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Item 19 - Attachment A - Exhibit A - Appendix M - LLG Supplemental Transportation MemorandumAppendix M LLG Supplemental Transportation Memorandum MEMORANDUM N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx To: Asha Bleier DUDEK Date: May 22, 2020 From: Walter B. Musial, P.E. Cara Hilgesen LLG, Engineers LLG Ref: 3-18-3015 Subject: The Farm in Poway – Maderas Hotel Analysis Linscott, Law & Greenspan, Engineers (LLG) has completed a level of service (LOS) analysis of the development of a proposed hotel at the existing Maderas Golf Club site, located on Old Coach Road, north of Espola Road in the City of Poway. The Maderas hotel project was assumed to construct a 140-room resort hotel. Using SANDAG trip rates, a trip generation forecast was completed. As shown in Table 1 below, development of the hotel would result in 1,120 ADT, 56 AM peak hour trips (34 inbound/ 22 outbound), and 78 PM peak hour trips (31 inbound/ 47 outbound). TABLE 1 MADERAS HOTEL PROJECT TRIP GENERATION Land Use Size Daily Trip Ends (ADTs) AM Peak Hour PM Peak Hour Ratea Volume % of ADT In:Out Volume % of ADT In:Out Volume Split In Out Split In Out Resort Hotel 140 Rooms 8 / Room 1,120 5% 60:40 34 22 7% 40:60 31 47 Footnotes: a. Rate is based on SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. LLG utilized the trip distribution prepared for the Maderas project in an approved traffic study completed by LLG in 2016 to assign the new hotel trips to the street system. It was assumed that all 100% of Maderas trips would utilize the existing access via Old Coach Road at Espola Road. Generally, 70% of hotel trips were distributed to the west via Espola Road and Rancho Bernardo Road and 30% were distributed east/south via Espola Road. The Near-Term (Year 2025) without and with project traffic volumes were revised to include the cumulative trips generated by the Maderas hotel. All study area intersections, street segments, freeway ramp meters, and freeway mainline segments were analyzed using the revised traffic volumes. Similarly for Horizon Year (Year 2035), the cumulative trips with the Maderas hotel were manually added to the forecast volumes used in the EIR traffic analysis. LLG review the traffic models used to develop Horizon Year traffic volumes and confirmed that they did not include development of the hotel at the Maderas site. Ms. Bleier 5/22/2020 Page 2 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx The following summarizes the revised intersection, street segment, freeway on-ramp, and freeway mainline analysis results with the addition of the Maderas hotel project in the Near-Term (Year 2025) and Horizon Year (Year 2035) conditions. All analysis tables are provided following the text of this memo. Near-Term (Year 2025) Analysis Intersection Operations Table 2 shows Near-Term (Year 2025) intersection operations. As shown in Table 2, with the addition of the Maderas project, no new impacts are calculated. Attachment A contains the Synchro intersection analysis worksheets for the Near-Term (Year 2025) scenario. Street Segment Operations Table 3 shows Near-Term (Year 2025) street segment operations. As shown in Table 3, with the addition of the Maderas project, no new impacts are calculated. Ramp Meter Operations Table 4 shows Near-Term (Year 2025) ramp meter operations. As shown in Table 4, with the addition of the Maderas project, the study area ramp meter is calculated to continue to operate with less than 15 minutes of delay and no new impacts are calculated. Freeway Segment Operations Table 5 shows Near-Term (Year 2025) freeway segment operations. As shown in Table 5, with the addition of the Maderas project, no new impacts are calculated. Attachment B contains the HCS freeway analysis worksheets for the Near-Term (Year 2025) scenario. Horizon Year (Year 2035) Analysis Intersection Operations Table 6 shows Horizon Year (Year 2035) intersection operations. As shown in Table 6, with the addition of the Maderas project, no new impacts are calculated. Attachment C contains the Synchro intersection analysis worksheets for the Horizon Year (Year 2035) scenario. Street Segment Operations Table 7 shows Horizon Year (Year 2035) street segment operations. As shown in Table 7, with the addition of the Maderas project, the segment along Rancho Bernardo Road between Bernardo Center Drive and Bernardo Oaks Drive is forecasted to operate at LOS E. This segment of Rancho Bernardo Road is located within the City of San Diego’s jurisdiction. Per the City of San Diego methodology and practice, a secondary analysis is Ms. Bleier 5/22/2020 Page 3 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx conducted if a project increase in V/C exceeds the allowable threshold on a segment that is built to its ultimate classification. For such a segment, if it is determined that the intersections at both ends of the segment will operate at an acceptable LOS with the project and a peak hour Highway Capacity Manual (HCM) arterial analysis for the same segment shows that the segment operates at an acceptable LOS with the project during the peak hours, then no significant impact is calculated. This segment of Rancho Bernardo Road is classified on the City of San Diego’s Rancho Bernardo Community Plan Circulation Element and currently built as a 4-Lane Major street. Intersections on either end of this segment are calculated to operate at acceptable LOS D or better during peak hours. The peak hour arterial analysis, as shown in Table 10, also shows acceptable LOS D in both directions of travel. Therefore, no significant impacts are calculated based on the City’s significance criteria and no mitigation is required. Attachment E contains the Synchro arterial analysis worksheets for this segment of Rancho Bernardo Road for the Horizon Year (Year 2035) scenario. Ramp Meter Operations Table 8 shows Horizon Year (Year 2035) ramp meter operations. As shown in Table 8, with the addition of the Maderas project, the study area ramp meter is calculated to operate with less than 15 minutes of delay and no new impacts are calculated. Freeway Segment Operations Table 9 shows Horizon Year (Year 2035) freeway segment operations. As shown in Table 9, with the addition of the Maderas project, no new impacts are calculated. Attachment D contains the HCS freeway analysis worksheets for the Horizon Year (Year 2035) scenario. School Zone Analysis Intersection Operations Table 11 shows Near-Term (Year 2025) school peak hour intersection operations. As shown in Table 11, with the addition of the Maderas project, no a new impacts are calculated. Attachment F contains the Synchro intersection analysis worksheets for the Near-Term (Year 2025) School Zone scenario. Post-Mitigation Analysis Intersection Operations Table 12 shows Near-Term (Year 2025) and Horizon Year (Year 2035) pre- and post- mitigation levels of service at the one (1) significant impacted intersection identified in the EIR traffic study. As noted above, no new significant impacts are calculated with the addition of the Maderas hotel traffic and thus, no additional mitigation is required. As Ms. Bleier 5/22/2020 Page 4 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx shown in Table 12, with the addition of the Maderas project, the mitigated intersection of Pomerado Road / Stone Canyon Road continues to result in LOS D or better operations with the improvements proposed in the EIR. Attachment G contains the post- mitigation Synchro intersection analysis worksheets. Summary In conclusion, with the additional trips generated by the Maderas hotel project, no new impacts would be expected to occur, and the proposed project mitigation to modify the traffic signal at the Pomerado Road/Stone Canyon Road intersection to provide east/west split phasing would continue to result in LOS D or better operations. Ms. Bleier 5/22/2020 Page 5 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 2 NEAR-TERM (OPENING YEAR 2025) INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Δ c Delay Sig? Delay a LOS b Delay LOS 1. I-15 SB Ramps/ Rancho Bernardo Rd Caltrans/ San Diego Signal AM 41.942.3 D 44.545.0 D 2.62.7 No PM 28.128.0 C 28.928.8 C 0.8 2. I-15 NB Ramps/ Rancho Bernardo Rd Caltrans/ San Diego Signal AM 30.029.9 C 30.130.0 C 0.1 No PM 36.736.6 D 37.036.9 D 0.3 3. Bernardo Center Dr/ Rancho Bernardo Rd San Diego Signal AM 26.827.1 C 27.728.0 C 0.9 No PM 35.636.0 D 36.637.2 D 1.01.2 4. Pomerado Rd/ Rancho Bernardo Rd San Diego Signal AM 35.636.3 D 37.538.3 D 1.92.0 No PM 46.747.9 D 51.352.9 D 4.65.0 5. Summerfield Ln/ Espola Rd/ Rancho Bernardo Rd Poway Signal AM 5.2 A 5.2 A 0.0 No PM 4.7 A 4.7 A 0.0 6. Avenida Florencia/ Espola Rd Poway MSSC d AM 18.218.6 C 19.219.6 C 1.0 No PM 18.018.4 C 19.720.2 C 1.71.8 7. Valle Verde Rd/ Espola Rd Poway Signal AM 38.238.8 D 42.743.7 D 4.54.9 No PM 19.019.3 B 19.419.7 B 0.4 8. Valle Verde Rd/ St Andrews Dr Poway TWSC AM 29.1 D 29.5 D 0.4 No PM 16.6 C 16.7 C 0.1 9. Martincoit Rd/ Espola Rd Poway Signal AM 10.510.6 B 20.720.9 C 10.2 10.3 No PM 7.2 A 15.3 B 8.1 10. Cloudcroft Dr/ Espola Rd Poway MSSC AM 19.219.9 C 20.621.3 C 1.4 No PM 14.615.0 B 15.516.0 C 0.91.0 11. Old Coach Rd/ Espola Rd Poway Signal AM 9.910.9 AB 9.910.9 AB 0.0 No PM 8.810.0 AB 8.810.1 AB 0.00.1 12. Espola Rd/ Lake Poway Rd Poway Signal AM 16.016.1 B 16.416.5 B 0.4 No PM 14.8 B 14.9 B 0.1 13. Espola Rd/ Eden Grove/ Titan Way Poway Signal AM 33.633.8 C 34.534.7 C 0.9 No PM 12.1 B 12.1 B 0.0 Continued on Next Page Ms. Bleier 5/22/2020 Page 6 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 2 NEAR-TERM (OPENING YEAR 2025) INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Δ c Delay Sig? Delay a LOS b Delay LOS Continued from Previous Page 14. Espola Rd/ Twin Peaks Rd Poway Signal AM 34.1 C 34.834.9 C 0.70.8 No PM 31.331.7 C 31.832.4 C 0.50.7 15. Pomerado Rd/ Rios Rd San Diego Signal AM 11.0 B 11.0 B 0.0 No PM 10.9 B 11.011.1 B 0.10.2 16. Pomerado Rd/ Avenida La Valencia San Diego Signal AM 9.3 A 9.3 A 0.0 No PM 10.4 B 10.6 B 0.2 17. Pomerado Rd/ Stone Canyon Rd San Diego Signal AM 99.6 F 105.7105.6 F 6.16.0 Yes PM 90.590.8 F 97.697.9 F 7.1 18. Pomerado Rd/ Bernardo Hts Pkwy San Diego Signal AM 40.840.9 D 42.342.5 D 1.51.6 No PM 24.0 C 24.3 C 0.3 19. Pomerado Rd/ Twin Peaks Rd Poway Signal AM 35.335.5 D 35.835.9 D 0.50.4 No PM 40.540.7 D 42.342.5 D 1.8 20. Avenida Florencia/ Avenida La Valencia Poway AWSC e AM 7.6 A 7.6 A 0.0 No PM 7.7 A 7.7 A 0.0 21. Del Norte/ Stone Canyon Rd Poway AWSC AM 9.3 A 9.4 A 0.1 No PM 8.5 A 8.6 A 0.1 22. Martincoit Rd/ Stone Canyon Rd Poway MSSC AM 9.7 A 9.8 A 0.1 No PM 7.9 A 7.9 A 0.0 23. Boca Raton Ln/ Drwy "E" Poway DNE/ MSSC AM — — 7.3 A — No PM — — 7.3 A — 24. Tam O’Shanter Dr/ Drwy "A" Poway DNE/ MSSC AM — — 7.3 A — No PM — — 7.3 A — 25. Tam O’Shanter Dr / Cloudcroft Dr Poway MSSC AM — — 7.3 A — No PM — — 7.3 A — Continued on Next Page Ms. Bleier 5/22/2020 Page 7 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 2 NEAR-TERM (OPENING YEAR 2025) INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Δ c Delay Sig? Delay a LOS b Delay LOS Continued from Previous Page Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service c. Δ denotes the increase in delay due to Project. d. Minor Street Stop Controlled intersection. Minor street left turn delay reported. e. All-Way Stop Controlled intersection. Average intersection delay reported. General Notes: 1. Sig = Significant impact, yes or no 2. Jur. = Jurisdiction 3. DNE = Does not exist SIGNALIZED UNSIGNALIZED DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS Delay LOS Delay LOS 0.0 ≤ 10.0 A 0.0 ≤ 10.0 A 10.1 to 20.0 B 10.1 to 15.0 B 20.1 to 35.0 C 15.1 to 25.0 C 35.1 to 55.0 D 25.1 to 35.0 D 55.1 to 80.0 E 35.1 to 50.0 E ≥ 80.1 F ≥ 50.1 F Ms. Bleier 5/22/2020 Page 8 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 3 NEAR-TERM (OPENING YEAR 2025) STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Rancho Bernardo Rd 1. W. Bernardo Dr to I-15 SB Ramps Caltrans/ San Diego 40,000 51,63051,690 F 1.2911.293 51,731 51,791 F 1.2941.295 101 0.003 0.002 No 2. I-15 SB Ramps to I-15 NB Ramps Caltrans/ San Diego 50,000 43,05043,350 D 0.8610.867 43,782 44,082 D 0.8760.882 732 0.015 No 3. I-15 NB Ramps to Bernardo Center Dr Caltrans/ San Diego 50,000 37,49037,940 C 0.7500.759 38,450 38,900 C 0.7690.778 960 0.019 No 4. Bernardo Center Dr to Bernardo Oaks Dr San Diego 40,000 28,72029,320 C 0.7180.733 29,856 30,456 CD 0.7470.762 1136 0.029 No 5. Pomerado Rd to Summerfield Ln San Diego 40,000 21,22022,010 C 0.5310.551 22,861 23,651 C 0.5720.592 1641 0.041 No Espola Rd 6. Summerfield Ln to Avenida Florencia Poway 41,000 21,36022,150 C 0.5210.541 23,026 23,816 C 0.5620.581 1666 0.041 0.040 No 7. Avenida Florencia to Valle Verde Rd Poway 41,000 21,76022,550 C 0.5310.550 23,527 24,317 C 0.5740.594 1767 0.043 0.044 No 8. Valle Verde Rd to Martincoit Rd Poway 41,000 16,50017,280 B 0.4030.422 18,217 18,997 B 0.4450.464 1717 0.042 No 9. Martincoit Rd to Cloudcroft Dr Poway 31,000 15,03015,810 C 0.4850.510 15,611 16,391 C 0.5040.529 581 0.019 No 10. Cloudcroft Dr to Old Coach Rd Poway 31,000 14,98015,770 C 0.4840.509 15,637 16,427 C 0.5050.530 657 0.021 No 11. Old Coach Rd to Lake Poway Rd Poway 31,000 12,69013,030 B 0.4100.421 13,347 13,687 B 0.4310.442 657 0.021 No 12. Lake Poway Rd to Titan Wy Poway 41,000 12,35012,640 A 0.3020.309 12,981 13,271 A 0.3170.324 631 0.015 No Ms. Bleier 5/22/2020 Page 9 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 3 NEAR-TERM (OPENING YEAR 2025) STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C 13. Titan Wy to Willow Ranch Rd Poway 41,000 16,74017,030 B 0.4090.416 17,321 17,611 B 0.4230.430 581 0.014 No 14. Willow Ranch Rd to Del Poniente Rd Poway 29,000 16,74017,030 C 0.5780.588 17,321 17,611 C 0.5980.608 581 0.020 No 15. Del Poniente Rd to Twin Peak Rd Poway 29,000 16,74017,030 C 0.5780.588 17,321 17,611 C 0.5980.608 581 0.020 No 16. Twin Peaks Rd to Ezra Ln Poway 29,000 17,42017,650 C 0.6010.609 17,673 17,903 C 0.6100.618 253 0.010 No Continued on Next Page Continued from Previous Page Pomerado Rd 17. Pomerado Ct to Rancho Bernardo Rd San Diego 40,000 29,96030,030 CD 0.7490.751 30,162 30,232 D 0.7550.756 202 0.007 0.005 No 18. Rancho Bernardo Rd to Rios Rd San Diego 40,000 20,78020,890 B 0.5200.523 21,083 21,193 C 0.5280.530 303 0.009 0.008 No 19. Rios Rd to Avenida La Valencia San Diego 40,000 20,78020,890 B 0.5200.523 21,109 21,219 C 0.5280.531 329 0.009 No 20. Avenida La Valencia to Stone Canyon Rd San Diego 40,000 23,46023,570 C 0.5870.590 23,814 23,924 C 0.5960.599 354 0.010 No 21. Stone Canyon Rd to Bernardo Heights Pkwy San Diego 40,000 23,46023,570 C 0.5870.590 23,965 24,075 C 0.6000.602 505 0.013 0.012 No 22. Bernardo Heights Pkwy to Pomerado Hospital Poway 50,000 28,57028,680 C 0.5720.574 29,025 29,135 C 0.5810.583 455 0.010 No 23. Pomerado Hospital to Monte Vista Rd Poway 50,000 28,57028,680 C 0.5720.574 29,025 29,135 C 0.5810.583 455 0.010 No Ms. Bleier 5/22/2020 Page 10 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 3 NEAR-TERM (OPENING YEAR 2025) STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C 24. Monte Vista Rd to Twin Peaks Rd Poway 50,000 28,57028,680 C 0.5720.574 29,025 29,135 C 0.5810.583 455 0.010 No 25. Twin Peaks Rd to Ted Williams Pkwy Poway 50,000 23,40023,510 B 0.4680.471 23,501 23,611 B 0.4710.473 101 0.003 0.002 No Bernardo Center Dr 26. Bajada Rd to Rancho Bernardo Rd San Diego 40,000 21,05021,110 C 0.5270.528 21,101 21,161 C 0.5280.530 51 0.001 0.002 No 27. Rancho Bernardo Rd to Bernardo Plaza Ct San Diego 40,000 22,67022,750 C 0.5670.569 22,797 22,877 C 0.5700.572 127 0.003 No Rios Rd 28. Pomerado Rd to Summerfield Ln San Diego 3,500 2,300 D 0.658 2,326 D 0.665 26 0.008 No Summerfield Ln 29. Rios Rd to Rancho Bernardo Rd Poway 3,800 2,300 C 0.606 2,326 C 0.613 26 0.008 No Continued on Next Page Continued from Previous Page Avenida La Valencia 30. Pomerado Rd to Avenida Florencia Poway 3,800 2,970 D 0.782 2,996 D 0.789 26 0.008 No Avenida Florencia 31. Rancho Bernardo Rd to Avenida La Valencia Poway 3,800 690 A 0.182 791 A 0.209 101 0.027 No Del Norte 32. Avenida La Valencia to Stone Canyon Rd Poway 3,800 430 A 0.114 506 A 0.134 76 0.020 No Ms. Bleier 5/22/2020 Page 11 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 3 NEAR-TERM (OPENING YEAR 2025) STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Stone Canyon Rd 33. Pomerado Rd to Ladera Piedra Way Poway 14,000 4,720 A 0.338 4,872 A 0.348 152 0.010 No 34. Avenida Florencia to Martincoit Rd Poway 14,000 3,120 A 0.223 3,196 A 0.229 76 0.007 No Martincoit Rd 35. Rancho Bernardo Rd to Stone Canyon Rd Poway 14,000 2,730 A 0.195 2,831 A 0.203 101 0.009 No Twin Peaks Rd 36. World Trade Dr to Pomerado Rd Poway 63,000 36,62036,690 B 0.5820.583 36,797 36,867 C 0.5850.586 177 0.003 No 37. Pomerado Rd to Deerwood Dr Poway 50,000 30,40030,460 C 0.6080.610 30,577 30,637 C 0.6120.613 177 0.004 0.003 No 38. Tierra Bonita Rd to Espola Rd Poway 50,000 18,81018,880 B 0.3770.378 19,139 19,209 B 0.3830.385 329 0.007 0.008 No Valle Verde Rd 39. Espola Rd to St Andrews Dr Poway 14,000 6,530 B 0.467 6,581 B 0.471 51 0.004 No Continued on Next Page Continued from Previous Page St Andrews Dr 40. Valle Verde Rd to Tam O’Shanter Dr Poway 3,800 1,590 B 0.419 1,641 C 0.432 51 0.013 No Tam O’Shanter Dr 41. St Andrews Dr to Pvt Dr “E” Poway 3,800 1,590 B 0.419 1,616 C 0.426 26 0.008 No 42. Pvt Dr “E” to Cloudcroft Ct Poway 3,800 460 A 0.122 511 A 0.135 51 0.013 No Ms. Bleier 5/22/2020 Page 12 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 3 NEAR-TERM (OPENING YEAR 2025) STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Cloudcroft Dr 43. Cloudcroft Ct to Espola Rd Poway 3,800 1,420 B 0.374 1,496 B 0.394 76 0.020 No Bernardo Heights Pkwy 44. Paseo Lucido to Pomerado Rd San Diego 40,000 10,840 A 0.271 10,891 A 0.273 51 0.002 No Lake Poway Rd 45. East of Espola Rd Poway 14,000 960 1,010 A 0.0690.073 986 1,036 A 0.0710.074 26 0.002 0.001 No Titan Way 46. West of Espola Rd Poway 14,000 6,080 B 0.435 6,131 B 0.438 51 0.003 No Footnotes: a. Capacities based on City of Poway and City of San Diego Roadway Classification & LOS tables (See Appendix B). b. Average Daily Traffic c. Level of Service d. Volume to Capacity ratio e. Δ denotes a Project-induced increase in the Volume to Capacity ratio General Notes: 1. Jur = Jurisdiction 2. Sig = Significant impact, yes or no 3. DNE = Does not exist Ms. Bleier 5/22/2020 Page 13 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 4 NEAR-TERM (OPENING YEAR 2025) RAMP METER ANALYSIS – FIXED RATE Location Peak Hour a Near-Term (Opening Year 2025) Volume Peak Hour Demand (D) b Meter Rate (R) c Excess Demand (E) (veh) Delay (min) Queue (ft )d SOV HOV Rancho Bernardo Rd WB to I-15 SB (1 SOV+1 HOV) Near-Term (Opening Year 2025) AM 524 528 58 59 524528 492 3236 3.94.4 800900 Near-Term (Opening Year 2025) With Project AM 548 552 61 62 548552 492 5660 6.87.3 1400 1,500 Project Increase AM 24 3 24 — 24 2.9 600 Rancho Bernardo Rd WB to I-15 NB (1 SOV+1 HOV) Near-Term (Opening Year 2025) PM 463 469 38 463469 475 0 0 0 Near-Term (Opening Year 2025) With Project PM 470 475 38 39 470475 475 0 0 0 Project Increase PM 76 —1 76 — — — — Footnotes: a. Selected peak hour based on period when ramp meter is operating. b. Peak hour demand in vehicles/hour/lane for SOV and HOV lanes. c. Meter rate “R” is the most restrictive rate at which the ramp meter (signal) discharges traffic onto the freeway (obtained from Caltrans). The discharge rate varies during the peak hour depending on the mainline volumes. d. Queue calculated assuming vehicle length of 25 feet. General Notes: 1. SOV = Single Occupancy Vehicle, HOV = High Occupancy Vehicle 2. Lane utilization factor accounted for in peak hour demand calculation. (HOV % observed from PeMS data). Ms. Bleier 5/22/2020 Page 14 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 5 NEAR-TERM (OPENING YEAR 2025) FREEWAY SEGMENT OPERATIONS Freeway Segment Dir. Lanes a Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Δ V/C f Sig? Volume b V/C c Density d LOS e Volume V/C Density LOS AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM Interstate 15 North of Rancho Bernardo Rd NB 5M 6,138 6,141 9,3999,405 0.647 0.9900.991 22.2 22.3 43.944.0 C E 6,148 6,151 9,4069,412 0.648 0.991 22.3 44.0 C E 0.001 0.0010.000 No SB 5M 11,11711,121 7,9277,931 1.171 0.835 >45.0 31.6 F D 11,12311,127 7,9417,945 1.172 0.837 >45.0 31.7 F D 0.001 0.002 No South of Rancho Bernardo Rd NB 5M 7,519 7,526 9,4249,431 0.7920.793 0.9930.994 29.1 29.2 44.244.3 D E 7,535 7,542 9,4649,471 0.7940.795 0.997 29.2 44.644.7 D E 0.002 0.0040.003 No SB 5M 10,46010,465 9,1099,119 1.102 0.9590.961 >45.0 41.041.1 F E 10,48710,492 9,1299,139 1.105 0.9610.963 >45.0 41.141.3 F E 0.003 0.002 No Footnotes: a. Lane geometry taken from PeMS lane configurations at corresponding postmile. b. Existing volume calculated from most recent Caltrans Traffic Census Program Peak Hour Volume Data (2017). See Table 6–3 for K and D factors. Cumulative growth added to existing volumes to arrive at Near-Term (Opening Year 2025). c. V/C = (Peak Hour Volume/Hourly Capacity) d. Density measures passenger cars per mile per lane. Density = Flow Rate (passenger-cars/hour/lane) ÷ Speed (average passenger-car speed in mph). e. Level of Service f. “Δ” denotes the Project-induced increase in V/C. Per City Guidelines, a significant impact occurs when the V/C is increased by greater than 0.01 for LOS E or LOS F. General Note: 1. M = Mainline 2. A = Auxiliary 3. Sig? = Significant impact, yes or no. LOS Density Range (pc/mi/ln) A 0 – 11 B > 11 – 18 C > 18 – 26 D > 26 – 35 E > 35 – 45 F > 45 Ms. Bleier 5/22/2020 Page 15 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 6 HORIZON YEAR 2035 INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Horizon Year 2035 Horizon Year 2035 With Project Δ c Delay Sig? Delay a LOS b Delay LOS 1. I-15 SB Ramps/ Rancho Bernardo Rd Caltrans/ San Diego Signal AM 45.846.4 D 48.649.1 D 2.82.7 No PM 31.631.5 C 31.731.6 D 0.1 2. I-15 NB Ramps/ Rancho Bernardo Rd Caltrans/ San Diego Signal AM 30.6 C 30.730.6 C 0.10.0 No PM 44.050.8 D 50.750.8 D 6.70.0 3. Bernardo Center Dr/ Rancho Bernardo Rd San Diego Signal AM 32.532.8 C 33.934.2 C 1.4 No PM 44.044.9 D 45.746.7 D 1.71.8 4. Pomerado Rd/ Rancho Bernardo Rd San Diego Signal AM 47.248.2 D 49.850.6 D 2.62.4 No PM 69.970.6 E 70.271.8 E 0.31.2 5. Summerfield Ln/ Espola Rd/ Rancho Bernardo Rd Poway Signal AM 5.2 A 5.2 A 0.0 No PM 4.74.6 A 4.7 A 0.00.1 6. Avenida Florencia/ Espola Rd Poway MSSC d AM 23.123.6 C 24.725.3 C 1.61.7 No PM 23.023.5 C 25.826.5 D 2.83.0 7. Valle Verde Rd/ Espola Rd Poway Signal AM 49.249.7 D 53.053.7 D 3.84.0 No PM 21.722.2 C 22.623.2 C 0.91.0 8. Valle Verde Rd/ St Andrews Dr Poway MSSC AM 42.8 E 43.6 E 0.8 No PM 18.4 C 18.5 C 0.1 9. Martincoit Rd/ Espola Rd Poway Signal AM 11.211.3 B 23.423.9 C 12.2 12.6 No PM 7.37.2 A 15.6 B 8.38.4 10. Cloudcroft Dr/ Espola Rd Poway MSSC AM 29.530.5 D 32.734.2 D 3.23.7 No PM 18.819.4 C 20.221.0 C 1.41.6 11. Old Coach Rd/ Espola Rd Poway Signal AM 13.615.2 B 13.715.4 B 0.10.2 No PM 10.011.5 AB 10.011.6 B 0.00.1 12. Espola Rd/ Lake Poway Rd Poway Signal AM 19.419.7 B 20.420.7 C 1.0 No PM 15.0 B 15.015.1 B 0.00.1 Ms. Bleier 5/22/2020 Page 16 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 6 HORIZON YEAR 2035 INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Horizon Year 2035 Horizon Year 2035 With Project Δ c Delay Sig? Delay a LOS b Delay LOS 13. Espola Rd/Eden Grove/ Titan Wy Poway Signal AM 46.947.1 D 48.148.3 D 1.2 No PM 12.6 B 12.7 B 0.1 14. Espola Rd/ Twin Peaks Rd Poway Signal AM 60.360.5 E 61.661.9 E 1.31.4 No PM 53.753.2 D 54.453.9 D 0.7 15. Pomerado Rd/ Rios Rd San Diego Signal AM 11.111.3 B 11.4 B 0.3 No PM 14.7 B 15.1 B 0.4 Continued on Next Page Continued from Previous Page 16. Pomerado Rd/ Avenida La Valencia San Diego Signal AM 10.810.5 B 11.0 B 0.20.5 No PM 19.419.5 B 20.520.6 C 1.1 17. Pomerado Rd/ Stone Canyon Rd San Diego Signal AM 123.6 F 129.4129.5 F 5.85.9 Yes PM 130.0 130.3 F 137.2137.5 F 7.2 18. Pomerado Rd/ Bernardo Hts Pkwy San Diego Signal AM 63.063.2 E 63.763.8 E 0.70.6 No PM 29.829.9 C 30.330.4 C 0.5 19. Pomerado Rd/ Twin Peaks Rd Poway Signal AM 68.969.2 E 69.870.1 E 0.9 No PM 87.788.3 F 88.388.9 F 0.6 20. Avenida Florencia/ Avenida La Valencia Poway AWSC e AM 7.6 A 7.6 A 0.0 No PM 7.7 A 7.7 A 0.0 21. Del Norte/ Stone Canyon Rd Poway AWSC AM 9.6 A 9.7 A 0.1 No PM 8.7 A 8.8 A 0.1 22. Martincoit Rd/ Stone Canyon Rd Poway MSSC AM 9.9 A 10.0 A 0.1 No PM 7.9 A 7.9 A 0.0 23. Boca Raton Ln/ Drwy "E" Poway DNE/ MSSC AM — — 7.3 A — No PM — — 7.3 A — 24. Tam O’Shanter Dr/ Drwy "A" Poway DNE/ MSSC AM — — 7.3 A — No PM — — 7.3 A — 25. Tam O’Shanter Dr / Cloudcroft Dr Poway MSSC AM — — 7.3 A — No PM — — 7.3 A — Ms. Bleier 5/22/2020 Page 17 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 6 HORIZON YEAR 2035 INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Horizon Year 2035 Horizon Year 2035 With Project Δ c Delay Sig? Delay a LOS b Delay LOS Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service c. Δ denotes the increase in delay due to Project. d. Two-Way Stop Controlled intersection. Minor street left turn delay reported. e. All-Way Stop Controlled intersection. Average intersection delay reported. General Notes: 1. Sig = Significant impact, yes or no. 2. Jur. = Jurisdiction 3. DNE = Does not exist. SIGNALIZED UNSIGNALIZED DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS Delay LOS Delay LOS 0.0 ≤ 10.0 A 0.0 ≤ 10.0 A 10.1 to 20.0 B 10.1 to 15.0 B 20.1 to 35.0 C 15.1 to 25.0 C 35.1 to 55.0 D 25.1 to 35.0 D 55.1 to 80.0 E 35.1 to 50.0 E ≥ 80.1 F ≥ 50.1 F Ms. Bleier 5/22/2020 Page 18 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 7 HORIZON YEAR 2035 STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Horizon Year 2035 Horizon Year 2035 With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Rancho Bernardo Rd 1. W. Bernardo Dr to I-15 SB Ramps Caltrans/ San Diego 40,000 52,60052,660 F 1.3151.317 52,701 52,761 F 1.3181.320 101 0.003 No 2. I-15 SB Ramps to I-15 NB Ramps Caltrans/ San Diego 50,000 49,20049,510 D 0.9840.991 49,932 50,242 D 0.9991.005 732 0.015 0.014 No 3. I-15 NB Ramps to Bernardo Center Dr Caltrans/ San Diego 50,000 41,60042,050 D 0.8320.841 42,560 43,010 D 0.8520.861 960 0.020 No 4. Bernardo Center Dr to Bernardo Oaks Dr San Diego 40,000 33,60034,200 D 0.8400.855 34,736 35,336 DE 0.8690.884 1136 0.029 No f 5. Pomerado Rd to Summerfield Ln San Diego 40,000 25,62026,410 C 0.6410.661 27,261 28,051 C 0.6820.702 1641 0.041 No Espola Rd 6. Summerfield Ln to Avenida Florencia Poway 41,000 26,10026,890 C 0.6370.656 27,766 28,556 D 0.6780.697 1666 0.041 No 7. Avenida Florencia to Valle Verde Rd Poway 41,000 26,00026,790 C 0.6350.654 27,767 28,557 D 0.6780.697 1767 0.043 No 8. Valle Verde Rd to Martincoit Rd Poway 41,000 20,71021,500 C 0.5060.525 22,427 23,217 C 0.5470.567 1717 0.041 0.042 No 9. Martincoit Rd to Cloudcroft Dr Poway 31,000 18,86019,650 C 0.6090.634 19,441 20,231 C 0.6280.653 581 0.019 No 10. Cloudcroft Dr to Old Coach Rd Poway 31,000 18,81019,600 C 0.6070.633 19,467 20,257 C 0.6280.654 657 0.021 No 11. Old Coach Rd to Lake Poway Rd Poway 31,000 15,93016,270 C 0.5140.525 16,587 16,927 C 0.5360.547 657 0.022 No 12. Lake Poway Rd to Titan Wy Poway 41,000 15,50015,800 B 0.3790.386 16,131 16,431 B 0.3940.401 631 0.015 No 13. Titan Wy to Willow Ranch Rd Poway 41,000 21,01021,310 C 0.5130.520 21,591 21,891 C 0.5270.534 581 0.014 No Ms. Bleier 5/22/2020 Page 19 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 7 HORIZON YEAR 2035 STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Horizon Year 2035 Horizon Year 2035 With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C 14. Willow Ranch Rd to Del Poniente Rd Poway 29,000 21,01021,310 D 0.7250.735 21,591 21,891 D 0.7450.755 581 0.020 No 15. Del Poniente Rd to Twin Peak Rd Poway 29,000 21,01021,310 D 0.7250.735 21,591 21,891 D 0.7450.755 581 0.020 No 16. Twin Peaks Rd to Ezra Ln Poway 29,000 21,87022,100 D 0.7550.763 22,123 22,353 D 0.7630.771 253 0.009 No Continued on Next Page Continued from Previous Page Pomerado Rd 17. Pomerado Ct to Rancho Bernardo Rd San Diego 40,000 30,00030,080 D 0.7500.752 30,202 30,282 D 0.7560.758 202 0.007 No 18. Rancho Bernardo Rd to Rios Rd San Diego 40,000 25,80025,920 C 0.6450.648 26,103 26,223 C 0.6530.656 303 0.009 No 19. Rios Rd to Avenida La Valencia San Diego 40,000 28,20028,320 C 0.7050.708 28,529 28,649 C 0.7140.717 329 0.010 No 20. Avenida La Valencia to Stone Canyon Rd San Diego 40,000 30,52030,640 D 0.7630.766 30,874 30,994 D 0.7720.775 354 0.010 No 21. Stone Canyon Rd to Bernardo Heights Pkwy San Diego 40,000 29,20029,320 C 0.7300.733 29,705 29,825 C 0.7430.746 505 0.013 No 22. Bernardo Heights Pkwy to Gateway Park Rd Poway 50,000 33,64033,760 C 0.6730.676 34,095 34,215 C 0.6820.685 455 0.010 No 23. Gateway Park Rd to Monte Vista Rd Poway 50,000 33,64033,760 C 0.6730.676 34,095 34,215 C 0.6820.685 455 0.010 No 24. Monte Vista Rd to Twin Peaks Rd Poway 50,000 31,70031,820 C 0.6340.637 32,155 32,275 C 0.6440.646 455 0.010 No Ms. Bleier 5/22/2020 Page 20 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 7 HORIZON YEAR 2035 STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Horizon Year 2035 Horizon Year 2035 With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C 25. Twin Peaks Rd to Ted Williams Pkwy Poway 50,000 34,10034,220 C 0.6820.685 34,201 34,321 C 0.6850.687 101 0.003 0.002 No Bernardo Center Dr 26. Bajada Rd to Rancho Bernardo Rd San Diego 40,000 22,36022,430 C 0.5590.561 22,411 22,481 C 0.5610.563 51 0.002 No 27. Rancho Bernardo Rd to Bernardo Plaza Ct San Diego 40,000 24,08024,160 C 0.6020.604 24,207 24,287 C 0.6060.608 127 0.004 No Rios Rd 28. Pomerado Rd to Summerfield Ln San Diego 3,500 2,440 D 0.698 2,466 D 0.705 26 0.008 No Summerfield Ln 29. Rios Rd to Rancho Bernardo Rd Poway 3,800 2,440 D 0.643 2,466 D 0.649 26 0.007 No Avenida La Valencia 30. Pomerado Rd to Avenida Florencia Poway 3,800 3,150 E 0.829 3,176 E 0.836 26 0.008 No Continued on Next Page Continued from Previous Page Avenida Florencia 31. Rancho Bernardo Rd to Avenida La Valencia Poway 3,800 740 A 0.195 841 A 0.222 101 0.027 No Del Norte 32. Avenida La Valencia to Stone Canyon Rd Poway 3,800 450 A 0.119 526 A 0.139 76 0.020 No Ms. Bleier 5/22/2020 Page 21 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 7 HORIZON YEAR 2035 STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Horizon Year 2035 Horizon Year 2035 With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Stone Canyon Rd 33. Pomerado Rd to Ladera Piedra Way Poway 14,000 5,010 A 0.358 5,162 A 0.369 152 0.011 No 34. Avenida Florencia to Martincoit Rd Poway 14,000 3,320 A 0.238 3,396 A 0.243 76 0.005 No Martincoit Rd 35. Rancho Bernardo Rd to Stone Canyon Rd Poway 14,000 2,770 A 0.198 2,871 A 0.206 101 0.008 No Twin Peaks Rd 36. World Trade Dr to Pomerado Rd Poway 63,000 46,40046,470 C 0.7370.738 46,577 46,647 C 0.7400.741 177 0.003 No 37. Pomerado Rd to Deerwood Dr Poway 50,000 39,00039,070 D 0.7800.782 39,177 39,247 D 0.7840.785 177 0.004 0.003 No 38. Tierra Bonita Rd to Espola Rd Poway 50,000 26,70026,770 C 0.5340.536 27,029 27,099 C 0.5410.542 329 0.008 0.007 No Valle Verde Rd 39. Espola Rd to St Andrews Dr Poway 14,000 6,930 B 0.495 6,981 B 0.499 51 0.004 No St Andrews Dr 40. Valle Verde Rd to Tam O’Shanter Dr Poway 3,800 1,690 C 0.445 1,741 C 0.459 51 0.014 No Continued on Next Page Ms. Bleier 5/22/2020 Page 22 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 7 HORIZON YEAR 2035 STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Horizon Year 2035 Horizon Year 2035 With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Continued from Previous Page Tam O’Shanter Dr 41. St Andrews Dr to Pvt Dr “E” Poway 3,800 1,690 C 0.445 1,716 C 0.452 26 0.008 No 42. Pvt Dr “E” to Cloudcroft Ct Poway 3,800 490 A 0.129 541 A 0.143 51 0.014 No Cloudcroft Dr 43. Cloudcroft Ct to Espola Rd Poway 3,800 1,440 B 0.379 1,516 B 0.399 76 0.020 No Bernardo Heights Pkwy 44. Paseo Lucido to Pomerado Rd San Diego 40,000 11,520 A 0.288 11,571 A 0.290 51 0.002 No Lake Poway Rd 45. East of Espola Rd Poway 14,000 980 1,030 A 0.0700.074 