0.63 0.09 Avail Cap(c_a),veh/h 949 1758 1758 1067 1710 834 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay(d),s/veh 14.5 5.9 9.7 0.0 10.5 8.3 Incr Delay(d2),s/veh 58.7 0.1 0.3 0.0 1.1 0.1 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.7 0.8 0.0 1.5 0.2 LnGrp Delay(d),s/veh 73.3 6.0 10.0 0.0 11.5 8.4 LnGrp LOS F A B B A Approach Vol,veh/h 308 234 413 Approach Delay,s/veh 17.6 10.0 11.3 Approach LOS B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc),s 5.2 12.6 17.8 12.4 Change Period(Y+Rc),s 4.0 5.5 5.5 5.5 Max Green Setting(Gmax),s 21.0 19.5 19.5 19.5 Max 0 Clear Time(g_c+I1),s 3.2 4.2 3.9 5.9 Green Ext Time(p_c),s 0.1 2.7 2.7 1.2 Intersection Summary HCM 2010 Ctrl Delay 13.0 HCM 2010 LOS B Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 22 HCM 2010 TWSC 12: Mirabeau Parkway & Mansfield 6/17/2016 Intersection Int Delay,s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 1+ 'S k li + r 1 Traffic Vol,veh/h 20 0 220 0 0 0 195 90 0 0 210 25 Future Vol,veh/h 20 0 220 0 0 0 195 90 0 0 210 25 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 175 - 0 175 - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 21 0 227 0 0 0 201 93 0 0 216 26 Major/Minor Minor2 Minor/ Major/ Major2 Conflicting Flow All 724 724 229 838 737 93 242 0 0 93 0 0 Stage 1 229 229 - 495 495 - - - - - - - Stage 2 495 495 - 343 242 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 341 352 810 286 346 964 1324 - - 1501 - - Stage 1 774 715 - 556 546 - - - - - - - Stage 2 556 546 - 672 705 - - - - - - - Platoon blocked,% - - - - Mov Cap-1 Maneuver 301 299 810 182 293 964 1324 - - 1501 - - Mov Cap-2 Maneuver 301 299 - 182 293 - - - - - - - Stage 1 656 715 - 472 463 - - - - - - Stage 2 472 463 - 484 705 - - - - - - - Approach EB WB NB SB HCM Control Delay,s 11.8 0 5.6 0 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity(veh/h) 1324 - - 301 810 - - 1501 - - HCM Lane V/C Ratio 0.152 - - 0.069 0.28 - - - - - HCM Control Delay(s) 8.2 - - 17.8 11.2 0 0 0 - - HCM Lane LOS A - - C B A A A - - HCM 95th%tile Q(veh) 0.5 - - 0,2 1.1 - - 0 - - Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 24 HCM 2010 Signalized Intersection Summary 13: S Evergreen Rd & E Indiana Ave 6/17/2016 -► • 6 "- 41 /' Movement EBT EBR WBL WBT NBL NBR Lane Configurations +I. r ) 4+ 'tV r Traffic Volume(veh/h) 345 370 435 315 310 355 Future Volume(veh/h) 345 370 435 315 310 355 Number 6 16 5 2 7 14 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate,veh/h 363 81 458 332 381 192 Adj No.of Lanes 2 1 2 1 2 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 579 259 828 435 1485 662 Arrive On Green 0.16 0.16 0.23 0.23 0.42 0.42 Sat Flow,veh/h 3632 1583 3548 1863 3548 1583 Grp Volume(v),veh/h 363 81 458 332 381 192 Grp Sat Flow(s),veh/h/In 1770 1583 1774 1863 1774 1583 0 Serve(g_s),s 6.2 2.9 7.4 10.8 4.5 5.2 Cycle 0 Clear(g_c),s 6.2 2.9 7.4 10.8 4.5 5.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 579 259 828 435 1485 662 V/C Ratio(X) 0.63 0.31 0.55 0.76 0.26 0.29 Avail Cap(c_a),veh/h 1143 512 873 459 1485 662 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 25.3 24.0 21.9 23.2 12.3 12.5 Incr Delay(d2),s/veh 0.4 0.2 0.9 7.7 0.4 1.1 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.1 1.3 3.7 6.5 2.3 2.4 LnGrp Delay(d),s/veh 25.7 24.2 22.8 31.0 12.7 13.6 LnGrp LOS C C C C B B Approach Vol,veh/h 444 790 573 Approach Delay,s/veh 25.4 26.3 13.0 Approach LOS C C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc),s 19.2 31.2 14.6 Change Period(Y+Rc),s 5.5 5.0 5.5 Max Green Setting(Gmax),s 14.5 15.0 19.5 Max Q Clear Time(g_c+11),s 12.8 7.2 8.2 Green Ext Time(p_c),s 0.9 1.1 0.9 Intersection Summary HCM 2010 Ctrl Delay 21.9 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 26 HCM 2010 Signalized Intersection Summary 14: S Evergreen Rd & North Ramps 6/17/2016 - -* i- 4- k- 4\ t t `► 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i 4 e "6'6 ++ ++ r Traffic Volume(veh/h) 0 0 0 260 1 155 300 835 0 0 560 245 Future Volume(veh/h) 0 0 0 260 1 155 300 835 0 0 560 245 Number 7 4 14 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 Adj Sat Flow,veh/h/In 1937 1937 1863 1863 1863 0 0 1863 1863 Adj Flow Rate,veh/h 281 0 0 323 898 0 0 602 0 Adj No.of Lanes 2 0 1 2 2 0 0 2 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh,% 2 2 2 2 2 0 0 2 2 Cap,veh/h 483 0 207 1631 2668 0 0 772 346 Arrive On Green 0.13 0.00 0.00 0.95 1.00 0.00 0.00 0.22 0.00 Sat Flow,veh/h 3690 0 1583 3442 3632 0 0 3632 1583 Grp Volume(v),veh/h 281 0 0 323 898 0 0 602 0 Grp Sat Flow(s),veh/h/In 1845 0 1583 1721 1770 0 0 1770 1583 Q Serve(g_s),s 4.7 0.0 0.0 0.4 0.0 0.0 0.0 10.4 0.0 Cycle Q Clear(g_c),s 4.7 0.0 0.0 0.4 0.0 0.0 0.0 10.4 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c),veh/h 483 0 207 1631 2668 0 0 772 346 V/C Ratio(X) 0.58 0.00 0.00 0.20 0.34 0.00 0,00 0.78 0.00 Avail Cap(c_a),veh/h 1107 0 475 1631 2668 0 0 871 390 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 0.92 0.92 0.00 0.00 1.00 0.00 Uniform Delay(d),s/veh 26.6 0.0 0.0 0.9 0.0 0.0 0.0 23.9 0.0 Incr Delay(d2),s/veh 1.1 0.0 0.0 0.1 0.3 0.0 0.0 7.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.5 0.0 0.0 0.2 0.1 0.0 0.0 5.9 0.0 LnGrp Delay(d),s/veh 27.7 0.0 0.0 1.0 0.3 0.0 0.0 31.6 0.0 LnGrp LOS C A A C Approach Vol,veh/h 281 1221 602 Approach Delay,s/veh 27.7 0.5 31.6 Approach LOS C A C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration(G+Y+Rc),s 34.8 18.2 12.0 53.0 Change Period(Y+Rc),s 5.0 5.0 4.5 5.0 Max Green Setting(Gmax),s 17.0 15.0 18.5 37.0 Max Q Clear Time(g_c+I1),s 2.4 12.4 6.7 2.0 Green Ext Time(p_c),s 5.3 0.8 0.9 6.9 bon Summary HCM 2010 Ctrl Delay 13.0 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 28 HCM 2010 Signalized Intersection Summary 15: S Evergreen Rd & South Ramps 6/17/2016 _ -♦ - , C k 4\ f P ti 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBF SBR Lane Configurations 4 re tot r 1 ft Traffic Volume(veh/h) 500 5 500 0 0 0 0 635 230 190 630 0 Future Volume(veh/h) 500 5 500 0 0 0 0 635 230 190 630 0 Number 3 8 18 1 6 16 5 2 12 Initial 0(Qb),veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1863 1937 1937 0 1863 1937 1863 1863 0 Adj Flow Rate,veh/h 536 0 265 0 676 0 202 670 0 Adj No.of Lanes 2 0 2 0 4 1 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 2 2 2 0 2 2 2 2 0 Cap,veh/h 911 0 845 0 1134 266 691 2222 0 Arrive On Green 0.26 0.00 0.26 0.00 0.18 0.00 0.78 1.00 0.00 Sat Flow,veh/h 3548 0 3293 0 6669 1647 1774 3632 0 Grp Volume(v),veh/h 536 0 265 0 676 0 202 670 0 Grp Sat Flow(s),veh/h/In 1774 0 1647 0 1602 1647 1774 1770 0 0 Serve(g_s), s 8.6 0.0 4.2 0.0 6.3 0.0 2.1 0.0 0.0 Cycle Q Clear(g_c),s 8.6 0.0 4.2 0.0 6.3 0.0 2.1 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c),veh/h 911 0 845 0 1134 266 691 2222 0 V/C Ratio(X) 0.59 0.00 0.31 0.00 0.60 0.00 0.29 0.30 0.00 Avail Cap(c_a),veh/h 1228 0 1140 0 1774 431 691 2222 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1,00 0.00 0.90 0.00 0.93 0.93 0.00 Uniform Delay(d),s/veh 21,2 0.0 19.5 0.0 24.6 0.0 4.6 0.0 0.0 Incr Delay(d2),s/veh 1.3 0.0 0.4 0.0 2.1 0.0 0.5 0.3 0.0 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile BackOfQ(50%),veh/ln 4.3 0.0 2.0 0.0 2.9 0.0 1.0 0.1 0.0 LnGrp Delay(d),s/veh 22.4 0.0 20.0 0.0 26.7 0.0 5.1 0.3 0.0 LnGrp LOS C B C A A Approach Vol,veh/h 801 676 872 Approach Delay,s/veh 21.6 26.7 1.4 Approach LOS C C A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 44.8 29.3 15.5 20.2 Change Period(Y+Rc),s 5.0 5.0 5.0 4.5 Max Green Setting(Gmax),s 34.0 12.0 17.0 21.5 Max 0 Clear Time(g_c+11),s 2.0 4.1 8.3 10.6 Green Ext Time(p_c),s 5.3 3.0 2.2 5.1 Intersection Summary 1111111,-iiiiiiiiiiiiiiiiiiiiallft HCM 2010 Ctrl Delay 15.6 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 30 HCM Unsignalized Intersection Capacity Analysis 16: Mission Connector & E Mission Ave 6/17/2016 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume(veh/h) 210 190 30 250 95 65 Future Volume(Veh/h) 210 190 30 250 95 65 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate(vph) 231 209 33 275 104 71 Pedestrians 1 1 Lane Width(ft) 12.0 12.0 Walking Speed(ft/s) 4.0 4.0 Percent Blockage 0 0 Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 231 573 232 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 231 573 232 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 98 78 91 cM capacity(veh/h) 133/ 469 806 Direction,Lane# EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 Volume Total 231 209 33 275 104 71 Volume Left 0 0 33 0 104 0 Volume Right 0 209 0 0 0 71 cSH 1700 1700 1337 1700 469 806 Volume to Capacity 0.14 0.12 0.02 0.16 0.22 0.09 Queue Length 95th(ft) 0 0 2 0 21 7 Control Delay(s) 0.0 0.0 7.8 0.0 14.9 9.9 Lane LOS A B A Approach Delay(s) 0.0 0.8 12.8 Approach LOS B Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 29.9% ICU Level of Service A Analysis Period(min) 15 Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 31 HCM Signalized Intersection Capacity Analysis 17: Sullivan & E Indiana Ave 6/17/2016 f --I` r & 4\ t P ti l d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SOT SBR Lane Configurations Vif 4t4 r ) fti it vi 14 i' 'i f il. Traffic Volume(vph) 130 105 330 125 260 195 320 600 70 55 1020 125 Future Volume(vph) 130 105 330 125 260 195 320 600 70 55 1020 125 Ideal Flow(vphpl) 1625 1625 1625 1900 1625 1900 1625 1900 1900 1900 1900 1625 Total Lost time(s) 4.0 5.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 4.0 4.0 Lane Util.Factor 0.97 0.91 0.91 1.00 0.91 0.91 0.97 0.95 1.00 1.00 0.91 Frpb,ped/bikes 1.00 0.99 0.99 1.00 1.00 0.99 1.00 1.00 0.98 1.00 1.00 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 0.85 1.00 0.97 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 2936 2628 1228 1787 2812 1354 2965 3438 1572 1736 4952 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 2936 2628 1228 1787 2812 1354 2965 3438 1572 1736 4952 Peak-hour factor,PHF 0.89 0.89 0,89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj.Flow(vph) 146 118 371 140 292 219 360 674 79 62 1146 140 RTOR Reduction(vph) 0 163 162 0 14 129 0 0 41 0 11 0 Lane Group Flow(vph) 146 141 23 140 342 26 360 674 38 62 1275 0 Confl.Peds.