1,006 1,056 A 0.0720.076 26 0.002 No Titan Way 46. West of Espola Rd Poway 14,000 6,170 B 0.441 6,221 B 0.445 51 0.004 No Footnotes: a. Capacities based on City of Poway and City of San Diego Roadway Classification & LOS tables (See Appendix B). b. Average Daily Traffic c. Level of Service d. Volume to Capacity ratio e. Δ denotes a Project-induced increase in the Volume to Capacity ratio f. Project impact is less than significant as this roadway segment is built to its ultimate capacity, the intersections at both ends of the segment are calculated to operate at an acceptable LOS, and peak hour arterial analysis shows the segment operates at an acceptable LOS with the project (see Table 10). General Notes: 1. Jur = Jurisdiction 2. Sig = Significant impact, yes or no Ms. Bleier 5/22/2020 Page 23 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 8 HORIZON YEAR 2035 RAMP METER ANALYSIS – FIXED RATE Location Peak Hour a Horizon Year Volume Peak Hour Demand (D) b Meter Rate (R) c Excess Demand (E) (veh) Delay (min) Queue (ft )d SOV HOV Rancho Bernardo Rd WB to I-15 SB (1 SOV+1 HOV) Horizon Year 2035 AM 570 575 64 570575 492 7983 9.610.1 1950 2,075 Horizon Year 2035 With Project AM 595 599 66 67 595599 492 103107 12.613.0 2575 2,675 Project Increase AM 2524 23 2524 — 24 3.02.9 625600 Rancho Bernardo Rd WB to I-15 NB (1 SOV+1 HOV) Horizon Year 2035 PM 495 501 41 495501 475 2126 2.73.0 525650 Horizon Year 2035 With Project PM 502 508 41 502508 475 2733 3.44.0 675825 Project Increase PM 7 — 7 — 67 0.70.9 150 Footnotes: a. Selected peak hour based on period when ramp meter is operating. b. Peak hour demand in vehicles/hour/lane for SOV and HOV lanes. c. Meter rate “R” is the most restrictive rate at which the ramp meter (signal) discharges traffic onto the freeway (obtained from Caltrans). The discharge rate varies during the peak hour depending on the mainline volumes. d. Queue calculated assuming vehicle length of 25 feet. General Notes: 1. SOV = Single Occupancy Vehicle, HOV = High Occupancy Vehicle 2. Lane utilization factor accounted for in peak hour demand calculation. (HOV % observed from PeMS data). Ms. Bleier 5/22/2020 Page 24 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 9 HORIZON YEAR FREEWAY SEGMENT OPERATIONS Freeway Segment Dir. Lanes a Horizon Year 2035 Horizon Year 2035 + Project Δ V/C f Sig? Volume b V/C c Density d LOS e Volume V/C Density LOS AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM Interstate 15 North of Rancho Bernardo Rd NB 5M 6,630 6,633 10,15310,159 0.6980.699 1.0691.070 24.4 >45.0 C F 6,640 6,643 10,16010,166 0.700 1.0701.071 24.5 >45.0 C F 0.0020.001 0.001 No SB 5M 12,00812,012 8,562 8,566 1.265 0.9020.903 >45.0 36.2 36.3 F E 12,01412,018 8,576 8,580 1.2651.266 0.9030.904 >45.0 36.3 F E 0.0000.001 0.001 0.001 No South of Rancho Bernardo Rd NB 5M 7,706 7,713 9,659 9,666 0.812 1.0171.018 30.2 30.3 >45.0 D F 7,722 7,729 9,699 9,706 0.814 1.022 30.3 30.4 >45.0 D F 0.002 0.005 0.004 No SB 5M 10,72110,726 9,336 9,346 1.1291.130 0.984 >45.0 43.3 F E 10,74810,753 9,356 9,366 1.1321.133 0.9850.987 >45.0 43.4 43.6 F E 0.003 0.001 0.003 No Footnotes: a. Lane geometry taken from PeMS lane configurations at corresponding postmile. b. Existing volume calculated from most recent Caltrans Traffic Census Program Peak Hour Volume Data (2017). See Table 6–3 for K and D factors. Cumulative growth added to existing volumes to arrive at Horizon Year 2035. c. V/C = (Peak Hour Volume/Hourly Capacity) d. Density measures passenger cars per mile per lane. Density = Flow Rate (passenger-cars/hour/lane) ÷ Speed (average passenger-car speed in mph). e. Level of Service f. “Δ” denotes the Project-induced increase in V/C. Per City Guidelines, a significant impact occurs when the V/C is increased by greater than 0.01 for LOS E or LOS F. General Note: 1. M = Mainline 2. Sig? = Significant impact, yes or no. LOS Density Range (pc/mi/ln) A 0 – 11 B > 11 – 18 C > 18 – 26 D > 26 – 35 E > 35 – 45 F > 45 Ms. Bleier 5/22/2020 Page 25 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 10 HORIZON YEAR (YEAR 2035) PEAK HOUR ARTERIAL OPERATIONS Street Segment Class Dir. Near-TermYear 2035 Near-TermYear 2035 + Project AM PM AM PM Speeda LOSb Speed LOS Speed LOS Δc Speed LOS Δ Rancho Bernardo Rd: Bernardo Center Dr to Bernardo Oaks Dr II EB 27.8 21.7 CD 24.5 20.0 CD 27.9 21.6 CD 0.1 (0.1) 24.6 19.5 CD 0.1 (0.5) WB 21.6 18.2 D 20.7 17.4 D 20.9 17.7 D (0.7 0.5) 20.1 17.0 D (0.6 0.4) Footnotes: a. Speed in miles per hour (MPH) b. Level of Service c. Project-related change in arterial speed. SPEED (MPH)/LOS THRESHOLDS LOS Class I Class II Class III Class IV A >42 >35 >30 >25 B >34-42 >28-35 >24-30 >19-25 C >27-34 >22-28 >18-24 >13-19 D >21-27 >17-22 >14-18 >9-13 E >16-21 >13-17 >10-14 >7-9 F ≤16 ≤13 ≤10 ≤7 Ms. Bleier 5/22/2020 Page 26 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 11 NEAR-TERM MID-DAY INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Δ c Delay Sig? Delay a LOS b Delay LOS 5. Summerfield Ln/ Espola Rd San Diego Signal Mid-day 5.6 A 5.6 A 0.0 No 6. Avenida Florencia/ Espola Rd Poway MSSC d Mid-day 14.314.5 B 15.515.8 C 1.21.3 No 7. Valle Verde Rd/ Espola Rd Poway Signal Mid-day 23.423.9 C 24.425.2 C 1.01.3 No 8. Valle Verde Rd/ St Andrews Dr Poway MSSC Mid-day 19.6 C 19.8 C 0.2 No 9. Martincoit Rd/ Espola Rd Poway Signal Mid-day 9.3 A 19.119.2 B 9.89.9 No 10. Cloudcroft Dr/ Espola Rd Poway MSSC Mid-day 13.914.2 B 14.715.1 BC 0.80.9 No 13. Espola Rd/Eden Grove/ Titan Way Poway Signal Mid-day 16.9 B 16.917.0 B 0.00.1 No 14. Espola Rd/ Twin Peaks Rd Poway Signal Mid-day 29.529.7 C 29.930.0 C 0.40.3 No 18. Pomerado Rd/ Bernardo Hts Pkwy San Diego Signal Mid-day 33.233.4 C 33.834.0 C 0.6 No 19. Pomerado Rd/ Twin Peaks Rd Poway Signal Mid-day 35.835.9 D 37.437.7 D 1.6 No Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service c. Δ denotes the increase in delay due to Project. d. Minor Street Stop Controlled intersection. Minor street left turn delay reported. General Notes: 1. Sig = Significant impact, yes or no. 2. Jur. = Jurisdiction SIGNALIZED UNSIGNALIZED DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS Delay LOS Delay LOS 0.0 ≤ 10.0 A 0.0 ≤ 10.0 A 10.1 to 20.0 B 10.1 to 15.0 B 20.1 to 35.0 C 15.1 to 25.0 C 35.1 to 55.0 D 25.1 to 35.0 D 55.1 to 80.0 E 35.1 to 50.0 E ≥ 80.1 F ≥ 50.1 F Ms. Bleier 5/22/2020 Page 27 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx TABLE 12 POST-MITIGATION ANALYSIS MM# Location Jur. Control Type Scenario Peak Hour Pre-Mitigation Operations a Post Mitigation Operations Without Project With Project Delay b LOS c Delay LOS Delay LOS TRA-1 Intersection #17. Pomerado Rd/ Stone Canyon Rd San Diego Signal Near-Term (OY 2025) AM 99.6 F 105.7 105.6 F 17.6 B PM 90.5 90.8 F 97.6 97.9 F 21.5 C Horizon Year 2035 AM 123.6 F 129.4 129.5 F 24.1 24.2 C PM 130.0 130.3 F 137.2 137.5 F 43.7 43.9 D Footnotes: a. Average delay expressed in second per vehicle. b. Level of service. c. Minor-street stop-controlled intersection. Minor street critical movement delay reported (southbound left-turn). General Notes: 1. MM# = Mitigation measure number. 2. Sig = Significant impact post-mitigation? 3. Mitigation provided for locations currently operating at LOS E or F are required to improve operations to better than or equal to pre-Project conditions only. 4. Jur. = Jurisdiction 5. OY = Opening Year N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx ATTACHMENT A PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS – NEAR-TERM (YEAR 2025) Near-Term AM The Farm in Poway 1: Rancho Bernardo Rd & I-15 SB off-ramp 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 835 649 0 1334 587 0 0 0 497 0 1235 Future Volume (veh/h) 0 835 649 0 1334 587 0 0 0 497 0 1235 Initial Q (Qb), veh 000000 000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 879 683 0 1404 618 523 0 1300 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 612 2358 732 408 1773 550 619 0 1459 Arrive On Green 0.00 0.46 0.46 0.00 0.69 0.69 0.18 0.00 0.18 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 879 683 0 1404 618 523 0 1300Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 15.7 57.1 0.0 26.1 48.6 20.5 0.0 10.2Cycle Q Clear(g_c), s 0.0 15.7 57.1 0.0 26.1 48.6 20.5 0.0 10.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 612 2358 732 408 1773 550 619 0 1459V/C Ratio(X) 0.00 0.37 0.93 0.00 0.79 1.12 0.84 0.00 0.89Avail Cap(c_a), veh/h 612 3286 1020 408 1773 550 689 0 1515HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.80 0.80 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 24.5 35.6 0.0 18.0 21.4 55.6 0.0 29.8Incr Delay (d2), s/veh 0.0 0.5 20.4 0.0 3.0 73.4 7.9 0.0 6.6Initial 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 0.0 6.2 25.0 0.0 6.0 20.6 9.5 0.0 28.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 24.9 56.1 0.0 21.0 94.8 63.5 0.0 36.4LnGrp LOS A C E A C F E A D Approach Vol, veh/h 1562 2022 1823Approach Delay, s/veh 38.6 43.5 44.2Approach LOS D D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 37.8 71.1 31.2 53.8 55.0Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 90 27.9 45.3 * 49Max Q Clear Time (g_c+I1), s 0.0 59.1 22.5 0.0 50.6Green Ext Time (p_c), s 0.0 5.6 2.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 42.3HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term AM The Farm in Poway 2: I-15 NB off-ramp & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 952 380 0 1133 242 788 0 489 0 0 0 Future Volume (veh/h) 0 952 380 0 1133 242 788 0 489 0 0 0 Initial Q (Qb), veh 0 00000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 981 392 0 1168 249 812 0 504 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 22222202 Cap, veh/h 231 1627 505 518 2447 760 901 0 1538 Arrive On Green 0.00 0.64 0.64 0.00 0.48 0.48 0.26 0.00 0.26 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 981 392 0 1168 249 812 0 504Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 15.9 24.9 0.0 21.6 13.6 31.8 0.0 0.0Cycle Q Clear(g_c), s 0.0 15.9 24.9 0.0 21.6 13.6 31.8 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 231 1627 505 518 2447 760 901 0 1538V/C Ratio(X) 0.00 0.60 0.78 0.00 0.48 0.33 0.90 0.00 0.33Avail Cap(c_a), veh/h 231 1627 505 518 2447 760 1256 0 1825HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.88 0.88 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 20.2 21.8 0.0 24.6 22.5 50.0 0.0 17.2Incr Delay (d2), s/veh 0.0 1.5 9.9 0.0 0.7 1.2 5.6 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 4.7 7.2 0.0 8.7 5.2 14.2 0.0 4.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 21.7 31.7 0.0 25.3 23.7 55.6 0.0 17.2LnGrp LOS A C C A C C E A B Approach Vol, veh/h 1373 1417 1316Approach Delay, s/veh 24.5 25.0 40.9Approach LOS C C D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s46.4 51.0 23.9 73.5 42.6Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s26.3 * 45 5.0 * 67 50.9Max Q Clear Time (g_c+I1), s0.0 26.9 0.0 23.6 33.8Green Ext Time (p_c), s 0.0 5.0 0.0 6.7 2.7 Intersection Summary HCM 6th Ctrl Delay 29.9HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term AM The Farm in Poway 3: Bernardo Center Dr & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 290 728 362 153 867 123 249 229 104 178 405 212 Future Volume (veh/h) 290 728 362 153 867 123 249 229 104 178 405 212 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 302 758 377 159 903 128 259 239 108 185 422 221 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 395 1449 614 240 1081 153 347 466 204 271 611 448 Arrive On Green 0.11 0.39 0.39 0.07 0.35 0.35 0.10 0.19 0.19 0.08 0.17 0.17 Sat Flow, veh/h 3563 3741 1585 3456 3125 443 3456 2405 1053 3456 3554 1585 Grp Volume(v), veh/h 302 758 377 159 513 518 259 175 172 185 422 221Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1791 1728 1777 1681 1728 1777 1585Q Serve(g_s), s 6.4 12.0 14.7 3.5 20.5 20.5 5.6 6.8 7.1 4.0 8.6 9.0Cycle Q Clear(g_c), s 6.4 12.0 14.7 3.5 20.5 20.5 5.6 6.8 7.1 4.0 8.6 9.0Prop In Lane 1.00 1.00 1.00 0.25 1.00 0.63 1.00 1.00Lane Grp Cap(c), veh/h 395 1449 614 240 615 619 347 345 326 271 611 448V/C Ratio(X) 0.77 0.52 0.61 0.66 0.84 0.84 0.75 0.51 0.53 0.68 0.69 0.49Avail Cap(c_a), veh/h 536 1954 828 367 871 877 475 921 872 502 1843 997HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh33.3 18.2 19.0 35.0 23.2 23.2 33.7 27.8 27.9 34.6 30.0 23.1Incr Delay (d2), s/veh 2.9 0.4 1.5 1.2 3.5 3.5 2.4 0.4 0.5 1.1 0.5 0.3Initial 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/ln2.8 5.0 5.3 1.5 8.6 8.7 2.4 2.8 2.8 1.7 3.6 3.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 36.2 18.6 20.5 36.2 26.7 26.7 36.2 28.2 28.4 35.7 30.5 23.4LnGrp LOS D B CDCCDCCDCC Approach Vol, veh/h 1437 1190 606 828Approach Delay, s/veh 22.8 27.9 31.7 29.8Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.7 36.1 12.1 19.2 12.9 32.9 10.5 20.9Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s8.2 40.3 10.6 40.0 11.6 * 38 11.2 * 40Max Q Clear Time (g_c+I1), s5.5 16.7 7.6 11.0 8.4 22.5 6.0 9.1Green Ext Time (p_c), s 0.1 10.4 0.2 2.3 0.2 4.2 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 27.1HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term AM The Farm in Poway 4: Pomerado Rd & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 152 485 201 196 748 283 140 325 117 292 615 213 Future Volume (veh/h) 152 485 201 196 748 283 140 325 117 292 615 213 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 163 522 216 211 804 304 151 349 126 314 661 229 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 22222222222 Cap, veh/h 196 655 270 244 1045 466 217 502 178 644 839 291 Arrive On Green 0.11 0.27 0.27 0.14 0.29 0.29 0.06 0.20 0.20 0.19 0.32 0.32 Sat Flow, veh/h 1781 2454 1011 1781 3554 1585 3456 2570 913 3456 2589 897 Grp Volume(v), veh/h 163 377 361 211 804 304 151 240 235 314 454 436Grp Sat Flow(s),veh/h/ln1781 1777 1688 1781 1777 1585 1728 1777 1706 1728 1777 1709Q Serve(g_s), s 8.6 19.0 19.1 11.1 19.8 9.2 4.1 12.0 12.4 7.8 22.2 22.3Cycle Q Clear(g_c), s 8.6 19.0 19.1 11.1 19.8 9.2 4.1 12.0 12.4 7.8 22.2 22.3Prop In Lane 1.00 0.60 1.00 1.00 1.00 0.54 1.00 0.52Lane Grp Cap(c), veh/h 196 474 450 244 1045 466 217 347 333 644 576 554V/C Ratio(X) 0.83 0.80 0.80 0.86 0.77 0.65 0.69 0.69 0.71 0.49 0.79 0.79Avail Cap(c_a), veh/h 267 696 661 289 1421 634 273 666 639 644 731 703HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh41.9 32.8 32.8 40.6 30.9 9.6 44.1 35.9 36.1 35.0 29.5 29.5Incr Delay (d2), s/veh 11.3 4.4 4.8 18.2 1.9 1.6 3.3 4.2 4.7 0.2 5.4 5.6Initial 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/ln4.3 8.3 8.0 5.9 8.3 3.0 1.8 5.4 5.4 3.2 9.8 9.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 53.2 37.1 37.6 58.7 32.8 11.2 47.3 40.1 40.7 35.2 34.9 35.1LnGrp LOS D D D E C B DDDDCD Approach Vol, veh/h 901 1319 626 1204Approach Delay, s/veh 40.2 32.0 42.1 35.0Approach LOS DCDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s17.6 31.5 10.4 36.5 14.9 34.1 23.3 23.6Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s15.6 * 38 7.6 39.5 14.4 38.4 11.6 * 36Max Q Clear Time (g_c+I1), s13.1 21.1 6.1 24.3 10.6 21.8 9.8 14.4Green Ext Time (p_c), s 0.1 4.5 0.0 6.9 0.1 6.1 0.1 4.4 Intersection Summary HCM 6th Ctrl Delay 36.3HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term AM The Farm in Poway 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 917 9 19 1184 26 41 Future Volume (veh/h) 917 9 19 1184 26 41 Initial Q (Qb), veh 0 00000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1042 10 22 1345 30 47 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 1968 19 39 2427 103 92 Arrive On Green 0.55 0.55 0.02 0.68 0.06 0.06 Sat Flow, veh/h 3700 35 1781 3647 1781 1585 Grp Volume(v), veh/h 513 539 22 1345 30 47Grp Sat Flow(s),veh/h/ln1777 1864 1781 1777 1781 1585Q Serve(g_s), s 7.2 7.2 0.5 7.5 0.6 1.1Cycle Q Clear(g_c), s 7.2 7.2 0.5 7.5 0.6 1.1Prop In Lane 0.02 1.00 1.00 1.00Lane Grp Cap(c), veh/h 970 1017 39 2427 103 92V/C Ratio(X) 0.53 0.53 0.57 0.55 0.29 0.51Avail Cap(c_a), veh/h 2348 2463 343 5789 1206 1074HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.7 5.7 18.9 3.2 17.6 17.8Incr Delay (d2), s/veh 0.5 0.5 4.8 0.2 0.6 1.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.3 1.4 0.2 0.2 0.2 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 6.2 6.2 23.7 3.4 18.2 19.4LnGrp LOS A A C A B B Approach Vol, veh/h 1052 1367 77Approach Delay, s/veh 6.2 3.7 18.9Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.3 26.8 32.1 6.9Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s7.5 51.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.5 9.2 9.5 3.1Green Ext Time (p_c), s 0.0 9.8 17.1 0.1 Intersection Summary HCM 6th Ctrl Delay 5.2HCM 6th LOS A Near-Term AM The Farm in Poway 6: Avenida Florencia & Espola Rd 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 902 13 39 1162 17 40Future Vol, veh/h 902 13 39 1162 17 40Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 88 88 88 88 88 88Heavy Vehicles, % 2 22222Mvmt Flow 1025 15 44 1320 19 45 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1040 0 1773 513 Stage 1 - - - - 1025 - Stage 2 - - - - 748 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 664 - 74 506 Stage 1 - - - - 307 - Stage 2 - - - - 429 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 664 - 69 506Mov Cap-2 Maneuver - - - - 181 - Stage 1 - - - - 287 - Stage 2 - - - - 429 - Approach EB WB NB HCM Control Delay, s 0 0.4 18.6HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 330 - - 664 -HCM Lane V/C Ratio 0.196 - - 0.067 -HCM Control Delay (s) 18.6 - - 10.8 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.7 - - 0.2 - Near-Term AM The Farm in Poway 7: Valle Verde Rd & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 344 577 16 13 788 79 16 12 20 86 2 389 Future Volume (veh/h) 344 577 16 13 788 79 16 12 20 86 2 389 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 395 663 18 15 906 91 18 14 23 99 2 447 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 423 1882 51 36 1027 103 24 18 30 412 433 743 Arrive On Green 0.24 0.53 0.53 0.02 0.31 0.31 0.04 0.04 0.04 0.23 0.23 0.23 Sat Flow, veh/h 1781 3534 96 1781 3261 328 561 436 716 1781 1870 1585 Grp Volume(v), veh/h 395 333 348 15 494 503 55 0 0 99 2 447Grp Sat Flow(s),veh/h/ln 1781 1777 1853 1781 1777 1811 1713 0 0 1781 1870 1585Q Serve(g_s), s 24.3 12.1 12.1 0.9 29.5 29.5 3.6 0.0 0.0 5.1 0.1 23.4Cycle Q Clear(g_c), s 24.3 12.1 12.1 0.9 29.5 29.5 3.6 0.0 0.0 5.1 0.1 23.4Prop In Lane 1.00 0.05 1.00 0.18 0.33 0.42 1.00 1.00Lane Grp Cap(c), veh/h 423 946 987 36 560 570 72 0 0 412 433 743V/C Ratio(X) 0.93 0.35 0.35 0.42 0.88 0.88 0.76 0.00 0.00 0.24 0.00 0.60Avail Cap(c_a), veh/h 483 976 1018 110 604 616 336 0 0 477 501 801HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 41.9 15.1 15.1 54.3 36.4 36.4 53.1 0.0 0.0 35.1 33.2 22.0Incr Delay (d2), s/veh 22.5 0.3 0.3 2.9 13.9 13.7 17.8 0.0 0.0 0.1 0.0 0.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 13.2 4.8 5.1 0.4 14.8 15.0 1.9 0.0 0.0 2.2 0.0 8.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 64.4 15.3 15.3 57.2 50.4 50.1 70.9 0.0 0.0 35.2 33.2 22.7LnGrp LOS EBBEDDEAADCC Approach Vol, veh/h 1076 1012 55 548Approach Delay, s/veh 33.3 50.4 70.9 25.0Approach LOS C D E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.8 66.2 31.2 30.2 41.8 8.8Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 30.4 38.1 22.0Max Q Clear Time (g_c+I1), s 2.9 14.1 25.4 26.3 31.5 5.6Green Ext Time (p_c), s 0.0 6.0 0.5 0.3 3.8 0.2 Intersection Summary HCM 6th Ctrl Delay 38.8HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term AM The Farm in Poway 8: Valle Verde Rd & St Andrews Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 2 1 27 97 2 5 25 376 31 2 369 6Future Vol, veh/h 2 1 27 97 2 5 25 376 31 2 369 6Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh 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 92Heavy Vehicles, % 2 22222222222Mvmt Flow 2 1 29 105 2 5 27 409 34 2 401 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 889 902 401 887 875 409 408 0 0 443 0 0 Stage 1 405 405 - 463 463 ------- Stage 2 484 497 - 424 412 -------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 264 277 649 265 288 642 1151 - - 1117 - - Stage 1 622 598 - 579 564 ------- Stage 2 564 545 - 608 594 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 255 270 649 248 281 642 1151 - - 1117 - -Mov Cap-2 Maneuver 255 270 - 248 281 ------- Stage 1 608 597 - 566 551 ------- Stage 2 544 532 - 578 593 ------- Approach EB WB NB SB HCM Control Delay, s 11.6 29.1 0.5 0HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1151 - - 260 649 249 642 1117 - -HCM Lane V/C Ratio 0.024 - - 0.013 0.045 0.432 0.008 0.002 - -HCM Control Delay (s) 8.2 - - 19 10.8 30 10.7 8.2 - -HCM Lane LOS A - - C B D B A - -HCM 95th %tile Q(veh) 0.1 - - 0 0.1 2 0 0 - - Near-Term AM The Farm in Poway 9: Martincoit Rd & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 502 176 91 683 194 72 Future Volume (veh/h) 502 176 91 683 194 72 Initial Q (Qb), veh 000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 612 215 111 833 237 88 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222 Cap, veh/h 987 346 143 1949 321 413 Arrive On Green 0.38 0.38 0.08 0.55 0.18 0.18 Sat Flow, veh/h 2673 905 1781 3647 1781 1585 Grp Volume(v), veh/h 421 406 111 833 237 88Grp Sat Flow(s),veh/h/ln 1777 1707 1781 1777 1781 1585Q Serve(g_s), s 8.1 8.1 2.6 5.8 5.3 1.8Cycle Q Clear(g_c), s 8.1 8.1 2.6 5.8 5.3 1.8Prop In Lane 0.53 1.00 1.00 1.00Lane Grp Cap(c), veh/h 680 653 143 1949 321 413V/C Ratio(X) 0.62 0.62 0.78 0.43 0.74 0.21Avail Cap(c_a), veh/h 1375 1321 568 4187 1234 1225HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 10.5 10.5 19.0 5.6 16.3 12.2Incr Delay (d2), s/veh 1.1 1.2 3.4 0.2 1.3 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.2 2.2 1.0 1.0 1.9 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 11.6 11.7 22.4 5.8 17.5 12.3LnGrp LOS B B C A B B Approach Vol, veh/h 827 944 325Approach Delay, s/veh 11.6 7.7 16.1Approach LOS B A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.0 22.6 29.5 12.5Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 13.4 32.5 49.5 29.1Max Q Clear Time (g_c+I1), s 4.6 10.1 7.8 7.3Green Ext Time (p_c), s 0.1 6.0 7.6 0.5 Intersection Summary HCM 6th Ctrl Delay 10.6HCM 6th LOS B Near-Term AM The Farm in Poway 10: Espola Rd & Cloudcroft Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 19 728 675 19 30 52Future Vol, veh/h 19 728 675 19 30 52Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 81 81 81 81 81 81Heavy Vehicles, % 2 22222Mvmt Flow 23 899 833 23 37 64 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 856 0 - 0 1790 428 Stage 1 - - - - 845 - Stage 2 - - - - 945 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 782 - - - 80 576 Stage 1 - - - - 383 - Stage 2 - - - - 377 -Platoon blocked, % - - -Mov Cap-1 Maneuver 782 - - - 78 576Mov Cap-2 Maneuver - - - - 201 - Stage 1 - - - - 372 - Stage 2 - - - - 377 - Approach EB WB SB HCM Control Delay, s 0.2 0 19.9HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 782 - - - 342HCM Lane V/C Ratio 0.03 - - - 0.296HCM Control Delay (s) 9.7 - - - 19.9HCM Lane LOS A - - - CHCM 95th %tile Q(veh) 0.1 - - - 1.2 Near-Term AM The Farm in Poway 11: Old Coach Rd & Espola Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 701 10 0 579 28 33 1 3 41 0 92 Future Volume (veh/h) 77 701 10 0 579 28 33 1 3 41 0 92 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 99 899 13 0 742 36 42 1 4 53 0 118 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %222222222222 Cap, veh/h 126 1972 29 4 1332 65 65 35 138 78 0 179 Arrive On Green 0.07 0.55 0.55 0.00 0.39 0.39 0.04 0.11 0.11 0.04 0.00 0.11 Sat Flow, veh/h 1781 3586 52 1781 3450 167 1781 327 1308 1781 0 1585 Grp Volume(v), veh/h 99 445 467 0 382 396 42 0 5 53 0 118Grp Sat Flow(s),veh/h/ln 1781 1777 1861 1781 1777 1840 1781 0 1635 1781 0 1585Q Serve(g_s), s 2.4 6.5 6.5 0.0 7.3 7.3 1.0 0.0 0.1 1.3 0.0 3.1Cycle Q Clear(g_c), s 2.4 6.5 6.5 0.0 7.3 7.3 1.0 0.0 0.1 1.3 0.0 3.1Prop In Lane 1.00 0.03 1.00 0.09 1.00 0.80 1.00 1.00Lane Grp Cap(c), veh/h 126 977 1023 4 686 711 65 0 173 78 0 179V/C Ratio(X) 0.78 0.46 0.46 0.00 0.56 0.56 0.64 0.00 0.03 0.68 0.00 0.66Avail Cap(c_a), veh/h 412 1583 1658 227 1398 1448 289 0 833 289 0 807HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 19.7 5.8 5.8 0.0 10.4 10.4 20.5 0.0 17.3 20.4 0.0 18.4Incr Delay (d2), s/veh 4.0 0.5 0.5 0.0 1.0 1.0 3.9 0.0 0.0 3.9 0.0 3.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.0 1.6 1.7 0.0 2.4 2.5 0.4 0.0 0.0 0.6 0.0 1.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 23.7 6.3 6.3 0.0 11.4 11.3 24.4 0.0 17.4 24.3 0.0 21.5LnGrp LOS C AAABBCABCAC Approach Vol, veh/h 1011 778 47 171Approach Delay, s/veh 8.0 11.4 23.7 22.3Approach LOS A B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 28.8 5.6 8.9 7.1 21.7 5.9 8.6Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 38.5 7.0 22.0 10.0 34.0 7.0 22.0Max Q Clear Time (g_c+I1), s 0.0 8.5 3.0 5.1 4.4 9.3 3.3 2.1Green Ext Time (p_c), s 0.0 9.7 0.0 0.5 0.0 7.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 10.9HCM 6th LOS B Near-Term AM The Farm in Poway 12: Espola Rd & Lake Poway Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 78 4 21 12 1 7 20 495 20 15 638 99 Future Volume (veh/h) 78 4 21 12 1 7 20 495 20 15 638 99 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 115 6 31 18 1 10 29 728 29 22 938 146 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 167 25 127 44 2 41 131 1425 57 131 1260 196 Arrive On Green 0.09 0.09 0.09 0.03 0.03 0.03 0.07 0.41 0.41 0.07 0.41 0.41 Sat Flow, veh/h 1781 264 1362 1692 94 1585 1781 3484 139 1781 3081 479 Grp Volume(v), veh/h 115 0 37 19 0 10 29 371 386 22 541 543Grp Sat Flow(s),veh/h/ln1781 0 1625 1786 0 1585 1781 1777 1845 1781 1777 1784Q Serve(g_s), s 3.4 0.0 1.1 0.6 0.0 0.3 0.8 8.5 8.5 0.6 14.0 14.1Cycle Q Clear(g_c), s 3.4 0.0 1.1 0.6 0.0 0.3 0.8 8.5 8.5 0.6 14.0 14.1Prop In Lane 1.00 0.84 0.95 1.00 1.00 0.08 1.00 0.27Lane Grp Cap(c), veh/h 167 0 152 47 0 41 131 727 755 131 727 730V/C Ratio(X) 0.69 0.00 0.24 0.41 0.00 0.24 0.22 0.51 0.51 0.17 0.74 0.74Avail Cap(c_a), veh/h 885 0 808 855 0 759 590 896 931 590 896 900HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh23.8 0.0 22.8 26.0 0.0 25.9 23.7 12.0 12.0 23.6 13.6 13.6Incr Delay (d2), s/veh 1.9 0.0 0.3 5.6 0.0 3.0 0.3 0.7 0.6 0.2 2.9 2.9Initial 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/ln1.4 0.0 0.4 0.3 0.0 0.2 0.3 3.0 3.1 0.3 5.3 5.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.7 0.0 23.1 31.7 0.0 28.9 24.0 12.7 12.6 23.8 16.5 16.5LnGrp LOS C A C C A C C B B C B B Approach Vol, veh/h 152 29 786 1106Approach Delay, s/veh 25.1 30.7 13.1 16.7Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 29.1 10.4 8.5 29.1 6.3Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.4 * 27 18.0 27.4 26.0Max Q Clear Time (g_c+I1), s2.6 10.5 5.4 2.8 16.1 2.6Green Ext Time (p_c), s 0.0 5.2 0.3 0.0 6.2 0.1 Intersection Summary HCM 6th Ctrl Delay 16.1HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term AM The Farm in Poway 13: Espola Rd & Titan Wy/Eden Grove 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 52 0 266 22 0 7 392 464 11 13 442 181 Future Volume (veh/h) 52 0 266 22 0 7 392 464 11 13 442 181 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 84 0 429 35 0 11 632 748 18 21 713 292 Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 108 0 475 46 0 419 722 1589 38 32 914 408 Arrive On Green 0.06 0.00 0.30 0.03 0.00 0.26 0.21 0.45 0.45 0.02 0.26 0.26 Sat Flow, veh/h 1781 0 1585 1781 0 1585 3456 3547 85 1781 3554 1585 Grp Volume(v), veh/h 84 0 429 35 0 11 632 375 391 21 713 292Grp Sat Flow(s),veh/h/ln1781 0 1585 1781 0 1585 1728 1777 1855 1781 1777 1585Q Serve(g_s), s 4.3 0.0 24.2 1.8 0.0 0.5 16.5 13.7 13.7 1.1 17.3 15.6Cycle Q Clear(g_c), s 4.3 0.0 24.2 1.8 0.0 0.5 16.5 13.7 13.7 1.1 17.3 15.6Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00Lane Grp Cap(c), veh/h 108 0 475 46 0 419 722 796 831 32 914 408V/C Ratio(X) 0.78 0.00 0.90 0.77 0.00 0.03 0.88 0.47 0.47 0.65 0.78 0.72Avail Cap(c_a), veh/h 182 0 664 127 0 614 985 950 992 109 1094 488HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh43.0 0.0 31.3 45.0 0.0 25.3 35.6 17.9 17.9 45.3 32.1 31.4Incr Delay (d2), s/veh 4.5 0.0 10.1 9.6 0.0 0.0 5.4 0.5 0.5 8.1 3.3 4.4Initial 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/ln2.0 0.0 10.3 0.9 0.0 0.2 7.3 5.5 5.7 0.5 7.7 6.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 47.6 0.0 41.4 54.6 0.0 25.3 41.0 18.5 18.4 53.4 35.3 35.8LnGrp LOS D A D D A C D B B D D D Approach Vol, veh/h 513 46 1398 1026Approach Delay, s/veh 42.4 47.6 28.7 35.8Approach LOS DDCD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.2 48.5 5.9 32.3 23.9 30.8 9.1 29.1Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s5.7 * 50 6.6 38.9 26.5 28.6 9.5 36.0Max Q Clear Time (g_c+I1), s3.1 15.7 3.8 26.2 18.5 19.3 6.3 2.5Green Ext Time (p_c), s 0.0 6.7 0.0 1.7 1.0 4.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 33.8HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term AM The Farm in Poway 14: Espola Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 277 30 169 11 58 38 662 367 9 7 299 466 Future Volume (veh/h) 277 30 169 11 58 38 662 367 9 7 299 466 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 330 36 201 13 69 45 788 437 11 8 356 555 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 401 400 739 16 113 74 871 996 844 14 560 658 Arrive On Green 0.12 0.21 0.21 0.01 0.11 0.11 0.25 0.53 0.53 0.01 0.30 0.30 Sat Flow, veh/h 3456 1870 1585 1781 1057 689 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 330 36 201 13 0 114 788 437 11 8 356 555Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1746 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 8.7 1.4 7.3 0.7 0.0 5.8 20.7 13.3 0.3 0.4 15.4 28.0Cycle Q Clear(g_c), s 8.7 1.4 7.3 0.7 0.0 5.8 20.7 13.3 0.3 0.4 15.4 28.0Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 401 400 739 16 0 187 871 996 844 14 560 658V/C Ratio(X) 0.82 0.09 0.27 0.79 0.00 0.61 0.90 0.44 0.01 0.56 0.64 0.84Avail Cap(c_a), veh/h 458 772 1054 95 0 582 1009 1026 869 95 560 658HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh40.4 29.5 15.3 46.3 0.0 39.9 33.9 13.3 10.3 46.2 28.4 24.6Incr Delay (d2), s/veh 9.1 0.1 0.2 26.4 0.0 3.9 9.6 0.1 0.0 12.1 2.6 9.9Initial 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/ln4.2 0.7 2.6 0.4 0.0 2.7 9.6 5.3 0.1 0.2 7.1 12.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 49.5 29.6 15.5 72.7 0.0 43.8 43.4 13.4 10.3 58.3 30.9 34.5LnGrp LOS D C B E A D D B B E C C Approach Vol, veh/h 567 127 1236 919Approach Delay, s/veh 36.2 46.7 32.5 33.3Approach LOS DDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.4 26.6 27.1 34.5 15.4 16.6 5.3 56.3Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 38.6 27.3 28.0 12.4 31.2 5.0 * 51Max Q Clear Time (g_c+I1), s2.7 9.3 22.7 30.0 10.7 7.8 2.4 15.3Green Ext Time (p_c), s 0.0 1.1 0.9 0.0 0.1 0.7 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 34.1HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term AM The Farm in Poway 15: Pomerado Rd & Rios Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 3 39 119 21 24 16 584 47 8 955 12 Future Volume (veh/h) 11 3 39 119 21 24 16 584 47 8 955 12 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 3 41 124 22 25 17 608 49 8 995 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 366 21 281 367 150 171 30 1643 132 15 1744 21 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.02 0.49 0.49 0.01 0.48 0.48 Sat Flow, veh/h 1359 109 1493 1362 799 908 1781 3331 268 1781 3596 43 Grp Volume(v), veh/h 11 0 44 124 0 47 17 324 333 8 492 515Grp Sat Flow(s),veh/h/ln1359 0 1602 1362 0 1707 1781 1777 1822 1781 1777 1863Q Serve(g_s), s 0.3 0.0 1.2 4.3 0.0 1.2 0.5 5.8 5.8 0.2 10.0 10.0Cycle Q Clear(g_c), s 1.5 0.0 1.2 5.4 0.0 1.2 0.5 5.8 5.8 0.2 10.0 10.0Prop In Lane 1.00 0.93 1.00 0.53 1.00 0.15 1.00 0.02Lane Grp Cap(c), veh/h 366 0 302 367 0 321 30 876 899 15 861 903V/C Ratio(X) 0.03 0.00 0.15 0.34 0.00 0.15 0.57 0.37 0.37 0.53 0.57 0.57Avail Cap(c_a), veh/h 921 0 956 942 0 1042 196 1332 1366 196 1357 1422HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh17.9 0.0 17.3 19.5 0.0 17.3 24.9 8.0 8.0 25.2 9.3 9.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.2 0.0 0.1 6.2 0.3 0.3 10.5 1.1 1.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.4 1.2 0.0 0.4 0.2 1.8 1.8 0.1 3.3 3.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 17.9 0.0 17.3 19.7 0.0 17.3 31.0 8.3 8.3 35.7 10.5 10.4LnGrp LOS B ABBABCAADBB Approach Vol, veh/h 55 171 674 1015Approach Delay, s/veh 17.5 19.1 8.9 10.6Approach LOS BBAB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.8 30.9 15.2 5.3 30.5 15.2Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.6 38.2 30.4 5.6 * 39 * 31Max Q Clear Time (g_c+I1), s2.2 7.8 3.5 2.5 12.0 7.4Green Ext Time (p_c), s 0.0 6.0 0.1 0.0 12.7 0.3 Intersection Summary HCM 6th Ctrl Delay 11.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term AM The Farm in Poway 16: Pomerado Rd & Higa Pl/Avenida La Valencia 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 3 7 81 5 45 14 588 47 21 1077 7 Future Volume (veh/h) 8 3 7 81 5 45 14 588 47 21 1077 7 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 3 8 90 6 50 16 653 52 23 1197 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 327 59 158 330 246 209 29 1738 138 39 1908 13 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.02 0.52 0.52 0.02 0.53 0.53 Sat Flow, veh/h 1348 451 1203 1404 1870 1585 1781 3334 265 1781 3619 24 Grp Volume(v), veh/h 9 0 11 90 6 50 16 348 357 23 588 617Grp Sat Flow(s),veh/h/ln1348 0 1654 1404 1870 1585 1781 1777 1823 1781 1777 1866Q Serve(g_s), s 0.3 0.0 0.3 2.8 0.1 1.3 0.4 5.5 5.5 0.6 11.0 11.0Cycle Q Clear(g_c), s 0.4 0.0 0.3 3.1 0.1 1.3 0.4 5.5 5.5 0.6 11.0 11.0Prop In Lane 1.00 0.73 1.00 1.00 1.00 0.15 1.00 0.01Lane Grp Cap(c), veh/h 327 0 218 330 246 209 29 926 950 39 937 984V/C Ratio(X) 0.03 0.00 0.05 0.27 0.02 0.24 0.56 0.38 0.38 0.59 0.63 0.63Avail Cap(c_a), veh/h 1039 0 1093 1072 1236 1047 204 1430 1467 216 1453 1526HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh18.0 0.0 17.9 19.2 17.8 18.3 23.0 6.7 6.7 22.8 7.9 7.9Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 0.2 6.2 0.3 0.3 5.0 0.9 0.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.1 0.8 0.1 0.4 0.2 1.5 1.6 0.3 3.1 3.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 18.0 0.0 17.9 19.4 17.8 18.5 29.2 7.0 7.0 27.8 8.8 8.7LnGrp LOS B ABBBBCAACAA Approach Vol, veh/h 20 146 721 1228Approach Delay, s/veh 17.9 19.0 7.5 9.1Approach LOS BBAA Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.4 30.5 11.1 5.2 30.8 11.1Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s2.6 7.5 2.4 2.4 13.0 5.1Green Ext Time (p_c), s 0.0 6.6 0.0 0.0 11.8 0.2 Intersection Summary HCM 6th Ctrl Delay 9.3HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term AM The Farm in Poway 17: Pomerado Rd & Stone Canyon Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 8 17 207 5 29 13 591 181 22 1159 33 Future Volume (veh/h) 35 8 17 207 5 29 13 591 181 22 1159 33 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 9 18 225 5 32 14 642 197 24 1260 36 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 22222222222 Cap, veh/h 79 11 598 86 0 598 24 1115 342 36 1494 43 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.01 0.42 0.42 0.02 0.42 0.42 Sat Flow, veh/h 0 28 1585 0 0 1585 1781 2678 821 1781 3528 101 Grp Volume(v), veh/h 47 0 18 230 0 32 14 426 413 24 634 662Grp Sat Flow(s),veh/h/ln 28 0 1585 0 0 1585 1781 1777 1723 1781 1777 1852Q Serve(g_s), s 0.0 0.0 0.6 0.0 0.0 1.1 0.6 15.2 15.3 1.1 26.5 26.6Cycle Q Clear(g_c), s 31.3 0.0 0.6 31.3 0.0 1.1 0.6 15.2 15.3 1.1 26.5 26.6Prop In Lane 0.81 1.00 0.98 1.00 1.00 0.48 1.00 0.05Lane Grp Cap(c), veh/h 89 0 598 86 0 598 24 740 717 36 752 784V/C Ratio(X) 0.53 0.00 0.03 2.68 0.00 0.05 0.59 0.58 0.58 0.66 0.84 0.84Avail Cap(c_a), veh/h 89 0 598 86 0 598 112 810 785 120 825 860HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh34.4 0.0 16.2 41.5 0.0 16.4 40.7 18.6 18.6 40.3 21.4 21.4Incr Delay (d2), s/veh 2.9 0.0 0.0 787.0 0.0 0.0 8.4 1.1 1.1 7.3 7.6 7.4Initial 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/ln1.0 0.0 0.2 20.5 0.0 0.4 0.3 6.1 5.9 0.6 11.9 12.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 37.3 0.0 16.3 828.5 0.0 16.4 49.1 19.6 19.7 47.6 29.1 28.8LnGrp LOS D A B F A B D B B D C C Approach Vol, veh/h 65 262 853 1320Approach Delay, s/veh 31.4 729.3 20.1 29.3Approach LOS C F C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.1 40.5 36.3 5.5 41.1 36.3Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.6 37.8 31.2 5.2 * 39 * 31Max Q Clear Time (g_c+I1), s3.1 17.3 33.3 2.6 28.6 33.3Green Ext Time (p_c), s 0.0 7.2 0.0 0.0 6.5 0.0 Intersection Summary HCM 6th Ctrl Delay 99.6HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term AM The Farm in Poway 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 281 5 283 0 0 6 207 590 10 8 1003 432 Future Volume (veh/h) 281 5 283 0 0 6 207 590 10 8 1003 432 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 418 0 214 0 0 7 233 663 11 9 1127 485 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 569 0 253 0 0 8 262 2239 37 16 1191 497 Arrive On Green 0.16 0.00 0.16 0.00 0.00 0.01 0.15 0.63 0.63 0.01 0.49 0.49 Sat Flow, veh/h 3563 0 1585 0 0 1585 1781 3577 59 1781 2444 1019 Grp Volume(v), veh/h 418 0 214 0 0 7 233 329 345 9 810 802Grp Sat Flow(s),veh/h/ln1781 0 1585 0 0 1585 1781 1777 1860 1781 1777 1687Q Serve(g_s), s 11.8 0.0 13.8 0.0 0.0 0.5 13.5 9.0 9.0 0.5 45.2 49.0Cycle Q Clear(g_c), s 11.8 0.0 13.8 0.0 0.0 0.5 13.5 9.0 9.0 0.5 45.2 49.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.03 1.00 0.60Lane Grp Cap(c), veh/h 569 0 253 0 0 8 262 1112 1164 16 866 822V/C Ratio(X) 0.73 0.00 0.85 0.00 0.00 0.84 0.89 0.30 0.30 0.57 0.94 0.98Avail Cap(c_a), veh/h 880 0 392 0 0 90 271 1112 1164 86 866 822HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh42.1 0.0 43.0 0.0 0.0 52.3 44.0 9.0 9.0 52.0 25.4 26.4Incr Delay (d2), s/veh 0.7 0.0 6.0 0.0 0.0 100.7 26.5 0.4 0.3 11.7 17.6 25.8Initial 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/ln5.2 0.0 5.8 0.0 0.0 0.4 7.8 3.4 3.5 0.3 22.2 24.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 42.8 0.0 48.9 0.0 0.0 153.0 70.5 9.4 9.4 63.7 43.0 52.2LnGrp LOS D A D A A F EAAEDD Approach Vol, veh/h 632 7 907 1621Approach Delay, s/veh 44.9 153.0 25.1 47.7Approach LOS D F C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.3 72.0 23.4 19.9 57.4 4.6Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 61.8 26.0 16.0 * 51 6.0Max Q Clear Time (g_c+I1), s2.5 11.0 15.8 15.5 51.0 2.5Green Ext Time (p_c), s 0.0 11.1 1.0 0.0 0.3 0.0 Intersection Summary HCM 6th Ctrl Delay 40.9HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term AM The Farm in Poway 19: Pomerado Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 231 917 329 13 1107 373 398 609 8 339 638 304 Future Volume (veh/h) 231 917 329 13 1107 373 398 609 8 339 638 304 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 241 955 343 14 1153 389 415 634 8 353 665 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 308 1688 605 17 1336 596 485 849 11 421 773 Arrive On Green 0.09 0.46 0.46 0.01 0.38 0.38 0.14 0.24 0.24 0.12 0.22 0.00 Sat Flow, veh/h 3456 3706 1329 1781 3554 1585 3456 3594 45 3456 3554 1585 Grp Volume(v), veh/h 241 877 421 14 1153 389 415 313 329 353 665 0Grp Sat Flow(s),veh/h/ln1728 1702 1631 1781 1777 1585 1728 1777 1862 1728 1777 1585Q Serve(g_s), s 6.9 19.2 19.3 0.8 30.5 20.6 11.9 16.6 16.6 10.2 18.3 0.0Cycle Q Clear(g_c), s 6.9 19.2 19.3 0.8 30.5 20.6 11.9 16.6 16.6 10.2 18.3 0.0Prop In Lane 1.00 0.81 1.00 1.00 1.00 0.02 1.00 1.00Lane Grp Cap(c), veh/h 308 1550 743 17 1336 596 485 420 440 421 773V/C Ratio(X) 0.78 0.57 0.57 0.82 0.86 0.65 0.86 0.75 0.75 0.84 0.86Avail Cap(c_a), veh/h 391 1757 842 88 1607 717 595 515 540 510 943HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh45.4 20.3 20.3 50.3 29.3 26.2 42.7 36.0 36.0 43.7 38.3 0.0Incr Delay (d2), s/veh 5.9 0.1 0.3 27.9 3.8 0.9 8.6 3.4 3.3 8.6 6.0 0.0Initial 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/ln3.2 7.4 7.1 0.5 13.3 7.7 5.6 7.5 7.9 4.8 8.5 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 51.2 20.4 20.6 78.1 33.1 27.1 51.3 39.5 39.3 52.3 44.3 0.0LnGrp LOS D C C E CCDDDDD Approach Vol, veh/h 1539 1556 1057 1018 AApproach Delay, s/veh 25.3 32.0 44.1 47.0Approach LOS CCDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.5 50.8 18.8 26.6 13.6 42.7 16.9 28.5Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.0 52.5 17.5 27.0 11.5 46.0 15.0 29.5Max Q Clear Time (g_c+I1), s2.8 21.3 13.9 20.3 8.9 32.5 12.2 18.6Green Ext Time (p_c), s 0.0 7.3 0.3 1.8 0.1 5.8 0.2 2.0 Intersection Summary HCM 6th Ctrl Delay 35.5HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Near-Term AM The Farm in Poway 20: Del Norte/Avenida Florencia & Avenida La Valencia 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Intersection Intersection Delay, s/veh 7.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 14 30 6 3 86 5 12 12 2 1 22 28Future Vol, veh/h 14 30 6 3 86 5 12 12 2 1 22 28Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 16 34 7 3 99 6 14 14 2 1 25 32Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.5 7.7 7.6 7.3HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 46% 28% 3% 2%Vol Thru, % 46% 60% 91% 43%Vol Right, % 8% 12% 5% 55%Sign Control Stop Stop Stop StopTraffic Vol by Lane 26 50 94 51LT Vol 12 14 3 1Through Vol 12 30 86 22RT Vol 2 6 5 28Lane Flow Rate 30 57 108 59Geometry Grp 1111Degree of Util (X) 0.036 0.066 0.123 0.064Departure Headway (Hd) 4.312 4.155 4.107 3.917Convergence, Y/N Yes Yes Yes YesCap 818 854 867 899Service Time 2.404 2.22 2.161 2.006HCM Lane V/C Ratio 0.037 0.067 0.125 0.066HCM Control Delay 7.6 7.5 7.7 7.3HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.2 0.4 0.2 Near-Term AM The Farm in Poway 21: Stone Canyon Rd & Del Norte 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Intersection Intersection Delay, s/veh 9.3Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 17 182 0 0 196 11104018Future Vol, veh/h 17 182 0 0 196 11104018Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72Heavy Vehicles, % 2 22222222222Mvmt Flow 24 253 0 0 272 11106025Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.4 9.3 8.3 7.9HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 50% 9% 0% 18%Vol Thru, % 50% 91% 99% 0%Vol Right, % 0% 0% 1% 82%Sign Control Stop Stop Stop StopTraffic Vol by Lane 2 199 197 22LT Vol 1 17 0 4Through Vol 1 182 196 0RT Vol 0 0 1 18Lane Flow Rate 3 276 274 31Geometry Grp 1111Degree of Util (X) 0.004 0.323 0.319 0.04Departure Headway (Hd) 5.268 4.213 4.196 4.667Convergence, Y/N Yes Yes Yes YesCap 683 840 843 772Service Time 3.271 2.309 2.292 2.667HCM Lane V/C Ratio 0.004 0.329 0.325 0.04HCM Control Delay 8.3 9.4 9.3 7.9HCM Lane LOS AAAAHCM 95th-tile Q 0 1.4 1.4 0.1 Near-Term AM The Farm in Poway 22: Martincoit Rd & Stone Canyon Rd 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_AM.syn Intersection Intersection Delay, s/veh 9.7Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 159 21 51 40 30 121Future Vol, veh/h 159 21 51 40 30 121Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67Heavy Vehicles, % 2 22222Mvmt Flow 237 31 76 60 45 181Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 10.7 9.2 8.9HCM LOS B A A Lane NBLn1EBLn1SBLn1 Vol Left, % 56% 88% 0%Vol Thru, % 44% 0% 20%Vol Right, % 0% 12% 80%Sign Control Stop Stop StopTraffic Vol by Lane 91 180 151LT Vol 51 159 0Through Vol 40 0 30RT Vol 0 21 121Lane Flow Rate 136 269 225Geometry Grp 1 1 1Degree of Util (X) 0.188 0.362 0.27Departure Headway (Hd) 4.98 4.853 4.308Convergence, Y/N Yes Yes YesCap 718 739 832Service Time 3.028 2.902 2.349HCM Lane V/C Ratio 0.189 0.364 0.27HCM Control Delay 9.2 10.7 8.9HCM Lane LOS A B AHCM 95th-tile Q 0.7 1.7 1.1 Near-Term PM The Farm in Poway 1: Rancho Bernardo Rd & I-15 SB off-ramp 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1660 853 0 1063 527 0 0 0 319 0 523 Future Volume (veh/h) 0 1660 853 0 1063 527 0 0 0 319 0 523 Initial Q (Qb), veh 000000 000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1747 898 0 1119 555 336 0 551 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 684 3060 950 275 1888 586 402 0 1396 Arrive On Green 0.00 0.60 0.60 0.00 0.74 0.74 0.12 0.00 0.12 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1747 898 0 1119 555 336 0 551Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 29.2 73.3 0.0 14.2 42.6 13.3 0.0 0.0Cycle Q Clear(g_c), s 0.0 29.2 73.3 0.0 14.2 42.6 13.3 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 684 3060 950 275 1888 586 402 0 1396V/C Ratio(X) 0.00 0.57 0.95 0.00 0.59 0.95 0.84 0.00 0.39Avail Cap(c_a), veh/h 684 3231 1003 275 2830 879 479 0 1458HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.86 0.86 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 17.1 25.9 0.0 13.4 17.1 60.5 0.0 21.8Incr Delay (d2), s/veh 0.0 0.8 18.6 0.0 1.2 23.7 9.1 0.0 0.1Initial 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 0.0 10.9 29.8 0.0 3.8 10.3 6.3 0.0 10.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 17.9 44.6 0.0 14.5 40.8 69.7 0.0 21.8LnGrp LOS A B D A B D E A C Approach Vol, veh/h 2645 1674 887Approach Delay, s/veh 26.9 23.2 40.0Approach LOS C C D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 27.3 90.3 22.4 59.4 58.2Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 15.0 * 89 19.4 24.8 * 78Max Q Clear Time (g_c+I1), s 0.0 75.3 15.3 0.0 44.6Green Ext Time (p_c), s 0.0 8.6 1.0 0.0 7.1 Intersection Summary HCM 6th Ctrl Delay 28.0HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term PM The Farm in Poway 2: I-15 NB off-ramp & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1142 837 0 999 507 591 0 521 0 0 0 Future Volume (veh/h) 0 1142 837 0 999 507 591 0 521 0 0 0 Initial Q (Qb), veh 0 00000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1177 863 0 1030 523 609 0 537 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 22222202 Cap, veh/h 121 2334 725 382 3082 957 686 0 1152 Arrive On Green 0.00 0.91 0.91 0.00 0.60 0.60 0.20 0.00 0.20 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1177 863 0 1030 523 609 0 537Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 5.1 64.0 0.0 14.0 27.3 24.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 5.1 64.0 0.0 14.0 27.3 24.0 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 121 2334 725 382 3082 957 686 0 1152V/C Ratio(X) 0.00 0.50 1.19 0.00 0.33 0.55 0.89 0.00 0.47Avail Cap(c_a), veh/h 121 2334 725 382 3082 957 827 0 1265HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.86 0.86 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 3.5 6.0 0.0 13.8 16.4 54.6 0.0 29.9Incr Delay (d2), s/veh 0.0 0.7 97.7 0.0 0.3 2.2 9.0 0.0 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 1.3 21.8 0.0 5.3 10.0 11.1 0.0 6.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 4.1 103.7 0.0 14.1 18.7 63.6 0.0 30.0LnGrp LOS A A F ABBEAC Approach Vol, veh/h 2040 1553 1146Approach Delay, s/veh 46.3 15.6 47.9Approach LOS D B D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s35.7 70.4 15.2 90.9 33.9Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s24.3 * 64 5.0 * 85 33.5Max Q Clear Time (g_c+I1), s0.0 66.0 0.0 29.3 26.0Green Ext Time (p_c), s 0.0 0.0 0.0 6.5 1.8 Intersection Summary HCM 6th Ctrl Delay 36.6HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term PM The Farm in Poway 3: Bernardo Center Dr & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 315 920 397 131 692 146 505 453 242 185 261 274 Future Volume (veh/h) 315 920 397 131 692 146 505 453 242 185 261 274 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 328 958 414 136 721 152 526 472 252 193 272 285 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 399 1321 560 202 875 184 585 638 338 267 683 482 Arrive On Green 0.11 0.35 0.35 0.06 0.30 0.30 0.17 0.28 0.28 0.08 0.19 0.19 Sat Flow, veh/h 3563 3741 1585 3456 2921 616 3456 2243 1190 3456 3554 1585 Grp Volume(v), veh/h 328 958 414 136 438 435 526 373 351 193 272 285Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1760 1728 1777 1656 1728 1777 1585Q Serve(g_s), s 8.3 20.5 21.1 3.6 21.1 21.2 13.7 17.5 17.7 5.0 6.2 14.1Cycle Q Clear(g_c), s 8.3 20.5 21.1 3.6 21.1 21.2 13.7 17.5 17.7 5.0 6.2 14.1Prop In Lane 1.00 1.00 1.00 0.35 1.00 0.72 1.00 1.00Lane Grp Cap(c), veh/h 399 1321 560 202 532 527 585 505 471 267 683 482V/C Ratio(X) 0.82 0.73 0.74 0.67 0.82 0.82 0.90 0.74 0.74 0.72 0.40 0.59Avail Cap(c_a), veh/h 410 1531 649 218 652 646 585 862 804 431 1543 866HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh40.0 25.9 26.1 42.5 30.0 30.0 37.5 29.9 29.9 41.5 32.5 27.2Incr Delay (d2), s/veh 11.5 1.7 4.5 5.5 5.9 5.9 16.3 0.8 0.9 1.4 0.1 0.4Initial 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/ln4.2 9.1 8.3 1.7 9.6 9.5 7.0 7.4 7.0 2.2 2.6 5.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 51.5 27.6 30.6 48.0 35.9 35.9 53.8 30.7 30.8 42.9 32.7 27.6LnGrp LOS D CCDDDDCCDCC Approach Vol, veh/h 1700 1009 1250 750Approach Delay, s/veh 33.0 37.5 40.5 33.4Approach LOS CDDC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.8 38.7 20.0 23.6 14.7 33.8 11.5 32.1Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s5.8 37.7 15.6 40.0 10.6 * 34 11.5 * 45Max Q Clear Time (g_c+I1), s5.6 23.1 15.7 16.1 10.3 23.2 7.0 19.7Green Ext Time (p_c), s 0.0 9.5 0.0 1.7 0.0 2.9 0.1 3.2 Intersection Summary HCM 6th Ctrl Delay 36.0HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term PM The Farm in Poway 4: Pomerado Rd & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 285 676 184 150 484 314 271 838 109 239 313 196 Future Volume (veh/h) 285 676 184 150 484 314 271 838 109 239 313 196 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 297 704 192 156 504 327 282 873 114 249 326 204 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 325 838 228 185 800 357 337 994 130 305 656 402 Arrive On Green 0.18 0.30 0.30 0.10 0.23 0.23 0.10 0.31 0.31 0.09 0.31 0.31 Sat Flow, veh/h 1781 2759 752 1781 3554 1585 3456 3160 413 3456 2118 1296 Grp Volume(v), veh/h 297 453 443 156 504 327 282 491 496 249 272 258Grp Sat Flow(s),veh/h/ln1781 1777 1735 1781 1777 1585 1728 1777 1796 1728 1777 1637Q Serve(g_s), s 17.8 25.9 25.9 9.3 13.9 16.4 8.7 28.4 28.4 7.7 13.6 14.0Cycle Q Clear(g_c), s 17.8 25.9 25.9 9.3 13.9 16.4 8.7 28.4 28.4 7.7 13.6 14.0Prop In Lane 1.00 0.43 1.00 1.00 1.00 0.23 1.00 0.79Lane Grp Cap(c), veh/h 325 539 527 185 800 357 337 559 565 305 551 507V/C Ratio(X) 0.91 0.84 0.84 0.84 0.63 0.92 0.84 0.88 0.88 0.82 0.49 0.51Avail Cap(c_a), veh/h 338 679 663 223 1116 498 337 591 597 305 566 521HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh43.6 35.4 35.4 47.8 38.0 23.2 48.2 35.3 35.3 48.6 30.5 30.7Incr Delay (d2), s/veh 27.0 7.9 8.1 18.5 0.9 17.7 15.7 14.5 14.3 14.6 1.1 1.2Initial 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/ln10.0 11.9 11.7 5.0 6.0 7.6 4.4 14.0 14.1 3.9 5.8 5.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 70.6 43.2 43.4 66.3 38.9 40.9 63.9 49.7 49.6 63.2 31.6 31.9LnGrp LOS E D D E D D E D D E C C Approach Vol, veh/h 1193 987 1269 779Approach Delay, s/veh 50.1 43.9 52.8 41.8Approach LOS DDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s15.7 38.9 15.0 39.1 24.2 30.3 15.0 39.1Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s13.6 * 42 10.6 34.6 20.6 34.1 9.6 * 36Max Q Clear Time (g_c+I1), s11.3 27.9 10.7 16.0 19.8 18.4 9.7 30.4Green Ext Time (p_c), s 0.0 5.1 0.0 4.3 0.0 4.0 0.0 3.7 Intersection Summary HCM 6th Ctrl Delay 47.9HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term PM The Farm in Poway 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1084 23 16 921 19 11 Future Volume (veh/h) 1084 23 16 921 19 11 Initial Q (Qb), veh 0 00000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1153 24 17 980 20 11 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 2026 42 31 2504 52 47 Arrive On Green 0.57 0.57 0.02 0.70 0.03 0.03 Sat Flow, veh/h 3653 74 1781 3647 1781 1585 Grp Volume(v), veh/h 575 602 17 980 20 11Grp Sat Flow(s),veh/h/ln1777 1857 1781 1777 1781 1585Q Serve(g_s), s 7.8 7.8 0.4 4.3 0.4 0.3Cycle Q Clear(g_c), s 7.8 7.8 0.4 4.3 0.4 0.3Prop In Lane 0.04 1.00 1.00 1.00Lane Grp Cap(c), veh/h1011 1057 31 2504 52 47V/C Ratio(X) 0.57 0.57 0.55 0.39 0.38 0.24Avail Cap(c_a), veh/h 2456 2566 305 5940 1238 1102HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.2 5.2 18.5 2.3 18.1 18.0Incr Delay (d2), s/veh 0.6 0.6 5.6 0.1 1.7 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.2 1.3 0.2 0.0 0.2 0.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.8 5.8 24.1 2.4 19.8 19.0LnGrp LOS A A C A B B Approach Vol, veh/h 1177 997 31Approach Delay, s/veh 5.8 2.8 19.5Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.2 27.1 32.3 5.7Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.4 9.8 6.3 2.4Green Ext Time (p_c), s 0.0 11.8 10.3 0.0 Intersection Summary HCM 6th Ctrl Delay 4.6HCM 6th LOS A Near-Term PM The Farm in Poway 6: Avenida Florencia & Espola Rd 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1021 25 31 897 19 36Future Vol, veh/h 1021 25 31 897 19 36Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 1075 26 33 944 20 38 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1101 0 1613 538 Stage 1 - - - - 1075 - Stage 2 - - - - 538 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 630 - 95 488 Stage 1 - - - - 289 - Stage 2 - - - - 549 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 630 - 90 488Mov Cap-2 Maneuver - - - - 200 - Stage 1 - - - - 274 - Stage 2 - - - - 549 - Approach EB WB NB HCM Control Delay, s 0 0.4 18.4HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 326 - - 630 -HCM Lane V/C Ratio 0.178 - - 0.052 -HCM Control Delay (s) 18.4 - - 11 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.6 - - 0.2 - Near-Term PM The Farm in Poway 7: Valle Verde Rd & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 296 734 20 17 650 70 17 12 9 55 7 255 Future Volume (veh/h) 296 734 20 17 650 70 17 12 9 55 7 255 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 312 773 21 18 684 74 18 13 9 58 7 268 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, %222222222222 Cap, veh/h 365 1711 46 45 986 107 25 18 12 296 310 588 Arrive On Green 0.20 0.48 0.48 0.03 0.30 0.30 0.03 0.03 0.03 0.17 0.17 0.17 Sat Flow, veh/h 1781 3534 96 1781 3235 350 792 572 396 1781 1870 1585 Grp Volume(v), veh/h 312 389 405 18 375 383 40 0 0 58 7 268Grp Sat Flow(s),veh/h/ln 1781 1777 1853 1781 1777 1807 1760 0 0 1781 1870 1585Q Serve(g_s), s 11.2 9.6 9.6 0.7 12.4 12.4 1.5 0.0 0.0 1.9 0.2 8.5Cycle Q Clear(g_c), s 11.2 9.6 9.6 0.7 12.4 12.4 1.5 0.0 0.0 1.9 0.2 8.5Prop In Lane 1.00 0.05 1.00 0.19 0.45 0.22 1.00 1.00Lane Grp Cap(c), veh/h 365 860 897 45 542 551 55 0 0 296 310 588V/C Ratio(X) 0.86 0.45 0.45 0.40 0.69 0.69 0.72 0.00 0.00 0.20 0.02 0.46Avail Cap(c_a), veh/h 867 1645 1715 185 964 980 582 0 0 803 843 1039HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 25.5 11.3 11.3 31.9 20.4 20.4 31.9 0.0 0.0 23.9 23.2 15.9Incr Delay (d2), s/veh 2.3 0.4 0.4 2.1 1.9 1.9 19.3 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.7 3.4 3.6 0.3 5.0 5.1 0.9 0.0 0.0 0.8 0.1 2.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 27.8 11.8 11.8 34.0 22.3 22.3 51.2 0.0 0.0 24.0 23.2 16.1LnGrp LOS C B B CCCDAACCB Approach Vol, veh/h 1106 776 40 333Approach Delay, s/veh 16.3 22.6 51.2 17.6Approach LOS B C D B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.3 38.7 16.3 17.2 26.8 6.2Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.7 11.6 10.5 13.2 14.4 3.5Green Ext Time (p_c), s 0.0 7.4 0.5 0.4 5.9 0.1 Intersection Summary HCM 6th Ctrl Delay 19.3HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term PM The Farm in Poway 8: Valle Verde Rd & St Andrews Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 2 2 29 58 3 2 24 266 87 1 238 6Future Vol, veh/h 2 2 29 58 3 2 24 266 87 1 238 6Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh 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 91Heavy Vehicles, % 2 22222222222Mvmt Flow 2 2 32 64 3 2 26 292 96 1 262 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 659 704 262 629 615 292 269 0 0 388 0 0 Stage 1 264 264 - 344 344 ------- Stage 2 395 440 - 285 271 -------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 377 361 777 395 407 747 1295 - - 1170 - - Stage 1 741 690 - 671 637 ------- Stage 2 630 578 - 722 685 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 368 353 777 371 398 747 1295 - - 1170 - -Mov Cap-2 Maneuver 368 353 - 371 398 ------- Stage 1 726 689 - 658 624 ------- Stage 2 612 566 - 690 684 ------- Approach EB WB NB SB HCM Control Delay, s 10.4 16.6 0.5 0HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1295 - - 360 777 372 747 1170 - -HCM Lane V/C Ratio 0.02 - - 0.012 0.041 0.18 0.003 0.001 - -HCM Control Delay (s) 7.8 - - 15.1 9.8 16.8 9.8 8.1 - -HCM Lane LOS A - - C A C A A - -HCM 95th %tile Q(veh) 0.1 - - 0 0.1 0.6 0 0 - - Near-Term PM The Farm in Poway 9: Martincoit Rd & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 749 48 21 663 71 37 Future Volume (veh/h) 749 48 21 663 71 37 Initial Q (Qb), veh 000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 788 51 22 698 75 39 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 Cap, veh/h 1434 93 39 1956 207 219 Arrive On Green 0.42 0.42 0.02 0.55 0.12 0.12 Sat Flow, veh/h 3482 219 1781 3647 1781 1585 Grp Volume(v), veh/h 413 426 22 698 75 39Grp Sat Flow(s),veh/h/ln 1777 1831 1781 1777 1781 1585Q Serve(g_s), s 6.0 6.0 0.4 3.8 1.3 0.7Cycle Q Clear(g_c), s 6.0 6.0 0.4 3.8 1.3 0.7Prop In Lane 0.12 1.00 1.00 1.00Lane Grp Cap(c), veh/h 752 775 39 1956 207 219V/C Ratio(X) 0.55 0.55 0.56 0.36 0.36 0.18Avail Cap(c_a), veh/h 2001 2062 386 5145 1516 1384HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 7.4 7.4 16.6 4.3 13.9 13.0Incr Delay (d2), s/veh 0.8 0.7 4.6 0.1 0.4 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.2 1.2 0.2 0.3 0.4 0.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 8.2 8.1 21.1 4.4 14.3 13.2LnGrp LOS A A C A B B Approach Vol, veh/h 839 720 114Approach Delay, s/veh 8.2 4.9 13.9Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 4.4 21.0 25.3 8.9Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 7.4 38.5 49.5 29.1Max Q Clear Time (g_c+I1), s 2.4 8.0 5.8 3.3Green Ext Time (p_c), s 0.0 6.5 6.1 0.1 Intersection Summary HCM 6th Ctrl Delay 7.2HCM 6th LOS A Near-Term PM The Farm in Poway 10: Espola Rd & Cloudcroft Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 46 741 643 19 13 28Future Vol, veh/h 46 741 643 19 13 28Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 49 788 684 20 14 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 704 0 - 0 1580 352 Stage 1 - - - - 694 - Stage 2 - - - - 886 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 892 - - - 109 645 Stage 1 - - - - 458 - Stage 2 - - - - 402 -Platoon blocked, % - - -Mov Cap-1 Maneuver 892 - - - 103 645Mov Cap-2 Maneuver - - - - 224 - Stage 1 - - - - 433 - Stage 2 - - - - 402 - Approach EB WB SB HCM Control Delay, s 0.5 0 15HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 892 - - - 404HCM Lane V/C Ratio 0.055 - - - 0.108HCM Control Delay (s) 9.3 - - - 15HCM Lane LOS A - - - CHCM 95th %tile Q(veh) 0.2 - - - 0.4 Near-Term PM The Farm in Poway 11: Old Coach Rd & Espola Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 662 31 0 563 25 14 0 0 31 1 110 Future Volume (veh/h) 85 662 31 0 563 25 14 0 0 31 1 110 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 94 736 34 0 626 28 16 0 0 34 1 122 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 119 1818 84 5 1222 55 29 184 0 57 1 179 Arrive On Green 0.07 0.53 0.53 0.00 0.35 0.35 0.02 0.00 0.00 0.03 0.11 0.11 Sat Flow, veh/h 1781 3459 160 1781 3464 155 1781 1870 0 1781 13 1574 Grp Volume(v), veh/h 94 378 392 0 321 333 16 0 0 34 0 123Grp Sat Flow(s),veh/h/ln 1781 1777 1842 1781 1777 1842 1781 1870 0 1781 0 1587Q Serve(g_s), s 2.0 4.8 4.8 0.0 5.4 5.4 0.3 0.0 0.0 0.7 0.0 2.8Cycle Q Clear(g_c), s 2.0 4.8 4.8 0.0 5.4 5.4 0.3 0.0 0.0 0.7 0.0 2.8Prop In Lane 1.00 0.09 1.00 0.08 1.00 0.00 1.00 0.99Lane Grp Cap(c), veh/h 119 934 968 5 627 650 29 184 0 57 0 181V/C Ratio(X) 0.79 0.40 0.41 0.00 0.51 0.51 0.55 0.00 0.00 0.60 0.00 0.68Avail Cap(c_a), veh/h 566 1765 1829 260 1459 1513 283 1189 0 283 0 1009HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00Uniform Delay (d), s/veh 17.4 5.4 5.4 0.0 9.7 9.7 18.4 0.0 0.0 18.0 0.0 16.1Incr Delay (d2), s/veh 4.4 0.4 0.4 0.0 0.9 0.9 5.9 0.0 0.0 3.8 0.0 3.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 1.1 1.2 0.0 1.7 1.8 0.2 0.0 0.0 0.3 0.0 1.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 21.7 5.8 5.8 0.0 10.6 10.5 24.3 0.0 0.0 21.8 0.0 19.4LnGrp LOS C AAABBCAACAB Approach Vol, veh/h 864 654 16 157Approach Delay, s/veh 7.5 10.6 24.3 19.9Approach LOS A B C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 24.8 4.6 8.3 6.5 18.3 5.2 7.7Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 6.0 24.0 12.0 31.0 6.0 24.0Max Q Clear Time (g_c+I1), s 0.0 6.8 2.3 4.8 4.0 7.4 2.7 0.0Green Ext Time (p_c), s 0.0 7.9 0.0 0.5 0.1 5.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 10.0HCM 6th LOS B Near-Term PM The Farm in Poway 12: Espola Rd & Lake Poway Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 2 11 56 5 44 20 496 13 8 608 29 Future Volume (veh/h) 36 2 11 56 5 44 20 496 13 8 608 29 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 2 11 58 5 46 21 517 14 8 633 30 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 75 11 58 110 10 106 162 1086 29 162 1062 50 Arrive On Green 0.04 0.04 0.04 0.07 0.07 0.07 0.09 0.31 0.31 0.09 0.31 0.31 Sat Flow, veh/h 1781 250 1373 1646 142 1585 1781 3534 96 1781 3454 164 Grp Volume(v), veh/h 38 0 13 63 0 46 21 260 271 8 325 338Grp Sat Flow(s),veh/h/ln1781 0 1623 1788 0 1585 1781 1777 1853 1781 1777 1841Q Serve(g_s), s 0.9 0.0 0.3 1.5 0.0 1.2 0.5 5.2 5.2 0.2 6.8 6.8Cycle Q Clear(g_c), s 0.9 0.0 0.3 1.5 0.0 1.2 0.5 5.2 5.2 0.2 6.8 6.8Prop In Lane 1.00 0.85 0.92 1.00 1.00 0.05 1.00 0.09Lane Grp Cap(c), veh/h 75 0 69 120 0 106 162 546 569 162 546 566V/C Ratio(X) 0.51 0.00 0.19 0.53 0.00 0.43 0.13 0.48 0.48 0.05 0.60 0.60Avail Cap(c_a), veh/h 1100 0 1003 1064 0 943 735 1102 1149 731 1098 1137HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh20.6 0.0 20.3 19.8 0.0 19.7 18.3 12.3 12.3 18.2 12.9 12.9Incr Delay (d2), s/veh 1.9 0.0 0.5 3.5 0.0 2.8 0.1 0.8 0.7 0.0 1.3 1.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.4 0.0 0.1 0.7 0.0 0.5 0.2 1.8 1.9 0.1 2.4 2.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.5 0.0 20.8 23.3 0.0 22.4 18.5 13.1 13.1 18.2 14.1 14.1LnGrp LOS C A C C A C BBBBBB Approach Vol, veh/h 51 109 552 671Approach Delay, s/veh 22.1 23.0 13.3 14.2Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 20.4 7.2 8.5 20.4 7.8Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.2 * 27 18.1 27.1 26.1Max Q Clear Time (g_c+I1), s2.2 7.2 2.9 2.5 8.8 3.5Green Ext Time (p_c), s 0.0 3.7 0.1 0.0 4.7 0.4 Intersection Summary HCM 6th Ctrl Delay 14.8HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term PM The Farm in Poway 13: Espola Rd & Titan Wy/Eden Grove 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 1 94 9 3 5 112 537 11 9 674 71 Future Volume (veh/h) 37 1 94 9 3 5 112 537 11 9 674 71 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 1 106 10 3 6 126 603 12 10 757 80 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 65 2 161 19 43 85 244 1586 32 19 1368 610 Arrive On Green 0.04 0.10 0.10 0.01 0.08 0.08 0.07 0.45 0.45 0.01 0.38 0.38 Sat Flow, veh/h 1781 15 1572 1781 557 1113 3456 3564 71 1781 3554 1585 Grp Volume(v), veh/h 42 0 107 10 0 9 126 301 314 10 757 80Grp Sat Flow(s),veh/h/ln1781 0 1587 1781 0 1670 1728 1777 1858 1781 1777 1585Q Serve(g_s), s 1.0 0.0 2.9 0.3 0.0 0.2 1.6 5.1 5.1 0.3 7.5 1.5Cycle Q Clear(g_c), s 1.0 0.0 2.9 0.3 0.0 0.2 1.6 5.1 5.1 0.3 7.5 1.5Prop In Lane 1.00 0.99 1.00 0.67 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 65 0 163 19 0 128 244 791 827 19 1368 610V/C Ratio(X) 0.65 0.00 0.66 0.54 0.00 0.07 0.52 0.38 0.38 0.54 0.55 0.13Avail Cap(c_a), veh/h 337 0 1360 258 0 1356 884 1953 2042 258 3487 1555HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh21.4 0.0 19.4 22.1 0.0 19.3 20.1 8.3 8.3 22.1 10.8 9.0Incr Delay (d2), s/veh 4.0 0.0 1.7 8.7 0.0 0.1 0.6 0.4 0.3 8.7 0.4 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.5 0.0 1.0 0.1 0.0 0.1 0.6 1.5 1.6 0.1 2.4 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.4 0.0 21.1 30.8 0.0 19.4 20.8 8.7 8.7 30.8 11.2 9.1LnGrp LOS C A C C A B C A A C B A Approach Vol, veh/h 149 19 741 847Approach Delay, s/veh 22.3 25.4 10.7 11.3Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.0 26.9 4.0 9.1 7.7 24.2 5.1 7.9Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.3 7.1 2.3 4.9 3.6 9.5 3.0 2.2Green Ext Time (p_c), s 0.0 5.2 0.0 0.4 0.1 7.