(#/hr) 1 1 2 2 1 1 Confl. Bikes(#/hr) 1 5 Heavy Vehicles(%) 2% 2% 1% 1% 1% 7% 1% 5% 1% 4% 3% 2% Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 8 6 Actuated Green,G(s) 11.8 16.3 16.3 15.4 20.9 20.9 19.0 63.2 63.2 15.1 59.3 Effective Green,g(s) 11.8 16.3 16.3 16.4 20.9 21.9 19.0 64.2 63.2 16.1 60.3 Actuated g/C Ratio 0.09 0.13 0.13 0.13 0.16 0.17 0.15 0.49 0.49 0.12 0.46 Clearance Time(s) 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 266 329 153 225 452 228 433 1697 764 214 2296 v/s Ratio Prot 0.05 0.05 c0.08 c0.12 c0.12 0.20 0.04 c026 v/s Ratio Perm 0.02 0.02 0.02 v/c Ratio 0.55 0.43 0.15 0.62 0.76 0.11 0.83 0.40 0.05 0.29 0.56 Uniform Delay,dl 56.6 52.6 50.7 53.9 52.1 45.8 53.9 20.7 17.6 51.8 25.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.75 0.42 6.26 1.00 1.00 Incremental Delay,d2 2.3 0.9 0.5 5.3 7.1 0.2 12.3 0.7 0.1 0.8 1.0 Delay(s) 58.9 53.5 51.1 59.1 59.2 46.1 52.8 9.4 110.3 52.5 26.1 Level of Service E D D E E D D A F D C Approach Delay(s) 54.0 56.0 30.6 27.4 Approach LOS D E C C Intersection Summary HCM 2000 Control Delay 37.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 19.0 Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 33 HCM Signalized Intersection Capacity Analysis 18: Sullivan & WB on-ramp 6/17/2016 f C 4-- t 4\ t P \* d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 T Oft !i► i' Traffic Volume(vph) 0 0 0 200 150 0 0 990 0 0 1105 375 Future Volume(vph) 0 0 0 200 150 0 0 990 0 0 1105 375 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 1.00 0.91 0.91 0.91 Frt 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 Satd.Flow(prot) 1805 1900 5036 3401 1386 Flt Permitted 0.95 1.00 1.00 1.00 1.00 Satd.Flow(perm) 1805 1900 5036 3401 1386 Peak-hour factor,PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow(vph) 0 0 0 227 170 0 0 1125 0 0 1256 426 RTOR Reduction(vph) 0 0 0 0 0 0 0 0 0 0 1 0 Lane Group Flow(vph) 0 0 0 227 170 0 0 1125 0 0 1298 383 Heavy Vehicles(%) 2% 2% 2% 0% 0% 0% 0% 3% 0% 0% 1% 6% Turn Type Split NA NA NA Free Protected Phases 18! 18! 1 2 6 2 4 519! Permitted Phases Free Actuated Green,G(s) 36.7 36.7 83.3 80.6 130.0 Effective Green,g(s) 37.7 37.7 84.3 81.6 130.0 Actuated g/C Ratio 0.29 0.29 0.65 0.63 1.00 Clearance Time(s) 5.0 5.0 Vehicle Extension(s) 3.0 3.0 Lane Grp Cap(vph) 523 551 3265 2134 1386 v/s Ratio Prot c0.13 0.09 c0.22 c0.38 v/s Ratio Perm 0.28 v/c Ratio 0.43 0.31 0.34 0.61 0.28 Uniform Delay,dl 37.5 36.0 10.3 14.6 0.0 Progression Factor 1.00 1.00 0.55 0.36 1.00 Incremental Delay,d2 0.6 0.3 0.1 0.4 0.4 Delay(s) 38.1 36.3 5.7 5.7 0.4 Level of Service D D A A A Approach Delay(s) 0.0 37.3 5.7 4.5 Approach LOS A D A A Intersection Summary HCM 2000 Control Delay 9.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 17.0 Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period(min) 15 ! Phase conflict between lane groups. c Critical Lane Group Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 35 HCM 2010 Signalized Intersection Summary 19: Sullivan & 1-90 EB on 6117/2016 -' -- r 4 4\ f P ti l r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '1 4 re ft, I 'I) ?i,. Traffic Volume(veh/h) 290 1 790 0 0 0 0 1120 260 225 1080 0 Future Volume(veh/h) 290 1 790 0 0 0 0 1120 260 225 1080 0 Number 3 8 18 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1759 1760 1900 0 1881 1900 1881 1881 0 Adj Flow Rate,veh/h 303 0 670 0 1167 155 234 1125 0 Adj No.of Lanes 2 0 2 0 2 1 2 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 8 0 0 0 1 0 1 1 0 Cap,veh/h 839 0 809 0 2015 910 325 2460 0 Arrive On Green 0.25 0.00 0.25 0.00 1.00 1.00 0.09 0.69 0.00 Sat Flow,veh/h 3351 0 3230 0 3668 1614 3476 3668 0 Grp Volume(v),veh/h 303 0 670 0 1167 155 234 1125 0 Grp Sat Flow(s),veh/h/In 1675 0 1615 0 1787 1614 1738 1787 0 Q Serve(g_s),s 9.7 0.0 25.5 0.0 0.0 0.0 8.5 18.6 0.0 Cycle Q Clear(g_c),s 9.7 0.0 25.5 0.0 0.0 0.0 8.5 18.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c),veh/h 839 0 809 0 2015 910 325 2460 0 V/C Ratio(X) 0.36 0.00 0.83 0.00 0.58 0.17 0.72 0.46 0.00 Avail Cap(c_a),veh/h 1057 0 1019 0 2015 910 561 2460 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.95 0.95 1.00 1.00 0.00 Uniform Delay(d),s/veh 40.2 0.0 46.1 0.0 0.0 0.0 57.3 9.2 0.0 Incr Delay(d2),s/veh 0.3 0.0 4.7 0.0 1.2 0.4 3.0 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.5 0.0 11.9 0.0 0.3 0.1 4.2 9.3 0.0 LnGrp Delay(d),s/veh 40.4 0.0 50.8 0.0 1.2 0.4 60.3 9.8 0.0 LnGrp LOS D D A A E A Approach Vol,veh/h 973 1322 1359 Approach Delay,s/veh 47.6 1.1 18.5 Approach LOS D A B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 93.5 16.2 77.3 36.5 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 80.0 20.0 55.0 40.0 Max Q Clear Time(g_c+I1),s 20.6 10.5 2.0 27.5 Green Ext Time(p_c), s 22.0 0.7 21.3 4.0 Intersection Summary HCM 2010 Ctrl Delay 19.9 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 38 HCM 2010 Signalized Intersection Summary 20: Sullivan & E Mission Ave 6/17/2016 - . c 4- t 4\ t P ti j r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4 n* 'l +1i li H4) Traffic Volume(veh/h) 105 5 125 30 10 65 80 1210 20 50 1710 110 Future Volume(veh/h) 105 5 125 30 10 65 80 1210 20 50 1710 110 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1900 1882 1881 1900 1900 1900 1900 1881 1900 1900 1881 1900 Adj Flow Rate,veh/h 107 5 16 31 10 8 82 1235 20 51 1745 112 Adj No.of Lanes 0 1 1 0 1 1 1 3 0 1 3 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh,% 0 0 1 0 0 0 0 1 1 0 1 1 Cap,veh/h 54 1 387 49 9 390 483 3254 53 66 1910 122 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.27 0.62 0.62 0.07 0.77 0.76 Sat Flow,veh/h 0 6 1597 0 39 1611 1810 5207 84 1810 4933 316 Grp Volume(v),veh/h 112 0 16 41 0 8 82 812 443 51 1210 647 Grp Sat Flow(s),veh/h/In 6 0 1597 39 0 1611 1810 1712 1867 1810 1712 1825 0 Serve(g_s),s 0.0 0.0 1.0 0.0 0.0 0.5 4,5 15.2 15.2 3.6 35.4 35.8 Cycle 0 Clear(g_c),s 31.5 0.0 1.0 31.5 0.0 0.5 4.5 15.2 15.2 3.6 35.4 35.8 Prop In Lane 0.96 1.00 0.76 1.00 1.00 0.05 1.00 0.17 Lane Grp Cap(c),veh/h 56 0 387 58 0 390 483 2140 1166 66 1325 707 V/C Ratio(X) 2.02 0.00 0.04 0.71 0.00 0.02 0.17 0.38 0.38 0.77 0.91 0.92 Avail Cap(c_a),veh/h 56 0 387 58 0 390 483 2140 1166 306 1791 955 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.72 0.72 0.72 Uniform Delay(d),s/veh 64.2 0.0 37.7 57.8 0.0 37.5 36.6 12.0 12.0 59.7 13.0 13.2 Incr Delay(d2),s/veh 515.2 0.0 0.0 28.2 0.0 0.0 0.2 0.5 0.9 5.0 8.4 14.3 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.9 0.0 0.4 1.9 0.0 0.2 2.3 7.3 8.1 1.9 17.3 20.1 LnGrp Delay(d),s/veh 579.5 0.0 37.7 86.0 0.0 37.5 36.8 12.5 12.9 64.7 21.4 27.5 LnGrp LOS F D F D D B B E C C Approach Vol,veh/h 128 49 1337 1908 Approach Delay,s/veh 511.8 78.1 14.1 24.6 Approach LOS F E B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 8.8 85.2 36.0 39.7 54.3 36.0 Change Period(Y+Rc),s 4.0 5.0 5.5 5.0 *5 5.5 Max Green Setting(Gmax),s 22.0 63.0 30.5 18.0 *67 30.5 Max Q Clear Time(g_c+11),s 5.6 17.2 33.5 6.5 37.8 33.5 Green Ext Time(p_c),s 0.1 7.3 0.0 4.9 11.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 39.5 HCM 2010 LOS D Notes HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 40 HCM 2010 Signalized Intersection Summary 21: 1-90 WB off & E Indiana Ave 6/17/2016 -* r .- 4\ / 1 /* Movement EBT EBR WBL WBT NBL NBR NEL NER Lane Configurations ++ .1 'M V Traffic Volume(veh/h) 235 0 210 330 245 18 0 0 Future Volume(veh/h) 235 0 210 330 245 18 0 0 Number 4 14 3 8 1 16 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/ln 1881 0 1625 1900 1865 1900 Adj Flow Rate,veh/h 273 0 244 384 285 0 Adj No.of Lanes 2 0 1 2 0 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh,% 1 0 0 0 0 0 Cap,veh/h 821 0 305 2012 483 0 Arrive On Green 0.23 0.00 0.20 0.56 0.27 0.00 Sat Flow,veh/h 3762 0 1548 3705 1771 0 Grp Volume(v),veh/h 273 0 244 384 286 0 Grp Sat Flow(s),veh/h/In 1787 0 1548 1805 1777 0 0 Serve(g_s),s 2.4 0.0 5.8 2.0 5.3 0.0 Cycle Q Clear(g_c),s 2.4 0.0 5.8 2.0 5.3 0.0 Prop In Lane 0.00 1.00 1.00 0.00 Lane Grp Cap(c),veh/h 821 0 305 2012 484 0 V/C Ratio(X) 0.33 0.00 0.80 0.19 0.59 0.00 Avail Cap(c_a),veh/h 2475 0 607 2500 1950 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 12.3 0.0 14.6 4.2 12.1 0.0 Incr Delay(d2),s/veh 0.2 0.0 4.8 0.0 1.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.2 0.0 2.8 1.0 2.8 0.0 LnGrp Delay(d),s/veh 12.5 0.0 19.5 4.2 13.2 0.0 LnGrp LOS B B A B Approach Vol,veh/h 273 628 286 Approach Delay,s/veh 12.5 10.2 13.2 Approach LOS B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 3 4 6 8 Phs Duration(G+Y+Rc),s 12.5 12.3 13.4 24.8 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 15.0 25.0 40.0 25.0 Max Q Clear Time(g_c+I1),s 7.8 4.4 7.3 4.0 Green Ext Time(p_c),s 0.4 2.9 1.1 2.9 Intersection Summary HCM 2010 Ctrl Delay 11.4 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. Mirabeau sub-area 4:00 pm 2/7/2013 PM Peak Hour Synchro 8 Report PM Page 42 Appendix B HCM 2010 Signalized Intersection Summary 1: Pines/Cement Road & Trent (SR 290) 6/17/2016 j -, c `- k- 4\ t t ti l r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' ++ r " ft, 1 4 r 4. Traffic Volume(veh/h) 5 905 265 310 505 20 315 35 465 25 35 5 Future Volume(veh/h) 5 905 265 310 505 20 315 35 465 25 35 5 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial 0(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1491 1578 1609 1593 1557 1625 1609 1609 1593 1625 1577 1625 Adj Flow Rate,veh/h 5 953 0 326 532 21 358 0 215 26 37 5 Adj No.of Lanes 1 2 1 1 2 0 2 0 1 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh,% 9 3 1 2 4 4 1 1 2 1 1 1 Cap,veh/h 9 1112 507 350 1726 68 464 0 517 33 47 6 Arrive On Green 0.01 0.37 0.00 0.23 0.59 0.59 0.15 0.00 0.15 0.06 0.06 0.06 Sat Flow,veh/h 1420 2998 1368 1517 2901 114 3065 0 1351 584 831 112 Grp Volume(v),veh/h 5 953 0 326 271 282 358 0 215 68 0 0 Grp Sat Flow(s),veh/h/In 1420 1499 1368 1517 1479 1537 1532 0 1351 1528 0 0 Q Serve(g_s),s 0.4 33.0 0.0 23.7 10.2 10.3 12.6 0.0 13.2 4.9 0.0 0.0 Cycle Q Clear(g_c),s 0.4 33.0 0.0 23.7 10.2 10.3 12.6 0.0 13.2 4.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.07 1.00 1.00 0.38 0.07 Lane Grp Cap(c),veh/h 9 1112 507 350 880 914 464 0 517 86 0 0 V/C Ratio(X) 0.55 0.86 0.00 0.93 0.31 0.31 0.77 0.00 0.42 0.79 0.00 0.00 Avail Cap(c_a),veh/h 76 1252 571 377 907 942 790 0 660 333 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 55.8 32.7 0.0 42.4 11.3 11.3 45.9 0.0 25.6 52.5 0.0 0.0 Incr Delay(d2),s/veh 42.7 5.6 0.0 28.7 0.2 0.2 2.8 0.0 0.5 14.8 0.0 0.0 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 14.5 0.0 12.7 4.2 4.4 5.5 0.0 4.9 2.5 0.0 0.0 LnGrp Delay(d),s/veh 98.4 38.2 0.0 71.2 11.5 11.5 48.6 0.0 26.1 67.3 0.0 0.0 LnGrp LOS F D E B B D C E Approach Vol,veh/h 958 879 573 68 Approach Delay,s/veh 38.6 33.6 40.2 67.3 Approach LOS D C D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 6.7 73.0 22.0 31.9 47.7 10.8 Change Period(Y+Rc),s 6.0 6.0 5.0 6.0 6.0 4.5 Max Green Setting(Gmax),s 6.0 69.0 29.0 28.0 47.0 24.5 Max 0 Clear Time(g_c+I1),s 2.4 12.3 15.2 25.7 35.0 6.9 Green Ext Time(p_c),s 0.0 12.4 1.8 0.2 6.7 0.2 fr`1L. HCM 2010 Ctrl Delay 38.0 HCM 2010 LOS D Notes User approved volume balancing among the lanes for turning movement. Mirabeau sub-area Existing Optimized Improved 4:00 pm 2/7/2013 Synchro 8 Report PM Page 2 HCM 2010 Signalized Intersection Summary 3: Pines & Mirabeau Parkway 6/17/2016 J - Nip c 4- k- 4\ t P ti l r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 48 4 r ' ft. ) {t* Traffic Volume(veh/h) 0 0 5 100 0 165 5 605 35 110 505 5 Future Volume(veh/h) 0 0 5 100 0 165 5 605 35 110 505 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1625 1593 1625 1625 1593 1593 1593 1593 1625 1593 1593 1625 Adj Flow Rate,veh/h 0 0 5 110 0 181 5 665 38 121 555 5 Adj No.of Lanes 0 1 0 0 1 1 1 2 0 1 2 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 0 0 9 232 0 207 556 1734 99 501 1966 18 Arrive On Green 0.00 0.00 0.01 0.15 0.00 0.15 0.01 0.60 0.60 0.05 0.64 0.64 Sat Flow,veh/h 0 0 1346 1517 0 1354 1517 2911 166 1517 3074 28 Grp Volume(v),veh/h 0 0 5 110 0 181 5 346 357 121 273 287 Grp Sat Flow(s),veh/h/In 0 0 1346 1517 0 1354 1517 1513 1564 1517 1513 1588 Q Serve(g_s),s 0.0 0.0 0.4 6.4 0.0 12.7 0.1 11.6 11.6 2.8 7.7 7.7 Cycle Q Clear(g_c),s 0.0 0.0 0.4 6.4 0.0 12.7 0.1 11.6 11.6 2.8 7.7 7.7 Prop In Lane 0.00 1.00 1.00 1.00 1.00 0.11 1.00 0.02 Lane Grp Cap(c),veh/h 0 0 9 232 0 207 556 901 931 501 968 1016 V/C Ratio(X) 0.00 0.00 0.57 0.47 0.00 0.87 0.01 0.38 0.38 0.24 0.28 0.28 Avail Cap(c_a),veh/h 0 0 139 250 0 223 642 901 931 599 968 1016 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 0.0 0.0 48.1 37.5 0.0 40.2 7.8 10.3 10.3 7.0 7.7 7.7 Incr Delay(d2),s/veh 0.0 0.0 47.6 1.5 0.0 28.2 0.0 1.2 1.2 0.2 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 0.2 2.8 0.0 6.4 0.1 5.1 5.3 1.2 3.4 3.5 LnGrp Delay(d),s/veh 0.0 0.0 95.6 39.0 0.0 68.4 7.8 11.5 11.5 7.3 8.4 8.4 LnGrp LOS F D E A B B A A A Approach Vol,veh/h 5 291 708 681 Approach Delay, s/veh 95.6 57.3 11.5 8.2 Approach LOS F E B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 8.8 62.8 5.6 4.5 67.0 19.8 Change Period(Y+Rc),s 4.0 5.0 5.0 4.0 5.0 5.0 Max Green Setting(Gmax),s 11.0 41.0 10.0 6.0 46.0 16.0 Max Q Clear Time(g_c+I1),s 4.8 13.6 2.4 2.1 9.7 14.7 Green Ext Time(p_c),s 0.1 8.6 0.0 0.0 9.3 0.2 Intersection Summary HCM 2010 Ctrl Delay 18.3 HCM 2010 LOS B Mirabeau sub-area Existing Optimized Improved 4:00 pm 2/7/2013 Synchro 8 Report PM Page 7 HCM 2010 TWSC 5: Pines & Grace Ln 6/17/2016 Intersection Int Delay,s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ 44 41) Traffic Vol,veh/h 20 5 30 40 5 20 60 600 45 30 550 25 Future Vol,veh/h 20 5 30 40 5 20 60 600 45 30 550 25 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 0 0 0 0 1 1 1 1 1 1 Mvmt Flow 22 5 32 43 5 22 65 645 48 32 591 27 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1123 1492 309 1161 1481 347 618 0 0 694 0 0 Stage 1 669 669 - 798 798 - - - - - - - Stage 2 454 823 - 363 683 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.21 - - 2.21 - - Pot Cap-1 Maneuver *163 125 *890 *153 127 *845 1240 - - 1235 - - Stage 1 *692 637 - *643 596 - - - - - - - Stage 2 *797 577 - *839 627 - - - - - - - Platoon blocked, % 1 1 1 - - 1 - - Mov Cap-1 Maneuver *139 110 *890 *129 111 *845 1240 - - 1235 - - Mov Cap-2 Maneuver *139 110 - *129 111 - - - - - - - Stage 1 *632 612 - *588 545 - - - - - - - Stage 2 *703 528 - *769 602 - - - - - Approach EB WB NB SB HCM Control Delay,s 24.1 39.6 0.9 0.5 HCM LOS C E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity(veh/h) 1240 - - 247 172 1235 - - HCM Lane V/C Ratio 0.052 - - 0.239 0.406 0.026 - - HCM Control Delay(s) 8.1 0.3 - 24.1 39.6 8 0.1 - HCM Lane LOS A A - C E A A - HCM 95th%tile Q(veh) 0.2 - - 0.9 1.8 0.1 - - Notes -:Volume exceeds capacity $:Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Mirabeau sub-area Existing Optimized Improved 4:00 pm 2/7/2013 Synchro 8 Report PM Page 11 HCM 2010 Signalized Intersection Summary 9: Pines & EB Ramps 6/17/2016 J -► C 4- k" 4\ t t \ 1 r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 ftl 11) ''$ ++ Traffic Volume(veh/h) 370 5 650 0 0 0 0 1215 365 230 1035 0 Future Volume(veh/h) 370 5 650 0 0 0 0 1215 365 230 1035 0 Number 3 8 18 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1650 1618 1618 0 1618 1650 1618 1618 0 Adj Flow Rate,veh/h 381 5 637 0 1253 352 237 1067 0 Adj No.of Lanes 0 1 2 0 2 0 1 2 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 2 2 2 0 2 2 2 2 0 Cap,veh/h 357 5 562 0 1230 339 236 2163 0 Arrive On Green 0.23 0.23 0.23 0.00 1.00 1.00 0.15 0.70 0.00 Sat Flow,veh/h 1522 20 2394 0 2463 656 1541 3154 0 Grp Volume(v),veh/h 386 0 637 0 799 806 237 1067 0 Grp Sat Flow(s),veh/h/In 1542 0 1197 0 1537 1502 1541 1537 0 0 Serve(g_s),s 30.5 0.0 30.5 0.0 0.0 67.1 19.9 20.5 0.0 Cycle Q Clear(g_c),s 30.5 0.0 30.5 0.0 0.0 67.1 19.9 20.5 0.0 Prop In Lane 0.99 1.00 0.00 0.44 1.00 0.00 Lane Grp Cap(c),veh/h 362 0 562 0 793 775 236 2163 0 V/C Ratio(X) 1.07 0.00 1.13 0.00 1.01 1.04 1.00 0.49 0.00 Avail Cap(c_a),veh/h 362 0 562 0 793 775 236 2163 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.44 0.44 1.00 1,00 0.00 Uniform Delay(d),s/veh 49.8 0.0 49.8 0.0 0.0 0.0 55.0 8.7 0.0 Incr Delay(d2),s/veh 66.3 0.0 80.6 0.0 23.0 32.3 59.9 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 19.6 0.0 16.4 0.0 5.1 7.0 12.4 8.8 0.0 LnGrp Delay(d),s/veh 116.1 0.0 130.3 0.0 23.0 32.3 114.9 9.5 0.0 LnGrp LOS F F F F F A Approach Vol,veh/h 1023 1605 1304 Approach Delay,s/veh 125.0 27.7 28.7 Approach LOS F C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 96.0 24.4 71.6 34.0 Change Period(Y+Rc),s 5.5 5.5 5.5 4.5 Max Green Setting(Gmax),s 67.5 18.9 66.1 29.5 Max 0 Clear Time(g_c+I1),s 22.5 21.9 69.1 32.5 Green Ext Time(p_c),s 6.2 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 53.3 HCM 2010 LOS D Mirabeau sub-area Existing Optimized Improved 4:00 pm 2/7/2013 Synchro 8 Report PM Page 19 HCM 2010 Signalized Intersection Summary 10: Pines & Mission 6/17/2016 -1. -• -\ c t 4\ t t ti l d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 414 4+ i+ ) +14 1111 ft Traffic Volume(veh/h) 265 155 65 90 130 350 45 970 30 275 1150 270 Future Volume(veh/h) 265 155 65 90 130 350 45 970 30 275 1150 270 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1650 1618 1650 1650 1618 1618 1618 1618 1650 1618 1618 1650 Adj Flow Rate,veh/h 279 163 68 95 137 88 47 1021 32 289 1211 268 Adj No.of Lanes 0 2 0 0 2 1 1 2 0 2 2 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 273 192 80 129 203 146 202 1446 45 350 1157 253 Arrive On Green 0.18 0.18 0.17 0.11 0.11 0.11 0.13 0.48 0.47 0.23 0.92 0.91 Sat Flow,veh/h 1541 1084 452 1201 1893 1363 1541 3042 95 2989 2507 549 Grp Volume(v),veh/h 279 0 231 123 109 88 47 516 537 289 738 741 Grp Sat Flow(s),veh/h/In 1541 0 1537 1558 1537 1363 1541 1537 1601 1494 1537 1519 Q Serve(g_s),s 23.0 0.0 18.9 10.0 8.8 8.0 3.6 34.4 34.5 11.9 60.0 60.0 Cycle Q Clear(g_c),s 23.0 0.0 18.9 10.0 8.8 8.0 3.6 34.4 34.5 11.9 60.0 60.0 Prop In Lane 1.00 0.29 0.77 1.00 1.00 0.06 1.00 0.36 Lane Grp Cap(c),veh/h 273 0 272 167 165 146 202 731 761 350 709 701 V/C Ratio(X) 1.02 0.00 0.85 0.74 0.66 0.60 0.23 0.71 0.71 0.83 1.04 1.06 Avail Cap(c_a),veh/h 273 0 272 240 236 210 202 731 761 368 709 701 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.66 0.66 0.66 Uniform Delay(d),s/veh 53.5 0.0 52.0 56.2 55.7 55.4 50.6 26.9 26.9 48.5 5.0 5.4 lncr Delay(d2),s/veh 60.7 0.0 21.6 6.8 4.4 3.9 0.6 5.7 5.5 12.6 38.4 44.0 Initial Q Delay(d3),s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 14.4 0.0 9.7 4.6 3.9 3.2 1.5 15.8 16.4 5.5 28.0 29.3 LnGrp Delay(d),s/veh 114.3 0.0 73.6 63.0 60.2 59.3 51.2 32.6 32.4 61.1 43.4 49.4 LnGrp LOS F E E E E D C C E F F Approach Vol,veh/h 510 320 1100 1768 Approach Delay,s/veh 95.9 61.0 33.3 48.8 Approach LOS F E C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 21.0 64.0 18.0 19.2 65.8 27.