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 12.1HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term PM The Farm in Poway 14: Espola Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 411 49 562 10 31 7 297 351 12 16 423 394 Future Volume (veh/h) 411 49 562 10 31 7 297 351 12 16 423 394 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 433 52 592 11 33 7 313 369 13 17 445 415 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 22222222222 Cap, veh/h 512 684 759 14 337 72 390 696 590 27 534 687 Arrive On Green 0.15 0.37 0.37 0.01 0.23 0.23 0.11 0.37 0.37 0.02 0.29 0.29 Sat Flow, veh/h 3456 1870 1585 1781 1496 317 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 433 52 592 11 0 40 313 369 13 17 445 415Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1813 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 11.3 1.7 28.8 0.6 0.0 1.6 8.2 14.3 0.5 0.9 20.6 18.6Cycle Q Clear(g_c), s 11.3 1.7 28.8 0.6 0.0 1.6 8.2 14.3 0.5 0.9 20.6 18.6Prop In Lane 1.00 1.00 1.00 0.17 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 512 684 759 14 0 409 390 696 590 27 534 687V/C Ratio(X) 0.85 0.08 0.78 0.77 0.00 0.10 0.80 0.53 0.02 0.62 0.83 0.60Avail Cap(c_a), veh/h 665 946 981 96 0 666 545 865 733 102 657 792HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh38.4 19.1 20.1 45.8 0.0 28.4 40.0 22.7 18.4 45.3 31.0 20.1Incr Delay (d2), s/veh 6.3 0.1 3.4 27.3 0.0 0.1 3.9 0.2 0.0 8.4 8.0 1.2Initial 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/ln5.2 0.7 10.6 0.4 0.0 0.7 3.6 6.1 0.2 0.4 10.2 6.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 44.7 19.2 23.4 73.1 0.0 28.5 43.9 23.0 18.4 53.7 39.0 21.3LnGrp LOS D B C E A C D C B D D C Approach Vol, veh/h 1077 51 695 877Approach Delay, s/veh 31.8 38.1 32.3 30.9Approach LOS CDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.2 40.4 13.9 32.9 18.2 27.5 5.9 40.9Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 46.8 14.6 32.5 17.8 34.0 5.3 * 43Max Q Clear Time (g_c+I1), s2.6 30.8 10.2 22.6 13.3 3.6 2.9 16.3Green Ext Time (p_c), s 0.0 3.1 0.3 3.8 0.4 0.2 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 31.7HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term PM The Farm in Poway 15: Pomerado Rd & Rios Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 14 13 41 13 14 27 1238 82 25 587 33 Future Volume (veh/h) 11 14 13 41 13 14 27 1238 82 25 587 33 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 12 15 14 44 14 15 29 1317 87 27 624 35 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 307 130 121 307 121 129 46 1876 124 43 1892 106 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.03 0.55 0.55 0.02 0.55 0.55 Sat Flow, veh/h 1381 890 831 1381 826 885 1781 3384 223 1781 3421 192 Grp Volume(v), veh/h 12 0 29 44 0 29 29 690 714 27 324 335Grp Sat Flow(s),veh/h/ln1381 0 1721 1381 0 1711 1781 1777 1830 1781 1777 1836Q Serve(g_s), s 0.4 0.0 0.8 1.6 0.0 0.8 0.9 16.2 16.4 0.9 5.7 5.7Cycle Q Clear(g_c), s 1.3 0.0 0.8 2.5 0.0 0.8 0.9 16.2 16.4 0.9 5.7 5.7Prop In Lane 1.00 0.48 1.00 0.52 1.00 0.12 1.00 0.10Lane Grp Cap(c), veh/h 307 0 251 307 0 250 46 985 1015 43 983 1015V/C Ratio(X) 0.04 0.00 0.12 0.14 0.00 0.12 0.63 0.70 0.70 0.62 0.33 0.33Avail Cap(c_a), veh/h 788 0 852 805 0 868 180 1251 1288 168 1260 1302HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh21.8 0.0 21.3 22.4 0.0 21.3 27.7 9.3 9.3 27.7 7.0 7.0Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.1 5.2 1.5 1.5 5.3 0.4 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.3 0.5 0.0 0.3 0.4 5.2 5.4 0.4 1.8 1.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 21.9 0.0 21.4 22.4 0.0 21.4 32.9 10.8 10.9 33.0 7.4 7.4LnGrp LOS C A C C A C C B B C A A Approach Vol, veh/h 41 73 1433 686Approach Delay, s/veh 21.5 22.0 11.3 8.4Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.8 37.6 14.0 5.9 37.5 14.0Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.4 40.4 28.4 5.8 * 41 * 29Max Q Clear Time (g_c+I1), s2.9 18.4 3.3 2.9 7.7 4.5Green Ext Time (p_c), s 0.0 13.5 0.1 0.0 8.2 0.1 Intersection Summary HCM 6th Ctrl Delay 10.9HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term PM The Farm in Poway 16: Pomerado Rd & Higa Pl/Avenida La Valencia 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 8 8 48 8 28 12 1375 99 38 586 7 Future Volume (veh/h) 11 8 8 48 8 28 12 1375 99 38 586 7 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 12 9 9 51 9 30 13 1463 105 40 623 7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 267 91 91 263 198 168 23 1978 141 59 2188 25 Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.01 0.59 0.59 0.03 0.61 0.61 Sat Flow, veh/h 1368 858 858 1395 1870 1585 1781 3364 240 1781 3599 40 Grp Volume(v), veh/h 12 0 18 51 9 30 13 770 798 40 307 323Grp Sat Flow(s),veh/h/ln1368 0 1716 1395 1870 1585 1781 1777 1827 1781 1777 1863Q Serve(g_s), s 0.4 0.0 0.5 1.9 0.2 1.0 0.4 17.6 17.9 1.2 4.6 4.6Cycle Q Clear(g_c), s 0.7 0.0 0.5 2.5 0.2 1.0 0.4 17.6 17.9 1.2 4.6 4.6Prop In Lane 1.00 0.50 1.00 1.00 1.00 0.13 1.00 0.02Lane Grp Cap(c), veh/h 267 0 181 263 198 168 23 1045 1074 59 1080 1133V/C Ratio(X) 0.04 0.00 0.10 0.19 0.05 0.18 0.56 0.74 0.74 0.68 0.28 0.28Avail Cap(c_a), veh/h 883 0 953 890 1039 880 172 1203 1237 181 1222 1281HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.8 0.0 22.6 23.7 22.5 22.8 27.5 8.4 8.4 26.8 5.2 5.2Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.2 7.5 2.3 2.4 5.0 0.2 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.2 0.6 0.1 0.3 0.2 5.5 5.7 0.6 1.3 1.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.8 0.0 22.7 23.9 22.5 23.0 35.0 10.7 10.8 31.8 5.4 5.4LnGrp LOS C A CCCCDBBCAA Approach Vol, veh/h 30 90 1581 670Approach Delay, s/veh 22.8 23.4 10.9 7.0Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.3 38.9 10.8 5.1 40.0 10.8Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s3.2 19.9 2.7 2.4 6.6 4.5Green Ext Time (p_c), s 0.0 13.0 0.0 0.0 5.6 0.1 Intersection Summary HCM 6th Ctrl Delay 10.4HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term PM The Farm in Poway 17: Pomerado Rd & Stone Canyon Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 25 14 111 2 27 20 1481 187 23 666 30 Future Volume (veh/h) 74 25 14 111 2 27 20 1481 187 23 666 30 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 80 27 15 121 2 29 22 1610 203 25 724 33 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 22222222222 Cap, veh/h 72 15 566 82 1 566 34 1415 176 37 1546 70 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.02 0.44 0.44 0.02 0.45 0.45 Sat Flow, veh/h 0 41 1585 0 2 1585 1781 3181 395 1781 3461 158 Grp Volume(v), veh/h 107 0 15 123 0 29 22 888 925 25 372 385Grp Sat Flow(s),veh/h/ln 41 0 1585 2 0 1585 1781 1777 1799 1781 1777 1842Q Serve(g_s), s 0.0 0.0 0.5 0.0 0.0 1.0 1.1 38.6 38.6 1.2 12.7 12.7Cycle Q Clear(g_c), s 31.0 0.0 0.5 31.0 0.0 1.0 1.1 38.6 38.6 1.2 12.7 12.7Prop In Lane 0.75 1.00 0.98 1.00 1.00 0.22 1.00 0.09Lane Grp Cap(c), veh/h 87 0 566 83 0 566 34 790 800 37 793 823V/C Ratio(X) 1.23 0.00 0.03 1.48 0.00 0.05 0.65 1.12 1.16 0.67 0.47 0.47Avail Cap(c_a), veh/h 87 0 566 83 0 566 111 790 800 105 793 823HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh38.3 0.0 18.1 43.1 0.0 18.3 42.3 24.1 24.1 42.2 16.8 16.8Incr Delay (d2), s/veh 170.4 0.0 0.0 270.5 0.0 0.0 7.6 71.7 84.3 7.6 0.5 0.5Initial 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/ln6.0 0.0 0.2 8.0 0.0 0.4 0.5 30.7 33.9 0.6 5.0 5.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 208.7 0.0 18.1 313.6 0.0 18.3 49.9 95.8 108.4 49.8 17.3 17.3LnGrp LOS F A B F A B D F F D B B Approach Vol, veh/h 122 152 1835 782Approach Delay, s/veh 185.3 257.3 101.6 18.4Approach LOS F F F B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.2 44.6 36.0 6.0 44.8 36.0Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.1 38.6 30.9 5.4 * 39 * 31Max Q Clear Time (g_c+I1), s3.2 40.6 33.0 3.1 14.7 33.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 6.0 0.0 Intersection Summary HCM 6th Ctrl Delay 90.8HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term PM The Farm in Poway 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 445 0 158 3 1 14 227 1277 0 7 605 210 Future Volume (veh/h) 445 0 158 3 1 14 227 1277 0 7 605 210 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 531 0 113 3 1 15 244 1373 0 8 651 226 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 22222222222 Cap, veh/h 637 0 284 3 1 16 283 2002 0 14 1068 371 Arrive On Green 0.18 0.00 0.18 0.01 0.01 0.01 0.16 0.56 0.00 0.01 0.41 0.41 Sat Flow, veh/h 3563 0 1585 257 86 1284 1781 3647 0 1781 2588 898 Grp Volume(v), veh/h 531 0 113 19 0 0 244 1373 0 8 447 430Grp Sat Flow(s),veh/h/ln1781 0 1585 1626 0 0 1781 1777 0 1781 1777 1709Q Serve(g_s), s 12.8 0.0 5.6 1.0 0.0 0.0 11.9 24.5 0.0 0.4 17.6 17.6Cycle Q Clear(g_c), s 12.8 0.0 5.6 1.0 0.0 0.0 11.9 24.5 0.0 0.4 17.6 17.6Prop In Lane 1.00 1.00 0.16 0.79 1.00 0.00 1.00 0.53Lane Grp Cap(c), veh/h 637 0 284 21 0 0 283 2002 0 14 733 705V/C Ratio(X) 0.83 0.00 0.40 0.91 0.00 0.00 0.86 0.69 0.00 0.56 0.61 0.61Avail Cap(c_a), veh/h 1111 0 494 110 0 0 520 2393 0 102 788 757HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh35.3 0.0 32.3 43.9 0.0 0.0 36.5 13.8 0.0 44.0 20.5 20.5Incr Delay (d2), s/veh 1.1 0.0 0.3 69.6 0.0 0.0 3.1 1.2 0.0 11.9 2.3 2.4Initial 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/ln5.5 0.0 2.1 0.8 0.0 0.0 5.3 9.2 0.0 0.2 7.4 7.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 36.4 0.0 32.7 113.5 0.0 0.0 39.6 15.0 0.0 56.0 22.8 22.9LnGrp LOS D A C F A A D B A E C C Approach Vol, veh/h 644 19 1617 885Approach Delay, s/veh 35.8 113.5 18.7 23.1Approach LOS D F B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.1 56.3 22.5 18.5 42.9 5.1Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.0 * 40 6.0Max Q Clear Time (g_c+I1), s2.4 26.5 14.8 13.9 19.6 3.0Green Ext Time (p_c), s 0.0 23.7 1.1 0.3 10.5 0.0 Intersection Summary HCM 6th Ctrl Delay 24.0HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term PM The Farm in Poway 19: Pomerado Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 258 1221 411 17 919 409 432 845 19 351 671 329 Future Volume (veh/h) 258 1221 411 17 919 409 432 845 19 351 671 329 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 272 1285 433 18 967 431 455 889 20 369 706 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 22222222222 Cap, veh/h 338 1529 513 21 1132 505 524 1003 23 436 913 Arrive On Green 0.10 0.40 0.40 0.01 0.32 0.32 0.15 0.28 0.28 0.13 0.26 0.00 Sat Flow, veh/h 3456 3778 1269 1781 3554 1585 3456 3553 80 3456 3554 1585 Grp Volume(v), veh/h 272 1158 560 18 967 431 455 445 464 369 706 0Grp Sat Flow(s),veh/h/ln1728 1702 1642 1781 1777 1585 1728 1777 1856 1728 1777 1585Q Serve(g_s), s 7.9 31.6 31.8 1.0 26.2 26.2 13.2 24.7 24.7 10.8 19.0 0.0Cycle Q Clear(g_c), s 7.9 31.6 31.8 1.0 26.2 26.2 13.2 24.7 24.7 10.8 19.0 0.0Prop In Lane 1.00 0.77 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 338 1377 664 21 1132 505 524 502 524 436 913V/C Ratio(X) 0.80 0.84 0.84 0.85 0.85 0.85 0.87 0.89 0.89 0.85 0.77Avail Cap(c_a), veh/h 420 1564 754 88 1377 614 631 585 611 527 1063HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh45.5 27.7 27.7 50.8 32.8 32.8 42.7 35.4 35.4 44.0 35.5 0.0Incr Delay (d2), s/veh 7.1 3.4 7.0 27.6 4.0 8.3 9.4 12.5 12.1 9.0 2.5 0.0Initial 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/ln3.7 13.1 13.3 0.6 11.7 11.0 6.3 12.2 12.7 5.1 8.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 52.6 31.1 34.7 78.3 36.8 41.1 52.1 47.9 47.4 53.0 38.0 0.0LnGrp LOS D C C E DDDDDDD Approach Vol, veh/h 1990 1416 1364 1075 AApproach Delay, s/veh 35.0 38.6 49.1 43.1Approach LOS DDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.7 46.2 20.1 31.0 14.6 37.3 17.5 33.6Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 47.3 18.8 30.8 12.5 39.9 15.7 33.9Max Q Clear Time (g_c+I1), s3.0 33.8 15.2 21.0 9.9 28.2 12.8 26.7Green Ext Time (p_c), s 0.0 7.4 0.4 2.5 0.1 4.6 0.3 2.4 Intersection Summary HCM 6th Ctrl Delay 40.7HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Near-Term PM The Farm in Poway 20: Del Norte/Avenida Florencia & Avenida La Valencia 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Intersection Intersection Delay, s/veh 7.7Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 25 105 10 2 31 4 6 11 3 4 4 24Future Vol, veh/h 25 105 10 2 31 4 6 11 3 4 4 24Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Heavy Vehicles, % 2 22222222222Mvmt Flow 27 112 11 2 33 4 6 12 3 4 4 26Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.9 7.3 7.5 7.1HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 30% 18% 5% 12%Vol Thru, % 55% 75% 84% 12%Vol Right, % 15% 7% 11% 75%Sign Control Stop Stop Stop StopTraffic Vol by Lane 20 140 37 32LT Vol 6 25 2 4Through Vol 11 105 31 4RT Vol 3 10 4 24Lane Flow Rate 21 149 39 34Geometry Grp 1111Degree of Util (X) 0.025 0.168 0.045 0.036Departure Headway (Hd) 4.255 4.052 4.088 3.849Convergence, Y/N Yes Yes Yes YesCap 828 883 869 913Service Time 2.35 2.085 2.143 1.943HCM Lane V/C Ratio 0.025 0.169 0.045 0.037HCM Control Delay 7.5 7.9 7.3 7.1HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.6 0.1 0.1 Near-Term PM The Farm in Poway 21: Stone Canyon Rd & Del Norte 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Intersection Intersection Delay, s/veh 8.5Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 25 196 0 0 119 30004021Future Vol, veh/h 25 196 0 0 119 30004021Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 29 225 0 0 137 30005024Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 8.9 8 0 7.5HCM LOS A A - A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 0% 11% 0% 16%Vol Thru, % 100% 89% 98% 0%Vol Right, % 0% 0% 2% 84%Sign Control Stop Stop Stop StopTraffic Vol by Lane 0 221 122 25LT Vol 0 25 0 4Through Vol 0 196 119 0RT Vol 0 0 3 21Lane Flow Rate 0 254 140 29Geometry Grp 1111Degree of Util (X) 0 0.29 0.162 0.034Departure Headway (Hd) 4.823 4.113 4.161 4.31Convergence, Y/N Yes Yes Yes YesCap 0 869 853 836Service Time 2.824 2.161 2.232 2.31HCM Lane V/C Ratio 0 0.292 0.164 0.035HCM Control Delay 7.8 8.9 8 7.5HCM Lane LOS N A A AHCM 95th-tile Q 0 1.2 0.6 0.1 Near-Term PM The Farm in Poway 22: Martincoit Rd & Stone Canyon Rd 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_PM.syn Intersection Intersection Delay, s/veh 7.9Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 93 46 40 26 38 55Future Vol, veh/h 93 46 40 26 38 55Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Heavy Vehicles, % 2 22222Mvmt Flow 98 48 42 27 40 58Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 8.1 7.9 7.5HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 61% 67% 0%Vol Thru, % 39% 0% 41%Vol Right, % 0% 33% 59%Sign Control Stop Stop StopTraffic Vol by Lane 66 139 93LT Vol 40 93 0Through Vol 26 0 38RT Vol 0 46 55Lane Flow Rate 69 146 98Geometry Grp 1 1 1Degree of Util (X) 0.085 0.169 0.106Departure Headway (Hd) 4.389 4.157 3.89Convergence, Y/N Yes Yes YesCap 804 852 905Service Time 2.485 2.236 1.988HCM Lane V/C Ratio 0.086 0.171 0.108HCM Control Delay 7.9 8.1 7.5HCM Lane LOS A A AHCM 95th-tile Q 0.3 0.6 0.4 Near-Term + Proj AM The Farm in Poway 1: Rancho Bernardo Rd & I-15 SB off-ramp 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 837 649 0 1338 614 0 0 0 503 0 1235 Future Volume (veh/h) 0 837 649 0 1338 614 0 0 0 503 0 1235 Initial Q (Qb), veh 000000 000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 881 683 0 1408 646 529 0 1300 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 610 2358 732 406 1773 550 623 0 1459 Arrive On Green 0.00 0.46 0.46 0.00 0.69 0.69 0.18 0.00 0.18 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 881 683 0 1408 646 529 0 1300Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 15.7 57.0 0.0 26.3 48.6 20.7 0.0 10.3Cycle Q Clear(g_c), s 0.0 15.7 57.0 0.0 26.3 48.6 20.7 0.0 10.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 610 2358 732 406 1773 550 623 0 1459V/C Ratio(X) 0.00 0.37 0.93 0.00 0.79 1.17 0.85 0.00 0.89Avail Cap(c_a), veh/h 610 3286 1020 406 1773 550 689 0 1511HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.80 0.80 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 24.5 35.6 0.0 18.0 21.4 55.5 0.0 29.8Incr Delay (d2), s/veh 0.0 0.5 20.4 0.0 3.0 93.2 8.3 0.0 6.6Initial 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 0.0 6.3 25.0 0.0 6.1 23.6 9.6 0.0 28.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 25.0 56.0 0.0 21.0 114.6 63.8 0.0 36.5LnGrp LOS A C E A C F E A D Approach Vol, veh/h 1564 2054 1829Approach Delay, s/veh 38.5 50.4 44.4Approach LOS D D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 37.6 71.1 31.4 53.6 55.0Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 90 27.9 45.3 * 49Max Q Clear Time (g_c+I1), s 0.0 59.0 22.7 0.0 50.6Green Ext Time (p_c), s 0.0 5.6 2.5 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.0HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 2: I-15 NB off-ramp & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 960 380 0 1164 252 788 0 505 0 0 0 Future Volume (veh/h) 0 960 380 0 1164 252 788 0 505 0 0 0 Initial Q (Qb), veh 0 00000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 990 392 0 1200 260 812 0 521 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 22222202 Cap, veh/h 237 1627 505 517 2429 754 902 0 1538 Arrive On Green 0.00 0.64 0.64 0.00 0.48 0.48 0.26 0.00 0.26 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 990 392 0 1200 260 812 0 521Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 16.1 24.9 0.0 22.5 14.4 31.8 0.0 0.0Cycle Q Clear(g_c), s 0.0 16.1 24.9 0.0 22.5 14.4 31.8 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 237 1627 505 517 2429 754 902 0 1538V/C Ratio(X) 0.00 0.61 0.78 0.00 0.49 0.34 0.90 0.00 0.34Avail Cap(c_a), veh/h 237 1627 505 517 2429 754 1256 0 1824HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.88 0.88 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 20.2 21.8 0.0 25.2 23.0 50.0 0.0 17.3Incr Delay (d2), s/veh 0.0 1.5 9.9 0.0 0.7 1.3 5.6 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 4.8 7.2 0.0 9.1 5.6 14.2 0.0 4.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 21.7 31.7 0.0 25.9 24.3 55.5 0.0 17.4LnGrp LOS A C C A C C E A B Approach Vol, veh/h 1382 1460 1333Approach Delay, s/veh 24.6 25.6 40.6Approach LOS C C D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s46.3 51.0 24.3 73.0 42.7Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s26.3 * 45 5.5 * 67 50.9Max Q Clear Time (g_c+I1), s0.0 26.9 0.0 24.5 33.8Green Ext Time (p_c), s 0.0 5.0 0.0 7.0 2.8 Intersection Summary HCM 6th Ctrl Delay 30.0HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 3: Bernardo Center Dr & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 290 752 362 158 908 125 249 229 107 179 405 212 Future Volume (veh/h) 290 752 362 158 908 125 249 229 107 179 405 212 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 302 783 377 165 946 130 259 239 111 186 422 221 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 392 1479 627 244 1118 154 344 458 206 270 607 445 Arrive On Green 0.11 0.40 0.40 0.07 0.36 0.36 0.10 0.19 0.19 0.08 0.17 0.17 Sat Flow, veh/h 3563 3741 1585 3456 3138 431 3456 2383 1072 3456 3554 1585 Grp Volume(v), veh/h 302 783 377 165 535 541 259 176 174 186 422 221Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1793 1728 1777 1677 1728 1777 1585Q Serve(g_s), s 6.5 12.7 15.0 3.7 22.0 22.0 5.8 7.1 7.4 4.2 8.9 9.2Cycle Q Clear(g_c), s 6.5 12.7 15.0 3.7 22.0 22.0 5.8 7.1 7.4 4.2 8.9 9.2Prop In Lane 1.00 1.00 1.00 0.24 1.00 0.64 1.00 1.00Lane Grp Cap(c), veh/h 392 1479 627 244 633 639 344 342 322 270 607 445V/C Ratio(X) 0.77 0.53 0.60 0.67 0.85 0.85 0.75 0.52 0.54 0.69 0.70 0.50Avail Cap(c_a), veh/h 521 1900 805 357 847 854 462 896 846 488 1792 974HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh34.3 18.3 19.0 36.0 23.5 23.5 34.8 28.7 28.9 35.6 31.0 23.9Incr Delay (d2), s/veh 3.4 0.4 1.4 1.2 4.7 4.7 3.0 0.5 0.5 1.2 0.5 0.3Initial 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/ln2.9 5.3 5.4 1.6 9.5 9.6 2.5 3.0 2.9 1.8 3.7 3.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 37.7 18.8 20.4 37.2 28.3 28.3 37.7 29.2 29.4 36.8 31.5 24.2LnGrp LOS D B CDCCDCCDCC Approach Vol, veh/h 1462 1241 609 829Approach Delay, s/veh 23.1 29.4 32.9 30.7Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s10.0 37.6 12.3 19.4 13.1 34.5 10.6 21.1Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s8.2 40.3 10.6 40.0 11.6 * 38 11.2 * 40Max Q Clear Time (g_c+I1), s5.7 17.0 7.8 11.2 8.5 24.0 6.2 9.4Green Ext Time (p_c), s 0.1 10.7 0.1 2.3 0.2 4.2 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 28.0HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 4: Pomerado Rd & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 152 513 201 209 796 292 140 325 124 297 615 213 Future Volume (veh/h) 152 513 201 209 796 292 140 325 124 297 615 213 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 163 552 216 225 856 314 151 349 133 319 661 229 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 22222222222 Cap, veh/h 195 680 265 257 1092 487 215 494 185 626 827 286 Arrive On Green 0.11 0.27 0.27 0.14 0.31 0.31 0.06 0.20 0.20 0.18 0.32 0.32 Sat Flow, veh/h 1781 2497 974 1781 3554 1585 3456 2529 948 3456 2589 897 Grp Volume(v), veh/h 163 392 376 225 856 314 151 244 238 319 454 436Grp Sat Flow(s),veh/h/ln1781 1777 1695 1781 1777 1585 1728 1777 1700 1728 1777 1709Q Serve(g_s), s 8.9 20.5 20.6 12.3 21.9 9.8 4.3 12.7 13.1 8.3 23.2 23.2Cycle Q Clear(g_c), s 8.9 20.5 20.6 12.3 21.9 9.8 4.3 12.7 13.1 8.3 23.2 23.2Prop In Lane 1.00 0.57 1.00 1.00 1.00 0.56 1.00 0.52Lane Grp Cap(c), veh/h 195 484 462 257 1092 487 215 347 332 626 568 546V/C Ratio(X) 0.84 0.81 0.81 0.88 0.78 0.64 0.70 0.70 0.72 0.51 0.80 0.80Avail Cap(c_a), veh/h 258 671 640 279 1370 611 264 642 614 626 705 678HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh43.5 33.8 33.9 41.8 31.5 9.8 45.8 37.4 37.5 36.8 31.0 31.0Incr Delay (d2), s/veh 13.1 5.5 6.0 22.8 2.4 1.6 4.1 4.4 4.9 0.3 6.2 6.4Initial 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/ln4.5 9.2 8.9 6.9 9.3 3.2 1.9 5.8 5.7 3.4 10.4 10.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.6 39.4 39.8 64.6 33.9 11.5 49.9 41.7 42.4 37.1 37.1 37.4LnGrp LOS E D D E C B DDDDDD Approach Vol, veh/h 931 1395 633 1209Approach Delay, s/veh 42.6 33.8 43.9 37.2Approach LOS DCDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s18.7 33.0 10.6 37.2 15.3 36.5 23.5 24.4Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s15.6 * 38 7.6 39.5 14.4 38.4 11.6 * 36Max Q Clear Time (g_c+I1), s14.3 22.6 6.3 25.2 10.9 23.9 10.3 15.1Green Ext Time (p_c), s 0.0 4.5 0.0 6.6 0.1 6.1 0.1 4.4 Intersection Summary HCM 6th Ctrl Delay 38.3HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 957 9 20 1254 26 42 Future Volume (veh/h) 957 9 20 1254 26 42 Initial Q (Qb), veh 0 00000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1088 10 23 1425 30 48 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 2056 19 40 2488 102 91 Arrive On Green 0.57 0.57 0.02 0.70 0.06 0.06 Sat Flow, veh/h 3702 33 1781 3647 1781 1585 Grp Volume(v), veh/h 536 562 23 1425 30 48Grp Sat Flow(s),veh/h/ln1777 1864 1781 1777 1781 1585Q Serve(g_s), s 7.7 7.7 0.5 8.4 0.7 1.2Cycle Q Clear(g_c), s 7.7 7.7 0.5 8.4 0.7 1.2Prop In Lane 0.02 1.00 1.00 1.00Lane Grp Cap(c), veh/h1012 1062 40 2488 102 91V/C Ratio(X) 0.53 0.53 0.58 0.57 0.29 0.53Avail Cap(c_a), veh/h 2198 2307 321 5421 1130 1005HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.5 5.5 20.1 3.1 18.8 19.1Incr Delay (d2), s/veh 0.5 0.5 4.8 0.3 0.6 1.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.4 1.5 0.2 0.2 0.3 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 6.0 6.0 24.9 3.4 19.4 20.9LnGrp LOS A A C A B C Approach Vol, veh/h 1098 1448 78Approach Delay, s/veh 6.0 3.7 20.3Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.4 29.2 34.6 7.0Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s7.5 51.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.5 9.7 10.4 3.2Green Ext Time (p_c), s 0.0 10.5 18.8 0.1 Intersection Summary HCM 6th Ctrl Delay 5.2HCM 6th LOS A Near-Term + Proj AM The Farm in Poway 6: Avenida Florencia & Espola Rd 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 943 13 43 1233 17 42Future Vol, veh/h 943 13 43 1233 17 42Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 88 88 88 88 88 88Heavy Vehicles, % 2 22222Mvmt Flow 1072 15 49 1401 19 48 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1087 0 1871 536 Stage 1 - - - - 1072 - Stage 2 - - - - 799 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 638 - 64 489 Stage 1 - - - - 290 - Stage 2 - - - - 403 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 638 - 59 489Mov Cap-2 Maneuver - - - - 166 - Stage 1 - - - - 268 - Stage 2 - - - - 403 - Approach EB WB NB HCM Control Delay, s 0 0.4 19.6HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 313 - - 638 -HCM Lane V/C Ratio 0.214 - - 0.077 -HCM Control Delay (s) 19.6 - - 11.1 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.8 - - 0.2 - Near-Term + Proj AM The Farm in Poway 7: Valle Verde Rd & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 345 619 16 13 861 79 16 12 20 86 2 391 Future Volume (veh/h) 345 619 16 13 861 79 16 12 20 86 2 391 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 397 711 18 15 990 91 18 14 23 99 2 449 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 423 1911 48 35 1058 97 24 18 30 412 432 743 Arrive On Green 0.24 0.54 0.54 0.02 0.32 0.32 0.04 0.04 0.04 0.23 0.23 0.23 Sat Flow, veh/h 1781 3541 90 1781 3290 302 561 436 716 1781 1870 1585 Grp Volume(v), veh/h 397 357 372 15 535 546 55 0 0 99 2 449Grp Sat Flow(s),veh/h/ln 1781 1777 1854 1781 1777 1816 1713 0 0 1781 1870 1585Q Serve(g_s), s 25.5 13.5 13.5 1.0 34.0 34.0 3.7 0.0 0.0 5.3 0.1 24.5Cycle Q Clear(g_c), s 25.5 13.5 13.5 1.0 34.0 34.0 3.7 0.0 0.0 5.3 0.1 24.5Prop In Lane 1.00 0.05 1.00 0.17 0.33 0.42 1.00 1.00Lane Grp Cap(c), veh/h 423 959 1001 35 572 584 72 0 0 412 432 743V/C Ratio(X) 0.94 0.37 0.37 0.43 0.94 0.94 0.76 0.00 0.00 0.24 0.00 0.60Avail Cap(c_a), veh/h 465 959 1001 106 581 594 324 0 0 459 482 785HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 43.5 15.4 15.4 56.4 38.3 38.3 55.2 0.0 0.0 36.5 34.5 22.9Incr Delay (d2), s/veh 24.8 0.3 0.3 3.0 22.6 22.3 17.8 0.0 0.0 0.1 0.0 0.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 14.0 5.4 5.7 0.5 18.2 18.5 2.0 0.0 0.0 2.3 0.0 9.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 68.3 15.7 15.7 59.4 60.9 60.6 73.0 0.0 0.0 36.6 34.5 23.7LnGrp LOS EBBEEEEAADCC Approach Vol, veh/h 1126 1096 55 550Approach Delay, s/veh 34.3 60.8 73.0 26.1Approach LOS C E E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.9 69.4 32.2 31.3 44.0 9.0Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 30.4 38.1 22.0Max Q Clear Time (g_c+I1), s 3.0 15.5 26.5 27.5 36.0 5.7Green Ext Time (p_c), s 0.0 6.6 0.5 0.2 1.5 0.2 Intersection Summary HCM 6th Ctrl Delay 43.7HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 8: Valle Verde Rd & St Andrews Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 2 1 27 99 2 5 25 376 32 2 369 6Future Vol, veh/h 2 1 27 99 2 5 25 376 32 2 369 6Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh 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 92Heavy Vehicles, % 2 22222222222Mvmt Flow 2 1 29 108 2 5 27 409 35 2 401 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 889 903 401 887 875 409 408 0 0 444 0 0 Stage 1 405 405 - 463 463 ------- Stage 2 484 498 - 424 412 -------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 264 277 649 265 288 642 1151 - - 1116 - - Stage 1 622 598 - 579 564 ------- Stage 2 564 544 - 608 594 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 255 270 649 248 281 642 1151 - - 1116 - -Mov Cap-2 Maneuver 255 270 - 248 281 ------- Stage 1 608 597 - 566 551 ------- Stage 2 544 531 - 578 593 ------- Approach EB WB NB SB HCM Control Delay, s 11.6 29.5 0.5 0HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1151 - - 260 649 249 642 1116 - -HCM Lane V/C Ratio 0.024 - - 0.013 0.045 0.441 0.008 0.002 - -HCM Control Delay (s) 8.2 - - 19 10.8 30.4 10.7 8.2 - -HCM Lane LOS A - - C B D B A - -HCM 95th %tile Q(veh) 0.1 - - 0 0.1 2.1 0 0 - - Near-Term + Proj AM The Farm in Poway 9: Martincoit Rd/PVT DR 'A & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 502 176 91 683 15 194 2 72 25 4 73 Future Volume (veh/h) 42 502 176 91 683 15 194 2 72 25 4 73 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 612 215 111 833 16 237 2 88 27 4 79 Peak Hour Factor 0.92 0.82 0.82 0.82 0.82 0.92 0.82 0.92 0.82 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 81 837 294 143 1226 24 296 8 348 54 7 134 Arrive On Green 0.05 0.32 0.32 0.08 0.34 0.34 0.17 0.22 0.22 0.03 0.09 0.09 Sat Flow, veh/h 1781 2579 905 1781 3566 68 1781 35 1555 1781 77 1520 Grp Volume(v), veh/h 46 421 406 111 415 434 237 0 90 27 0 83Grp Sat Flow(s),veh/h/ln 1781 1777 1707 1781 1777 1858 1781 0 1590 1781 0 1597Q Serve(g_s), s 1.4 12.0 12.0 3.5 11.4 11.4 7.3 0.0 2.7 0.9 0.0 2.9Cycle Q Clear(g_c), s 1.4 12.0 12.0 3.5 11.4 11.4 7.3 0.0 2.7 0.9 0.0 2.9Prop In Lane 1.00 0.53 1.00 0.04 1.00 0.98 1.00 0.95Lane Grp Cap(c), veh/h 81 577 554 143 611 639 296 0 356 54 0 141V/C Ratio(X) 0.57 0.73 0.73 0.78 0.68 0.68 0.80 0.00 0.25 0.50 0.00 0.59Avail Cap(c_a), veh/h 159 820 788 299 931 974 557 0 1075 181 0 753HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 26.8 17.1 17.1 25.8 16.1 16.1 22.9 0.0 18.3 27.3 0.0 25.1Incr Delay (d2), s/veh 6.2 2.3 2.5 3.4 1.6 1.5 5.0 0.0 0.1 6.9 0.0 3.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 4.3 4.2 1.4 4.0 4.2 3.2 0.0 0.9 0.4 0.0 1.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 33.0 19.4 19.6 29.2 17.7 17.6 27.9 0.0 18.4 34.2 0.0 29.0LnGrp LOS C B B C B B C A B C A C Approach Vol, veh/h 873 960 327 110Approach Delay, s/veh 20.2 19.0 25.3 30.3Approach LOS C B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.2 25.1 14.0 9.9 7.1 26.2 6.2 17.7Change Period (Y+Rc), s 3.6 6.5 4.5 * 4.9 4.5 6.5 4.5 4.9Max Green Setting (Gmax), s 9.6 26.4 17.9 * 27 5.1 30.0 5.8 38.7Max Q Clear Time (g_c+I1), s 5.5 14.0 9.3 4.9 3.4 13.4 2.9 4.7Green Ext Time (p_c), s 0.0 4.5 0.4 0.4 0.0 5.3 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 20.9HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 10: Espola Rd & Cloudcroft Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 19 753 690 21 33 52Future Vol, veh/h 19 753 690 21 33 52Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 81 81 81 81 81 81Heavy Vehicles, % 2 22222Mvmt Flow 23 930 852 26 41 64 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 878 0 - 0 1841 439 Stage 1 - - - - 865 - Stage 2 - - - - 976 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 767 - - - 74 567 Stage 1 - - - - 373 - Stage 2 - - - - 364 -Platoon blocked, % - - -Mov Cap-1 Maneuver 767 - - - 72 567Mov Cap-2 Maneuver - - - - 193 - Stage 1 - - - - 362 - Stage 2 - - - - 364 - Approach EB WB SB HCM Control Delay, s 0.2 0 21.3HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 767 - - - 324HCM Lane V/C Ratio 0.031 - - - 0.324HCM Control Delay (s) 9.8 - - - 21.3HCM Lane LOS A - - - CHCM 95th %tile Q(veh) 0.1 - - - 1.4 Near-Term + Proj AM The Farm in Poway 11: Old Coach Rd & Espola Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 729 10 0 596 28 33 1 3 41 0 92 Future Volume (veh/h) 77 729 10 0 596 28 33 1 3 41 0 92 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 99 935 13 0 764 36 42 1 4 53 0 118 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %222222222222 Cap, veh/h 127 1990 28 4 1355 64 65 35 138 77 0 178 Arrive On Green 0.07 0.55 0.55 0.00 0.39 0.39 0.04 0.11 0.11 0.04 0.00 0.11 Sat Flow, veh/h 1781 3588 50 1781 3455 163 1781 327 1308 1781 0 1585 Grp Volume(v), veh/h 99 463 485 0 393 407 42 0 5 53 0 118Grp Sat Flow(s),veh/h/ln 1781 1777 1861 1781 1777 1841 1781 0 1635 1781 0 1585Q Serve(g_s), s 2.4 6.9 6.9 0.0 7.6 7.6 1.0 0.0 0.1 1.3 0.0 3.1Cycle Q Clear(g_c), s 2.4 6.9 6.9 0.0 7.6 7.6 1.0 0.0 0.1 1.3 0.0 3.1Prop In Lane 1.00 0.03 1.00 0.09 1.00 0.80 1.00 1.00Lane Grp Cap(c), veh/h 127 985 1032 4 697 722 65 0 173 77 0 178V/C Ratio(X) 0.78 0.47 0.47 0.00 0.56 0.56 0.65 0.00 0.03 0.69 0.00 0.66Avail Cap(c_a), veh/h 406 1560 1634 223 1378 1428 284 0 820 284 0 795HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 20.0 5.9 5.9 0.0 10.4 10.4 20.8 0.0 17.6 20.7 0.0 18.7Incr Delay (d2), s/veh 3.9 0.5 0.5 0.0 1.0 1.0 3.9 0.0 0.0 4.0 0.0 3.