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 10.0 59.0 19.0 15.0 54.0 22.0 Max Q Clear Time(g_c+11),s 5.6 62.0 12.0 13.9 36.5 25.0 Green Ext Time(p_c),s 2.1 0.0 0.7 0.3 4.7 0.0 Intersection Summary HCM 2010 Ctrl Delay 51.7 HCM 2010 LOS D Mirabeau sub-area Existing Optimized Improved 4:00 pm 2/7/2013 Synchro 8 Report PM Page 21 Appendix C HCM 2010 Signalized Intersection Summary 1: Pines/Cement Road & Trent (SR 290) 6/17/2016 J -► . , r 4- - 4\ t t `► 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 ++ r 'i) o livi + r 3 >a Traffic Volume(veh/h) 10 1125 350 420 690 20 455 80 575 35 75 10 Future Volume(veh/h) 10 1125 350 420 690 20 455 80 575 35 75 10 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1491 1578 1609 1593 1558 1625 1609 1609 1593 1548 1596 1625 Adj Flow Rate,veh/h 11 1223 380 457 750 22 495 87 457 38 82 11 Adj No.of Lanes 1 2 1 2 2 0 2 1 1 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 9 3 1 2 4 4 1 1 2 5 1 1 Cap,veh/h 18 1204 788 506 1646 48 522 328 508 45 81 11 Arrive On Green 0.01 0.40 0.40 0.17 0.56 0.56 0.18 0.20 0.20 0.03 0.06 0.06 Sat Flow,veh/h 1420 2998 1365 2944 2937 86 2973 1609 1352 1474 1378 185 Grp Volume(v),veh/h 11 1223 380 457 378 394 495 87 457 38 0 93 Grp Sat Flow(s),veh/h/In 1420 1499 1365 1472 1480 1543 1486 1609 1352 1474 0 1563 Q Serve(g_s), s 0.9 48.0 19.5 18.2 18.0 18.0 19.7 5.4 24.4 3.1 0.0 7.0 Cycle Q Clear(g_c),s 0.9 48.0 19.5 18.2 18.0 18.0 19.7 5.4 24.4 3.1 0.0 7.0 Prop In Lane 1.00 1.00 1.00 0.06 1.00 1.00 1.00 0.12 Lane Grp Cap(c),veh/h 18 1204 788 506 830 865 522 328 508 45 0 92 V/C Ratio(X) 0.61 1.02 0.48 0.90 0.46 0.46 0.95 0.27 0.90 0.85 0.00 1.02 Avail Cap(c_a),veh/h 59 1204 788 542 830 865 522 328 508 62 0 92 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 58.7 35.8 14.8 48.5 15.5 15.5 48.7 40.0 35.2 57.7 0.0 56.3 Incr Delay(d2),s/veh 28.3 30.0 0.5 17.9 0.4 0.4 26.8 0.4 18.8 51.2 0.0 98.5 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 %Ile BackOfQ(50%),veh/In 0.5 24.7 7.4 8.7 7.4 7.8 10.1 2.5 16.8 1.9 0.0 5.5 LnGrp Delay(d),s/veh 87.0 65.8 15.3 66.4 15.9 15.9 75.6 40.5 54.0 108.9 0.0 154.9 LnGrp LOS F F B E B B E D D F F Approach Vol,veh/h 1614 1229 1039 131 Approach Delay,s/veh 54.0 34.7 63.1 141.5 Approach LOS D C E F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.6 29.4 26.5 54.0 27.0 12.0 7.5 73.0 Change Period(Y+Rc),s 6.0 5.0 6.0 .6 6.0 5.0 6.0 6.0 Max Green Setting(Gmax),s 5.0 23.0 22.0 `48 21.0 7.0 5.0 64.0 Max Q Clear Time(g_c+I1),s 5.1 26.4 20.2 50.0 21.7 9.0 2.9 20.0 Green Ext Time(p_c),s 0.0 0.0 0.3 0.0 0.0 0.0 0.0 21.9 Intersection Summary HCM 2010 Ctrl Delay 53.3 HCM 2010 LOS D Notes *HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Mirabeau sub-area 2040 Improvements 4:00 pm 2/7/2013 Synchro 8 Report PM Page 2 HCM 2010 TWSC 2: Pines & Pinecroft Way 6/17/2016 Intersection Int Delay,s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ r "i +1. "i Tlb Traffic Vol,veh/h 5 0 5 0 0 95 0 1005 10 0 845 0 Future Vol,veh/h 5 0 5 0 0 95 0 1005 10 0 845 0 Conflicting Peds,#Ihr 1 0 2 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - 0 200 - - 300 - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 0 5 0 0 103 0 1092 11 0 918 0 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1465 2021 461 - - 553 918 0 0 1103 0 0 Stage 1 918 918 - - - - - - - - - - Stage 2 547 1103 - - - - - - - - - - Critical Hdwy 7.54 6.54 6.94 - - 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - - - - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - - - - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 - - 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver *277 *84 547 0 0 *666 739 - - *997 - - Stage 1 *292 *349 - 0 0 - - - - - - Stage 2 *628 *551 - 0 0 - - - - - - - Platoon blocked, % 1 1 1 - - 1 - - Mov Cap-1 Maneuver *234 *84 546 - - *666 738 - - *996 - - Mov Cap-2 Maneuver *234 *84 - - - - - - - - - - Stage 1 *292 *349 - - - - - - - - - - Stage 2 *530 *551 - - - - - - - - - - Approach EB WB NB SB HCM Control Delay,s 16.4 11.4 0 0 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity(veh/h) 738 - - 328 666 *996 - - HCM Lane V/C Ratio - - - 0.033 0.155 - - - HCM Control Delay(s) 0 - - 16.4 11.4 0 - - HCM Lane LOS A - - C B A - - HCM 95th%tile Q(veh) 0 - - 0.1 0.5 0 - - Notes —:Volume exceeds capacity $:Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 5 HCM 2010 Signalized Intersection Summary 3: Pines & Mirabeau Parkway 6/17/2016 ' c 4- k- 4\ t P ti 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations «p 4 r '1 0 11 +T+ Traffic Volume(veh/h) 0 0 5 265 0 405 5 610 215 290 555 5 Future Volume(veh/h) 0 0 5 265 0 405 5 610 215 290 555 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial 0(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1625 1593 1625 1625 1593 1593 1593 1593 1625 1593 1593 1625 Adj Flow Rate,veh/h 0 0 5 288 0 351 5 663 159 315 603 5 Adj No.of Lanes 0 1 0 0 1 1 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 0 0 9 379 0 339 440 1116 267 420 1785 15 Arrive On Green 0.00 0.00 0.01 0.25 0.00 0.25 0.01 0.46 0.46 0.12 0.58 0.58 Sat Flow,veh/h 0 0 1344 1517 0 1354 1517 2424 581 1517 3077 26 Grp Volume(v),veh/h 0 0 5 288 0 351 5 414 408 315 297 311 Grp Sat Flow(s),veh/h/In 0 0 1344 1517 0 1354 1517 1513 1491 1517 1513 1589 Q Serve(g_s),s 0.0 0.0 0.4 21.1 0.0 30.0 0.2 24.4 24.4 12.5 12.3 12.3 Cycle Q Clear(g_c),s 0.0 0.0 0.4 21.1 0.0 30.0 0.2 24.4 24.4 12.5 12.3 12.3 Prop In Lane 0.00 1.00 1.00 1.00 1.00 0.39 1.00 0.02 Lane Grp Cap(c),veh/h 0 0 9 379 0 339 440 697 686 420 878 922 V/C Ratio(X) 0.00 0.00 0.58 0.76 0.00 1.04 0.01 0.59 0.59 0.75 0.34 0.34 Avail Cap(c_a),veh/h 0 0 112 379 0 339 483 697 686 483 878 922 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 0.0 0.0 59.5 41.7 0.0 45.0 17.2 24.0 24.1 17.5 13.2 13.2 Incr Delay(d2), s/veh 0.0 0.0 49.7 8.6 0.0 58.8 0.0 3.7 3.8 5.6 1.0 1.0 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 0.3 9.7 0.0 16.7 0.1 10.8 10.7 5.8 5.4 5.6 LnGrp Delay(d),s/veh 0.0 0.0 109.2 50.3 0.0 103.8 17.2 27.7 27.8 23.1 14.2 14.1 LnGrp LOS F D F B C C C B B Approach Vol,veh/h 5 639 827 923 Approach Delay,s/veh 109.2 79.7 27.7 17.2 Approach LOS F E C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 19.0 60.2 5.8 4.6 74.6 35.0 Change Period(Y+Rc),s 4.0 5.0 5.0 4.0 5.0 5.0 Max Green Setting(Gmax),s 20.0 41.0 10.0 4.0 57.0 30.0 Max 0 Clear Time(g_c+I1),s 14.5 26.4 2.4 2.2 14.3 32.0 Green Ext Time(p_c),s 0.5 7.5 0.0 0.0 11.7 0.0 Intersection Summary HCM 2010 Ctrl Delay 37.7 HCM 2010 LOS D Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 7 HCM 2010 TWSC 4: Mirabeau Parkway & Pinecroft Way 6/17/2016 Intersection Int Delay.s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations l + t+ ve Traffic Vol,veh/h 40 515 475 25 60 40 Future Vol,veh/h 40 515 475 25 60 40 Conflicting Peds,#/hr 0 0 0 2 1 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 100 - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade,% - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 43 560 516 27 65 43 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 545 0 - 0 1180 533 Stage 1 - - - - 532 - Stage 2 - - - - 648 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1024 - - - 210 547 Stage 1 - - - - 589 - Stage 2 - - - - 521 - Platoon blocked,% - - - Mov Cap-1 Maneuver 1023 - - - 201 546 Mov Cap-2 Maneuver - - - - 337 - , Stage 1 - - - - 588 - Stage 2 - - - - 498 - Approach EB WB SB HCM Control Delay,s 0.6 0 17.4 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1023 - - - 398 HCM Lane V/C Ratio 0.043 - - - 0.273 HCM Control Delay(s) 8.7 - - - 17.4 HCM Lane LOS A - - - C HCM 95th%tile Q(veh) 0.1 - - - 1.1 Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 9 SimTraffic Performance Report 6/20/2016 5: Pines & Grace Ln Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Delay(hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Denied DelNeh(s) 0.2 0.1 0.1 0.2 0.2 0.2 0.0 0.0 0.0 0.1 0.0 0.0 Total Delay(hr) 0.2 0.0 0.1 0.3 0.0 0.1 0.1 1.1 0.1 0.1 0.5 0.0 Total DelNeh(s) 25.2 23.9 9.6 26.0 28.4 13.8 9.3 4.8 5.4 8.5 2.2 2.0 Stop Delay(hr) 0.2 0.0 0.1 0.3 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.0 Stop Del/Veh(s) 23.1 20.8 8.8 23.6 24.8 13.0 4.3 0.1 0.1 5.4 0.1 0.1 5: Pines & Grace Ln Performance by movement Movement All Denied Delay(hr) 0.0 Denied DelNeh(s) 0.0 Total Delay(hr) 2.6 Total DelNeh(s) 5.0 Stop Delay(hr) 0.9 Stop Del/Veh(s) 1.7 Mirabeau sub-area Existing Optimized Improved SimTraffic Report AM Page 3 HCM 2010 Signalized Intersection Summary 6: PINES & Mansfield 6/17/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 + it 'I T. 1 + ' 9 ft. Traffic Volume(veh/h) 95 125 470 180 170 55 220 870 205 60 885 45 Future Volume(veh/h) 95 125 470 180 170 55 220 870 205 60 885 45 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial 0(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Fed-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/hgn 1667 1667 1667 1667 1667 1700 1667 1667 1700 1667 1667 1700 Adj Flow Rate,veh/h 103 136 293 196 185 60 239 946 209 65 962 49 Adj No.of Lanes 1 1 1 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 273 392 332 328 296 96 350 1381 305 251 1457 74 Arrive On Green 0.06 0.23 0.23 0.07 0.25 0.24 0.10 0.54 0.53 0.04 0.48 0.47 Sat Flow,veh/h 1587 1667 1413 1587 1204 391 1587 2574 568 1587 3066 156 Grp Volume(v),veh/h 103 136 293 196 0 245 239 581 574 65 497 514 Grp Sat Flow(s),veh/h/In 1587 1667 1413 1587 0 1595 1587 1583 1558 1587 1583 1639 0 Serve(g_s),s 6.4 8.8 26.0 8.7 0.0 17.8 9.4 35.0 35.2 2.7 31.2 31.2 Cycle Q Clear(g_c),s 6.4 8.8 26.0 8.7 0.0 17.8 9.4 35.0 35.2 2.7 31.2 31.2 Prop In Lane 1.00 1.00 1.00 0.24 1.00 0.36 1.00 0.10 Lane Grp Cap(c),veh/h 273 392 332 328 0 392 350 850 836 251 753 779 V/C Ratio(X) 0.38 0.35 0.88 0.60 0.00 0.63 0.68 0.68 0.69 0.26 0.66 0.66 Avail Cap(c_a),veh/h 273 474 402 328 0 471 436 850 836 251 753 779 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.31 0.31 0.31 1.00 1.00 1.00 Uniform Delay(d),s/veh 36.1 41.4 48.0 39.3 0.0 43.7 20.0 22.1 22.3 19.3 26.1 26.1 Incr Delay(d2),s/veh 0.9 0.5 17.5 2.9 0.0 1.9 1.0 1.4 1.4 0.5 4.5 4.4 Initial 0 Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 4.1 11.7 2.8 0.0 8.0 4.2 15.5 15.3 1.2 14.6 15.1 LnGrp Delay(d),s/veh 36.9 41.9 65.5 42.2 0.0 45.6 21.0 23.5 23.7 19.8 30.6 30.5 LnGrp LOS D D E D DCCC B C C Approach Vol,veh/h 532 441 1394 1076 Approach Delay,s/veh 54.0 44.1 23.1 29.9 Approach LOS D D C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 17.0 65.8 11.3 35.9 9.0 73.8 12.7 34.5 Change Period(Y+Rc),s 5.0 5.0 4.5 4.5 5.0 5.0 4.5 4.5 Max Green Setting(Gmax),s 19.0 47.3 6.8 37.9 4.0 62.3 8.2 36.5 Max Q Clear Time(g_c+I1),s 11.4 33.2 8.4 19.8 4.7 37.2 10.7 28.0 Green Ext Time(p_c),s 0.5 8.5 0.0 2.8 0.0 11.7 0.0 2.0 intersection Summary HCM 2010 Ctrl Delay 32.7 HCM 2010 LOS C Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 13 HCM 2010 Signalized Intersection Summary 7: 1-90 WB off-ramp & INDIANA 6/17/2016 -► c 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations +4 TT 1) et Traffic Volume(veh/h) 490 0 0 530 495 10 Future Volume(veh/h) 490 0 0 530 495 10 Number 8 18 7 4 1 16 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1634 0 0 1634 1587 1587 Adj Flow Rate,veh/h 533 0 0 576 538 0 Adj No.of Lanes 2 0 0 2 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 1 0 0 1 4 4 Cap,veh/h 2232 0 0 2232 643 286 Arrive On Green 0.72 0.00 0.00 0.72 0.22 0.00 Sat Flow,veh/h 3267 0 0 3267 2931 1349 Grp Volume(v),veh/h 533 0 0 576 538 0 Grp Sat Flow(s),veh/h/ln 1552 0 0 1552 1466 1349 0 Serve(g_s),s 7.6 0.0 0.0 8.3 22.8 0.0 Cycle Q Clear(g_c),s 7.6 0.0 0.0 8.3 22.8 0.0 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c),veh/h 2232 0 0 2232 643 286 V/C Ratio(X) 0.24 0.00 0.00 0.26 0.84 0.00 Avail Cap(c_a),veh/h 2232 0 0 2232 1353 612 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.77 0.00 0.00 0.91 1.00 0.00 Uniform Delay(d),s/veh 6.2 0.0 0.0 6.3 48.5 0.0 Incr Delay(d2),s/veh 0.2 0.0 0.0 0.3 3.0 0.0 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.2 0.0 0.0 3.6 9.5 0.0 LnGrp Delay(d),s/veh 6.4 0.0 0.0 6.6 51.5 0.0 LnGrp LOS A A D Approach Vol,veh/h 533 576 538 Approach Delay,s/veh 6.4 6.6 51.5 Approach LOS A A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc),s 97.5 32.5 97.5 Change Period(Y+Rc),s 5.0 5.0 5.0 Max Green Setting(Gmax),s 61.0 59.0 61.0 Max Q Clear Time(g_c+11),s 10.3 24.8 9.6 Green Ext Time(p_c),s 5.9 2.7 5.9 Inte HCM 2010 Ctrl Delay 21.2 HCM 2010 LOS C Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 15 HCM Signalized Intersection Capacity Analysis 8: PINES & INDIANA 6/17/2016 _p c 4- ' • 41 f /* ti 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' VI JO r ' ?4 r Traffic Volume(vph) 0 0 0 455 310 260 560 1040 325 165 1130 240 Future Volume(vph) 0 0 0 455 310 260 560 1040 325 165 1130 240 Ideal Flow(vphpl) 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.5 4.0 5.5 Lane Util.Factor 0.91 0.91 0.97 0.95 1.00 1.00 0.95 1.00 Frpb,ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 0.99 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1265 2483 2710 2794 1250 1397 2794 1250 Flt Permitted 0.95 0.99 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1265 2483 2710 2794 1250 1397 2794 1250 Peak-hour factor,PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor(vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj.Flow(vph) 0 0 0 495 337 283 609 1130 353 179 1228 261 RTOR Reduction(vph) 0 0 0 0 64 0 0 0 195 0 0 79 Lane Group Flow(vph) 0 0 0 376 675 0 609 1130 158 179 1228 182 Confl.Peds.(#/hr) 3 4 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Turn Type Perm NA Prot NA Perm Prot NA Perm Protected Phases 4 1 6 515 2 Permitted Phases 4 6 2 Actuated Green,G(s) 34.0 34.0 26.5 56.8 56.8 17.7 53.5 53.5 Effective Green,g(s) 35.0 35.0 28.0 58.3 58.3 19.7 55.0 53.5 Actuated g/C Ratio 0.27 0.27 0.22 0.45 0.45 0.15 0.42 0.41 Clearance Time(s) 5.0 5.0 5.5 5.5 5.5 5.5 5.5 Vehicle Extension(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 340 668 583 1253 560 211 1182 514 v/s Ratio Prot c0.22 0.40 0.13 c0.44 v/s Ratio Perm c0.30 0.27 0.13 0.15 v/c Ratio 1.11 1.01 1.04 0.90 0.28 0.85 1.04 0.35 Uniform Delay,dl 47.5 47.5 51.0 33.2 22.6 53.7 37.5 26.3 Progression Factor 0.85 0.83 1.00 0.73 0.98 0.87 0.84 0.92 Incremental Delay,d2 79.4 36.9 25.2 1.0 0.0 18.2 31.5 1.2 Delay(s) 119.9 76.4 76.3 25.3 22.3 65.1 63.0 25.4 Level of Service F E E C C E E C Approach Delay(s) 0.0 91.1 39.6 57.3 Approach LOS A F D E Intersection Summary HCM 2000 Control Delay 57.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.11 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 17.0 Intersection Capacity Utilization 96.2% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 16 HCM 2010 Signalized Intersection Summary 9: Pines & EB Ramps 6/17/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SIIIIIIM, SBR Lane Configurations 4 re 413 1 -14 Traffic Volume(veh/h) 440 5 705 0 0 0 0 1485 385 275 1310 0 Future Volume(veh/h) 440 5 705 0 0 0 0 1485 385 275 1310 0 Number 3 8 18 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/ln 1650 1618 1618 0 1618 1650 1618 1618 0 Adj Flow Rate,veh/h 478 5 728 0 1614 400 299 1424 0 Adj No.of Lanes 0 1 2 0 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 0 2 2 2 2 0 Cap,veh/h 381 4 599 0 1242 295 231 2116 0 Arrive On Green 0.25 0.25 0.25 0.00 1.00 0.99 0.15 0.69 0.00 Sat Flow,veh/h 1525 16 2396 0 2545 586 1541 3154 0 Grp Volume(v),veh/h 483 0 728 0 981 1033 299 1424 0 Grp Sat Flow(s),veh/h/In 1541 0 1198 0 1537 1514 1541 1537 0 Q Serve(g_s),s 32.5 0.0 32.5 0.0 0.0 65.5 19.5 35.0 0.0 Cycle Q Clear(g_c),s 32.5 0.0 32.5 0.0 0.0 65.5 19.5 35.0 0.0 Prop In Lane 0.99 1.00 0.00 0.39 1.00 0.00 Lane Grp Cap(c),veh/h 385 0 599 0 774 763 231 2116 0 V/C Ratio(X) 1.25 0.00 1.22 0.00 1.27 1.35 1.29 0.67 0.00 Avail Cap(c_a),veh/h 385 0 599 0 774 763 231 2116 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.09 0.09 1.00 1.00 0.00 Uniform Delay(d),s/veh 48.8 0.0 48.8 0.0 0.0 0.2 55.3 11.8 0.0 Incr Delay(d2),s/veh 133.7 0.0 111.7 0.0 121.2 160.0 160.5 1.7 0.0 Initial 0 Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 28.1 0.0 20.1 0.0 26.1 34.0 18.6 15.1 0.0 LnGrp Delay(d),s/veh 182.5 0.0 160.4 0.0 121.2 160.2 215.7 13.5 0.0 LnGrp LOS F F F F F B Approach Vol,veh/h 1211 2014 1723 Approach Delay,s/veh 169.2 141.2 48.6 Approach LOS F F D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 94.0 24.0 70.0 36.0 Change Period(Y+Rc),s 5.5 5.5 5.5 4.5 Max Green Setting(Gmax),s 65.5 18.5 64.5 31.5 Max Q Clear Time(g_c+11),s 37.0 21.5 67.5 34.5 Green Ext Time(p_c),s 8.9 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 115.8 HCM 2010 LOS F Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 19 HCM 2010 Signalized Intersection Summary 10: Pines & Mission 6/17/2016 J - , c 4- t 4\ t t ti l r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41, 4+ f+ It fit i'l +1+ Traffic Volume(veh/h) 315 205 75 90 215 410 50 1150 30 395 1295 330 Future Volume(veh/h) 315 205 75 90 215 410 50 1150 30 395 1295 330 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1650 1618 1650 1650 1618 1618 1618 1618 1650 1618 1618 1650 Adj Flow Rate,veh/h 342 223 73 98 234 238 54 1250 33 429 1408 343 Adj No.of Lanes 0 2 0 0 2 1 1 2 0 2 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 273 207 68 128 327 390 71 1271 34 414 1251 297 Arrive On Green 0.18 0.18 0.17 0.15 0.15 0.15 0.05 0.42 0.41 0.28 1.00 1.00 Sat Flow,veh/h 1541 1167 382 875 2235 1367 1541 3059 81 2989 2465 585 Grp Volume(v),veh/h 342 0 296 176 156 238 54 628 655 429 864 887 Grp Sat Flow(s),veh/h/In 1541 0 1549 1574 1537 1367 1541 1537 1603 1494 1537 1513 Q Serve(g_s),s 23.0 0.0 23.0 14.0 12.5 19.0 4.5 52.5 52.5 18.0 66.0 66.0 Cycle 0 Clear(g_c),s 23.0 0.0 23.0 14.0 12.5 19.0 4.5 52.5 52.5 18.0 66.0 66.0 Prop In Lane 1.00 0.25 0.56 1.00 1.00 0.05 1.00 0.39 Lane Grp Cap(c),veh/h 273 0 274 230 225 390 71 638 666 414 780 768 V/C Ratio(X) 1.25 0.00 1.08 0.77 0.69 0.61 0.76 0.98 0.98 1.04 1.11 1.15 Avail Cap(c_a),veh/h 273 0 274 230 225 390 71 638 666 414 780 768 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.42 0.42 0.42 Uniform Delay(d),s/veh 53.5 0.0 53.6 53.4 52.7 40.3 61.3 37.6 37.6 47.0 0.0 0.0 Incr Delay(d2),s/veh 141.1 0.0 77.2 14.3 8.9 2.8 37.1 31.7 31.2 38.6 56.7 76.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 20.4 0.0 15.7 7.0 5.9 7.7 2.7 27.8 28.9 9.6 12.3 16.3 LnGrp Delay(d),s/veh 194.6 0.0 130.8 67.6 61.6 43.0 98.4 69.3 68.8 85.6 56.7 76.4 LnGrp LOS F F E E D F E E F F F Approach Vol,veh/h 638 570 1337 2180 Approach Delay, s/veh 165.0 55.7 70.2 70.4 Approach LOS F E E E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 10.0 70.0 23.0 22.0 58.0 27.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 5.0 65.0 18.0 17.0 53.0 22.0 Max Q Clear Time(g_c+I1),s 6.5 68.0 21.0 20.0 54.5 25.0 Green Ext Time(p_c),s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 81.4 HCM 2010 LOS F Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 21 HCM 2010 Signalized Intersection Summary 11: INDIANA & Mirabeau Parkway 6/17/2016 --► ♦- &_ `* ./ Movement EBL EBT WBT WBR SBL SBR Lane Configurations 11 +4 +4 r WI e Traffic Volume(veh/h) 160 335 225 585 690 305 Future Volume(veh/h) 160 335 225 585 690 305 Number 1 6 2 12 3 18 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1434 1434 1434 1434 1434 1434 Adj Flow Rate,veh/h 174 364 245 0 750 292 Adj No.of Lanes 1 2 2 1 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 213 1152 497 642 913 610 Arrive On Green 0.16 0.42 0.18 0.00 0.34 0.34 Sat Flow,veh/h 1366 2796 2796 1219 2649 1219 Grp Volume(v),veh/h 174 364 245 0 750 292 Grp Sat Flow(s),veh/h/In 1366 1362 1362 1219 1325 1219 Q Serve(g_s),s 5.8 4.2 3.8 0.0 12.2 7.4 Cycle 0 Clear(g_c),s 5.8 4.2 3.8 0.0 12.2 7.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 213 1152 497 642 913 610 V/C Ratio(X) 0.82 0.32 0.49 0.00 0.82 0.48 Avail Cap(c_a),veh/h 606 1152 1123 922 1092 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay(d),s/veh 19,3 9.1 17.4 0.0 14.2 7.8 lncr Delay(d2),s/veh 7.6 0.2 0.8 0.0 4.