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.0 1.7 1.8 0.0 2.5 2.6 0.5 0.0 0.0 0.6 0.0 1.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 24.0 6.4 6.4 0.0 11.4 11.4 24.8 0.0 17.6 24.6 0.0 21.8LnGrp LOS C AAABBCABCAC Approach Vol, veh/h 1047 800 47 171Approach Delay, s/veh 8.0 11.4 24.0 22.7Approach LOS A B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 29.3 5.6 8.9 7.1 22.2 5.9 8.6Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 38.5 7.0 22.0 10.0 34.0 7.0 22.0Max Q Clear Time (g_c+I1), s 0.0 8.9 3.0 5.1 4.4 9.6 3.3 2.1Green Ext Time (p_c), s 0.0 10.1 0.0 0.5 0.0 7.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 10.9HCM 6th LOS B Near-Term + Proj AM The Farm in Poway 12: Espola Rd & Lake Poway Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 78 4 21 12 1 8 20 511 20 16 665 99 Future Volume (veh/h) 78 4 21 12 1 8 20 511 20 16 665 99 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 115 6 31 18 1 12 29 751 29 24 978 146 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 166 25 127 46 3 43 129 1449 56 129 1288 192 Arrive On Green 0.09 0.09 0.09 0.03 0.03 0.03 0.07 0.42 0.42 0.07 0.42 0.42 Sat Flow, veh/h 1781 264 1362 1692 94 1585 1781 3488 135 1781 3101 463 Grp Volume(v), veh/h 115 0 37 19 0 12 29 382 398 24 560 564Grp Sat Flow(s),veh/h/ln1781 0 1625 1786 0 1585 1781 1777 1846 1781 1777 1787Q Serve(g_s), s 3.5 0.0 1.2 0.6 0.0 0.4 0.8 8.9 8.9 0.7 14.9 14.9Cycle Q Clear(g_c), s 3.5 0.0 1.2 0.6 0.0 0.4 0.8 8.9 8.9 0.7 14.9 14.9Prop In Lane 1.00 0.84 0.95 1.00 1.00 0.07 1.00 0.26Lane Grp Cap(c), veh/h 166 0 152 49 0 43 129 738 767 129 738 742V/C Ratio(X) 0.69 0.00 0.24 0.39 0.00 0.28 0.22 0.52 0.52 0.19 0.76 0.76Avail Cap(c_a), veh/h 872 0 795 841 0 747 581 882 917 581 882 887HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh24.2 0.0 23.2 26.4 0.0 26.3 24.1 12.0 12.0 24.1 13.8 13.8Incr Delay (d2), s/veh 1.9 0.0 0.3 4.9 0.0 3.4 0.3 0.7 0.7 0.3 3.4 3.4Initial 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/ln1.4 0.0 0.4 0.3 0.0 0.2 0.3 3.1 3.2 0.3 5.7 5.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 26.2 0.0 23.5 31.3 0.0 29.7 24.5 12.7 12.7 24.3 17.2 17.2LnGrp LOS C A C C A C C B B C B B Approach Vol, veh/h 152 31 809 1148Approach Delay, s/veh 25.5 30.7 13.1 17.4Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 29.8 10.5 8.5 29.8 6.4Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.4 * 27 18.0 27.4 26.0Max Q Clear Time (g_c+I1), s2.7 10.9 5.5 2.8 16.9 2.6Green Ext Time (p_c), s 0.0 5.4 0.3 0.0 6.0 0.1 Intersection Summary HCM 6th Ctrl Delay 16.5HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 13: Espola Rd & Titan Wy/Eden Grove 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 53 0 266 22 0 7 392 479 11 13 467 183 Future Volume (veh/h) 53 0 266 22 0 7 392 479 11 13 467 183 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 85 0 429 35 0 11 632 773 18 21 753 295 Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 109 0 473 45 0 417 719 1611 37 32 936 418 Arrive On Green 0.06 0.00 0.30 0.03 0.00 0.26 0.21 0.45 0.45 0.02 0.26 0.26 Sat Flow, veh/h 1781 0 1585 1781 0 1585 3456 3550 83 1781 3554 1585 Grp Volume(v), veh/h 85 0 429 35 0 11 632 387 404 21 753 295Grp Sat Flow(s),veh/h/ln1781 0 1585 1781 0 1585 1728 1777 1855 1781 1777 1585Q Serve(g_s), s 4.5 0.0 24.7 1.9 0.0 0.5 16.8 14.4 14.4 1.1 18.8 16.0Cycle Q Clear(g_c), s 4.5 0.0 24.7 1.9 0.0 0.5 16.8 14.4 14.4 1.1 18.8 16.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 109 0 473 45 0 417 719 806 842 32 936 418V/C Ratio(X) 0.78 0.00 0.91 0.77 0.00 0.03 0.88 0.48 0.48 0.66 0.80 0.71Avail Cap(c_a), veh/h 178 0 650 124 0 601 965 930 972 107 1071 478HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh43.9 0.0 32.0 46.0 0.0 26.0 36.4 18.1 18.1 46.3 32.7 31.6Incr Delay (d2), s/veh 4.5 0.0 11.0 9.9 0.0 0.0 6.0 0.5 0.5 8.3 4.2 4.4Initial 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/ln2.1 0.0 10.6 0.9 0.0 0.2 7.6 5.8 6.1 0.6 8.5 6.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 48.5 0.0 43.0 55.9 0.0 26.0 42.4 18.6 18.6 54.6 36.9 36.0LnGrp LOS D A D E A C D B B D D D Approach Vol, veh/h 514 46 1423 1069Approach Delay, s/veh 43.9 48.8 29.2 37.0Approach LOS DDCD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.2 50.0 5.9 32.8 24.3 31.9 9.3 29.5Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s5.7 * 50 6.6 38.9 26.5 28.6 9.5 36.0Max Q Clear Time (g_c+I1), s3.1 16.4 3.9 26.7 18.8 20.8 6.5 2.5Green Ext Time (p_c), s 0.0 7.0 0.0 1.6 0.9 4.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 34.7HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 14: Espola Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 286 30 169 11 58 38 662 373 9 7 310 480 Future Volume (veh/h) 286 30 169 11 58 38 662 373 9 7 310 480 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 340 36 201 13 69 45 788 444 11 8 369 571 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 410 404 742 16 113 73 871 994 842 14 558 661 Arrive On Green 0.12 0.22 0.22 0.01 0.11 0.11 0.25 0.53 0.53 0.01 0.30 0.30 Sat Flow, veh/h 3456 1870 1585 1781 1057 689 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 340 36 201 13 0 114 788 444 11 8 369 571Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1746 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 9.0 1.4 7.3 0.7 0.0 5.9 20.7 13.7 0.3 0.4 16.2 28.0Cycle Q Clear(g_c), s 9.0 1.4 7.3 0.7 0.0 5.9 20.7 13.7 0.3 0.4 16.2 28.0Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 410 404 742 16 0 186 871 994 842 14 558 661V/C Ratio(X) 0.83 0.09 0.27 0.79 0.00 0.61 0.91 0.45 0.01 0.56 0.66 0.86Avail Cap(c_a), veh/h 456 769 1051 95 0 580 1005 1022 866 95 558 661HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh40.4 29.4 15.2 46.4 0.0 40.1 34.0 13.5 10.4 46.4 28.8 25.0Incr Delay (d2), s/veh 10.0 0.1 0.2 26.5 0.0 3.9 9.7 0.1 0.0 12.1 3.1 11.6Initial 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/ln4.4 0.7 2.6 0.4 0.0 2.7 9.7 5.5 0.1 0.2 7.6 13.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 50.4 29.5 15.5 72.9 0.0 44.0 43.7 13.6 10.4 58.5 31.9 36.6LnGrp LOS D C B E A D D B B E C D Approach Vol, veh/h 577 127 1243 948Approach Delay, s/veh 37.0 47.0 32.7 35.0Approach LOS DDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.4 26.9 27.2 34.5 15.6 16.6 5.3 56.4Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 38.6 27.3 28.0 12.4 31.2 5.0 * 51Max Q Clear Time (g_c+I1), s2.7 9.3 22.7 30.0 11.0 7.9 2.4 15.7Green Ext Time (p_c), s 0.0 1.1 0.9 0.0 0.1 0.7 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 34.9HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 15: Pomerado Rd & Rios Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 3 39 120 21 24 16 591 48 8 968 12 Future Volume (veh/h) 11 3 39 120 21 24 16 591 48 8 968 12 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 3 41 125 22 25 17 616 50 8 1008 12 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 363 20 279 364 150 170 30 1652 134 15 1755 21 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.02 0.50 0.50 0.01 0.49 0.49 Sat Flow, veh/h 1359 109 1493 1362 799 908 1781 3329 270 1781 3597 43 Grp Volume(v), veh/h 11 0 44 125 0 47 17 328 338 8 498 522Grp Sat Flow(s),veh/h/ln1359 0 1602 1362 0 1707 1781 1777 1822 1781 1777 1863Q Serve(g_s), s 0.3 0.0 1.2 4.3 0.0 1.2 0.5 5.9 5.9 0.2 10.2 10.2Cycle Q Clear(g_c), s 1.5 0.0 1.2 5.5 0.0 1.2 0.5 5.9 5.9 0.2 10.2 10.2Prop In Lane 1.00 0.93 1.00 0.53 1.00 0.15 1.00 0.02Lane Grp Cap(c), veh/h 363 0 300 364 0 320 30 882 904 15 867 909V/C Ratio(X) 0.03 0.00 0.15 0.34 0.00 0.15 0.57 0.37 0.37 0.53 0.57 0.57Avail Cap(c_a), veh/h 914 0 949 935 0 1035 194 1323 1357 194 1347 1412HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh18.1 0.0 17.4 19.7 0.0 17.4 25.0 8.0 8.0 25.3 9.3 9.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.2 0.0 0.1 6.2 0.3 0.3 10.6 1.1 1.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.4 1.3 0.0 0.4 0.2 1.8 1.9 0.1 3.3 3.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 18.1 0.0 17.5 19.9 0.0 17.5 31.2 8.3 8.3 35.9 10.5 10.4LnGrp LOS B ABBABCAADBB Approach Vol, veh/h 55 172 683 1028Approach Delay, s/veh 17.6 19.3 8.9 10.6Approach LOS BBAB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.8 31.3 15.2 5.3 30.8 15.2Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.6 38.2 30.4 5.6 * 39 * 31Max Q Clear Time (g_c+I1), s2.2 7.9 3.5 2.5 12.2 7.5Green Ext Time (p_c), s 0.0 6.1 0.1 0.0 12.8 0.3 Intersection Summary HCM 6th Ctrl Delay 11.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 16: Pomerado Rd & Higa Pl/Avenida La Valencia 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 3 7 82 5 45 14 596 48 21 1091 7 Future Volume (veh/h) 8 3 7 82 5 45 14 596 48 21 1091 7 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 3 8 91 6 50 16 662 53 23 1212 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 325 59 158 328 245 208 29 1748 140 39 1920 13 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.02 0.52 0.52 0.02 0.53 0.53 Sat Flow, veh/h 1348 451 1203 1404 1870 1585 1781 3333 267 1781 3619 24 Grp Volume(v), veh/h 9 0 11 91 6 50 16 353 362 23 595 625Grp Sat Flow(s),veh/h/ln1348 0 1654 1404 1870 1585 1781 1777 1822 1781 1777 1866Q Serve(g_s), s 0.3 0.0 0.3 2.9 0.1 1.3 0.4 5.6 5.6 0.6 11.2 11.2Cycle Q Clear(g_c), s 0.4 0.0 0.3 3.2 0.1 1.3 0.4 5.6 5.6 0.6 11.2 11.2Prop In Lane 1.00 0.73 1.00 1.00 1.00 0.15 1.00 0.01Lane Grp Cap(c), veh/h 325 0 217 328 245 208 29 932 956 39 943 990V/C Ratio(X) 0.03 0.00 0.05 0.28 0.02 0.24 0.56 0.38 0.38 0.59 0.63 0.63Avail Cap(c_a), veh/h 1031 0 1084 1063 1226 1039 203 1419 1455 214 1441 1514HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh18.2 0.0 18.0 19.4 18.0 18.5 23.2 6.7 6.7 23.0 7.9 7.9Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 0.2 6.3 0.3 0.3 5.1 0.9 0.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.1 0.9 0.1 0.5 0.2 1.6 1.6 0.3 3.2 3.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 18.2 0.0 18.1 19.6 18.0 18.7 29.4 7.0 7.0 28.1 8.8 8.7LnGrp LOS B ABBBBCAACAA Approach Vol, veh/h 20 147 731 1243Approach Delay, s/veh 18.1 19.2 7.5 9.1Approach LOS BBAA Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.4 30.9 11.1 5.2 31.2 11.1Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s2.6 7.6 2.4 2.4 13.2 5.2Green Ext Time (p_c), s 0.0 6.7 0.0 0.0 12.0 0.2 Intersection Summary HCM 6th Ctrl Delay 9.3HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 17: Pomerado Rd & Stone Canyon Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 8 17 214 5 29 13 600 184 22 1174 33 Future Volume (veh/h) 35 8 17 214 5 29 13 600 184 22 1174 33 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 9 18 233 5 32 14 652 200 24 1276 36 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 22222222222 Cap, veh/h 78 11 596 86 0 596 24 1121 343 36 1502 42 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.01 0.42 0.42 0.02 0.43 0.43 Sat Flow, veh/h 0 28 1585 0 0 1585 1781 2678 821 1781 3530 100 Grp Volume(v), veh/h 47 0 18 238 0 32 14 432 420 24 642 670Grp Sat Flow(s),veh/h/ln 28 0 1585 0 0 1585 1781 1777 1723 1781 1777 1852Q Serve(g_s), s 0.0 0.0 0.6 0.0 0.0 1.1 0.7 15.6 15.6 1.1 27.0 27.1Cycle Q Clear(g_c), s 31.3 0.0 0.6 31.3 0.0 1.1 0.7 15.6 15.6 1.1 27.0 27.1Prop In Lane 0.81 1.00 0.98 1.00 1.00 0.48 1.00 0.05Lane Grp Cap(c), veh/h 89 0 596 86 0 596 24 743 721 36 756 788V/C Ratio(X) 0.53 0.00 0.03 2.78 0.00 0.05 0.59 0.58 0.58 0.66 0.85 0.85Avail Cap(c_a), veh/h 89 0 596 86 0 596 111 807 782 120 822 857HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh34.6 0.0 16.4 41.6 0.0 16.5 40.8 18.6 18.6 40.5 21.5 21.5Incr Delay (d2), s/veh 3.0 0.0 0.0 832.7 0.0 0.0 8.4 1.1 1.2 7.3 8.1 7.8Initial 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/ln1.0 0.0 0.2 21.5 0.0 0.4 0.3 6.3 6.1 0.6 12.2 12.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 37.6 0.0 16.4 874.3 0.0 16.5 49.3 19.7 19.8 47.8 29.6 29.4LnGrp LOS D A B F A B D B B D C C Approach Vol, veh/h 65 270 866 1336Approach Delay, s/veh 31.7 772.7 20.2 29.8Approach LOS C F C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.1 40.8 36.3 5.5 41.4 36.3Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.6 37.8 31.2 5.2 * 39 * 31Max Q Clear Time (g_c+I1), s3.1 17.6 33.3 2.7 29.1 33.3Green Ext Time (p_c), s 0.0 7.3 0.0 0.0 6.3 0.0 Intersection Summary HCM 6th Ctrl Delay 105.6HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 282 5 283 0 0 6 207 601 10 8 1023 434 Future Volume (veh/h) 282 5 283 0 0 6 207 601 10 8 1023 434 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 419 0 214 0 0 7 233 675 11 9 1149 488 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 569 0 253 0 0 8 262 2239 36 16 1197 492 Arrive On Green 0.16 0.00 0.16 0.00 0.00 0.01 0.15 0.63 0.63 0.01 0.49 0.49 Sat Flow, veh/h 3563 0 1585 0 0 1585 1781 3578 58 1781 2456 1009 Grp Volume(v), veh/h 419 0 214 0 0 7 233 335 351 9 820 817Grp Sat Flow(s),veh/h/ln1781 0 1585 0 0 1585 1781 1777 1860 1781 1777 1689Q Serve(g_s), s 11.8 0.0 13.8 0.0 0.0 0.5 13.5 9.2 9.2 0.5 46.3 50.5Cycle Q Clear(g_c), s 11.8 0.0 13.8 0.0 0.0 0.5 13.5 9.2 9.2 0.5 46.3 50.5Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.03 1.00 0.60Lane Grp Cap(c), veh/h 569 0 253 0 0 8 262 1112 1164 16 866 823V/C Ratio(X) 0.74 0.00 0.85 0.00 0.00 0.84 0.89 0.30 0.30 0.57 0.95 0.99Avail Cap(c_a), veh/h 880 0 391 0 0 90 271 1112 1164 86 866 823HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh42.1 0.0 43.0 0.0 0.0 52.3 44.0 9.1 9.1 52.0 25.7 26.8Incr Delay (d2), s/veh 0.7 0.0 6.0 0.0 0.0 100.7 26.5 0.4 0.4 11.7 19.5 29.5Initial 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/ln5.2 0.0 5.8 0.0 0.0 0.4 7.8 3.4 3.6 0.3 23.1 25.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 42.8 0.0 48.9 0.0 0.0 153.0 70.5 9.5 9.4 63.7 45.3 56.3LnGrp LOS D A D A A F EAAEDE Approach Vol, veh/h 633 7 919 1646Approach Delay, s/veh 44.9 153.0 24.9 50.8Approach LOS D F C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.3 72.0 23.4 19.9 57.4 4.6Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 61.8 26.0 16.0 * 51 6.0Max Q Clear Time (g_c+I1), s2.5 11.2 15.8 15.5 52.5 2.5Green Ext Time (p_c), s 0.0 11.4 1.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 42.5HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj AM The Farm in Poway 19: Pomerado Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 235 917 329 13 1107 378 398 611 8 347 642 312 Future Volume (veh/h) 235 917 329 13 1107 378 398 611 8 347 642 312 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 245 955 343 14 1153 394 415 636 8 361 669 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 311 1690 606 17 1334 595 484 843 11 428 776 Arrive On Green 0.09 0.46 0.46 0.01 0.38 0.38 0.14 0.23 0.23 0.12 0.22 0.00 Sat Flow, veh/h 3456 3706 1329 1781 3554 1585 3456 3594 45 3456 3554 1585 Grp Volume(v), veh/h 245 877 421 14 1153 394 415 314 330 361 669 0Grp Sat Flow(s),veh/h/ln1728 1702 1631 1781 1777 1585 1728 1777 1862 1728 1777 1585Q Serve(g_s), s 7.1 19.3 19.4 0.8 30.7 21.1 12.0 16.8 16.8 10.5 18.5 0.0Cycle Q Clear(g_c), s 7.1 19.3 19.4 0.8 30.7 21.1 12.0 16.8 16.8 10.5 18.5 0.0Prop In Lane 1.00 0.81 1.00 1.00 1.00 0.02 1.00 1.00Lane Grp Cap(c), veh/h 311 1552 744 17 1334 595 484 417 437 428 776V/C Ratio(X) 0.79 0.57 0.57 0.82 0.86 0.66 0.86 0.75 0.75 0.84 0.86Avail Cap(c_a), veh/h 389 1747 837 87 1598 713 591 512 537 507 938HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh45.6 20.4 20.4 50.6 29.5 26.5 43.0 36.4 36.4 43.8 38.5 0.0Incr Delay (d2), s/veh 6.4 0.1 0.3 28.0 3.9 1.0 8.8 3.7 3.6 9.4 6.2 0.0Initial 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/ln3.3 7.5 7.2 0.5 13.4 8.0 5.7 7.6 8.0 5.0 8.6 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 52.0 20.5 20.7 78.6 33.5 27.6 51.8 40.1 40.0 53.2 44.7 0.0LnGrp LOS D C C E CCDDDDD Approach Vol, veh/h 1543 1561 1059 1030 AApproach Delay, s/veh 25.6 32.4 44.6 47.7Approach LOS CCDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.5 51.1 18.8 26.8 13.7 42.9 17.2 28.5Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.0 52.5 17.5 27.0 11.5 46.0 15.0 29.5Max Q Clear Time (g_c+I1), s2.8 21.4 14.0 20.5 9.1 32.7 12.5 18.8Green Ext Time (p_c), s 0.0 7.3 0.3 1.8 0.1 5.7 0.2 2.0 Intersection Summary HCM 6th Ctrl Delay 35.9HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Near-Term + Proj AM The Farm in Poway 20: Del Norte/Avenida Florencia & Avenida La Valencia 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Intersection Intersection Delay, s/veh 7.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 15 30 6 3 86 5 12 13 2 1 25 29Future Vol, veh/h 15 30 6 3 86 5 12 13 2 1 25 29Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 17 34 7 3 99 6 14 15 2 1 29 33Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.5 7.8 7.6 7.3HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 44% 29% 3% 2%Vol Thru, % 48% 59% 91% 45%Vol Right, % 7% 12% 5% 53%Sign Control Stop Stop Stop StopTraffic Vol by Lane 27 51 94 55LT Vol 12 15 3 1Through Vol 13 30 86 25RT Vol 2 6 5 29Lane Flow Rate 31 59 108 63Geometry Grp 1111Degree of Util (X) 0.037 0.068 0.124 0.069Departure Headway (Hd) 4.316 4.169 4.117 3.932Convergence, Y/N Yes Yes Yes YesCap 816 851 864 895Service Time 2.413 2.238 2.174 2.025HCM Lane V/C Ratio 0.038 0.069 0.125 0.07HCM Control Delay 7.6 7.5 7.8 7.3HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.2 0.4 0.2 Near-Term + Proj AM The Farm in Poway 21: Stone Canyon Rd & Del Norte 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Intersection Intersection Delay, s/veh 9.4Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 18 184 0 0 200 11104021Future Vol, veh/h 18 184 0 0 200 11104021Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72Heavy Vehicles, % 2 22222222222Mvmt Flow 25 256 0 0 278 11106029Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.4 9.5 8.3 7.9HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 50% 9% 0% 16%Vol Thru, % 50% 91% 100% 0%Vol Right, % 0% 0% 0% 84%Sign Control Stop Stop Stop StopTraffic Vol by Lane 2 202 201 25LT Vol 1 18 0 4Through Vol 1 184 200 0RT Vol 0 0 1 21Lane Flow Rate 3 281 279 35Geometry Grp 1111Degree of Util (X) 0.004 0.329 0.334 0.045Departure Headway (Hd) 5.297 4.333 4.308 4.672Convergence, Y/N Yes Yes Yes YesCap 678 836 840 769Service Time 3.314 2.333 2.308 2.686HCM Lane V/C Ratio 0.004 0.336 0.332 0.046HCM Control Delay 8.3 9.4 9.5 7.9HCM Lane LOS AAAAHCM 95th-tile Q 0 1.4 1.5 0.1 Near-Term + Proj AM The Farm in Poway 22: Martincoit Rd & Stone Canyon Rd 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Intersection Intersection Delay, s/veh 9.8Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 161 21 51 40 30 125Future Vol, veh/h 161 21 51 40 30 125Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67Heavy Vehicles, % 2 22222Mvmt Flow 240 31 76 60 45 187Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 10.7 9.2 9HCM LOS B A A Lane NBLn1EBLn1SBLn1 Vol Left, % 56% 88% 0%Vol Thru, % 44% 0% 19%Vol Right, % 0% 12% 81%Sign Control Stop Stop StopTraffic Vol by Lane 91 182 155LT Vol 51 161 0Through Vol 40 0 30RT Vol 0 21 125Lane Flow Rate 136 272 231Geometry Grp 1 1 1Degree of Util (X) 0.188 0.367 0.277Departure Headway (Hd) 4.996 4.865 4.315Convergence, Y/N Yes Yes YesCap 716 736 831Service Time 3.045 2.915 2.356HCM Lane V/C Ratio 0.19 0.37 0.278HCM Control Delay 9.2 10.7 9HCM Lane LOS A B AHCM 95th-tile Q 0.7 1.7 1.1 Near-Term + Proj AM The Farm in Poway 23: Tam O Shanter/St Andrewes Dr & Project Drive 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Intersection Intersection Delay, s/veh 7.3Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 1 1 37 82 0Future Vol, veh/h 0 1 1 37 82 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 2 22222Mvmt Flow 0 1 1 40 89 0Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 6.6 7.2 7.4HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 3% 0% 0%Vol Thru, % 97% 0% 100%Vol Right, % 0% 100% 0%Sign Control Stop Stop StopTraffic Vol by Lane 38 1 82LT Vol 1 0 0Through Vol 37 0 82RT Vol 0 1 0Lane Flow Rate 41 1 89Geometry Grp 1 1 1Degree of Util (X) 0.046 0.001 0.098Departure Headway (Hd) 4.007 3.558 3.967Convergence, Y/N Yes Yes YesCap 895 997 907Service Time 2.023 1.611 1.974HCM Lane V/C Ratio 0.046 0.001 0.098HCM Control Delay 7.2 6.6 7.4HCM Lane LOS A A AHCM 95th-tile Q 0.1 0 0.3 Near-Term + Proj AM The Farm in Poway 24: St Andrews Dr & Project Drive 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Intersection Intersection Delay, s/veh 7.3Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 1 1 38 83 0Future Vol, veh/h 0 1 1 38 83 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 2 22222Mvmt Flow 0 1 1 41 90 0Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 6.6 7.2 7.4HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 3% 0% 0%Vol Thru, % 97% 0% 100%Vol Right, % 0% 100% 0%Sign Control Stop Stop StopTraffic Vol by Lane 39 1 83LT Vol 1 0 0Through Vol 38 0 83RT Vol 0 1 0Lane Flow Rate 42 1 90Geometry Grp 1 1 1Degree of Util (X) 0.047 0.001 0.099Departure Headway (Hd) 4.008 3.561 3.968Convergence, Y/N Yes Yes YesCap 895 996 907Service Time 2.024 1.615 1.975HCM Lane V/C Ratio 0.047 0.001 0.099HCM Control Delay 7.2 6.6 7.4HCM Lane LOS A A AHCM 95th-tile Q 0.1 0 0.3 Near-Term + Proj AM The Farm in Poway 25: Cloudcroft Dr & Cloudcroft Ct 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM.syn Intersection Intersection Delay, s/veh 7.3Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 1 1 38 84 0Future Vol, veh/h 0 1 1 38 84 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 2 22222Mvmt Flow 0 1 1 41 91 0Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 6.6 7.2 7.4HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 3% 0% 0%Vol Thru, % 97% 0% 100%Vol Right, % 0% 100% 0%Sign Control Stop Stop StopTraffic Vol by Lane 39 1 84LT Vol 1 0 0Through Vol 38 0 84RT Vol 0 1 0Lane Flow Rate 42 1 91Geometry Grp 1 1 1Degree of Util (X) 0.047 0.001 0.101Departure Headway (Hd) 4.009 3.563 3.968Convergence, Y/N Yes Yes YesCap 895 995 907Service Time 2.025 1.619 1.975HCM Lane V/C Ratio 0.047 0.001 0.1HCM Control Delay 7.2 6.6 7.4HCM Lane LOS A A AHCM 95th-tile Q 0.1 0 0.3 Near-Term + Proj PM The Farm in Poway 1: Rancho Bernardo Rd & I-15 SB off-ramp 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1666 853 0 1066 547 0 0 0 333 0 523 Future Volume (veh/h) 0 1666 853 0 1066 547 0 0 0 333 0 523 Initial Q (Qb), veh 000000 000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1754 898 0 1122 576 351 0 551 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 657 3014 936 284 1947 604 415 0 1363 Arrive On Green 0.00 0.59 0.59 0.00 0.76 0.76 0.12 0.00 0.12 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1754 898 0 1122 576 351 0 551Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 30.0 75.0 0.0 13.0 44.2 13.9 0.0 0.0Cycle Q Clear(g_c), s 0.0 30.0 75.0 0.0 13.0 44.2 13.9 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 657 3014 936 284 1947 604 415 0 1363V/C Ratio(X) 0.00 0.58 0.96 0.00 0.58 0.95 0.85 0.00 0.40Avail Cap(c_a), veh/h 657 3086 958 284 2830 879 479 0 1415HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.86 0.86 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 17.9 27.1 0.0 11.8 15.5 60.3 0.0 22.8Incr Delay (d2), s/veh 0.0 0.8 21.2 0.0 1.1 24.2 10.5 0.0 0.1Initial 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 0.0 11.3 31.1 0.0 3.4 9.5 6.6 0.0 10.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 18.7 48.3 0.0 12.9 39.7 70.8 0.0 22.9LnGrp LOS A B D A B D E A C Approach Vol, veh/h 2652 1698 902Approach Delay, s/veh 28.7 22.0 41.5Approach LOS C C D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 28.1 89.0 22.9 57.3 59.8Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 19.0 * 85 19.4 24.8 * 78Max Q Clear Time (g_c+I1), s 0.0 77.0 15.9 0.0 46.2Green Ext Time (p_c), s 0.0 5.7 0.9 0.0 7.2 Intersection Summary HCM 6th Ctrl Delay 28.8HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 2: I-15 NB off-ramp & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1162 837 0 1022 514 591 0 561 0 0 0 Future Volume (veh/h) 0 1162 837 0 1022 514 591 0 561 0 0 0 Initial Q (Qb), veh 0 00000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1198 863 0 1054 530 609 0 578 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 22222202 Cap, veh/h 157 2334 725 381 2976 924 688 0 1152 Arrive On Green 0.00 0.91 0.91 0.00 0.58 0.58 0.20 0.00 0.20 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1198 863 0 1054 530 609 0 578Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 5.3 64.0 0.0 15.2 29.3 24.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 5.3 64.0 0.0 15.2 29.3 24.0 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 157 2334 725 381 2976 924 688 0 1152V/C Ratio(X) 0.00 0.51 1.19 0.00 0.35 0.57 0.89 0.00 0.50Avail Cap(c_a), veh/h 157 2334 725 381 2976 924 827 0 1264HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.86 0.86 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 3.5 6.0 0.0 15.3 18.3 54.5 0.0 30.4Incr Delay (d2), s/veh 0.0 0.7 97.7 0.0 0.3 2.6 8.9 0.0 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 1.3 21.8 0.0 5.8 10.9 11.1 0.0 7.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 4.2 103.7 0.0 15.7 20.9 63.4 0.0 30.6LnGrp LOS A A F A B C E A C Approach Vol, veh/h 2061 1584 1187Approach Delay, s/veh 45.8 17.4 47.4Approach LOS D B D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s35.6 70.4 18.0 88.0 34.0Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s24.3 * 64 7.9 * 82 33.5Max Q Clear Time (g_c+I1), s0.0 66.0 0.0 31.3 26.0Green Ext Time (p_c), s 0.0 0.0 0.0 6.7 1.9 Intersection Summary HCM 6th Ctrl Delay 36.9HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 3: Bernardo Center Dr & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 315 980 397 135 722 148 505 453 250 188 261 274 Future Volume (veh/h) 315 980 397 135 722 148 505 453 250 188 261 274 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 328 1021 414 141 752 154 526 472 260 196 272 285 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 397 1343 569 207 902 185 575 621 340 269 681 481 Arrive On Green 0.11 0.36 0.36 0.06 0.31 0.31 0.17 0.28 0.28 0.08 0.19 0.19 Sat Flow, veh/h 3563 3741 1585 3456 2937 601 3456 2215 1213 3456 3554 1585 Grp Volume(v), veh/h 328 1021 414 141 455 451 526 378 354 196 272 285Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1762 1728 1777 1652 1728 1777 1585Q Serve(g_s), s 8.4 22.5 21.2 3.7 22.3 22.3 14.0 18.2 18.4 5.2 6.3 14.3Cycle Q Clear(g_c), s 8.4 22.5 21.2 3.7 22.3 22.3 14.0 18.2 18.4 5.2 6.3 14.3Prop In Lane 1.00 1.00 1.00 0.34 1.00 0.73 1.00 1.00Lane Grp Cap(c), veh/h 397 1343 569 207 546 541 575 498 463 269 681 481V/C Ratio(X) 0.83 0.76 0.73 0.68 0.83 0.83 0.91 0.76 0.76 0.73 0.40 0.59Avail Cap(c_a), veh/h 403 1505 638 214 641 636 575 848 788 424 1517 854HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh40.7 26.5 26.1 43.2 30.2 30.2 38.4 30.8 30.9 42.2 33.1 27.7Incr Delay (d2), s/veh 12.2 2.3 4.3 6.7 7.0 7.1 18.9 0.9 1.0 1.4 0.1 0.4Initial 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/ln4.3 10.1 8.4 1.8 10.3 10.3 7.3 7.7 7.3 2.2 2.7 5.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 52.9 28.8 30.3 49.8 37.2 37.3 57.2 31.7 31.9 43.7 33.3 28.2LnGrp LOS D CCDDDECCDCC Approach Vol, veh/h 1763 1047 1258 753Approach Delay, s/veh 33.7 39.0 42.4 34.0Approach LOS CDDC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s10.0 39.8 20.0 23.9 14.9 35.0 11.7 32.2Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s5.8 37.7 15.6 40.0 10.6 * 34 11.5 * 45Max Q Clear Time (g_c+I1), s5.7 24.5 16.0 16.3 10.4 24.3 7.2 20.4Green Ext Time (p_c), s 0.0 9.1 0.0 1.6 0.0 2.9 0.1 3.2 Intersection Summary HCM 6th Ctrl Delay 37.2HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 4: Pomerado Rd & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 285 747 184 159 520 320 271 838 128 252 313 196 Future Volume (veh/h) 285 747 184 159 520 320 271 838 128 252 313 196 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 297 778 192 166 542 333 282 873 133 262 326 204 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 322 896 221 194 871 388 322 955 146 291 645 395 Arrive On Green 0.18 0.32 0.32 0.11 0.24 0.24 0.09 0.31 0.31 0.08 0.30 0.30 Sat Flow, veh/h 1781 2825 697 1781 3554 1585 3456 3091 471 3456 2118 1296 Grp Volume(v), veh/h 297 489 481 166 542 333 282 502 504 262 272 258Grp Sat Flow(s),veh/h/ln1781 1777 1745 1781 1777 1585 1728 1777 1786 1728 1777 1637Q Serve(g_s), s 18.7 29.6 29.6 10.4 15.5 17.3 9.2 31.0 31.0 8.6 14.3 14.8Cycle Q Clear(g_c), s 18.7 29.6 29.6 10.4 15.5 17.3 9.2 31.0 31.0 8.6 14.3 14.8Prop In Lane 1.00 0.40 1.00 1.00 1.00 0.26 1.00 0.79Lane Grp Cap(c), veh/h 322 563 553 194 871 388 322 549 552 291 541 499V/C Ratio(X) 0.92 0.87 0.87 0.86 0.62 0.86 0.88 0.91 0.91 0.90 0.50 0.52Avail Cap(c_a), veh/h 322 647 636 213 1064 475 322 563 566 291 541 499HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh45.9 36.7 36.7 49.9 38.3 23.6 51.0 37.9 37.9 51.7 32.5 32.7Incr Delay (d2), s/veh 30.3 11.2 11.4 24.1 0.8 12.6 22.0 19.8 19.8 27.9 1.1 1.4Initial 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/ln10.8 14.1 13.9 5.9 6.7 7.6 4.9 16.0 16.1 4.8 6.2 5.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 76.2 47.9 48.1 74.0 39.1 36.1 73.1 57.7 57.7 79.6 33.6 34.0LnGrp LOS E D D E D D EEEECC Approach Vol, veh/h 1267 1041 1288 792Approach Delay, s/veh 54.6 43.7 61.1 49.0Approach LOS D D E D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s16.8 42.0 15.0 40.1 25.0 33.8 15.0 40.1Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s13.6 * 42 10.6 34.6 20.6 34.1 9.6 * 36Max Q Clear Time (g_c+I1), s12.4 31.6 11.2 16.8 20.7 19.3 10.6 33.0Green Ext Time (p_c), s 0.0 4.5 0.0 4.2 0.0 4.2 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 52.9HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1187 23 17 972 19 13 Future Volume (veh/h) 1187 23 17 972 19 13 Initial Q (Qb), veh 0 00000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1263 24 18 1034 20 13 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 2130 40 32 2574 54 48 Arrive On Green 0.60 0.60 0.02 0.72 0.03 0.03 Sat Flow, veh/h 3661 68 1781 3647 1781 1585 Grp Volume(v), veh/h 629 658 18 1034 20 13Grp Sat Flow(s),veh/h/ln1777 1858 1781 1777 1781 1585Q Serve(g_s), s 9.1 9.1 0.4 4.7 0.5 0.3Cycle Q Clear(g_c), s 9.1 9.1 0.4 4.7 0.5 0.3Prop In Lane 0.04 1.00 1.00 1.00Lane Grp Cap(c), veh/h1061 1110 32 2574 54 48V/C Ratio(X) 0.59 0.59 0.56 0.40 0.37 0.27Avail Cap(c_a), veh/h 2263 2367 281 5474 1141 1015HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.2 5.2 20.1 2.2 19.6 19.5Incr Delay (d2), s/veh 0.6 0.6 5.5 0.1 1.5 1.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.4 1.5 0.2 0.0 0.2 0.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.8 5.8 25.6 2.3 21.1 20.6LnGrp LOS A A C A C C Approach Vol, veh/h 1287 1052 33Approach Delay, s/veh 5.8 2.7 20.9Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.2 30.1 35.4 5.9Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.4 11.1 6.7 2.5Green Ext Time (p_c), s 0.0 13.5 11.2 0.0 Intersection Summary HCM 6th Ctrl Delay 4.7HCM 6th LOS A Near-Term + Proj PM The Farm in Poway 6: Avenida Florencia & Espola Rd 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1126 25 34 949 19 42Future Vol, veh/h 1126 25 34 949 19 42Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 1185 26 36 999 20 44 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1211 0 1757 593 Stage 1 - - - - 1185 - Stage 2 - - - - 572 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 572 - 76 449 Stage 1 - - - - 253 - Stage 2 - - - - 528 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 572 - 71 449Mov Cap-2 Maneuver - - - - 173 - Stage 1 - - - - 237 - Stage 2 - - - - 528 - Approach EB WB NB HCM Control Delay, s 0 0.4 20.2HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 300 - - 572 -HCM Lane V/C Ratio 0.214 - - 0.063 -HCM Control Delay (s) 20.2 - - 11.7 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.8 - - 0.2 - Near-Term + Proj PM The Farm in Poway 7: Valle Verde Rd & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 299 842 20 17 703 70 17 12 9 55 7 257 Future Volume (veh/h) 299 842 20 17 703 70 17 12 9 55 7 257 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 315 886 21 18 740 74 18 13 9 58 7 271 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, %222222222222 Cap, veh/h 366 1766 42 45 1037 104 24 18 12 296 311 588 Arrive On Green 0.21 0.50 0.50 0.03 0.32 0.32 0.03 0.03 0.03 0.17 0.17 0.17 Sat Flow, veh/h 1781 3548 84 1781 3262 326 792 572 396 1781 1870 1585 Grp Volume(v), veh/h 315 444 463 18 403 411 40 0 0 58 7 271Grp Sat Flow(s),veh/h/ln 1781 1777 1855 1781 1777 1812 1760 0 0 1781 1870 1585Q Serve(g_s), s 11.9 11.6 11.6 0.7 13.9 13.9 1.6 0.0 0.0 2.0 0.2 9.0Cycle Q Clear(g_c), s 11.9 11.6 11.6 0.7 13.9 13.9 1.6 0.0 0.0 2.0 0.2 9.0Prop In Lane 1.00 0.05 1.00 0.18 0.45 0.22 1.00 1.00Lane Grp Cap(c), veh/h 366 885 924 45 565 576 54 0 0 296 311 588V/C Ratio(X) 0.86 0.50 0.50 0.40 0.71 0.71 0.73 0.00 0.00 0.20 0.02 0.46Avail Cap(c_a), veh/h 828 1571 1640 176 921 939 556 0 0 767 805 1008HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 26.7 11.7 11.7 33.4 21.0 21.0 33.5 0.0 0.0 25.0 24.3 16.6Incr Delay (d2), s/veh 2.4 0.5 0.5 2.1 2.0 2.0 20.4 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.0 4.2 4.3 0.3 5.7 5.8 1.0 0.0 0.0 0.8 0.1 3.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 29.1 12.2 12.2 35.5 23.0 23.0 53.9 0.0 0.0 25.2 24.3 16.8LnGrp LOS C B B DCCDAACCB Approach Vol, veh/h 1222 832 40 336Approach Delay, s/veh 16.6 23.3 53.9 18.4Approach LOS B C D B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.4 41.2 16.9 17.9 28.7 6.3Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.7 13.6 11.0 13.9 15.9 3.6Green Ext Time (p_c), s 0.0 8.9 0.6 0.4 6.2 0.1 Intersection Summary HCM 6th Ctrl Delay 19.7HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 8: Valle Verde Rd & St Andrews Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 2 2 29 60 3 2 24 266 90 1 238 6Future Vol, veh/h 2 2 29 60 3 2 24 266 90 1 238 6Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh 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 91Heavy Vehicles, % 2 22222222222Mvmt Flow 2 2 32 66 3 2 26 292 99 1 262 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 660 707 262 629 615 292 269 0 0 391 0 0 Stage 1 264 264 - 344 344 ------- Stage 2 396 443 - 285 271 -------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 376 360 777 395 407 747 1295 - - 1168 - - Stage 1 741 690 - 671 637 ------- Stage 2 629 576 - 722 685 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 367 352 777 371 398 747 1295 - - 1168 - -Mov Cap-2 Maneuver 367 352 - 371 398 ------- Stage 1 726 689 - 658 624 ------- Stage 2 611 564 - 690 684 ------- Approach EB WB NB SB HCM Control Delay, s 10.5 16.7 0.5 0HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1295 - - 359 777 372 747 1168 - -HCM Lane V/C Ratio 0.02 - - 0.012 0.041 0.186 0.003 0.001 - -HCM Control Delay (s) 7.8 - - 15.2 9.8 16.9 9.8 8.1 - -HCM Lane LOS A - - C A C A A - -HCM 95th %tile Q(veh) 0.1 - - 0 0.1 0.7 0 0 - - Near-Term + Proj PM The Farm in Poway 9: Martincoit Rd/PVT DR 'A & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 749 48 21 663 37 71 6 37 18 3 53 Future Volume (veh/h) 108 749 48 21 663 37 71 6 37 18 3 53 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 117 788 51 22 698 40 75 7 39 20 3 58 Peak Hour Factor 0.92 0.95 0.95 0.95 0.95 0.92 0.95 0.92 0.95 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 154 1383 89 38 1106 63 119 32 177 44 7 131 Arrive On Green 0.09 0.41 0.41 0.02 0.32 0.32 0.07 0.13 0.13 0.02 0.09 0.09 Sat Flow, veh/h 1781 3388 219 1781 3416 196 1781 247 1376 1781 79 1518 Grp Volume(v), veh/h 117 413 426 22 363 375 75 0 46 20 0 61Grp Sat Flow(s),veh/h/ln 1781 1777 1831 1781 1777 1835 1781 0 1623 1781 0 1597Q Serve(g_s), s 3.0 8.4 8.4 0.6 8.1 8.1 1.9 0.0 1.2 0.5 0.0 1.7Cycle Q Clear(g_c), s 3.0 8.4 8.4 0.6 8.1 8.1 1.9 0.0 1.2 0.5 0.0 1.7Prop In Lane 1.00 0.12 1.00 0.11 1.00 0.85 1.00 0.95Lane Grp Cap(c), veh/h 154 725 747 38 575 594 119 0 209 44 0 138V/C Ratio(X) 0.76 0.57 0.57 0.58 0.63 0.63 0.63 0.00 0.22 0.46 0.00 0.44Avail Cap(c_a), veh/h 553 1541 1588 244 1199 1238 191 0 976 191 0 975HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 20.9 10.7 10.7 22.6 13.4 13.4 21.2 0.0 18.2 22.5 0.0 20.3Incr Delay (d2), s/veh 7.5 0.9 0.8 5.1 1.4 1.3 5.5 0.0 0.2 7.3 0.0 2.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.4 2.4 2.5 0.3 2.6 2.7 0.9 0.0 0.4 0.3 0.0 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 28.4 11.5 11.5 27.8 14.8 14.8 26.7 0.0 18.4 29.8 0.0 22.5LnGrp LOS C B B C B B C A B C A C Approach Vol, veh/h 956 760 121 81Approach Delay, s/veh 13.6 15.2 23.6 24.3Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 4.6 25.6 7.6 8.9 8.5 21.6 5.6 10.9Change Period (Y+Rc), s 3.6 6.5 4.5 * 4.9 4.5 6.5 4.5 4.9Max Green Setting (Gmax), s 6.4 40.5 5.0 * 29 14.5 31.5 5.0 28.1Max Q Clear Time (g_c+I1), s 2.6 10.4 3.9 3.7 5.0 10.1 2.5 3.2Green Ext Time (p_c), s 0.0 6.5 0.0 0.3 0.2 5.0 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 15.3HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 10: Espola Rd & Cloudcroft Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 46 759 680 24 15 28Future Vol, veh/h 46 759 680 24 15 28Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 49 807 723 26 16 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 749 0 - 0 1641 375 Stage 1 - - - - 736 - Stage 2 - - - - 905 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 858 - - - 100 623 Stage 1 - - - - 436 - Stage 2 - - - - 394 -Platoon blocked, % - - -Mov Cap-1 Maneuver 858 - - - 94 623Mov Cap-2 Maneuver - - - - 214 - Stage 1 - - - - 411 - Stage 2 - - - - 394 - Approach EB WB SB HCM Control Delay, s 0.5 0 16HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 858 - - - 374HCM Lane V/C Ratio 0.057 - - - 0.122HCM Control Delay (s) 9.4 - - - 16HCM Lane LOS A - - - CHCM 95th %tile Q(veh) 0.2 - - - 0.4 Near-Term + Proj PM The Farm in Poway 11: Old Coach Rd & Espola Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 682 31 0 605 25 14 0 0 31 1 110 Future Volume (veh/h) 85 682 31 0 605 25 14 0 0 31 1 110 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 94 758 34 0 672 28 16 0 0 34 1 122 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 119 1858 83 5 1275 53 29 184 0 56 1 179 Arrive On Green 0.07 0.54 0.54 0.00 0.37 0.37 0.02 0.00 0.00 0.03 0.11 0.11 Sat Flow, veh/h 1781 3464 155 1781 3476 145 1781 1870 0 1781 13 1574 Grp Volume(v), veh/h 94 389 403 0 343 357 16 0 0 34 0 123Grp Sat Flow(s),veh/h/ln 1781 1777 1842 1781 1777 1844 1781 1870 0 1781 0 1587Q Serve(g_s), s 2.0 5.1 5.1 0.0 5.9 5.9 0.3 0.0 0.0 0.7 0.0 2.9Cycle Q Clear(g_c), s 2.0 5.1 5.1 0.0 5.9 5.9 0.3 0.0 0.0 0.7 0.0 2.9Prop In Lane 1.00 0.08 1.00 0.08 1.00 0.00 1.00 0.99Lane Grp Cap(c), veh/h 119 953 988 5 651 676 29 184 0 56 0 180V/C Ratio(X) 0.79 0.41 0.41 0.00 0.53 0.53 0.55 0.00 0.00 0.60 0.00 0.68Avail Cap(c_a), veh/h 549 1711 1774 252 1415 1468 274 1153 0 274 0 978HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00Uniform Delay (d), s/veh 17.9 5.4 5.4 0.0 9.7 9.7 19.0 0.0 0.0 18.6 0.0 16.6Incr Delay (d2), s/veh 4.3 0.4 0.4 0.0 0.9 0.9 5.9 0.0 0.0 3.8 0.0 3.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.9 1.2 1.2 0.0 1.9 1.9 0.2 0.0 0.0 0.3 0.0 1.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.2 5.8 5.7 0.0 10.6 10.6 24.9 0.0 0.0 22.4 0.0 20.0LnGrp LOS C AAABBCAACAB Approach Vol, veh/h 886 700 16 157Approach Delay, s/veh 7.5 10.6 24.9 20.5Approach LOS A B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 25.9 4.6 8.4 6.6 19.3 5.2 7.8Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 6.0 24.0 12.0 31.0 6.0 24.0Max Q Clear Time (g_c+I1), s 0.0 7.1 2.3 4.9 4.0 7.9 2.7 0.0Green Ext Time (p_c), s 0.0 8.1 0.0 0.5 0.1 6.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 10.1HCM 6th LOS B Near-Term + Proj PM The Farm in Poway 12: Espola Rd & Lake Poway Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 2 11 56 5 46 20 536 13 9 627 29 Future Volume (veh/h) 36 2 11 56 5 46 20 536 13 9 627 29 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 2 11 58 5 48 21 558 14 9 653 30 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 75 11 58 111 10 107 161 1109 28 161 1083 50 Arrive On Green 0.04 0.04 0.04 0.07 0.07 0.07 0.09 0.31 0.31 0.09 0.31 0.31 Sat Flow, veh/h 1781 250 1373 1646 142 1585 1781 3542 89 1781 3460 159 Grp Volume(v), veh/h 38 0 13 63 0 48 21 280 292 9 335 348Grp Sat Flow(s),veh/h/ln1781 0 1623 1788 0 1585 1781 1777 1854 1781 1777 1842Q Serve(g_s), s 0.9 0.0 0.3 1.5 0.0 1.3 0.5 5.7 5.7 0.2 7.1 7.1Cycle Q Clear(g_c), s 0.9 0.0 0.3 1.5 0.0 1.3 0.5 5.7 5.7 0.2 7.1 7.1Prop In Lane 1.00 0.85 0.92 1.00 1.00 0.05 1.00 0.09Lane Grp Cap(c), veh/h 75 0 68 120 0 107 161 556 581 161 556 577V/C Ratio(X) 0.51 0.00 0.19 0.52 0.00 0.45 0.13 0.50 0.50 0.06 0.60 0.60Avail Cap(c_a), veh/h 1089 0 992 1053 0 933 727 1090 1138 723 1086 1126HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh20.8 0.0 20.5 20.0 0.0 19.9 18.6 12.4 12.4 18.4 12.9 12.9Incr Delay (d2), s/veh 2.0 0.0 0.5 3.5 0.0 3.0 0.1 0.8 0.8 0.1 1.3 1.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.4 0.0 0.1 0.7 0.0 0.5 0.2 2.0 2.1 0.1 2.5 2.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.7 0.0 21.0 23.5 0.0 22.8 18.7 13.3 13.2 18.5 14.2 14.1LnGrp LOS C A C C A C BBBBBB Approach Vol, veh/h 51 111 593 692Approach Delay, s/veh 22.3 23.2 13.4 14.2Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 20.8 7.2 8.5 20.8 7.9Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.2 * 27 18.1 27.1 26.1Max Q Clear Time (g_c+I1), s2.2 7.7 2.9 2.5 9.1 3.5Green Ext Time (p_c), s 0.0 4.0 0.1 0.0 4.8 0.4 Intersection Summary HCM 6th Ctrl Delay 14.9HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 13: Espola Rd & Titan Wy/Eden Grove 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 1 94 9 3 5 112 574 11 9 691 73 Future Volume (veh/h) 40 1 94 9 3 5 112 574 11 9 691 73 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 45 1 106 10 3 6 126 645 12 10 776 82 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 68 2 162 19 42 84 242 1608 30 19 1389 620 Arrive On Green 0.04 0.10 0.10 0.01 0.08 0.08 0.07 0.45 0.45 0.01 0.39 0.39 Sat Flow, veh/h 1781 15 1572 1781 557 1113 3456 3569 66 1781 3554 1585 Grp Volume(v), veh/h 45 0 107 10 0 9 126 321 336 10 776 82Grp Sat Flow(s),veh/h/ln1781 0 1587 1781 0 1670 1728 1777 1858 1781 1777 1585Q Serve(g_s), s 1.1 0.0 3.0 0.3 0.0 0.2 1.6 5.5 5.5 0.3 7.8 1.5Cycle Q Clear(g_c), s 1.1 0.0 3.0 0.3 0.0 0.2 1.6 5.5 5.5 0.3 7.8 1.5Prop In Lane 1.00 0.99 1.00 0.67 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 68 0 163 19 0 125 242 800 837 19 1389 620V/C Ratio(X) 0.66 0.00 0.66 0.54 0.00 0.07 0.52 0.40 0.40 0.54 0.56 0.13Avail Cap(c_a), veh/h 332 0 1342 254 0 1338 872 1927 2015 254 3440 1534HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh21.6 0.0 19.7 22.4 0.0 19.6 20.4 8.4 8.4 22.4 10.8 8.9Incr Delay (d2), s/veh 4.1 0.0 1.7 8.7 0.0 0.1 0.6 0.4 0.4 8.7 0.4 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.5 0.0 1.0 0.1 0.0 0.1 0.6 1.7 1.8 0.1 2.5 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.7 0.0 21.3 31.1 0.0 19.7 21.1 8.8 8.8 31.1 11.2 9.0LnGrp LOS C A C C A B C A A C B A Approach Vol, veh/h 152 19 783 868Approach Delay, s/veh 22.6 25.7 10.8 11.3Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.0 27.4 4.0 9.2 7.7 24.7 5.2 7.9Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.3 7.5 2.3 5.0 3.6 9.8 3.1 2.2Green Ext Time (p_c), s 0.0 5.7 0.0 0.4 0.1 8.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 12.1HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 14: Espola Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 432 49 562 10 31 7 297 367 12 16 430 404 Future Volume (veh/h) 432 49 562 10 31 7 297 367 12 16 430 404 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 455 52 592 11 33 7 313 386 13 17 453 425 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 22222222222 Cap, veh/h 532 683 758 14 328 70 389 701 594 27 539 701 Arrive On Green 0.15 0.37 0.37 0.01 0.22 0.22 0.11 0.37 0.37 0.02 0.29 0.29 Sat Flow, veh/h 3456 1870 1585 1781 1496 317 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 455 52 592 11 0 40 313 386 13 17 453 425Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1813 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 12.0 1.7 29.1 0.6 0.0 1.6 8.3 15.2 0.5 0.9 21.3 19.1Cycle Q Clear(g_c), s 12.0 1.7 29.1 0.6 0.0 1.6 8.3 15.2 0.5 0.9 21.3 19.1Prop In Lane 1.00 1.00 1.00 0.17 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 532 683 758 14 0 398 389 701 594 27 539 701V/C Ratio(X) 0.85 0.08 0.78 0.77 0.00 0.10 0.80 0.55 0.02 0.62 0.84 0.61Avail Cap(c_a), veh/h 658 937 972 95 0 660 540 857 726 101 650 795HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh38.5 19.4 20.3 46.3 0.0 29.1 40.5 23.0 18.4 45.7 31.2 19.9Incr Delay (d2), s/veh 7.7 0.1 3.5 27.5 0.0 0.1 4.1 0.3 0.0 8.4 8.6 1.2Initial 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/ln5.6 0.7 10.8 0.4 0.0 0.7 3.7 6.5 0.2 0.5 10.6 7.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 46.2 19.4 23.8 73.7 0.0 29.3 44.6 23.3 18.4 54.2 39.9 21.1LnGrp LOS D B C E A C D C B D D C Approach Vol, veh/h 1099 51 712 895Approach Delay, s/veh 32.9 38.9 32.5 31.2Approach LOS CDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.2 40.7 14.0 33.4 18.9 27.1 5.9 41.5Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 46.8 14.6 32.5 17.8 34.0 5.3 * 43Max Q Clear Time (g_c+I1), s2.6 31.1 10.3 23.3 14.0 3.6 2.9 17.2Green Ext Time (p_c), s 0.0 3.1 0.3 3.7 0.4 0.2 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 32.4HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 15: Pomerado Rd & Rios Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 14 13 42 13 14 27 1257 84 25 596 33 Future Volume (veh/h) 11 14 13 42 13 14 27 1257 84 25 596 33 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 12 15 14 45 14 15 29 1337 89 27 634 35 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 305 129 121 305 120 129 46 1886 125 43 1905 105 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.03 0.56 0.56 0.02 0.56 0.56 Sat Flow, veh/h 1381 890 831 1381 826 885 1781 3382 225 1781 3424 189 Grp Volume(v), veh/h 12 0 29 45 0 29 29 701 725 27 329 340Grp Sat Flow(s),veh/h/ln1381 0 1721 1381 0 1711 1781 1777 1830 1781 1777 1836Q Serve(g_s), s 0.4 0.0 0.8 1.7 0.0 0.9 0.9 16.7 16.8 0.9 5.8 5.9Cycle Q Clear(g_c), s 1.3 0.0 0.8 2.5 0.0 0.9 0.9 16.7 16.8 0.9 5.8 5.9Prop In Lane 1.00 0.48 1.00 0.52 1.00 0.12 1.00 0.10Lane Grp Cap(c), veh/h 305 0 250 305 0 249 46 991 1021 43 988 1021V/C Ratio(X) 0.04 0.00 0.12 0.15 0.00 0.12 0.63 0.71 0.71 0.62 0.33 0.33Avail Cap(c_a), veh/h 780 0 843 797 0 859 178 1238 1275 166 1248 1289HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.1 0.0 21.5 22.6 0.0 21.5 28.0 9.4 9.4 28.0 7.0 7.0Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.1 5.3 1.7 1.6 5.3 0.4 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.3 0.5 0.0 0.3 0.4 5.4 5.6 0.4 1.8 1.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.1 0.0 21.6 22.7 0.0 21.6 33.2 11.0 11.0 33.4 7.4 7.4LnGrp LOS C A C C A C C B B C A A Approach Vol, veh/h 41 74 1455 696Approach Delay, s/veh 21.8 22.3 11.5 8.4Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.8 38.1 14.0 5.9 38.0 14.0Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.4 40.4 28.4 5.8 * 41 * 29Max Q Clear Time (g_c+I1), s2.9 18.8 3.3 2.9 7.9 4.5Green Ext Time (p_c), s 0.0 13.5 0.1 0.0 8.4 0.1 Intersection Summary HCM 6th Ctrl Delay 11.1HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 16: Pomerado Rd & Higa Pl/Avenida La Valencia 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 8 8 49 8 28 12 1396 101 38 596 7 Future Volume (veh/h) 11 8 8 49 8 28 12 1396 101 38 596 7 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 12 9 9 52 9 30 13 1485 107 40 634 7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 266 90 90 261 197 167 23 1986 142 59 2198 24 Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.01 0.59 0.59 0.03 0.61 0.61 Sat Flow, veh/h 1368 858 858 1395 1870 1585 1781 3363 241 1781 3600 40 Grp Volume(v), veh/h 12 0 18 52 9 30 13 781 811 40 313 328Grp Sat Flow(s),veh/h/ln1368 0 1716 1395 1870 1585 1781 1777 1827 1781 1777 1863Q Serve(g_s), s 0.4 0.0 0.5 2.0 0.2 1.0 0.4 18.1 18.4 1.3 4.7 4.7Cycle Q Clear(g_c), s 0.7 0.0 0.5 2.5 0.2 1.0 0.4 18.1 18.4 1.3 4.7 4.7Prop In Lane 1.00 0.50 1.00 1.00 1.00 0.13 1.00 0.02Lane Grp Cap(c), veh/h 266 0 181 261 197 167 23 1049 1079 59 1085 1137V/C Ratio(X) 0.05 0.00 0.10 0.20 0.05 0.18 0.56 0.74 0.75 0.68 0.29 0.29Avail Cap(c_a), veh/h 876 0 945 883 1031 873 170 1193 1227 180 1212 1271HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh23.0 0.0 22.8 24.0 22.7 23.0 27.7 8.4 8.5 27.0 5.2 5.2Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.2 7.6 2.5 2.6 5.0 0.2 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.2 0.6 0.1 0.3 0.2 5.7 5.9 0.6 1.3 1.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 23.0 0.0 22.9 24.1 22.7 23.2 35.3 10.9 11.1 32.0 5.4 5.4LnGrp LOS C A CCCCDBBCAA Approach Vol, veh/h 30 91 1605 681Approach Delay, s/veh 23.0 23.7 11.2 6.9Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.3 39.3 10.8 5.1 40.5 10.8Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s3.3 20.4 2.7 2.4 6.7 4.5Green Ext Time (p_c), s 0.0 12.9 0.0 0.0 5.7 0.1 Intersection Summary HCM 6th Ctrl Delay 10.6HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 17: Pomerado Rd & Stone Canyon Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 25 14 116 2 27 20 1504 197 23 677 30 Future Volume (veh/h) 74 25 14 116 2 27 20 1504 197 23 677 30 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 80 27 15 126 2 29 22 1635 214 25 736 33 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 22222222222 Cap, veh/h 72 15 566 82 1 566 34 1408 181 37 1547 69 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.02 0.44 0.44 0.02 0.45 0.45 Sat Flow, veh/h 0 41 1585 0 2 1585 1781 3167 407 1781 3464 155 Grp Volume(v), veh/h 107 0 15 128 0 29 22 904 945 25 377 392Grp Sat Flow(s),veh/h/ln 41 0 1585 2 0 1585 1781 1777 1797 1781 1777 1842Q Serve(g_s), s 0.0 0.0 0.5 0.0 0.0 1.0 1.1 38.6 38.6 1.2 13.0 13.0Cycle Q Clear(g_c), s 31.0 0.0 0.5 31.0 0.0 1.0 1.1 38.6 38.6 1.2 13.0 13.0Prop In Lane 0.75 1.00 0.98 1.00 1.00 0.23 1.00 0.08Lane Grp Cap(c), veh/h 87 0 566 83 0 566 34 790 799 37 793 823V/C Ratio(X) 1.23 0.00 0.03 1.54 0.00 0.05 0.65 1.14 1.18 0.67 0.48 0.48Avail Cap(c_a), veh/h 87 0 566 83 0 566 111 790 799 105 793 823HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh38.3 0.0 18.1 43.2 0.0 18.3 42.3 24.1 24.1 42.2 16.9 16.9Incr Delay (d2), s/veh 170.4 0.0 0.0 295.1 0.0 0.0 7.6 79.8 94.7 7.6 0.5 0.5Initial 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/ln6.0 0.0 0.2 8.6 0.0 0.4 0.5 32.5 36.1 0.6 5.1 5.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 208.7 0.0 18.1 338.3 0.0 18.3 49.9 103.9 118.8 49.8 17.4 17.4LnGrp LOS F A B F A B D F F D B B Approach Vol, veh/h 122 157 1871 794Approach Delay, s/veh 185.3 279.2 110.8 18.4Approach LOS F F F B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.2 44.6 36.0 6.0 44.8 36.0Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.1 38.6 30.9 5.4 * 39 * 31Max Q Clear Time (g_c+I1), s3.2 40.6 33.0 3.1 15.0 33.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 6.1 0.0 Intersection Summary HCM 6th Ctrl Delay 97.9HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 448 0 158 3 1 14 227 1307 0 7 619 212 Future Volume (veh/h) 448 0 158 3 1 14 227 1307 0 7 619 212 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 535 0 113 3 1 15 244 1405 0 8 666 228 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 22222222222 Cap, veh/h 640 0 285 3 1 17 282 2013 0 14 1081 370 Arrive On Green 0.18 0.00 0.18 0.01 0.01 0.01 0.16 0.57 0.00 0.01 0.42 0.42 Sat Flow, veh/h 3563 0 1585 257 86 1284 1781 3647 0 1781 2598 889 Grp Volume(v), veh/h 535 0 113 19 0 0 244 1405 0 8 455 439Grp Sat Flow(s),veh/h/ln1781 0 1585 1626 0 0 1781 1777 0 1781 1777 1710Q Serve(g_s), s 13.1 0.0 5.7 1.1 0.0 0.0 12.1 25.7 0.0 0.4 18.2 18.2Cycle Q Clear(g_c), s 13.1 0.0 5.7 1.1 0.0 0.0 12.1 25.7 0.0 0.4 18.2 18.2Prop In Lane 1.00 1.00 0.16 0.79 1.00 0.00 1.00 0.52Lane Grp Cap(c), veh/h 640 0 285 21 0 0 282 2013 0 14 739 712V/C Ratio(X) 0.84 0.00 0.40 0.91 0.00 0.00 0.86 0.70 0.00 0.56 0.62 0.62Avail Cap(c_a), veh/h 1095 0 487 108 0 0 512 2356 0 100 776 747HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh35.8 0.0 32.8 44.6 0.0 0.0 37.1 14.1 0.0 44.7 20.7 20.8Incr Delay (d2), s/veh 1.1 0.0 0.3 69.1 0.0 0.0 3.1 1.3 0.0 12.0 2.4 2.5Initial 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/ln5.7 0.0 2.2 0.8 0.0 0.0 5.4 9.7 0.0 0.2 7.7 7.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 37.0 0.0 33.1 113.7 0.0 0.0 40.2 15.4 0.0 56.7 23.1 23.2LnGrp LOS D A C F A A D B A E C C Approach Vol, veh/h 648 19 1649 902Approach Delay, s/veh 36.3 113.7 19.0 23.5Approach LOS D F B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.1 57.3 22.8 18.7 43.7 5.2Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.0 * 40 6.0Max Q Clear Time (g_c+I1), s2.4 27.7 15.1 14.1 20.2 3.1Green Ext Time (p_c), s 0.0 23.6 1.1 0.3 10.5 0.0 Intersection Summary HCM 6th Ctrl Delay 24.3HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj PM The Farm in Poway 19: Pomerado Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 270 1221 411 17 919 421 432 851 19 356 675 334 Future Volume (veh/h) 270 1221 411 17 919 421 432 851 19 356 675 334 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 284 1285 433 18 967 443 455 896 20 375 711 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 22222222222 Cap, veh/h 347 1549 520 21 1143 510 521 1001 22 439 916 Arrive On Green 0.10 0.41 0.41 0.01 0.32 0.32 0.15 0.28 0.28 0.13 0.26 0.00 Sat Flow, veh/h 3456 3778 1269 1781 3554 1585 3456 3554 79 3456 3554 1585 Grp Volume(v), veh/h 284 1158 560 18 967 443 455 448 468 375 711 0Grp Sat Flow(s),veh/h/ln1728 1702 1642 1781 1777 1585 1728 1777 1856 1728 1777 1585Q Serve(g_s), s 8.6 32.3 32.5 1.1 27.0 28.0 13.7 25.8 25.8 11.3 19.7 0.0Cycle Q Clear(g_c), s 8.6 32.3 32.5 1.1 27.0 28.0 13.7 25.8 25.8 11.3 19.7 0.0Prop In Lane 1.00 0.77 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 347 1396 673 21 1143 510 521 500 523 439 916V/C Ratio(X) 0.82 0.83 0.83 0.85 0.85 0.87 0.87 0.90 0.90 0.85 0.78Avail Cap(c_a), veh/h 406 1514 730 85 1333 595 611 566 592 510 1029HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh46.9 28.0 28.1 52.4 33.6 34.0 44.2 36.7 36.7 45.4 36.6 0.0Incr Delay (d2), s/veh 9.3 3.4 6.9 27.1 4.0 10.6 10.6 14.5 14.0 10.6 2.9 0.0Initial 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/ln4.1 13.4 13.7 0.6 12.0 12.0 6.6 13.0 13.5 5.5 8.8 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.2 31.4 35.0 79.6 37.7 44.5 54.8 51.2 50.7 56.0 39.5 0.0LnGrp LOS E C D E DDDDDED Approach Vol, veh/h 2002 1428 1371 1086 AApproach Delay, s/veh 36.0 40.3 52.2 45.2Approach LOS DDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.8 48.1 20.5 31.9 15.2 38.7 18.0 34.4Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 47.3 18.8 30.8 12.5 39.9 15.7 33.9Max Q Clear Time (g_c+I1), s3.1 34.5 15.7 21.7 10.6 30.0 13.3 27.8Green Ext Time (p_c), s 0.0 7.1 0.3 2.4 0.1 4.2 0.2 2.2 Intersection Summary HCM 6th Ctrl Delay 42.5HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Near-Term + Proj PM The Farm in Poway 20: Del Norte/Avenida Florencia & Avenida La Valencia 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Intersection Intersection Delay, s/veh 7.7Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 27 105 10 2 31 4 6 15 3 4 6 25Future Vol, veh/h 27 105 10 2 31 4 6 15 3 4 6 25Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Heavy Vehicles, % 2 22222222222Mvmt Flow 29 112 11 2 33 4 6 16 3 4 6 27Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.9 7.4 7.5 7.1HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 25% 19% 5% 11%Vol Thru, % 62% 74% 84% 17%Vol Right, % 12% 7% 11% 71%Sign Control Stop Stop Stop StopTraffic Vol by Lane 24 142 37 35LT Vol 6 27 2 4Through Vol 15 105 31 6RT Vol 3 10 4 25Lane Flow Rate 26 151 39 37Geometry Grp 1111Degree of Util (X) 0.03 0.171 0.045 0.04Departure Headway (Hd) 4.267 4.069 4.104 3.876Convergence, Y/N Yes Yes Yes YesCap 825 879 865 907Service Time 2.364 2.105 2.164 1.973HCM Lane V/C Ratio 0.032 0.172 0.045 0.041HCM Control Delay 7.5 7.9 7.4 7.1HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.6 0.1 0.1 Near-Term + Proj PM The Farm in Poway 21: Stone Canyon Rd & Del Norte 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Intersection Intersection Delay, s/veh 8.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 29 202 0 0 122 30004023Future Vol, veh/h 29 202 0 0 122 30004023Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 33 232 0 0 140 30005026Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9 8.1 0 7.5HCM LOS A A - A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 0% 13% 0% 15%Vol Thru, % 100% 87% 98% 0%Vol Right, % 0% 0% 2% 85%Sign Control Stop Stop Stop StopTraffic Vol by Lane 0 231 125 27LT Vol 0 29 0 4Through Vol 0 202 122 0RT Vol 0 0 3 23Lane Flow Rate 0 266 144 31Geometry Grp 1111Degree of Util (X) 0 0.304 0.167 0.037Departure Headway (Hd) 4.862 4.122 4.174 4.334Convergence, Y/N Yes Yes Yes YesCap 0 866 849 831Service Time 2.863 2.174 2.25 2.334HCM Lane V/C Ratio 0 0.307 0.17 0.037HCM Control Delay 7.9 9 8.1 7.5HCM Lane LOS N A A AHCM 95th-tile Q 0 1.3 0.6 0.1 Near-Term + Proj PM The Farm in Poway 22: Martincoit Rd & Stone Canyon Rd 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Intersection Intersection Delay, s/veh 7.9Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 99 46 40 26 38 58Future Vol, veh/h 99 46 40 26 38 58Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Heavy Vehicles, % 2 22222Mvmt Flow 104 48 42 27 40 61Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 8.2 7.9 7.5HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 61% 68% 0%Vol Thru, % 39% 0% 40%Vol Right, % 0% 32% 60%Sign Control Stop Stop StopTraffic Vol by Lane 66 145 96LT Vol 40 99 0Through Vol 26 0 38RT Vol 0 46 58Lane Flow Rate 69 153 101Geometry Grp 1 1 1Degree of Util (X) 0.087 0.177 0.112Departure Headway (Hd) 4.507 4.173 3.996Convergence, Y/N Yes Yes YesCap 800 847 902Service Time 2.507 2.262 1.998HCM Lane V/C Ratio 0.086 0.181 0.112HCM Control Delay 7.9 8.2 7.5HCM Lane LOS A A AHCM 95th-tile Q 0.3 0.6 0.4 Near-Term + Proj PM The Farm in Poway 23: Tam O Shanter/St Andrewes Dr & Project Drive 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Intersection Intersection Delay, s/veh 7.3Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 1 2 64 41 0Future Vol, veh/h 0 1 2 64 41 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 2 22222Mvmt Flow 0 1 2 70 45 0Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 6.6 7.3 7.2HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 3% 0% 0%Vol Thru, % 97% 0% 100%Vol Right, % 0% 100% 0%Sign Control Stop Stop StopTraffic Vol by Lane 66 1 41LT Vol 2 0 0Through Vol 64 0 41RT Vol 0 1 0Lane Flow Rate 72 1 45Geometry Grp 1 1 1Degree of Util (X) 0.079 0.001 0.049Departure Headway (Hd) 3.975 3.534 3.989Convergence, Y/N Yes Yes YesCap 905 1006 900Service Time 1.983 1.58 2.002HCM Lane V/C Ratio 0.08 0.001 0.05HCM Control Delay 7.3 6.6 7.2HCM Lane LOS A A AHCM 95th-tile Q 0.3 0 0.2 Near-Term + Proj PM The Farm in Poway 24: St Andrews Dr & Project Drive 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Intersection Intersection Delay, s/veh 7.3Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 1 2 66 42 0Future Vol, veh/h 0 1 2 66 42 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 2 22222Mvmt Flow 0 1 2 72 46 0Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 6.6 7.3 7.2HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 3% 0% 0%Vol Thru, % 97% 0% 100%Vol Right, % 0% 100% 0%Sign Control Stop Stop StopTraffic Vol by Lane 68 1 42LT Vol 2 0 0Through Vol 66 0 42RT Vol 0 1 0Lane Flow Rate 74 1 46Geometry Grp 1 1 1Degree of Util (X) 0.082 0.001 0.051Departure Headway (Hd) 3.976 3.54 3.991Convergence, Y/N Yes Yes YesCap 905 1003 900Service Time 1.984 1.59 2.004HCM Lane V/C Ratio 0.082 0.001 0.051HCM Control Delay 7.3 6.6 7.2HCM Lane LOS A A AHCM 95th-tile Q 0.3 0 0.2 Near-Term + Proj PM The Farm in Poway 25: Cloudcroft Dr & Cloudcroft Ct 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM.syn Intersection Intersection Delay, s/veh 7.3Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 0 2 67 43 0Future Vol, veh/h 0 0 2 67 43 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 2 22222Mvmt Flow 0 0 2 73 47 0Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 0 7.3 7.2HCM LOS - A A Lane NBLn1EBLn1SBLn1 Vol Left, % 3% 0% 0%Vol Thru, % 97% 100% 100%Vol Right, % 0% 0% 0%Sign Control Stop Stop StopTraffic Vol by Lane 69 0 43LT Vol 2 0 0Through Vol 67 0 43RT Vol 0 0 0Lane Flow Rate 75 0 47Geometry Grp 1 1 1Degree of Util (X) 0.083 0 0.052Departure Headway (Hd) 3.975 4.145 3.99Convergence, Y/N Yes Yes YesCap 905 0 900Service Time 1.983 2.195 2.003HCM Lane V/C Ratio 0.083 0 0.052HCM Control Delay 7.3 7.2 7.2HCM Lane LOS A N AHCM 95th-tile Q 0.3 0 0.2 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx ATTACHMENT B HCS FREEWAY ANALYSIS WORKSHEETS – NEAR-TERM (YEAR 2025) HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT Jurisdiction San Diego Time Period Analyzed Project Description AM SB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 11121 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2701 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.17 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h - Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln - Total Ramp Density Adjustment 5.4 Level of Service (LOS)F Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 3:59:57 PM 1A SB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT Jurisdiction San Diego Time Period Analyzed Project Description PM SB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 7931 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 1926 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.84 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 60.9 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 31.6 Total Ramp Density Adjustment 5.4 Level of Service (LOS)D Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:01:25 PM 1B SB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT Jurisdiction San Diego Time Period Analyzed Project Description AM NB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 6141 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 1492 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.65 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 67.0 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 22.3 Total Ramp Density Adjustment 5.4 Level of Service (LOS)C Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:01:49 PM 1C NB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT Jurisdiction San Diego Time Period Analyzed Project Description PM SB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 9405 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2284 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.99 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 51.9 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 44.0 Total Ramp Density Adjustment 5.4 Level of Service (LOS)E Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:02:22 PM 1D NB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT Jurisdiction San Diego Time Period Analyzed Project Description AM SB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 10465 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2542 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.10 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h - Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln - Total Ramp Density Adjustment 5.4 Level of Service (LOS)F Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:02:48 PM 2A SB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT Jurisdiction San Diego Time Period Analyzed Project Description PM SB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 9119 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2215 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.96 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 53.9 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 41.1 Total Ramp Density Adjustment 5.4 Level of Service (LOS)E Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:03:06 PM 2B SB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT Jurisdiction San Diego Time Period Analyzed Project Description AM NB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 7526 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 1828 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.79 