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.6 1.6 1.5 0.0 4.9 2.6 LnGrp Delay(d),s/veh 26.9 9.2 18.1 0.0 18.6 8.4 LnGrp LOS C A B B A Approach Vol,veh/h 538 245 1042 Approach Delay,s/veh 15.0 18.1 15.7 Approach LOS B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc),s 11.4 14.1 25.5 21.8 Change Period(Y+Rc),s 4.0 5.5 5.5 5.5 Max Green Setting(Gmax),s 21.0 19.5 19.5 19.5 Max Q Clear Time(g_c+I1),s 7.8 5.8 6.2 14.2 Green Ext Time(p_c),s 0.4 2.5 3.2 2.1 Intersection Summary HCM 2010 Ctrl Delay 15.8 HCM 2010 LOS B Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 23 HCM 2010 TWSC 12: Mirabeau Parkway & Mansfield 6/17/2016 IMO Int Delay,s/veh 583.4 Mir EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 14 A i '4 11 + i /I 1 Traffic Vol,veh/h 25 55 230 235 10 155 205 300 240 5 530 35 Future Vol,veh/h 25 55 230 235 10 155 205 300 240 5 530 35 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 175 - 0 175 - - Veh in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 60 250 255 11 168 223 326 261 5 576 38 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1467 1378 595 1533 1397 326 614 0 0 326 0 0 Stage 1 606 606 - 772 772 - - - - - - - Stage 2 861 772 - 761 625 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 106 145 504 --95 141 715 965 - - 1234 - - Stage 1 484 487 - 392 409 - Stage 2 350 409 - 398 477 - - - - - - - Platoon blocked,% - - - - Mov Cap-1 Maneuver 61 111 504 --23 108 715 965 - - 1234 - - Mov Cap-2 Maneuver 61 111 - -23 108 - - - - - - - Stage 1 372 485 - 301 314 - - - - - - - Stage 2 199 314 - -175 475 - - - - - - - Approach EB WB NB SB HCM Control Delay,s 100.8 $2870.4 2.7 0,1 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity(veh/h) 965 - - 61 299 23 533 1234 - - HCM Lane V/C Ratio 0.231 - - 0.445 1.036 11.106 0.336 0.004 - - HCM Control Delay(s) 9.8 - - 104.8 100.$4875.1 15.1 7.9 - - HCM Lane LOS A - - F F F C A - - HCM 95th%tile Q(veh) 0.9 - - 1.7 11,5 32 1.5 0 - - Notes -:Volume exceeds capacity $:Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 25 HCM 2010 Signalized Intersection Summary 13: S Evergreen Rd & E Indiana Ave 6/17/2016 -► c `- `\ l' Movement EBT EBR WBL WBT NBL NBR Lane Configurations ++ t+ ►t 4+ lid' t+ Traffic Volume(veh/h) 565 600 455 415 535 415 Future Volume(veh/h) 565 600 455 415 535 415 Number 6 16 5 2 7 14 Initial 0(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1,00 1,00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate,veh/h 614 224 528 405 582 221 Adj No.of Lanes 2 1 2 1 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 Cap,veh/h 841 376 873 459 1176 525 Arrive On Green 0.24 0.24 0.25 0.25 0.33 0.33 Sat Flow,veh/h 3632 1583 3548 1863 3548 1583 Grp Volume(v),veh/h 614 224 528 405 582 221 Grp Sat Flow(s),veh/h/In 1770 1583 1774 1863 1774 1583 Q Serve(g_s),s 10.4 8.2 8.6 13.6 8.5 7.0 Cycle 0 Clear(g_c),s 10.4 8.2 8.6 13.6 8.5 7.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 841 376 873 459 1176 525 V/C Ratio(X) 0.73 0.60 0.60 0.88 0.49 0.42 Avail Cap(c_a),veh/h 1143 512 873 459 1176 525 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.71 0.71 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 22.8 22.0 21.7 23.6 17.4 16.9 'nor Delay(d2),s/veh 0.6 0.4 1.4 18.4 1.5 2.5 Initial 0 Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 %Ile BackOfQ(50%),veh/In 5.1 3.6 4.4 9.3 4.4 3.4 LnGrp Delay(d),s/veh 23.4 22.4 23.1 42.0 18.9 19.4 LnGrp LOS C C C D B B Approach Vol,veh/h 838 933 803 Approach Delay,s/veh 23.2 31.3 19.0 Approach LOS C C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration(G+Y+Rc),s 20.0 25.5 19.5 Change Period(Y+Rc),s 5.5 5.0 5.5 Max Green Setting(Gmax), s 14.5 15.0 19.5 Max Q Clear Time(g_c+11), s 15.6 10.5 12.4 Green Ext Time(p_c),s 0.0 1.2 1.6 Intersection Summary HCM 2010 Ctrl Delay 24.8 HCM 2010 LOS C Notes User approved volume balancing among the lanes for tuming movement. Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 27 HCM 2010 Signalized Intersection Summary 14: S Evergreen Rd & North Ramps 6/17/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 4 1 vis +4 ++ r Traffic Volume(veh/h) 0 0 0 350 5 315 390 960 0 0 800 255 Future Volume(veh/h) 0 0 0 350 5 315 390 960 0 0 800 255 Number 7 4 14 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1937 1937 1863 1863 1863 0 0 1863 1863 Adj Flow Rate,veh/h 384 0 0 424 1043 0 0 870 0 Adj No.of Lanes 2 0 1 2 2 0 0 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 0 0 2 2 Cap,veh/h 598 0 256 1428 2558 0 0 871 390 Arrive On Green 0.16 0.00 0.00 0.83 1.00 0.00 0.00 0.25 0.00 Sat Flow,veh/h 3690 0 1583 3442 3632 0 0 3632 1583 Grp Volume(v),veh/h 384 0 0 424 1043 0 0 870 0 Grp Sat Flow(s),veh/h/ln 1845 0 1583 1721 1770 0 0 1770 1583 0 Serve(g_s),s 6.3 0.0 0.0 1,8 0.0 0.0 0.0 16.0 0.0 Cycle Q Clear(g_c),s 6.3 0.0 0.0 1.8 0.0 0.0 0.0 16.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c),veh/h 598 0 256 1428 2558 0 0 871 390 V/C Ratio(X) 0.64 0.00 0.00 0.30 0.41 0.00 0.00 1.00 0.00 Avail Cap(c_a),veh/h 1107 0 475 1428 2558 0 0 871 390 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.84 0.84 0.00 0.00 1.00 0.00 Uniform Delay(d),s/veh 25.5 0.0 0.0 3.4 0.0 0.0 0.0 24.5 0.0 Incr Delay(d2),s/veh 1.2 0,0 0.0 0.1 0.4 0.0 0.0 30.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Voile BackOfQ(50%),veh/In 3.3 0.0 0.0 0.8 0.1 0.0 0.0 11.4 0.0 LnGrp Delay(d),s/veh 26.6 0.0 0.0 3.5 0.4 0.0 0.0 54.7 0.0 LnGrp LOS C A A D Approach Vol,veh/h 384 1467 870 Approach Delay, s/veh 26.6 1.3 54.7 Approach LOS C A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration(G+Y+Rc),s 31.0 20.0 14.0 51.0 Change Period(Y+Rc),s 5.0 5.0 4.5 5.0 Max Green Setting(Gmax),s 17.0 15.0 18.5 37.0 Max Q Clear Time(g_c+I1),s 3.8 18.0 8.3 2.0 Green Ext Time(p_c),s 6.1 0.0 1.2 8.9 Intersection Summary HCM 2010 Ctrl Delay 21.9 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 29 HCM 2010 Signalized Intersection Summary 15: S Evergreen Rd & South Ramps 6/17/2016 f c 41 f P V d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations /5 4 re int it 'f ft Traffic Volume(veh/h) 550 5 605 0 0 0 0 800 460 355 795 0 Future Volume(veh/h) 550 5 605 0 0 0 0 800 460 355 795 0 Number 3 8 18 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1863 1937 1937 0 1863 1937 1863 1863 0 Adj Flow Rate,veh/h 602 0 501 0 870 0 386 864 0 Adj No.of Lanes 2 0 2 0 4 1 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 0 2 2 2 2 0 Cap,veh/h 1025 0 951 0 1337 318 578 2109 0 Arrive On Green 0.29 0.00 0.29 0,00 0.21 0.00 0.65 1.00 0.00 Sat Flow,veh/h 3548 0 3293 0 6669 1647 1774 3632 0 Grp Volume(v),veh/h 602 0 501 0 870 0 386 864 0 Grp Sat Flow(s),veh/h/In 1774 0 1647 0 1602 1647 1774 1770 0 Q Serve(g_s),s 9.4 0.0 8.3 0.0 8.1 0.0 8.7 0.0 0.0 Cycle Q Clear(g_c),s 9.4 0.0 8.3 0.0 8.1 0.0 8.7 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c),veh/h 1025 0 951 0 1337 318 578 2109 0 V/C Ratio(X) 0.59 0.00 0.53 0.00 0.65 0.00 0.67 0.41 0.00 Avail Cap(c_a),veh/h 1228 0 1140 0 1774 431 578 2109 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.47 0.00 0.72 0.72 0.00 Uniform Delay(d),s/veh 19.8 0.0 19.4 0.0 23.5 0.0 9.2 0.0 0.0 Incr Delay(d2),s/veh 1.2 0.0 1.0 0.0 1.2 0.0 2.9 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.8 0.0 3.9 0.0 3.7 0.0 4.4 0.1 0.0 LnGrp Delay(d),s/veh 20.9 0.0 20.4 0.0 24.7 0.0 12.0 0.4 0.0 LnGrp LOS C C C B A Approach Vol,veh/h 1103 870 1250 Approach Delay,s/veh 20.7 24.7 4.0 Approach LOS C C A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 42.7 25.2 17.6 22.3 Change Period(Y+Rc),s 5.0 5.0 5.0 4.5 Max Green Setting(Gmax),s 34.0 12.0 17.0 21.5 Max Q Clear Time(g_c+11),s 2.0 10.7 10.1 11.4 Green Ext Time(p_c),s 9.1 0.9 2.5 6.3 Intersection Summary HCM 2010 Ctrl Delay 15.3 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 31 HCM 2010 TWSC 16: Mission Connector & E Mission Ave 6/17/2016 Intersection Int Delay,s/veh 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + r ) + v4 r Traffic Vol,veh/h 265 250 70 305 110 140 Future Vol,veh/h 265 250 70 305 110 140 Conflicting Peds,#/hr 0 0 0 0 1 1 Sign Control Free Free Free Free Stop Stop RT Channelized - Free - None - Stop Storage Length - 292 410 - 0 0 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 288 272 76 332 120 152 Major/Minor Major/ Major2 Minorl Conflicting Flow All 0 - 288 0 773 289 Stage 1 - - - - 288 - Stage 2 - - - - 485 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - 0 1274 - 367 750 Stage 1 - 0 - - 761 - Stage 2 - 0 - - 619 - Platoon blocked,% - - Mov Cap-1 Maneuver - - 1273 - 345 749 Mov Cap-2 Maneuver - - - - 345 - Stage 1 - - - - 761 - Stage 2 - - - - 582 - Approach EB WB NB HCM Control Delay,s 0 1.5 15.4 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT WBL WBT Capacity(veh/h) 345 749 - 1273 - HCM Lane V/C Ratio 0.347 0.203 - 0.06 - HCM Control Delay(s) 20.9 11 - 8 - HCM Lane LOS C B - A - HCM 95th%tile Q(veh) 1.5 0.8 - 0.2 - Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 33 HCM Signalized Intersection Capacity Analysis 18: Sullivan & WB on-ramp 6/17/2016 J { 4- t 4\ t P ti 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 + 444 4A ii Traffic Volume(vph) 0 0 0 250 365 0 0 1235 0 0 1370 385 Future Volume(vph) 0 0 0 250 365 0 0 1235 0 0 1370 385 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.91 0.91 0.91 Frt 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1805 1900 5036 3405 1386 Flt Permitted 0.95 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1805 1900 5036 3405 1386 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 0 0 272 397 0 0 1342 0 0 1489 418 RTOR Reduction(vph) 0 0 0 0 0 0 0 0 0 0 1 0 Lane Group Flow(vph) 0 0 0 272 397 0 0 1342 0 0 1530 376 Heavy Vehicles(%) 2% 2% 2% 0% 0% 0% 0% 3% 0% 0% 1% 6% Turn Type Split NA NA NA Free Protected Phases 18! 18! 