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 62.7 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 29.2 Total Ramp Density Adjustment 5.4 Level of Service (LOS)D Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:03:26 PM 2C NB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT Jurisdiction San Diego Time Period Analyzed Project Description PM NB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 9431 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2291 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.99 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 51.7 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 44.3 Total Ramp Density Adjustment 5.4 Level of Service (LOS)E Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:03:45 PM 2D NB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT+P Jurisdiction San Diego Time Period Analyzed Project Description AM SB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 11127 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2703 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.17 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h - Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln - Total Ramp Density Adjustment 5.4 Level of Service (LOS)F Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:04:41 PM 1A SB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT+P Jurisdiction San Diego Time Period Analyzed Project Description PM SB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 7945 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 1930 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.84 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 60.8 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 31.7 Total Ramp Density Adjustment 5.4 Level of Service (LOS)D Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:05:34 PM 1B SB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT+P Jurisdiction San Diego Time Period Analyzed Project Description AM NB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 6151 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 1494 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.65 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 67.0 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 22.3 Total Ramp Density Adjustment 5.4 Level of Service (LOS)C Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:05:53 PM 1C NB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT+P Jurisdiction San Diego Time Period Analyzed Project Description PM NB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 9412 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2286 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.99 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 51.9 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 44.0 Total Ramp Density Adjustment 5.4 Level of Service (LOS)E Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:06:09 PM 1D NB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT+P Jurisdiction San Diego Time Period Analyzed Project Description AM SB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 10492 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2548 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.10 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h - Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln - Total Ramp Density Adjustment 5.4 Level of Service (LOS)F Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:06:32 PM 2A SB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT+P Jurisdiction San Diego Time Period Analyzed Project Description PM SB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 9139 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2220 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.96 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 53.8 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 41.3 Total Ramp Density Adjustment 5.4 Level of Service (LOS)E Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:06:49 PM 2B SB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT+P Jurisdiction San Diego Time Period Analyzed Project Description AM NB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 7542 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 1832 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.79 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 62.7 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 29.2 Total Ramp Density Adjustment 5.4 Level of Service (LOS)D Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:07:04 PM 2C NB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year NT+P Jurisdiction San Diego Time Period Analyzed Project Description PM NB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 9471 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2300 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.00 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 51.5 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 44.7 Total Ramp Density Adjustment 5.4 Level of Service (LOS)E Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:07:25 PM 2D NB PM.xuf N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx ATTACHMENT C PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS – HORIZON YEAR (YEAR 2035) 2035 AM The Farm in Poway 1: Rancho Bernardo Rd & I-15 SB off-ramp 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 943 686 0 1493 639 0 0 0 541 0 1298 Future Volume (veh/h) 0 943 686 0 1493 639 0 0 0 541 0 1298 Initial Q (Qb), veh 000000 000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 993 722 0 1572 673 569 0 1366 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 570 2493 774 345 1845 573 651 0 1419 Arrive On Green 0.00 0.49 0.49 0.00 0.72 0.72 0.19 0.00 0.19 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 993 722 0 1572 673 569 0 1366Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 17.3 59.9 0.0 31.1 50.6 22.4 0.0 21.2Cycle Q Clear(g_c), s 0.0 17.3 59.9 0.0 31.1 50.6 22.4 0.0 21.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 570 2493 774 345 1845 573 651 0 1419V/C Ratio(X) 0.00 0.40 0.93 0.00 0.85 1.17 0.87 0.00 0.96Avail Cap(c_a), veh/h 570 3286 1020 345 1845 573 689 0 1449HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.77 0.77 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 22.8 33.7 0.0 16.7 19.4 55.2 0.0 33.1Incr Delay (d2), s/veh 0.0 0.5 19.6 0.0 4.1 92.5 10.9 0.0 15.3Initial 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 0.0 6.8 25.9 0.0 6.3 23.2 10.6 0.0 33.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 23.2 53.3 0.0 20.8 111.9 66.1 0.0 48.5LnGrp LOS A C D A C F E A D Approach Vol, veh/h 1715 2245 1935Approach Delay, s/veh 35.9 48.1 53.7Approach LOS D D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 32.8 74.7 32.5 50.5 57.0Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 90 27.9 43.3 * 51Max Q Clear Time (g_c+I1), s 0.0 61.9 24.4 0.0 52.6Green Ext Time (p_c), s 0.0 6.4 2.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 46.4HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 AM The Farm in Poway 2: I-15 NB off-ramp & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1070 414 0 1274 259 858 0 527 0 0 0 Future Volume (veh/h) 0 1070 414 0 1274 259 858 0 527 0 0 0 Initial Q (Qb), veh 0 00000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1103 427 0 1313 267 885 0 543 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 22222202 Cap, veh/h 206 1663 516 466 2411 748 976 0 1518 Arrive On Green 0.00 0.65 0.65 0.00 0.47 0.47 0.28 0.00 0.28 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1103 427 0 1313 267 885 0 543Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 18.6 28.5 0.0 25.6 15.0 34.6 0.0 0.0Cycle Q Clear(g_c), s 0.0 18.6 28.5 0.0 25.6 15.0 34.6 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 206 1663 516 466 2411 748 976 0 1518V/C Ratio(X) 0.00 0.66 0.83 0.00 0.54 0.36 0.91 0.00 0.36Avail Cap(c_a), veh/h 206 1663 516 466 2411 748 1281 0 1765HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.86 0.86 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 19.7 21.4 0.0 26.3 23.5 48.4 0.0 18.1Incr Delay (d2), s/veh 0.0 1.8 12.4 0.0 0.9 1.3 6.7 0.0 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 5.2 8.1 0.0 10.3 5.8 15.5 0.0 4.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 21.5 33.8 0.0 27.1 24.8 55.1 0.0 18.1LnGrp LOS A C C A C C E A B Approach Vol, veh/h 1530 1580 1428Approach Delay, s/veh 24.9 26.7 41.0Approach LOS C C D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s42.4 52.0 21.9 72.5 45.6Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s24.3 * 46 5.0 * 66 51.9Max Q Clear Time (g_c+I1), s0.0 30.5 0.0 27.6 36.6Green Ext Time (p_c), s 0.0 5.3 0.0 7.8 3.0 Intersection Summary HCM 6th Ctrl Delay 30.6HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 AM The Farm in Poway 3: Bernardo Center Dr & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 314 831 392 170 991 137 269 244 116 198 431 230 Future Volume (veh/h) 314 831 392 170 991 137 269 244 116 198 431 230 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 327 866 408 177 1032 143 280 254 121 206 449 240 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 404 1547 656 250 1168 162 353 465 215 284 628 460 Arrive On Green 0.11 0.41 0.41 0.07 0.37 0.37 0.10 0.20 0.20 0.08 0.18 0.18 Sat Flow, veh/h 3563 3741 1585 3456 3135 434 3456 2360 1091 3456 3554 1585 Grp Volume(v), veh/h 327 866 408 177 584 591 280 189 186 206 449 240Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1792 1728 1777 1674 1728 1777 1585Q Serve(g_s), s 8.0 15.7 18.1 4.5 27.4 27.4 7.0 8.5 8.9 5.2 10.6 11.3Cycle Q Clear(g_c), s 8.0 15.7 18.1 4.5 27.4 27.4 7.0 8.5 8.9 5.2 10.6 11.3Prop In Lane 1.00 1.00 1.00 0.24 1.00 0.65 1.00 1.00Lane Grp Cap(c), veh/h 404 1547 656 250 662 668 353 350 330 284 628 460V/C Ratio(X) 0.81 0.56 0.62 0.71 0.88 0.88 0.79 0.54 0.56 0.73 0.71 0.52Avail Cap(c_a), veh/h 464 1694 718 342 767 774 388 761 717 485 1598 892HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh38.5 19.9 20.6 40.3 26.1 26.1 39.0 32.1 32.3 39.9 34.5 26.4Incr Delay (d2), s/veh 7.9 0.5 1.8 1.9 9.7 9.8 8.7 0.5 0.6 1.3 0.6 0.3Initial 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/ln3.9 6.6 6.7 1.9 12.8 12.9 3.4 3.6 3.6 2.2 4.5 4.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 46.4 20.4 22.4 42.3 35.8 35.9 47.7 32.6 32.8 41.2 35.1 26.8LnGrp LOS D CCDDDDCCDDC Approach Vol, veh/h 1601 1352 655 895Approach Delay, s/veh 26.2 36.7 39.1 34.3Approach LOS CDDC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s10.8 43.0 13.5 21.6 14.5 39.4 11.7 23.4Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s8.8 40.3 10.0 40.0 11.6 * 38 12.5 * 38Max Q Clear Time (g_c+I1), s6.5 20.1 9.0 13.3 10.0 29.4 7.2 10.9Green Ext Time (p_c), s 0.1 10.9 0.1 2.5 0.1 3.7 0.2 1.5 Intersection Summary HCM 6th Ctrl Delay 32.8HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 AM The Farm in Poway 4: Pomerado Rd & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 547 232 240 846 318 162 372 143 328 704 217 Future Volume (veh/h) 155 547 232 240 846 318 162 372 143 328 704 217 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 167 588 249 258 910 342 174 400 154 353 757 233 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 22222222222 Cap, veh/h 194 675 286 284 1167 520 231 525 200 612 864 266 Arrive On Green 0.11 0.28 0.28 0.16 0.33 0.33 0.07 0.21 0.21 0.18 0.32 0.32 Sat Flow, veh/h 1781 2433 1029 1781 3554 1585 3456 2517 957 3456 2675 823 Grp Volume(v), veh/h 167 429 408 258 910 342 174 281 273 353 503 487Grp Sat Flow(s),veh/h/ln1781 1777 1685 1781 1777 1585 1728 1777 1698 1728 1777 1722Q Serve(g_s), s 10.7 26.7 26.8 16.5 26.9 12.7 5.7 17.3 17.6 10.9 31.0 31.0Cycle Q Clear(g_c), s 10.7 26.7 26.8 16.5 26.9 12.7 5.7 17.3 17.6 10.9 31.0 31.0Prop In Lane 1.00 0.61 1.00 1.00 1.00 0.56 1.00 0.48Lane Grp Cap(c), veh/h 194 493 468 284 1167 520 231 370 354 612 574 556V/C Ratio(X) 0.86 0.87 0.87 0.91 0.78 0.66 0.75 0.76 0.77 0.58 0.88 0.88Avail Cap(c_a), veh/h 195 566 537 290 1309 584 268 551 526 612 618 599HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh50.9 40.0 40.0 48.0 35.2 11.7 53.3 43.2 43.4 43.8 37.1 37.1Incr Delay (d2), s/veh 29.0 12.7 13.5 29.1 2.8 2.3 7.9 5.6 6.4 0.9 13.4 13.8Initial 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/ln6.2 13.1 12.5 9.5 11.7 4.5 2.7 8.0 7.9 4.6 15.1 14.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 79.9 52.7 53.5 77.1 38.0 14.0 61.2 48.8 49.8 44.7 50.5 50.9LnGrp LOS E D D E D B E DDDDD Approach Vol, veh/h 1004 1510 728 1343Approach Delay, s/veh 57.6 39.3 52.1 49.1Approach LOS E D D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s22.9 38.1 12.2 42.9 17.1 44.0 26.0 29.1Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s18.9 * 37 9.0 40.4 12.7 42.8 13.9 * 36Max Q Clear Time (g_c+I1), s18.5 28.8 7.7 33.0 12.7 28.9 12.9 19.6Green Ext Time (p_c), s 0.0 3.5 0.0 4.5 0.0 6.4 0.1 4.6 Intersection Summary HCM 6th Ctrl Delay 48.2HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 AM The Farm in Poway 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1109 11 21 1436 28 45 Future Volume (veh/h) 1109 11 21 1436 28 45 Initial Q (Qb), veh 0 00000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1260 12 24 1632 32 51 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 2252 21 41 2626 98 88 Arrive On Green 0.62 0.62 0.02 0.74 0.06 0.06 Sat Flow, veh/h 3700 34 1781 3647 1781 1585 Grp Volume(v), veh/h 621 651 24 1632 32 51Grp Sat Flow(s),veh/h/ln1777 1864 1781 1777 1781 1585Q Serve(g_s), s 9.9 9.9 0.7 10.9 0.8 1.5Cycle Q Clear(g_c), s 9.9 9.9 0.7 10.9 0.8 1.5Prop In Lane 0.02 1.00 1.00 1.00Lane Grp Cap(c), veh/h1110 1164 41 2626 98 88V/C Ratio(X) 0.56 0.56 0.59 0.62 0.33 0.58Avail Cap(c_a), veh/h 1948 2044 203 4628 944 840HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.3 5.3 23.7 3.1 22.3 22.6Incr Delay (d2), s/veh 0.5 0.5 5.0 0.3 0.7 2.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.9 1.9 0.3 0.5 0.4 0.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.9 5.8 28.8 3.4 23.0 24.9LnGrp LOS A A C A C C Approach Vol, veh/h 1272 1656 83Approach Delay, s/veh 5.8 3.8 24.2Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.6 36.1 41.8 7.3Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s5.6 53.8 63.9 26.0Max Q Clear Time (g_c+I1), s2.7 11.9 12.9 3.5Green Ext Time (p_c), s 0.0 13.3 23.4 0.1 Intersection Summary HCM 6th Ctrl Delay 5.2HCM 6th LOS A 2035 AM The Farm in Poway 6: Avenida Florencia & Espola Rd 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1086 15 43 1402 18 44Future Vol, veh/h 1086 15 43 1402 18 44Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 88 88 88 88 88 88Heavy Vehicles, % 2 22222Mvmt Flow 1234 17 49 1593 20 50 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1251 0 2129 617 Stage 1 - - - - 1234 - Stage 2 - - - - 895 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 552 - 43 433 Stage 1 - - - - 238 - Stage 2 - - - - 359 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 552 - 39 433Mov Cap-2 Maneuver - - - - 134 - Stage 1 - - - - 217 - Stage 2 - - - - 359 - Approach EB WB NB HCM Control Delay, s 0 0.4 23.6HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 263 - - 552 -HCM Lane V/C Ratio 0.268 - - 0.089 -HCM Control Delay (s) 23.6 - - 12.2 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 1.1 - - 0.3 - 2035 AM The Farm in Poway 7: Valle Verde Rd & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 376 704 16 14 965 88 16 13 21 97 3 426 Future Volume (veh/h) 376 704 16 14 965 88 16 13 21 97 3 426 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 432 809 18 16 1109 101 18 15 24 111 3 490 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 421 2085 46 35 1220 111 23 20 31 378 397 711 Arrive On Green 0.24 0.59 0.59 0.02 0.37 0.37 0.04 0.04 0.04 0.21 0.21 0.21 Sat Flow, veh/h 1781 3554 79 1781 3294 300 541 451 721 1781 1870 1585 Grp Volume(v), veh/h 432 404 423 16 598 612 57 0 0 111 3 490Grp Sat Flow(s),veh/h/ln 1781 1777 1856 1781 1777 1816 1713 0 0 1781 1870 1585Q Serve(g_s), s 33.4 17.2 17.2 1.3 45.1 45.3 4.7 0.0 0.0 7.4 0.2 30.0Cycle Q Clear(g_c), s 33.4 17.2 17.2 1.3 45.1 45.3 4.7 0.0 0.0 7.4 0.2 30.0Prop In Lane 1.00 0.04 1.00 0.16 0.32 0.42 1.00 1.00Lane Grp Cap(c), veh/h 421 1043 1089 35 658 673 74 0 0 378 397 711V/C Ratio(X) 1.03 0.39 0.39 0.45 0.91 0.91 0.77 0.00 0.00 0.29 0.01 0.69Avail Cap(c_a), veh/h 421 1043 1089 87 692 708 267 0 0 378 397 711HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 54.0 15.6 15.6 68.6 42.2 42.3 66.9 0.0 0.0 46.8 44.0 31.1Incr Delay (d2), s/veh 50.9 0.3 0.3 3.4 15.7 15.6 17.8 0.0 0.0 0.2 0.0 2.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 20.9 7.1 7.4 0.6 22.6 23.1 2.4 0.0 0.0 3.3 0.1 13.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 104.9 15.9 15.9 71.9 57.9 57.9 84.7 0.0 0.0 47.0 44.0 33.5LnGrp LOS F BBEEEFAADDC Approach Vol, veh/h 1259 1226 57 604Approach Delay, s/veh 46.4 58.1 84.7 36.0Approach LOS D E F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.4 89.5 35.3 37.0 58.9 10.2Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 81.6 * 30 33.4 55.1 22.0Max Q Clear Time (g_c+I1), s 3.3 19.2 32.0 35.4 47.3 6.7Green Ext Time (p_c), s 0.0 7.9 0.0 0.0 5.1 0.2 Intersection Summary HCM 6th Ctrl Delay 49.7HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 AM The Farm in Poway 8: Valle Verde Rd & St Andrews Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Intersection Int Delay, s/veh 6.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 3 2 28 135 3 8 26 390 44 3 382 7Future Vol, veh/h 3 2 28 135 3 8 26 390 44 3 382 7Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh 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 92Heavy Vehicles, % 2 22222222222Mvmt Flow 3 2 30 147 3 9 28 424 48 3 415 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 931 949 415 921 909 424 423 0 0 472 0 0 Stage 1 421 421 - 480 480 ------- Stage 2 510 528 - 441 429 -------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 247 260 637 251 275 630 1136 - - 1090 - - Stage 1 610 589 - 567 554 ------- Stage 2 546 528 - 595 584 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 236 253 637 232 267 630 1136 - - 1090 - -Mov Cap-2 Maneuver 236 253 - 232 267 ------- Stage 1 595 587 - 553 540 ------- Stage 2 522 515 - 563 582 ------- Approach EB WB NB SB HCM Control Delay, s 12.3 42.8 0.5 0.1HCM LOS B E Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1136 - - 243 637 233 630 1090 - -HCM Lane V/C Ratio 0.025 - - 0.022 0.048 0.644 0.014 0.003 - -HCM Control Delay (s) 8.2 - - 20.2 10.9 44.7 10.8 8.3 - -HCM Lane LOS A - - C BEBA - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 3.9 0 0 - - 2035 AM The Farm in Poway 9: Martincoit Rd & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 625 186 96 854 204 77 Future Volume (veh/h) 625 186 96 854 204 77 Initial Q (Qb), veh 000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 762 227 117 1041 249 94 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222 Cap, veh/h 1145 341 151 2072 324 423 Arrive On Green 0.42 0.42 0.08 0.58 0.18 0.18 Sat Flow, veh/h 2792 804 1781 3647 1781 1585 Grp Volume(v), veh/h 502 487 117 1041 249 94Grp Sat Flow(s),veh/h/ln 1777 1726 1781 1777 1781 1585Q Serve(g_s), s 11.0 11.0 3.1 8.4 6.5 2.2Cycle Q Clear(g_c), s 11.0 11.0 3.1 8.4 6.5 2.2Prop In Lane 0.47 1.00 1.00 1.00Lane Grp Cap(c), veh/h 754 732 151 2072 324 423V/C Ratio(X) 0.67 0.67 0.77 0.50 0.77 0.22Avail Cap(c_a), veh/h 1336 1297 418 3769 994 1019HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 11.2 11.2 21.8 6.0 18.9 13.9Incr Delay (d2), s/veh 1.2 1.3 3.2 0.2 1.5 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.2 3.1 1.2 1.6 2.4 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 12.4 12.5 25.0 6.2 20.3 14.0LnGrp LOS B B C A C B Approach Vol, veh/h 989 1158 343Approach Delay, s/veh 12.5 8.1 18.6Approach LOS B A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.7 27.1 34.8 13.7Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 11.4 36.5 51.5 27.1Max Q Clear Time (g_c+I1), s 5.1 13.0 10.4 8.5Green Ext Time (p_c), s 0.1 7.6 10.3 0.5 Intersection Summary HCM 6th Ctrl Delay 11.3HCM 6th LOS B 2035 AM The Farm in Poway 10: Espola Rd & Cloudcroft Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Intersection Int Delay, s/veh 1.5 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 20 952 884 20 32 55Future Vol, veh/h 20 952 884 20 32 55Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 81 81 81 81 81 81Heavy Vehicles, % 2 22222Mvmt Flow 25 1175 1091 25 40 68 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1116 0 - 0 2329 558 Stage 1 - - - - 1104 - Stage 2 - - - - 1225 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 624 - - - ~ 36 474 Stage 1 - - - - 280 - Stage 2 - - - - 277 -Platoon blocked, % - - -Mov Cap-1 Maneuver 624 - - - ~ 35 474Mov Cap-2 Maneuver - - - - 135 - Stage 1 - - - - 269 - Stage 2 - - - - 277 - Approach EB WB SB HCM Control Delay, s 0.2 0 30.5HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 624 - - - 246HCM Lane V/C Ratio 0.04 - - - 0.437HCM Control Delay (s) 11 - - - 30.5HCM Lane LOS B - - - DHCM 95th %tile Q(veh) 0.1 - - - 2.1 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2035 AM The Farm in Poway 11: Old Coach Rd & Espola Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 881 38 0 727 29 120 4 12 43 0 95 Future Volume (veh/h) 79 881 38 0 727 29 120 4 12 43 0 95 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 101 1129 49 0 932 37 154 5 15 55 0 122 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %222222222222 Cap, veh/h 130 1914 83 3 1425 57 195 74 223 73 0 177 Arrive On Green 0.07 0.55 0.55 0.00 0.41 0.41 0.11 0.18 0.18 0.04 0.00 0.11 Sat Flow, veh/h 1781 3470 151 1781 3484 138 1781 412 1236 1781 0 1585 Grp Volume(v), veh/h 101 578 600 0 475 494 154 0 20 55 0 122Grp Sat Flow(s),veh/h/ln 1781 1777 1843 1781 1777 1845 1781 0 1648 1781 0 1585Q Serve(g_s), s 3.2 12.4 12.4 0.0 12.4 12.4 4.8 0.0 0.6 1.7 0.0 4.2Cycle Q Clear(g_c), s 3.2 12.4 12.4 0.0 12.4 12.4 4.8 0.0 0.6 1.7 0.0 4.2Prop In Lane 1.00 0.08 1.00 0.07 1.00 0.75 1.00 1.00Lane Grp Cap(c), veh/h 130 980 1017 3 727 755 195 0 297 73 0 177V/C Ratio(X) 0.78 0.59 0.59 0.00 0.65 0.65 0.79 0.00 0.07 0.76 0.00 0.69Avail Cap(c_a), veh/h 224 1165 1208 171 1112 1155 249 0 668 212 0 610HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 26.1 8.5 8.5 0.0 13.6 13.6 24.8 0.0 19.4 27.2 0.0 24.4Incr Delay (d2), s/veh 3.8 0.8 0.8 0.0 1.4 1.4 9.5 0.0 0.1 5.9 0.0 3.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.4 3.8 4.0 0.0 4.5 4.7 2.4 0.0 0.2 0.8 0.0 1.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 29.9 9.3 9.3 0.0 15.1 15.0 34.3 0.0 19.5 33.1 0.0 27.9LnGrp LOS C AAABBCABCAC Approach Vol, veh/h 1279 969 174 177Approach Delay, s/veh 10.9 15.0 32.6 29.5Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 36.6 10.3 10.4 8.2 28.4 6.3 14.3Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 8.0 22.0 7.2 35.8 6.8 23.2Max Q Clear Time (g_c+I1), s 0.0 14.4 6.8 6.2 5.2 14.4 3.7 2.6Green Ext Time (p_c), s 0.0 11.9 0.0 0.5 0.0 9.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 15.2HCM 6th LOS B 2035 AM The Farm in Poway 12: Espola Rd & Lake Poway Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 5 22 13 2 8 21 619 21 17 800 104 Future Volume (veh/h) 81 5 22 13 2 8 21 619 21 17 800 104 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 119 7 32 19 3 12 31 910 31 25 1176 153 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 170 28 128 45 7 46 121 1543 53 121 1392 181 Arrive On Green 0.10 0.10 0.10 0.03 0.03 0.03 0.07 0.44 0.44 0.07 0.44 0.44 Sat Flow, veh/h 1781 293 1337 1548 244 1585 1781 3506 119 1781 3163 410 Grp Volume(v), veh/h 119 0 39 22 0 12 31 461 480 25 659 670Grp Sat Flow(s),veh/h/ln1781 0 1630 1793 0 1585 1781 1777 1849 1781 1777 1797Q Serve(g_s), s 3.8 0.0 1.3 0.7 0.0 0.4 1.0 11.5 11.5 0.8 19.4 19.6Cycle Q Clear(g_c), s 3.8 0.0 1.3 0.7 0.0 0.4 1.0 11.5 11.5 0.8 19.4 19.6Prop In Lane 1.00 0.82 0.86 1.00 1.00 0.06 1.00 0.23Lane Grp Cap(c), veh/h 170 0 156 52 0 46 121 782 813 121 782 790V/C Ratio(X) 0.70 0.00 0.25 0.42 0.00 0.26 0.26 0.59 0.59 0.21 0.84 0.85Avail Cap(c_a), veh/h 818 0 749 793 0 701 545 828 862 545 828 837HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh25.8 0.0 24.6 28.1 0.0 27.9 26.0 12.4 12.4 25.9 14.7 14.7Incr Delay (d2), s/veh 1.9 0.0 0.3 5.4 0.0 3.0 0.4 1.1 1.1 0.3 7.8 8.0Initial 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/ln1.6 0.0 0.5 0.4 0.0 0.2 0.4 4.2 4.3 0.3 8.3 8.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 27.7 0.0 24.9 33.4 0.0 30.9 26.4 13.6 13.5 26.2 22.4 22.7LnGrp LOS C A C C A C C B B C C C Approach Vol, veh/h 158 34 972 1354Approach Delay, s/veh 27.0 32.5 14.0 22.6Approach LOS C C B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 32.8 10.9 8.5 32.8 6.6Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.4 * 27 18.0 27.4 26.0Max Q Clear Time (g_c+I1), s2.8 13.5 5.8 3.0 21.6 2.7Green Ext Time (p_c), s 0.0 6.0 0.3 0.0 4.3 0.1 Intersection Summary HCM 6th Ctrl Delay 19.7HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 AM The Farm in Poway 13: Espola Rd & Titan Wy/Eden Grove 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 0 288 23 0 8 424 580 12 14 554 199 Future Volume (veh/h) 57 0 288 23 0 8 424 580 12 14 554 199 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 92 0 465 37 0 13 684 935 19 23 894 321 Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 114 0 463 47 0 404 751 1818 37 31 1103 492 Arrive On Green 0.06 0.00 0.29 0.03 0.00 0.25 0.22 0.51 0.51 0.02 0.31 0.31 Sat Flow, veh/h 1781 0 1585 1781 0 1585 3456 3562 72 1781 3554 1585 Grp Volume(v), veh/h 92 0 465 37 0 13 684 466 488 23 894 321Grp Sat Flow(s),veh/h/ln1781 0 1585 1781 0 1585 1728 1777 1857 1781 1777 1585Q Serve(g_s), s 6.5 0.0 37.0 2.6 0.0 0.8 24.4 22.1 22.1 1.6 29.3 22.2Cycle Q Clear(g_c), s 6.5 0.0 37.0 2.6 0.0 0.8 24.4 22.1 22.1 1.6 29.3 22.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 114 0 463 47 0 404 751 907 948 31 1103 492V/C Ratio(X) 0.80 0.00 1.00 0.78 0.00 0.03 0.91 0.51 0.51 0.74 0.81 0.65Avail Cap(c_a), veh/h 148 0 463 165 0 478 942 998 1043 156 1331 594HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh58.4 0.0 44.8 61.2 0.0 35.4 48.3 20.6 20.6 61.9 40.2 37.7Incr Delay (d2), s/veh 16.6 0.0 42.7 9.9 0.0 0.0 9.8 0.5 0.5 11.8 3.4 2.2Initial 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/ln3.4 0.0 19.9 1.3 0.0 0.3 11.5 9.2 9.6 0.8 13.3 8.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 75.0 0.0 87.5 71.1 0.0 35.5 58.1 21.1 21.1 73.7 43.6 39.9LnGrp LOS E A F E A D E C C E D D Approach Vol, veh/h 557 50 1638 1238Approach Delay, s/veh 85.4 61.8 36.6 43.2Approach LOS F E D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.7 71.5 6.9 41.5 32.0 46.2 11.6 36.7Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s11.1 * 71 11.7 37.0 34.5 47.4 10.5 38.2Max Q Clear Time (g_c+I1), s3.6 24.1 4.6 39.0 26.4 31.3 8.5 2.8Green Ext Time (p_c), s 0.0 9.6 0.0 0.0 1.1 8.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 47.1HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 AM The Farm in Poway 14: Espola Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 370 32 226 12 61 40 884 460 10 8 375 621 Future Volume (veh/h) 370 32 226 12 61 40 884 460 10 8 375 621 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 440 38 269 14 73 48 1052 548 12 10 446 739 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 494 420 872 17 96 63 1124 1062 900 17 487 640 Arrive On Green 0.14 0.22 0.22 0.01 0.09 0.09 0.33 0.57 0.57 0.01 0.26 0.26 Sat Flow, veh/h 3456 1870 1585 1781 1053 693 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 440 38 269 14 0 121 1052 548 12 10 446 739Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1746 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 14.6 1.9 10.8 0.9 0.0 7.9 34.6 21.0 0.4 0.7 27.1 30.5Cycle Q Clear(g_c), s 14.6 1.9 10.8 0.9 0.0 7.9 34.6 21.0 0.4 0.7 27.1 30.5Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 494 420 872 17 0 159 1124 1062 900 17 487 640V/C Ratio(X) 0.89 0.09 0.31 0.84 0.00 0.76 0.94 0.52 0.01 0.59 0.92 1.16Avail Cap(c_a), veh/h 516 725 1130 84 0 498 1254 1102 934 76 487 640HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh49.3 35.9 14.3 57.9 0.0 52.0 38.3 15.5 11.0 57.8 42.1 34.9Incr Delay (d2), s/veh 16.2 0.1 0.2 31.4 0.0 8.7 11.7 0.1 0.0 11.7 22.1 86.8Initial 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/ln7.4 0.9 3.9 0.6 0.0 3.9 16.2 8.7 0.1 0.3 15.4 33.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 65.5 36.0 14.5 89.3 0.0 60.7 50.0 15.6 11.0 69.4 64.2 121.8LnGrp LOS E D B F A E D BBEEF Approach Vol, veh/h 747 135 1612 1195Approach Delay, s/veh 45.6 63.6 38.0 99.8Approach LOS D E D F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.6 32.9 41.6 37.0 21.2 17.3 5.6 73.0Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.5 45.4 42.5 30.5 17.5 33.4 5.0 * 69Max Q Clear Time (g_c+I1), s2.9 12.8 36.6 32.5 16.6 9.9 2.7 23.0Green Ext Time (p_c), s 0.0 1.5 1.5 0.0 0.1 0.7 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 60.5HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 AM The Farm in Poway 15: Pomerado Rd & Rios Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 4 41 131 22 26 17 759 51 9 1241 13 Future Volume (veh/h) 12 4 41 131 22 26 17 759 51 9 1241 13 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 12 4 43 136 23 27 18 791 53 9 1293 14 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 311 23 243 311 130 152 31 1892 127 17 1987 22 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.02 0.56 0.56 0.01 0.55 0.55 Sat Flow, veh/h 1355 137 1469 1359 784 921 1781 3380 226 1781 3601 39 Grp Volume(v), veh/h 12 0 47 136 0 50 18 416 428 9 638 669Grp Sat Flow(s),veh/h/ln1355 0 1606 1359 0 1705 1781 1777 1830 1781 1777 1863Q Serve(g_s), s 0.5 0.0 1.5 5.7 0.0 1.5 0.6 8.0 8.0 0.3 14.9 14.9Cycle Q Clear(g_c), s 2.0 0.0 1.5 7.2 0.0 1.5 0.6 8.0 8.0 0.3 14.9 14.9Prop In Lane 1.00 0.91 1.00 0.54 1.00 0.12 1.00 0.02Lane Grp Cap(c), veh/h 311 0 265 311 0 282 31 994 1024 17 980 1028V/C Ratio(X) 0.04 0.00 0.18 0.44 0.00 0.18 0.58 0.42 0.42 0.54 0.65 0.65Avail Cap(c_a), veh/h 739 0 773 757 0 840 156 1208 1243 156 1228 1288HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.2 0.0 21.3 24.4 0.0 21.3 29.0 7.5 7.5 29.3 9.3 9.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.4 0.0 0.1 6.4 0.4 0.4 9.9 1.4 1.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.5 1.7 0.0 0.6 0.3 2.5 2.6 0.2 4.9 5.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.2 0.0 21.5 24.8 0.0 21.4 35.4 7.9 7.9 39.2 10.8 10.7LnGrp LOS C A C C A C D A A D B B Approach Vol, veh/h 59 186 862 1316Approach Delay, s/veh 21.6 23.9 8.5 10.9Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.0 39.1 15.4 5.4 38.6 15.4Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.2 40.4 28.6 5.2 * 41 * 29Max Q Clear Time (g_c+I1), s2.3 10.0 4.0 2.6 16.9 9.2Green Ext Time (p_c), s 0.0 8.3 0.1 0.0 15.9 0.3 Intersection Summary HCM 6th Ctrl Delay 11.3HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 AM The Farm in Poway 16: Pomerado Rd & Higa Pl/Avenida La Valencia 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 4 8 89 6 49 15 782 51 23 1433 8 Future Volume (veh/h) 9 4 8 89 6 49 15 782 51 23 1433 8 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 10 4 9 99 7 54 17 869 57 26 1592 9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 281 60 135 283 220 186 30 1985 130 42 2151 12 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.02 0.59 0.59 0.02 0.59 0.59 Sat Flow, veh/h 1341 512 1151 1401 1870 1585 1781 3385 222 1781 3623 20 Grp Volume(v), veh/h 10 0 13 99 7 54 17 456 470 26 780 821Grp Sat Flow(s),veh/h/ln1341 0 1663 1401 1870 1585 1781 1777 1830 1781 1777 1867Q Serve(g_s), s 0.4 0.0 0.4 3.8 0.2 1.7 0.5 8.0 8.0 0.8 17.9 17.9Cycle Q Clear(g_c), s 0.6 0.0 0.4 4.2 0.2 1.7 0.5 8.0 8.0 0.8 17.9 17.9Prop In Lane 1.00 0.69 1.00 1.00 1.00 0.12 1.00 0.01Lane Grp Cap(c), veh/h 281 0 195 283 220 186 30 1042 1073 42 1055 1108V/C Ratio(X) 0.04 0.00 0.07 0.35 0.03 0.29 0.58 0.44 0.44 0.61 0.74 0.74Avail Cap(c_a), veh/h 866 0 921 894 1036 878 165 1177 1212 203 1224 1286HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.2 0.0 22.0 23.9 22.0 22.6 27.4 6.5 6.5 27.2 8.3 8.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.3 0.0 0.3 6.4 0.4 0.4 5.3 2.3 2.