1 2 6 2 4 519! Permitted Phases Free Actuated Green,G(s) 54.4 54.4 65.6 82.1 130.0 Effective Green,g(s) 55.4 55.4 66.6 83.1 130.0 Actuated g/C Ratio 0.43 0.43 0.51 0.64 1.00 Clearance Time(s) 5.0 5.0 Vehicle Extension(s) 3.0 3.0 Lane Grp Cap(vph) 769 809 2579 2176 1386 v/s Ratio Prot 0.15 c0.21 c0.27 c0.45 v/s Ratio Perm 0 27 v/c Ratio 0.35 0.49 0.52 0.70 0.27 Uniform Delay,dl 25.2 27.1 21.1 15.4 0.0 Progression Factor 1.00 1.00 0.55 0.58 1.00 Incremental Delay,d2 0.3 0,5 0.1 0.6 0.2 Delay(s) 25.5 27.5 11.7 9.5 0.2 Level of Service C C B A A Approach Delay(s) 0.0 26.7 11.7 7.6 Approach LOS A C - -B- A Intersection Summary HCM 2000 Control Delay 12.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 17.0 Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period(min) 15 Phase conflict between lane groups. c Critical Lane Group Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 36 HCM Signalized Intersection Capacity Analysis 19: Sullivan & 1-90 EB on 6/17/2016 -♦ C 4- k- 4\ t P \ 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' 4 re t+ i+ m 14 Traffic Volume(vph) 430 0 945 0 0 0 0 1335 320 235 1385 0 Future Volume(vph) 430 0 945 0 0 0 0 1335 320 235 1385 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 0.95 0.95 0.88 0.95 1.00 0.97 0.95 Frpb,ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 0.95 1.00 1.00 1.00 0.95 1.00 Satd.Flow(prot) 1588 1588 2842 3574 1593 3467 3574 Flt Permitted 0.95 0.95 1.00 1.00 1.00 0.95 1.00 Satd.Flow(perm) 1588 1588 2842 3574 1593 3467 3574 Peak-hour factor,PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 467 0 1027 0 0 0 0 1451 348 255 1505 0 RTOR Reduction(vph) 0 0 37 0 0 0 0 0 139 0 0 0 Lane Group Flow(vph) 233 234 990 0 0 0 0 1451 209 255 1505 0 Confl.Peds.(#/hr) 1 1 1 Heavy Vehicles(%) 8% 0% 0% 0% 0% 0% 0% 1% 0% 1% 1% 0% Turn Type Split NA Perm NA Perm Prot NA Protected Phases 8 8 6 5 2 Permitted Phases 8 6 Actuated Green,G(s) 46.5 46.5 46.5 58.1 58.1 10.4 73.5 Effective Green,g(s) 47.5 47.5 47.5 59.1 59.1 11.4 74.5 Actuated g/C Ratio 0.37 0.37 0.37 0.45 0.45 0.09 0.57 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 580 580 1038 1624 724 304 2048 v/s Ratio Prot 0.15 0.15 c0.41 c0.07 0.42 v/s Ratio Perm c0.35 0.13 v/c Ratio 0.40 0.40 0.95 0.89 0.29 0.84 0.73 Uniform Delay,dl 30.7 30.7 40.2 32.6 22.3 58.4 20.5 Progression Factor 1.00 1.00 1.00 0.81 0.42 1.08 1.20 Incremental Delay,d2 0.5 0.5 17.7 7.2 0.9 14.2 1.8 Delay(s) 31.1 31.2 57.9 33.6 10.2 77.2 26.3 Level of Service C C E C B E C Approach Delay(s) 49.5 0.0 29.1 33.7 Approach LOS D A C C Intersection Summary HCM 2000 Control Delay 36.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 38 HCM 2010 Signalized Intersection Summary 19: Sullivan & I-90 EB on 6/17/2016 }' -♦ `r { 4- 1 4\ t t ti 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' 4 re 44 e )1 +4 Traffic Volume(veh/h) 430 0 945 0 0 0 0 1335 320 235 1385 0 Future Volume(veh/h) 430 0 945 0 0 0 0 1335 320 235 1385 0 Number 3 8 18 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1759 1759 1900 0 1881 1900 1881 1881 0 Adj Flow Rate,veh/h 467 0 990 0 1451 209 255 1505 0 Adj No.of Lanes 2 0 2 0 2 1 2 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 8 0 0 0 1 0 1 1 0 Cap,veh/h 1158 0 1116 0 1707 771 294 2119 0 Arrive On Green 0.35 0.00 0.35 0.00 0.96 0.96 0.08 0.59 0.00 Sat Flow,veh/h 3351 0 3230 0 3668 1614 3476 3668 0 Grp Volume(v),veh/h 467 0 990 0 1451 209 255 1505 0 Grp Sat Flow(s),veh/h/In 1675 0 1615 0 1787 1614 1738 1787 0 0 Serve(g_s),s 13.8 0.0 37.6 0.0 12.6 1.0 9.4 38.5 0.0 Cycle Q Clear(g_c),s 13.8 0.0 37.6 0.0 12.6 1.0 9.4 38.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c),veh/h 1158 0 1116 0 1707 771 294 2119 0 V/C Ratio(X) 0.40 0.00 0.89 0.00 0.85 0.27 0.87 0.71 0.00 Avail Cap(c_a),veh/h 1237 0 1193 0 1707 771 294 2119 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.88 0.88 1.00 1.00 0.00 Uniform Delay(d),sfveh 32.4 0.0 40.1 0.0 1.8 1.5 58.8 18.6 0.0 Incr Delay(d2),s/veh 0.2 0.0 8.0 0.0 4.9 0.8 22,9 2.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 0.0 18.0 0.0 5.6 0.5 5.5 19.4 0.0 LnGrp Delay(d),s/veh 32.6 0.0 48.2 0.0 6.7 2.3 81.6 20.7 0.0 LnGrp LOS C D A A F C Approach Vol,veh/h 1457 1660 1760 Approach Delay,s/veh 43.2 6.2 29.5 Approach LOS D A C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 81.1 15.0 66.1 48.9 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 73.0 10.0 58.0 47.0 Max Q Clear Time(g_c+I1),s 40.5 11.4 14.6 39.6 Green Ext Time(p_c),s 23.9 0.0 29.3 4.3 Intersection Summary HCM 2010 Ctrl Delay 25.6 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 39 HCM 2010 Signalized Intersection Summary 20: Sullivan & E Mission Ave 6/17/2016 -). - '~ t 4\ f t " 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 it 4 r 1 44t. 4ffi Traffic Volume(veh/h) 180 10 140 35 15 85 105 1390 40 75 2135 120 Future Volume(veh/h) 180 10 140 35 15 85 105 1390 40 75 2135 120 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1900 1882 1881 1900 1900 1900 1900 1882 1900 1900 1881 1900 Adj Flow Rate,veh/h 196 11 29 38 16 18 114 1511 43 82 2321 130 Adj No.of Lanes 0 1 1 0 1 1 1 3 0 1 3 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 0 0 1 0 0 0 0 1 1 0 1 1 Cap,veh/h 54 0 387 47 12 390 359 3105 88 103 2268 126 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.20 0.60 0.60 0.11 0.91 0.90 Sat Flow,veh/h 0 0 1597 0 51 1611 1810 5134 146 1810 4980 277 Grp Volume(v),veh/h 207 0 29 54 0 18 114 1008 546 82 1590 861 Grp Sat Flow(s),veh/h/In 0 0 1597 51 0 1611 1810 1712 1856 1810 1712 1832 Q Serve(g_s),s 0.0 0.0 1.8 0.0 0.0 1.1 7.0 21.4 21.5 5.7 59.2 59.2 Cycle Q Clear(g_c),s 31.5 0.0 1.8 31.5 0.0 1.1 7.0 21.4 21.5 5.7 59.2 59.2 Prop In Lane 0.95 1.00 0.70 1.00 1.00 0.08 1.00 0.15 Lane Grp Cap(c),veh/h 54 0 387 59 0 390 359 2071 1122 103 1560 835 V/C Ratio(X) 3.84 0.00 0.07 0.91 0.00 0.05 0.32 0.49 0.49 0.80 1.02 1.03 Avail Cap(c_a),veh/h 54 0 387 59 0 390 359 2071 1122 167 1923 1029 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.46 0.46 0.46 Uniform Delay(d),s/veh 65.0 0.0 38.0 57.9 0.0 37.7 44.6 14.4 14.4 56.9 5.8 5.9 Incr Delay(d2),s/veh 1321.4 0.0 0.0 82.7 0.0 0.0 0.5 0.8 1.5 2.5 20.5 29.7 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 21.7 0.0 0.8 3.3 0.0 0.5 3.6 10.3 11.4 2.9 27.8 32.4 LnGrp Delay(d),s/veh 1386.4 0.0 38.0 140.6 0.0 37.8 45.1 15.2 15.9 59.4 26.3 35.7 LnGrp LOS F D F D D B B E F F Approach Vol,veh/h 236 72 1668 2533 Approach Delay,s/veh 1220.7 114.9 17.5 30.6 Approach LOS F F B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 11.4 82.6 36.0 25.1 68.9 36.0 Change Period(Y+Rc),s 4.0 5.0 5.5 5.0 *5 5.5 Max Green Setting(Gmax),s 12.0 73.0 30.5 13.0 `72 30.5 Max Q Clear Time(g_c+11),s 7.7 23.5 33.5 9.0 61.2 33.5 Green Ext Time(p_c),s 0.0 10.5 0.0 1.0 8.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 89.4 HCM 2010 LOS F Notes *HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 41 HCM 2010 Signalized Intersection Summary 21: 1-90 WB off& E Indiana Ave 6/17/2016 41 /* / /* Movement EBT EBR WBL WBT NBL NBR NEL NER Lane Configurations ++ '1 ft V Traffic Volume(veh/h) 1005 0 425 650 280 20 0 0 Future Volume(veh/h) 1005 0 425 650 280 20 0 0 Number 4 14 3 8 1 16 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1881 0 1625 1900 1865 1900 Adj Flow Rate,veh/h 1092 0 462 707 304 0 Adj No.of Lanes 2 0 1 2 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 1 0 0 0 0 0 Cap,veh/h 1186 0 490 2551 385 0 Arrive On Green 0.33 0.00 0.32 0.71 0.22 0.00 Sat Flow,veh/h 3762 0 1548 3705 1771 0 Grp Volume(v),veh/h 1092 0 462 707 305 0 Grp Sat Flow(s),veh/h/In 1787 0 1548 1805 1777 0 Q Serve(g_s),s 25.2 0.0 25.0 6.1 13.9 0.0 Cycle Q Clear(g_c),s 25.2 0.0 25.0 6.1 13.9 0.0 Prop In Lane 0.00 1.00 1.00 0.00 Lane Grp Cap(c),veh/h 1186 0 490 2551 387 0 V/C Ratio(X) 0.92 0.00 0.94 0.28 0.79 0.00 Avail Cap(c_a),veh/h 1186 0 505 2586 559 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 27.6 0.0 28.6 4.6 31.7 0.0 Incr Delay(d2),s/veh 11.6 0.0 26.2 0.1 4.8 0.0 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 14.3 0.0 14,2 3.1 7.3 0.0 LnGrp Delay(d),s/veh 39.2 0.0 54.8 4.7 36.5 0.0 LnGrp LOS D D A D Approach Vol,veh/h 1092 1169 305 Approach Delay,s/veh 39.2 24.5 36.5 Approach LOS D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 3 4 6 8 Phs Duration(G+Y+Rc),s 32.2 32.0 21.7 64.2 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 28.0 27.0 25.0 60.0 Max Q Clear Time(g_c+11),s 27.0 27.2 15.9 8.1 Green Ext Time(p_c),s 0.2 0.0 0.8 12.5 Intersection Summary HCM 2010 Ctrl Delay 32.2 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. Mirabeau sub-area 2040 Base 4:00 pm 2/7/2013 Synchro 8 Report PM Page 43 Appendix D HCM Signalized Intersection Capacity Analysis 8: PINES & INDIANA 6/17/2016 t -- c 4- t 4\ t P \*. 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations VI +t VI 4! t+ 14 It Traffic Volume(vph) 0 0 0 455 310 260 560 1040 325 165 1130 240 Future Volume(vph) 0 0 0 455 310 260 560 1040 325 165 1130 240 Ideal Flow(vphpl) 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.5 4.0 5.5 Lane Util.Factor 0.97 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1,00 1.00 Flpb,ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 2688 2580 2710 2794 1250 1397 2794 1250 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 2688 2580 2710 2794 1250 1397 2794 1250 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor(vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow(vph) 0 0 0 495 337 283 609 1130 353 179 1228 261 RTOR Reduction(vph) 0 0 0 0 116 0 0 0 184 0 0 60 Lane Group Flow(vph) 0 0 0 495 504 0 609 1130 169 179 1228 201 Confl.Peds.(#/hr) 3 4 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Turn Type Perm NA Prot NA Perm Prot NA Perm Protected Phases 4 1 6 5 15 2 Permitted Phases 4 6 2 Actuated Green,G(s) 25.7 25.7 29.6 60.6 60.6 22.2 58.7 58.7 Effective Green,g(s) 26.7 26.7 31.1 62.1 62.1 24.2 60.2 58.7 Actuated g/C Ratio 0.21 0.21 0.24 0.48 0.48 0.19 0.46 0.45 Clearance Time(s) 5.0 5.0 5.5 5.5 5.5 5.5 5.5 Vehicle Extension(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 552 529 648 1334 597 260 1293 564 v/s Ratio Prot c0.20 c0.22 0.40 0.13 c0.44 v/s Ratio Perm 0.18 0.13 0.16 v/c Ratio 0.90 0.95 0.94 0.85 0.28 0.69 0.95 0.36 Uniform Delay,dl 50.3 51.0 48.5 29.8 20.5 49.4 33.4 23.3 Progression Factor 1.01 1.01 1.04 0.62 0.97 0.83 0.82 0.94 Incremental Delay,d2 16.9 27.0 7.8 1.4 0.1 5.1 11.0 1.1 Delay(s) 67.8 78.4 58.3 20.0 20.0 46.3 38.4 23.0 Level of Service E E E C C D D C Approach Delay(s) 0.0 73.7 31.2 36.8 Approach LOS A E C D Intersection Summary HCM 2000 Control Delay 42.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.99 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 17.0 Intersection Capacity Utilization 92.2% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group Mirabeau sub-area 2040 Improvements 4:00 pm 2/7/2013 Synchro 8 Report PM Page 16 HCM Signalized Intersection Capacity Analysis 9: Pines & EB Ramps 6/17/2016 J -♦ c 4- t 4\ t t ti 1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations " 4 re ft ri ) ft Traffic Volume(vph) 440 5 705 0 0 0 0 1485 385 275 1310 0 Future Volume(vph) 440 5 705 0 0 0 0 1485 385 275 1310 0 Ideal Flow(vphpl) 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Total Lost time(s) 3.5 3.5 3.5 4.5 5.5 4.5 4.5 Lane Util.Factor 0.95 0.95 0.88 0.95 1.00 1.00 0.95 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 0.95 1.00 1.00 1.00 0.95 1.00 Satd.Flow(prot) 1460 1465 2420 3074 1375 1537 3074 Flt Permitted 0.95 0.95 1.00 1.00 1.00 0.95 1.00 Satd.Flow(perm) 1460 1465 2420 3074 1375 1537 3074 Peak-hour factor,PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor(vph) 100% 100% 100% 105% 105% 105% 100% 100% 100% 100% 100% 100% Adj. Flow(vph) 478 5 766 0 0 0 0 1614 418 299 1424 0 RTOR Reduction(vph) 0 0 46 0 0 0 0 0 55 0 0 0 Lane Group Flow(vph) 239 244 720 0 0 0 0 1614 363 299 1424 0 Confl.Peds.(#/hr) 5 5 Turn Type Split NA custom NA Perm Prot NA Protected Phases 8 8 8 1 6 5 2 Permitted Phases 6 Actuated Green,G(s) 21.5 21.5 48.6 67.7 67.7 25.3 71.4 Effective Green,g(s) 22.5 22.5 49.6 68.7 67.7 26.3 72.4 Actuated g/C Ratio 0.17 0.17 0.38 0.53 0.52 0.20 0.56 Clearance Time(s) 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 252 253 923 1624 716 310 1711 v/s Ratio Prot 0.16 c0.17 0.30 c0.53 c0.19 0.46 v/s Ratio Perm 0.26 v/c Ratio 0.95 0.96 0.78 0.99 0.51 0.96 0.83 Uniform Delay,dl 53.2 53.4 35.4 30.4 20.3 51.4 23.8 Progression Factor 1.00 1.00 1.00 1.50 1.86 0.49 0.46 Incremental Delay,d2 42.2 46.3 4.3 11.2 0.8 22.2 1.9 Delay(s) 95.3 99.7 39.7 56.9 38.5 47.2 12.8 Level of Service F F D E D D B Approach Delay(s) 62.1 0.0 53.1 18.8 Approach LOS E A D B Intersection Summary HCM 2000 Control Delay 43.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 12.5 Intersection Capacity Utilization 89.8% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Mirabeau sub-area 2040 Improvements 4:00 pm 2/7/2013 Synchro 8 Report PM Page 18 HCM 2010 Signalized Intersection Summary 10: Pines & Mission 6/17/2016 f -* c '~ k- `\ t /* ti 1 r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations VI A ) + r '`i t 1411 ++ r Traffic Volume(veh/h) 315 205 75 90 215 410 50 1150 30 395 1295 330 Future Volume(veh/h) 315 205 75 90 215 410 50 1150 30 395 1295 330 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/ln 1618 1618 1650 1618 1618 1618 1618 1618 1650 1618 1618 1618 Adj Flow Rate,veh/h 342 223 73 98 234 238 54 1250 33 429 1408 343 Adj No.of Lanes 2 1 0 1 1 1 1 2 0 2 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 418 265 87 130 278 415 155 1329 35 391 1429 808 Arrive On Green 0.14 0.23 0.22 0.08 0.17 0.17 0.10 0.43 0.43 0.26 0.93 0.91 SatFlow,veh/h 2989 1167 382 1541 1618 1368 1541 3059 81 2989 3074 1370 Grp Volume(v),veh/h 342 0 296 98 234 238 54 628 655 429 1408 343 Grp Sat Flow(s),veh/h/In 1494 0 1550 1541 1618 1368 1541 1537 1603 1494 1537 1370 Q Serve(g_s),s 14.4 0.0 23.7 8.1 18.2 19.1 4.2 50.8 50.9 17.0 50.1 2.1 Cycle Q Clear(g_c),s 14.4 0.0 23.7 8.1 18.2 19.1 4.2 50.8 50.9 17.0 50.1 2.1 Prop In Lane 1.00 0.25 1.00 1.00 1.00 0.05 1.00 1.00 Lane Grp Cap(c),veh/h 418 0 352 130 278 415 155 667 696 391 1429 808 V/C Ratio(X) 0.82 0.00 0.84 0.75 0.84 0.57 0.35 0.94 0.94 1.10 0.99 0.42 Avail Cap(c_a),veh/h 529 0 352 273 286 422 155 667 696 391 1466 825 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.47 0.47 0.47 Uniform Delay(d),s/veh 54.3 0.0 48.1 58.2 52.1 38.3 54.5 35.2 35.2 48.0 4.2 0.6 Incr Delay(d2),s/veh 7.9 0.0 16.4 8.4 19.3 1.8 1.3 22.9 22.4 61.3 13.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile BackOfQ(50%),veh/In 6.4 0.0 11.8 3.8 9.6 7.4 1.9 25.7 26.7 10.3 19.4 0.8 LnGrp Delay(d),s/veh 62.2 0.0 64.5 66.6 71.4 40.1 55.9 58.1 57.6 109.3 17.5 1.4 LnGrp LOS E E E E D E E E F B A Approach Vol,veh/h 638 570 1337 2180 Approach Delay, s/veh 63.2 57.5 57.8 33.0 Approach LOS E E E C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 17.8 63.6 22.2 26.3 21.0 60.5 15.0 33.5 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 5.0 61.0 22.0 22.0 16.0 50.0 22.0 22.0 Max Q Clear Time(g_c+I1),s 6.2 52.1 16.4 21.1 19.0 52.9 10.1 25.7 Green Ext Time(p_c),s 0.0 5.8 0.7 0.2 0.0 0.0 0.2 0.0 Intersection Summary HCM 2010 Ctrl Delay 47.1 HCM 2010 LOS D Mirabeau sub-area 2040 Improvements 4:00 pm 2/7/2013 Synchro 8 Report PM Page 21 HCM 2010 Signalized Intersection Summary 12: Mirabeau Parkway & Mansfield 6117/2016 t - c 4- k- 4\ t P `► 1 r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 11 T4 ) + f+ 5 +A Traffic Volume(veh/h) 25 55 230 235 10 155 205 300 240 5 530 35 Future Volume(veh/h) 25 55 230 235 10 155 205 300 240 5 530 35 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/In 1625 1593 1593 1593 1593 1625 1593 1593 1593 1593 1593 1625 Adj Flow Rate,veh/h 27 60 250 255 11 168 223 326 261 5 576 38 Adj No.of Lanes 0 1 1 1 1 0 1 1 1 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 37 82 309 325 18 275 231 637 541 8 729 48 Arrive On Green 0.08 0.08 0.08 0.21 0.21 0.21 0.15 0.40 0.40 0.01 0.25 0.25 Sat Flow,veh/h 487 1082 1354 1517 84 1283 1517 1593 1354 1517 2883 190 Grp Volume(v),veh/h 87 0 250 255 0 179 223 326 261 5 302 312 Grp Sat Flow(s),veh/h/In 1569 0 1354 1517 0 1367 1517 1593 1354 1517 1513 1560 0 Serve(g_s),s 2.9 0.0 4.0 8.3 0.0 6.2 7.7 8.1 7.5 0.2 9.8 9.8 Cycle Q Clear(g_c),s 2.9 0.0 4.0 8.3 0.0 6.2 7.7 8.1 7.5 0.2 9.8 9.8 Prop In Lane 0.31 1.00 1.00 0.94 1,00 1.00 1.00 0.12 Lane Grp Cap(c),veh/h 119 0 309 325 0 293 231 637 541 8 383 394 V/C Ratio(X) 0.73 0.00 0.81 0.78 0.00 0.61 0.97 0.51 0.48 0.62 0.79 0.79 Avail Cap(c_a),veh/h 119 0 309 462 0 416 231 637 541 115 461 475 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 23.7 0.0 19.2 19.5 0.0 18.7 22.1 11.9 11.7 26.1 18.3 18.3 Incr Delay(d2),s/veh 20.0 0.0 14.7 5.6 0.0 2.1 49.3 0.7 0.7 57.4 7.5 7.4 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.9 0.0 4.6 4.0 0.0 2.5 6.3 3.7 2.9 0.2 4.8 5.0 LnGrp Delay(d),s/veh 43.7 0.0 33.9 25.1 0.0 20.7 71.5 12.6 12.4 83.5 25.8 25.8 LnGrp LOS D C C C E B B F C C Approach Vol,veh/h 337 434 810 619 Approach Delay,s/veh 36.4 23.3 28,7 26.3 Approach LOS D C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 4.3 25.0 8.0 12.0 17.3 15.3 Change Period(Y+Rc),s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting(Gmax),s 4.0 20.0 4.0 8.0 16.0 16.0 Max Q Clear Time(g_c+11),s 2.2 10.1 6.0 9.7 11.8 10.3 Green Ext Time(p_c),s 0.0 4.6 0.0 0.0 1.5 0.9 Int HCM 2010 Ctrl Delay 28.2 HCM 2010 LOS C Mirabeau sub-area 2040 Improvements 4:00 pm 2/7/2013 Synchro 8 Report PM Page 25 HCM 2010 Signalized Intersection Summary 20: Sullivan & E Mission Ave 6/17/2016 t --► C 4- k- 4\ f t ti 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' 1. 4 r ) 4* ) +ft. Traffic Volume(veh/h) 180 10 140 35 15 85 105 1680 40 75 2280 130 Future Volume(veh/h) 180 10 140 35 15 85 105 1680 40 75 2280 130 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow,veh/h/ln 1881 1882 1900 1900 1900 1900 1900 1882 1900 1900 1881 1900 Adj Flow Rate,veh/h 196 11 29 38 16 18 114 1826 43 82 2478 141 Adj No.of Lanes 1 1 0 0 1 1 1 3 0 1 3 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh,% 1 0 0 0 0 0 0 1 1 0 1 1 Cap,veh/h 290 85 224 244 95 298 380 3418 80 103 2493 140 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.21 0.66 0.65 0.11 1.00 0.99 Sat Flow,veh/h 1612 458 1208 1064 515 1610 1810 5163 122 1810 4976 280 Grp Volume(v),veh/h 196 0 40 54 0 18 114 1211 658 82 1696 923 Grp Sat Flow(s),veh/h/In 1612 0 1667 1579 0 1610 1810 1712 1860 1810 1712 1832 Q Serve(g_s),s 15.4 0.0 2.6 2.6 0.0 1.2 6.9 24.0 24.1 5.7 0.0 65.1 Cycle 0 Clear(g_c),s 20.6 0.0 2.6 5.2 0.0 1.2 6.9 24.0 24.1 5.7 0.0 65.1 Prop In Lane 1.00 0.73 0.70 1.00 1.00 0.07 1.00 0.15 Lane Grp Cap(c),veh/h 290 0 308 339 0 298 380 2267 1232 103 1715 918 V/C Ratio(X) 0.68 0.00 0.13 0.16 0.00 0.06 0.30 0.53 0.53 0.80 0.99 1.01 Avail Cap(c_a),veh/h 382 0 404 436 0 390 380 2267 1232 167 1923 1029 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 Uniform Delay(d),s/veh 54.1 0.0 44.2 45.6 0.0 43.7 43.3 11.5 11.5 56.9 0.0 0.1 Incr Delay(d2),s/veh 1.4 0.0 0.1 0.1 0.0 0.0 0.4 0.9 1.7 2.0 11.0 19.5 Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.0 0.0 1.2 1.7 0.0 0.5 3.5 11.6 12.8 2.9 2.6 5.1 LnGrp Delay(d),s/veh 55.4 0.0 44.3 45.7 0.0 43.7 43.7 12.4 13.2 58.9 11.0 19.7 LnGrp LOS E D D D D B B E B F Approach Vol,veh/h 236 72 1983 2701 Approach Delay,s/veh 53.5 45.2 14.4 15.4 Approach LOS D D B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration(G+Y+Rc),s 11.4 90.1 28.6 28.7 72.8 28.6 Change Period(Y+Rc),s 4.0 5.0 5.5 5.0 *5 5.5 Max Green Setting(Gmax),s 12.0 73.0 30.5 13.0 *72 30.5 Max 0 Clear Time(g_c+I1),s 7.7 26.1 22.6 8.9 67.1 7.2 Green Ext Time(p_c),s 0.0 14.2 0.4 0.2 4.3 0.6 Intersection Summary HCM 2010 Ctrl Delay 17.3 HCM 2010 LOS B Notes *HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Mirabeau sub-area 2040 Improvements 4:00 pm 2/7/2013 Synchro 8 Report PM Page 41