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.1 1.2 0.1 0.6 0.3 2.3 2.4 0.4 5.5 5.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.2 0.0 22.1 24.2 22.0 23.0 33.8 6.8 6.8 32.4 10.5 10.5LnGrp LOS C A CCCCCAACBB Approach Vol, veh/h 23 160 943 1627Approach Delay, s/veh 22.2 23.7 7.3 10.8Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 38.9 11.5 5.3 39.3 11.5Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s6.4 37.2 31.1 5.2 * 39 31.1Max Q Clear Time (g_c+I1), s2.8 10.0 2.6 2.5 19.9 6.2Green Ext Time (p_c), s 0.0 9.0 0.0 0.0 13.4 0.2 Intersection Summary HCM 6th Ctrl Delay 10.5HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 AM The Farm in Poway 17: Pomerado Rd & Stone Canyon Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 9 18 227 6 32 14 752 199 24 1475 35 Future Volume (veh/h) 37 9 18 227 6 32 14 752 199 24 1475 35 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 10 20 247 7 35 15 817 216 26 1603 38 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 22222222222 Cap, veh/h 75 11 570 82 0 570 25 1224 324 38 1589 38 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.01 0.44 0.44 0.02 0.45 0.45 Sat Flow, veh/h 0 30 1585 0 0 1585 1781 2780 735 1781 3548 84 Grp Volume(v), veh/h 50 0 20 254 0 35 15 522 511 26 801 840Grp Sat Flow(s),veh/h/ln 30 0 1585 0 0 1585 1781 1777 1738 1781 1777 1855Q Serve(g_s), s 0.0 0.0 0.7 0.0 0.0 1.2 0.7 20.1 20.1 1.3 38.7 38.7Cycle Q Clear(g_c), s 31.1 0.0 0.7 31.1 0.0 1.2 0.7 20.1 20.1 1.3 38.7 38.7Prop In Lane 0.80 1.00 0.97 1.00 1.00 0.42 1.00 0.05Lane Grp Cap(c), veh/h 86 0 570 82 0 570 25 782 765 38 796 831V/C Ratio(X) 0.58 0.00 0.04 3.09 0.00 0.06 0.60 0.67 0.67 0.68 1.01 1.01Avail Cap(c_a), veh/h 86 0 570 82 0 570 107 782 765 124 796 831HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh36.5 0.0 17.9 43.2 0.0 18.1 42.4 19.2 19.2 42.0 23.9 23.9Incr Delay (d2), s/veh 6.6 0.0 0.0 972.2 0.0 0.0 8.4 2.4 2.4 7.6 33.6 33.9Initial 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/ln1.2 0.0 0.3 23.9 0.0 0.4 0.4 8.3 8.2 0.6 22.4 23.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 43.1 0.0 17.91015.5 0.0 18.1 50.7 21.6 21.6 49.6 57.4 57.7LnGrp LOS D A B F A B DCCDFF Approach Vol, veh/h 70 289 1048 1667Approach Delay, s/veh 35.9 894.7 22.0 57.5Approach LOS D F C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.3 44.1 36.1 5.6 44.7 36.1Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s6.0 37.6 31.0 5.2 * 39 * 31Max Q Clear Time (g_c+I1), s3.3 22.1 33.1 2.7 40.7 33.1Green Ext Time (p_c), s 0.0 7.8 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 123.6HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 AM The Farm in Poway 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 315 6 310 0 0 7 227 717 11 9 1219 484 Future Volume (veh/h) 315 6 310 0 0 7 227 717 11 9 1219 484 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 465 0 234 0 0 8 255 806 12 10 1370 544 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 588 0 262 0 0 9 278 2394 36 16 1319 493 Arrive On Green 0.16 0.00 0.16 0.00 0.00 0.01 0.16 0.67 0.67 0.01 0.52 0.52 Sat Flow, veh/h 3563 0 1585 0 0 1585 1781 3584 53 1781 2532 945 Grp Volume(v), veh/h 465 0 234 0 0 8 255 400 418 10 936 978Grp Sat Flow(s),veh/h/ln1781 0 1585 0 0 1585 1781 1777 1861 1781 1777 1700Q Serve(g_s), s 17.4 0.0 20.1 0.0 0.0 0.7 19.6 13.4 13.4 0.8 72.3 72.3Cycle Q Clear(g_c), s 17.4 0.0 20.1 0.0 0.0 0.7 19.6 13.4 13.4 0.8 72.3 72.3Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.03 1.00 0.56Lane Grp Cap(c), veh/h 588 0 262 0 0 9 278 1187 1243 16 926 886V/C Ratio(X) 0.79 0.00 0.89 0.00 0.00 0.88 0.92 0.34 0.34 0.61 1.01 1.10Avail Cap(c_a), veh/h 704 0 313 0 0 69 303 1187 1243 110 926 886HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh55.6 0.0 56.7 0.0 0.0 68.9 57.7 9.9 9.9 68.5 33.2 33.2Incr Delay (d2), s/veh 4.2 0.0 21.5 0.0 0.0 105.8 28.7 0.4 0.4 12.8 32.1 63.0Initial 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/ln8.2 0.0 9.6 0.0 0.0 0.6 11.0 5.2 5.5 0.4 38.4 44.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 59.8 0.0 78.3 0.0 0.0 174.8 86.4 10.3 10.3 81.2 65.4 96.2LnGrp LOS E AEAAFFBBFFF Approach Vol, veh/h 699 8 1073 1924Approach Delay, s/veh 66.0 174.8 28.4 81.1Approach LOS E F C F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 98.8 29.5 26.0 78.4 4.8Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s8.6 86.9 27.4 23.6 * 72 6.0Max Q Clear Time (g_c+I1), s2.8 15.4 22.1 21.6 74.3 2.7Green Ext Time (p_c), s 0.0 15.5 0.8 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 63.2HCM 6th LOS E Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 AM The Farm in Poway 19: Pomerado Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 273 1171 456 19 1413 446 551 792 12 405 830 359 Future Volume (veh/h) 273 1171 456 19 1413 446 551 792 12 405 830 359 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 284 1220 475 20 1472 465 574 825 12 422 865 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 274 1654 642 24 1392 621 533 890 13 452 800 Arrive On Green 0.08 0.46 0.46 0.01 0.39 0.39 0.15 0.25 0.25 0.13 0.22 0.00 Sat Flow, veh/h 3456 3618 1404 1781 3554 1585 3456 3586 52 3456 3554 1585 Grp Volume(v), veh/h 284 1148 547 20 1472 465 574 409 428 422 865 0Grp Sat Flow(s),veh/h/ln1728 1702 1618 1781 1777 1585 1728 1777 1861 1728 1777 1585Q Serve(g_s), s 9.5 33.1 33.3 1.3 47.0 30.3 18.5 27.0 27.0 14.5 27.0 0.0Cycle Q Clear(g_c), s 9.5 33.1 33.3 1.3 47.0 30.3 18.5 27.0 27.0 14.5 27.0 0.0Prop In Lane 1.00 0.87 1.00 1.00 1.00 0.03 1.00 1.00Lane Grp Cap(c), veh/h 274 1557 740 24 1392 621 533 441 462 452 800V/C Ratio(X) 1.04 0.74 0.74 0.83 1.06 0.75 1.08 0.93 0.93 0.93 1.08Avail Cap(c_a), veh/h 274 1557 740 76 1392 621 533 441 462 452 800HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh55.3 26.7 26.7 59.0 36.5 31.4 50.8 44.0 44.0 51.6 46.5 0.0Incr Delay (d2), s/veh 64.7 1.7 3.5 22.3 40.9 4.5 61.5 25.2 24.4 26.1 56.3 0.0Initial 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/ln6.6 13.5 13.3 0.8 27.8 12.2 12.5 14.9 15.5 7.9 18.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 119.9 28.3 30.2 81.3 77.4 35.9 112.2 69.3 68.5 77.8 102.8 0.0LnGrp LOS F C C F F D F E E E F Approach Vol, veh/h 1979 1957 1411 1287 AApproach Delay, s/veh 42.0 67.6 86.5 94.6Approach LOS D E F F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.1 59.4 23.0 31.5 14.0 51.5 20.2 34.3Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 51.4 18.5 27.0 9.5 47.0 15.7 29.8Max Q Clear Time (g_c+I1), s3.3 35.3 20.5 29.0 11.5 49.0 16.5 29.0Green Ext Time (p_c), s 0.0 8.1 0.0 0.0 0.0 0.0 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 69.2HCM 6th LOS E Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 2035 AM The Farm in Poway 20: Del Norte/Avenida Florencia & Avenida La Valencia 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Intersection Intersection Delay, s/veh 7.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 16 31 7 4 89 6 14 14 3 2 24 30Future Vol, veh/h 16 31 7 4 89 6 14 14 3 2 24 30Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 18 36 8 5 102 7 16 16 3 2 28 34Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.6 7.8 7.6 7.4HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 45% 30% 4% 4%Vol Thru, % 45% 57% 90% 43%Vol Right, % 10% 13% 6% 54%Sign Control Stop Stop Stop StopTraffic Vol by Lane 31 54 99 56LT Vol 14 16 4 2Through Vol 14 31 89 24RT Vol 3 7 6 30Lane Flow Rate 36 62 114 64Geometry Grp 1111Degree of Util (X) 0.044 0.072 0.13 0.071Departure Headway (Hd) 4.422 4.177 4.127 3.95Convergence, Y/N Yes Yes Yes YesCap 815 847 860 890Service Time 2.422 2.254 2.193 2.049HCM Lane V/C Ratio 0.044 0.073 0.133 0.072HCM Control Delay 7.6 7.6 7.8 7.4HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.2 0.4 0.2 2035 AM The Farm in Poway 21: Stone Canyon Rd & Del Norte 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Intersection Intersection Delay, s/veh 9.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 18 194 0 0 209 22205019Future Vol, veh/h 18 194 0 0 209 22205019Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72Heavy Vehicles, % 2 22222222222Mvmt Flow 25 269 0 0 290 33307026Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.7 9.7 8.4 8HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 50% 8% 0% 21%Vol Thru, % 50% 92% 99% 0%Vol Right, % 0% 0% 1% 79%Sign Control Stop Stop Stop StopTraffic Vol by Lane 4 212 211 24LT Vol 2 18 0 5Through Vol 2 194 209 0RT Vol 0 0 2 19Lane Flow Rate 6 294 293 33Geometry Grp 1111Degree of Util (X) 0.008 0.356 0.352 0.044Departure Headway (Hd) 5.357 4.354 4.321 4.776Convergence, Y/N Yes Yes Yes YesCap 668 830 835 749Service Time 3.392 2.354 2.335 2.807HCM Lane V/C Ratio 0.009 0.354 0.351 0.044HCM Control Delay 8.4 9.7 9.7 8HCM Lane LOS AAAAHCM 95th-tile Q 0 1.6 1.6 0.1 2035 AM The Farm in Poway 22: Martincoit Rd & Stone Canyon Rd 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Intersection Intersection Delay, s/veh 9.9Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 166 22 53 41 31 126Future Vol, veh/h 166 22 53 41 31 126Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67Heavy Vehicles, % 2 22222Mvmt Flow 248 33 79 61 46 188Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 10.9 9.3 9.1HCM LOS B A A Lane NBLn1EBLn1SBLn1 Vol Left, % 56% 88% 0%Vol Thru, % 44% 0% 20%Vol Right, % 0% 12% 80%Sign Control Stop Stop StopTraffic Vol by Lane 94 188 157LT Vol 53 166 0Through Vol 41 0 31RT Vol 0 22 126Lane Flow Rate 140 281 234Geometry Grp 1 1 1Degree of Util (X) 0.196 0.381 0.283Departure Headway (Hd) 5.027 4.883 4.348Convergence, Y/N Yes Yes YesCap 711 732 822Service Time 3.081 2.939 2.395HCM Lane V/C Ratio 0.197 0.384 0.285HCM Control Delay 9.3 10.9 9.1HCM Lane LOS A B AHCM 95th-tile Q 0.7 1.8 1.2 2035 PM The Farm in Poway 1: Rancho Bernardo Rd & I-15 SB off-ramp 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1849 902 0 1194 573 0 0 0 347 0 550 Future Volume (veh/h) 0 1849 902 0 1194 573 0 0 0 347 0 550 Initial Q (Qb), veh 000000 000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1946 949 0 1257 603 365 0 579 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 566 3253 1010 188 2170 674 440 0 1241 Arrive On Green 0.00 0.64 0.64 0.00 0.43 0.43 0.13 0.00 0.13 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1946 949 0 1257 603 365 0 579Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 31.3 75.8 0.0 26.3 49.4 14.4 0.0 0.0Cycle Q Clear(g_c), s 0.0 31.3 75.8 0.0 26.3 49.4 14.4 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 566 3253 1010 188 2170 674 440 0 1241V/C Ratio(X) 0.00 0.60 0.94 0.00 0.58 0.90 0.83 0.00 0.47Avail Cap(c_a), veh/h 566 3468 1077 188 2867 890 565 0 1343HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.83 0.83 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 14.9 23.0 0.0 30.7 37.4 59.6 0.0 27.2Incr Delay (d2), s/veh 0.0 0.8 17.1 0.0 0.9 14.5 6.4 0.0 0.1Initial 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 0.0 11.3 29.8 0.0 10.7 21.2 6.6 0.0 11.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 15.7 40.0 0.0 31.6 51.8 66.0 0.0 27.3LnGrp LOS A B D A C D E A C Approach Vol, veh/h 2895 1860 944Approach Delay, s/veh 23.7 38.2 42.3Approach LOS C D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 20.5 95.6 23.9 50.2 65.9Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 95 22.9 20.3 * 79Max Q Clear Time (g_c+I1), s 0.0 77.8 16.4 0.0 51.4Green Ext Time (p_c), s 0.0 11.4 1.4 0.0 8.1 Intersection Summary HCM 6th Ctrl Delay 31.5HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 PM The Farm in Poway 2: I-15 NB off-ramp & Rancho Bernardo Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1285 911 0 1123 542 644 0 562 0 0 0 Future Volume (veh/h) 0 1285 911 0 1123 542 644 0 562 0 0 0 Initial Q (Qb), veh 0 00000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1325 939 0 1158 559 664 0 579 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 22222202 Cap, veh/h 117 2505 778 313 3067 952 733 0 1082 Arrive On Green 0.00 0.49 0.49 0.00 0.60 0.60 0.21 0.00 0.21 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1325 939 0 1158 559 664 0 579Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 26.8 73.6 0.0 17.6 32.6 28.1 0.0 0.0Cycle Q Clear(g_c), s 0.0 26.8 73.6 0.0 17.6 32.6 28.1 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 117 2505 778 313 3067 952 733 0 1082V/C Ratio(X) 0.00 0.53 1.21 0.00 0.38 0.59 0.91 0.00 0.53Avail Cap(c_a), veh/h 117 2505 778 313 3067 952 827 0 1158HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.83 0.83 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 26.3 38.2 0.0 15.5 18.5 57.6 0.0 35.4Incr Delay (d2), s/veh 0.0 0.7 103.4 0.0 0.4 2.7 11.8 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 10.8 49.6 0.0 6.7 12.2 13.3 0.0 8.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 26.9 141.6 0.0 15.8 21.1 69.4 0.0 35.6LnGrp LOS A C F A B C E A D Approach Vol, veh/h 2264 1717 1243Approach Delay, s/veh 74.5 17.6 53.6Approach LOS E B D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s32.1 80.0 15.6 96.5 37.9Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s22.3 * 74 7.0 * 90 35.9Max Q Clear Time (g_c+I1), s0.0 75.6 0.0 34.6 30.1Green Ext Time (p_c), s 0.0 0.0 0.0 7.7 1.7 Intersection Summary HCM 6th Ctrl Delay 50.8HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 PM The Farm in Poway 3: Bernardo Center Dr & Rancho Bernardo Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 340 1051 429 146 789 162 546 481 269 206 278 297 Future Volume (veh/h) 340 1051 429 146 789 162 546 481 269 206 278 297 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 354 1095 447 152 822 169 569 501 280 215 290 309 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 388 1378 584 181 915 188 553 621 346 286 728 497 Arrive On Green 0.11 0.37 0.37 0.05 0.31 0.31 0.16 0.28 0.28 0.08 0.20 0.20 Sat Flow, veh/h 3563 3741 1585 3456 2935 603 3456 2201 1226 3456 3554 1585 Grp Volume(v), veh/h 354 1095 447 152 498 493 569 404 377 215 290 309Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1762 1728 1777 1650 1728 1777 1585Q Serve(g_s), s 9.6 25.5 24.2 4.2 26.1 26.1 15.6 20.6 20.7 5.9 6.9 16.2Cycle Q Clear(g_c), s 9.6 25.5 24.2 4.2 26.1 26.1 15.6 20.6 20.7 5.9 6.9 16.2Prop In Lane 1.00 1.00 1.00 0.34 1.00 0.74 1.00 1.00Lane Grp Cap(c), veh/h 388 1378 584 181 554 549 553 501 465 286 728 497V/C Ratio(X) 0.91 0.79 0.77 0.84 0.90 0.90 1.03 0.81 0.81 0.75 0.40 0.62Avail Cap(c_a), veh/h 388 1474 625 181 616 611 553 791 735 454 1459 823HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh43.0 27.5 27.1 45.8 32.0 32.0 40.9 32.5 32.6 43.7 33.5 28.5Incr Delay (d2), s/veh 25.1 3.2 5.9 26.9 14.1 14.2 45.8 1.5 1.7 1.5 0.1 0.5Initial 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/ln5.5 11.6 9.8 2.5 13.1 13.0 10.1 8.9 8.3 2.6 3.0 6.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 68.0 30.7 32.9 72.7 46.2 46.3 86.7 34.0 34.2 45.2 33.7 29.0LnGrp LOS E C C E D D F CCDCC Approach Vol, veh/h 1896 1143 1350 814Approach Delay, s/veh 38.2 49.8 56.3 34.9Approach LOS D D E C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.5 42.1 20.0 25.9 15.0 36.6 12.5 33.4Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s5.1 38.4 15.6 40.0 10.6 * 34 12.8 * 43Max Q Clear Time (g_c+I1), s6.2 27.5 17.6 18.2 11.6 28.1 7.9 22.7Green Ext Time (p_c), s 0.0 8.2 0.0 1.8 0.0 2.3 0.2 3.4 Intersection Summary HCM 6th Ctrl Delay 44.9HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 PM The Farm in Poway 4: Pomerado Rd & Rancho Bernardo Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 290 763 213 183 545 352 313 959 133 269 358 199 Future Volume (veh/h) 290 763 213 183 545 352 313 959 133 269 358 199 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 302 795 222 191 568 367 326 999 139 280 373 207 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 247 827 231 167 912 407 384 1115 155 328 762 416 Arrive On Green 0.14 0.30 0.30 0.09 0.26 0.26 0.11 0.36 0.36 0.09 0.34 0.34 Sat Flow, veh/h 1781 2743 766 1781 3554 1585 3456 3133 436 3456 2217 1212 Grp Volume(v), veh/h 302 515 502 191 568 367 326 566 572 280 298 282Grp Sat Flow(s),veh/h/ln1781 1777 1732 1781 1777 1585 1728 1777 1792 1728 1777 1652Q Serve(g_s), s 18.6 38.2 38.2 12.6 19.0 22.8 12.4 40.4 40.4 10.7 17.7 18.1Cycle Q Clear(g_c), s 18.6 38.2 38.2 12.6 19.0 22.8 12.4 40.4 40.4 10.7 17.7 18.1Prop In Lane 1.00 0.44 1.00 1.00 1.00 0.24 1.00 0.73Lane Grp Cap(c), veh/h 247 536 522 167 912 407 384 633 638 328 610 567V/C Ratio(X) 1.22 0.96 0.96 1.14 0.62 0.90 0.85 0.90 0.90 0.85 0.49 0.50Avail Cap(c_a), veh/h 247 537 524 167 912 407 676 662 667 330 610 567HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh57.7 46.0 46.0 60.7 44.1 27.8 58.5 40.8 40.8 59.7 34.7 34.8Incr Delay (d2), s/veh 130.4 29.2 29.7 112.3 1.3 22.8 2.1 15.1 15.1 18.2 0.9 1.0Initial 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/ln17.2 20.8 20.3 10.8 8.4 11.0 5.5 19.8 20.0 5.5 7.7 7.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 188.1 75.2 75.7 173.0 45.4 50.5 60.5 55.9 55.9 78.0 35.6 35.9LnGrp LOS F E E F D D EEEEDD Approach Vol, veh/h 1319 1126 1464 860Approach Delay, s/veh 101.3 68.7 56.9 49.5Approach LOS F E E D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s17.0 46.3 19.3 51.4 23.0 40.3 18.1 52.6Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s12.6 * 41 26.2 36.0 18.6 34.1 12.8 * 50Max Q Clear Time (g_c+I1), s14.6 40.2 14.4 20.1 20.6 24.8 12.7 42.4Green Ext Time (p_c), s 0.0 0.2 0.5 4.4 0.0 3.5 0.0 5.3 Intersection Summary HCM 6th Ctrl Delay 70.6HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 PM The Farm in Poway 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1313 25 17 1113 21 13 Future Volume (veh/h) 1313 25 17 1113 21 13 Initial Q (Qb), veh 0 00000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1397 27 18 1184 22 13 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 2245 43 32 2653 56 50 Arrive On Green 0.63 0.63 0.02 0.75 0.03 0.03 Sat Flow, veh/h 3659 69 1781 3647 1781 1585 Grp Volume(v), veh/h 696 728 18 1184 22 13Grp Sat Flow(s),veh/h/ln1777 1858 1781 1777 1781 1585Q Serve(g_s), s 10.8 10.9 0.5 5.8 0.6 0.4Cycle Q Clear(g_c), s 10.8 10.9 0.5 5.8 0.6 0.4Prop In Lane 0.04 1.00 1.00 1.00Lane Grp Cap(c), veh/h1119 1170 32 2653 56 50V/C Ratio(X) 0.62 0.62 0.56 0.45 0.39 0.26Avail Cap(c_a), veh/h 2052 2145 255 4963 1034 920HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.1 5.1 22.2 2.2 21.6 21.5Incr Delay (d2), s/veh 0.7 0.7 5.7 0.1 1.7 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.8 1.8 0.2 0.1 0.2 0.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.8 5.8 27.9 2.3 23.3 22.5LnGrp LOS A A C A C C Approach Vol, veh/h 1424 1202 35Approach Delay, s/veh 5.8 2.7 23.0Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.3 34.1 39.4 6.0Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.5 12.9 7.8 2.6Green Ext Time (p_c), s 0.0 15.8 13.9 0.0 Intersection Summary HCM 6th Ctrl Delay 4.6HCM 6th LOS A 2035 PM The Farm in Poway 6: Avenida Florencia & Espola Rd 05/07/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1230 27 34 1077 21 40Future Vol, veh/h 1230 27 34 1077 21 40Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 1295 28 36 1134 22 42 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1323 0 1934 648 Stage 1 - - - - 1295 - Stage 2 - - - - 639 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 518 - 58 413 Stage 1 - - - - 221 - Stage 2 - - - - 488 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 518 - 54 413Mov Cap-2 Maneuver - - - - 150 - Stage 1 - - - - 206 - Stage 2 - - - - 488 - Approach EB WB NB HCM Control Delay, s 0 0.4 23.5HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 258 - - 518 -HCM Lane V/C Ratio 0.249 - - 0.069 -HCM Control Delay (s) 23.5 - - 12.5 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 1 - - 0.2 - 2035 PM The Farm in Poway 7: Valle Verde Rd & Espola Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 324 898 21 17 792 79 17 13 10 62 8 279 Future Volume (veh/h) 324 898 21 17 792 79 17 13 10 62 8 279 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 341 945 22 18 834 83 18 14 11 65 8 294 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, %222222222222 Cap, veh/h 386 1866 43 44 1090 109 23 18 14 306 322 616 Arrive On Green 0.22 0.53 0.53 0.02 0.33 0.33 0.03 0.03 0.03 0.17 0.17 0.17 Sat Flow, veh/h 1781 3550 83 1781 3264 325 734 571 448 1781 1870 1585 Grp Volume(v), veh/h 341 473 494 18 454 463 43 0 0 65 8 294Grp Sat Flow(s),veh/h/ln 1781 1777 1855 1781 1777 1812 1753 0 0 1781 1870 1585Q Serve(g_s), s 14.7 13.6 13.6 0.8 18.1 18.1 1.9 0.0 0.0 2.5 0.3 11.0Cycle Q Clear(g_c), s 14.7 13.6 13.6 0.8 18.1 18.1 1.9 0.0 0.0 2.5 0.3 11.0Prop In Lane 1.00 0.04 1.00 0.18 0.42 0.26 1.00 1.00Lane Grp Cap(c), veh/h 386 934 976 44 594 605 55 0 0 306 322 616V/C Ratio(X) 0.88 0.51 0.51 0.41 0.76 0.76 0.78 0.00 0.00 0.21 0.02 0.48Avail Cap(c_a), veh/h 728 1381 1442 155 809 825 486 0 0 674 708 943HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 30.1 12.1 12.1 38.1 23.6 23.6 38.1 0.0 0.0 28.2 27.3 18.2Incr Delay (d2), s/veh 2.7 0.5 0.5 2.2 3.4 3.3 24.0 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.4 5.0 5.2 0.4 7.7 7.9 1.2 0.0 0.0 1.0 0.1 3.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 32.8 12.7 12.6 40.3 27.0 26.9 62.1 0.0 0.0 28.3 27.3 18.4LnGrp LOS C B B D C C E A A C C B Approach Vol, veh/h 1308 935 43 367Approach Delay, s/veh 17.9 27.2 62.1 20.4Approach LOS B C E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.6 48.2 18.9 20.8 33.0 6.6Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.8 15.6 13.0 16.7 20.1 3.9Green Ext Time (p_c), s 0.0 9.7 0.6 0.5 6.4 0.2 Intersection Summary HCM 6th Ctrl Delay 22.2HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 PM The Farm in Poway 8: Valle Verde Rd & St Andrews Dr 05/07/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 3 3 30 81 4 3 25 276 121 2 247 7Future Vol, veh/h 3 3 30 81 4 3 25 276 121 2 247 7Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh 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 91Heavy Vehicles, % 2 22222222222Mvmt Flow 3 3 33 89 4 3 27 303 133 2 271 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 702 765 271 654 640 303 279 0 0 436 0 0 Stage 1 275 275 - 357 357 ------- Stage 2 427 490 - 297 283 -------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 353 333 768 380 393 737 1284 - - 1124 - - Stage 1 731 683 - 661 628 ------- Stage 2 606 549 - 712 677 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 342 325 768 355 384 737 1284 - - 1124 - -Mov Cap-2 Maneuver 342 325 - 355 384 ------- Stage 1 716 682 - 647 615 ------- Stage 2 586 537 - 677 676 ------- Approach EB WB NB SB HCM Control Delay, s 10.9 18.4 0.5 0.1HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1284 - - 333 768 356 737 1124 - -HCM Lane V/C Ratio 0.021 - - 0.02 0.043 0.262 0.004 0.002 - -HCM Control Delay (s) 7.9 - - 16 9.9 18.7 9.9 8.2 - -HCM Lane LOS A - - C A C A A - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 1 0 0 - - 2035 PM The Farm in Poway 9: Martincoit Rd & Espola Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 935 51 22 824 76 40 Future Volume (veh/h) 935 51 22 824 76 40 Initial Q (Qb), veh 000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 984 54 23 867 80 42 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 Cap, veh/h 1640 90 40 2111 201 215 Arrive On Green 0.48 0.48 0.02 0.59 0.11 0.11 Sat Flow, veh/h 3519 188 1781 3647 1781 1585 Grp Volume(v), veh/h 510 528 23 867 80 42Grp Sat Flow(s),veh/h/ln 1777 1837 1781 1777 1781 1585Q Serve(g_s), s 8.2 8.2 0.5 5.1 1.6 0.9Cycle Q Clear(g_c), s 8.2 8.2 0.5 5.1 1.6 0.9Prop In Lane 0.10 1.00 1.00 1.00Lane Grp Cap(c), veh/h 851 879 40 2111 201 215V/C Ratio(X) 0.60 0.60 0.57 0.41 0.40 0.20Avail Cap(c_a), veh/h 1759 1818 339 4522 1333 1222HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 7.4 7.4 18.8 4.2 16.0 14.9Incr Delay (d2), s/veh 0.8 0.8 4.7 0.2 0.5 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.7 1.7 0.2 0.5 0.6 0.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 8.2 8.2 23.5 4.4 16.5 15.1LnGrp LOS A A C A B B Approach Vol, veh/h 1038 890 122Approach Delay, s/veh 8.2 4.9 16.0Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 4.5 25.1 29.6 9.3Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 7.4 38.5 49.5 29.1Max Q Clear Time (g_c+I1), s 2.5 10.2 7.1 3.6Green Ext Time (p_c), s 0.0 8.5 8.1 0.2 Intersection Summary HCM 6th Ctrl Delay 7.2HCM 6th LOS A 2035 PM The Farm in Poway 10: Espola Rd & Cloudcroft Dr 05/07/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 48 969 837 20 15 30Future Vol, veh/h 48 969 837 20 15 30Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 51 1031 890 21 16 32 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 911 0 - 0 2034 456 Stage 1 - - - - 901 - Stage 2 - - - - 1133 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 746 - - - 56 552 Stage 1 - - - - 358 - Stage 2 - - - - 306 -Platoon blocked, % - - -Mov Cap-1 Maneuver 746 - - - 52 552Mov Cap-2 Maneuver - - - - 155 - Stage 1 - - - - 334 - Stage 2 - - - - 306 - Approach EB WB SB HCM Control Delay, s 0.5 0 19.4HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 746 - - - 298HCM Lane V/C Ratio 0.068 - - - 0.161HCM Control Delay (s) 10.2 - - - 19.4HCM Lane LOS B - - - CHCM 95th %tile Q(veh) 0.2 - - - 0.6 2035 PM The Farm in Poway 11: Old Coach Rd & Espola Rd/Espola Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 88 831 113 0 708 26 53 0 0 32 4 113 Future Volume (veh/h) 88 831 113 0 708 26 53 0 0 32 4 113 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 98 923 126 0 787 29 59 0 0 36 4 126 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 126 1715 234 4 1350 50 83 247 0 57 6 182 Arrive On Green 0.07 0.55 0.55 0.00 0.39 0.39 0.05 0.00 0.00 0.03 0.12 0.12 Sat Flow, veh/h 1781 3141 429 1781 3495 129 1781 1870 0 1781 49 1544 Grp Volume(v), veh/h 98 522 527 0 400 416 59 0 0 36 0 130Grp Sat Flow(s),veh/h/ln 1781 1777 1793 1781 1777 1847 1781 1870 0 1781 0 1593Q Serve(g_s), s 2.4 8.5 8.5 0.0 8.0 8.0 1.5 0.0 0.0 0.9 0.0 3.5Cycle Q Clear(g_c), s 2.4 8.5 8.5 0.0 8.0 8.0 1.5 0.0 0.0 0.9 0.0 3.5Prop In Lane 1.00 0.24 1.00 0.07 1.00 0.00 1.00 0.97Lane Grp Cap(c), veh/h 126 970 979 4 686 713 83 247 0 57 0 188V/C Ratio(X) 0.78 0.54 0.54 0.00 0.58 0.58 0.71 0.00 0.00 0.63 0.00 0.69Avail Cap(c_a), veh/h 477 1485 1499 218 1228 1277 238 1001 0 238 0 852HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00Uniform Delay (d), s/veh 20.5 6.6 6.6 0.0 10.9 10.9 21.1 0.0 0.0 21.4 0.0 19.0Incr Delay (d2), s/veh 3.9 0.7 0.7 0.0 1.1 1.1 4.2 0.0 0.0 4.1 0.0 3.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.0 2.2 2.2 0.0 2.7 2.8 0.6 0.0 0.0 0.4 0.0 1.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 24.4 7.2 7.2 0.0 12.0 12.0 25.3 0.0 0.0 25.6 0.0 22.4LnGrp LOS C AAABBCAACAC Approach Vol, veh/h 1147 816 59 166Approach Delay, s/veh 8.7 12.0 25.3 23.1Approach LOS A B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 29.5 6.1 9.3 7.2 22.3 5.4 9.9Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 6.0 24.0 12.0 31.0 6.0 24.0Max Q Clear Time (g_c+I1), s 0.0 10.5 3.5 5.5 4.4 10.0 2.9 0.0Green Ext Time (p_c), s 0.0 11.2 0.0 0.5 0.1 7.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 11.5HCM 6th LOS B 2035 PM The Farm in Poway 12: Espola Rd & Lake Poway Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 3 12 59 6 47 21 621 14 9 761 31 Future Volume (veh/h) 38 3 12 59 6 47 21 621 14 9 761 31 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 3 12 61 6 49 22 647 15 9 793 32 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 77 14 57 112 11 109 149 1247 29 149 1223 49 Arrive On Green 0.04 0.04 0.04 0.07 0.07 0.07 0.08 0.35 0.35 0.08 0.35 0.35 Sat Flow, veh/h 1781 327 1308 1629 160 1585 1781 3550 82 1781 3481 140 Grp Volume(v), veh/h 40 0 15 67 0 49 22 324 338 9 405 420Grp Sat Flow(s),veh/h/ln1781 0 1635 1789 0 1585 1781 1777 1856 1781 1777 1845Q Serve(g_s), s 1.0 0.0 0.4 1.7 0.0 1.4 0.5 6.9 6.9 0.2 9.1 9.1Cycle Q Clear(g_c), s 1.0 0.0 0.4 1.7 0.0 1.4 0.5 6.9 6.9 0.2 9.1 9.1Prop In Lane 1.00 0.80 0.91 1.00 1.00 0.04 1.00 0.08Lane Grp Cap(c), veh/h 77 0 71 123 0 109 149 624 652 149 624 648V/C Ratio(X) 0.52 0.00 0.21 0.55 0.00 0.45 0.15 0.52 0.52 0.06 0.65 0.65Avail Cap(c_a), veh/h 1012 0 929 979 0 867 676 1013 1058 672 1010 1048HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.3 0.0 22.0 21.5 0.0 21.3 20.3 12.3 12.3 20.1 13.0 13.0Incr Delay (d2), s/veh 2.0 0.0 0.5 3.7 0.0 2.9 0.2 0.8 0.8 0.1 1.4 1.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.4 0.0 0.2 0.8 0.0 0.6 0.2 2.4 2.5 0.1 3.2 3.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 24.3 0.0 22.6 25.2 0.0 24.2 20.4 13.1 13.1 20.2 14.4 14.3LnGrp LOS C A C C A C C B B C B B Approach Vol, veh/h 55 116 684 834Approach Delay, s/veh 23.8 24.8 13.3 14.4Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 23.6 7.4 8.5 23.6 8.2Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.2 * 27 18.1 27.1 26.1Max Q Clear Time (g_c+I1), s2.2 8.9 3.0 2.5 11.1 3.7Green Ext Time (p_c), s 0.0 4.6 0.1 0.0 5.6 0.4 Intersection Summary HCM 6th Ctrl Delay 15.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 PM The Farm in Poway 13: Espola Rd & Titan Wy/Eden Grove 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 2 102 10 4 6 121 673 12 10 843 79 Future Volume (veh/h) 41 2 102 10 4 6 121 673 12 10 843 79 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 2 115 11 4 7 136 756 13 11 947 89 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 67 3 170 20 51 88 235 1768 30 20 1556 694 Arrive On Green 0.04 0.11 0.11 0.01 0.08 0.08 0.07 0.49 0.49 0.01 0.44 0.44 Sat Flow, veh/h 1781 27 1562 1781 610 1068 3456 3575 61 1781 3554 1585 Grp Volume(v), veh/h 46 0 117 11 0 11 136 376 393 11 947 89Grp Sat Flow(s),veh/h/ln1781 0 1589 1781 0 1678 1728 1777 1859 1781 1777 1585Q Serve(g_s), s 1.3 0.0 3.7 0.3 0.0 0.3 2.0 7.0 7.0 0.3 10.6 1.7Cycle Q Clear(g_c), s 1.3 0.0 3.7 0.3 0.0 0.3 2.0 7.0 7.0 0.3 10.6 1.7Prop In Lane 1.00 0.98 1.00 0.64 1.00 0.03 1.00 1.00Lane Grp Cap(c), veh/h 67 0 173 20 0 139 235 879 919 20 1556 694V/C Ratio(X) 0.69 0.00 0.68 0.55 0.00 0.08 0.58 0.43 0.43 0.55 0.61 0.13Avail Cap(c_a), veh/h 292 0 1180 223 0 1181 766 1692 1771 223 3022 1348HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh24.7 0.0 22.2 25.5 0.0 22.0 23.4 8.4 8.4 25.5 11.2 8.7Incr Delay (d2), s/veh 4.7 0.0 1.7 8.3 0.0 0.1 0.8 0.4 0.4 8.3 0.5 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.6 0.0 1.3 0.2 0.0 0.1 0.8 2.2 2.3 0.2 3.5 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 29.4 0.0 24.0 33.8 0.0 22.0 24.3 8.8 8.8 33.8 11.6 8.8LnGrp LOS C A C C A C C A A C B A Approach Vol, veh/h 163 22 905 1047Approach Delay, s/veh 25.5 27.9 11.1 11.6Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.1 32.5 4.1 10.1 8.0 29.6 5.4 8.8Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.3 9.0 2.3 5.7 4.0 12.6 3.3 2.3Green Ext Time (p_c), s 0.0 6.9 0.0 0.5 0.1 10.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 12.6HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 PM The Farm in Poway 14: Espola Rd & Twin Peaks Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 548 51 751 11 33 8 397 440 13 17 530 525 Future Volume (veh/h) 548 51 751 11 33 8 397 440 13 17 530 525 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 577 54 791 12 35 8 418 463 14 18 558 553 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 22222222222 Cap, veh/h 633 715 821 19 298 68 469 794 673 22 563 768 Arrive On Green 0.18 0.38 0.38 0.01 0.20 0.20 0.14 0.42 0.42 0.01 0.30 0.30 Sat Flow, veh/h 3456 1870 1585 1781 1473 337 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 577 54 791 12 0 43 418 463 14 18 558 553Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1810 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 20.3 2.3 47.5 0.8 0.0 2.4 14.8 23.5 0.6 1.3 36.9 34.3Cycle Q Clear(g_c), s 20.3 2.3 47.5 0.8 0.0 2.4 14.8 23.5 0.6 1.3 36.9 34.3Prop In Lane 1.00 1.00 1.00 0.19 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 633 715 821 19 0 366 469 794 673 22 563 768V/C Ratio(X) 0.91 0.08 0.96 0.62 0.00 0.12 0.89 0.58 0.02 0.83 0.99 0.72Avail Cap(c_a), veh/h 696 715 821 93 0 437 487 794 673 80 563 768HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh49.7 24.4 28.8 61.2 0.0 40.5 52.8 27.3 20.7 61.2 43.2 25.4Incr Delay (d2), s/veh 14.7 0.1 22.8 11.2 0.0 0.2 17.2 1.2 0.0 25.1 35.5 3.5Initial 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/ln10.1 1.0 26.9 0.4 0.0 1.1 7.5 10.7 0.2 0.7 22.4 13.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 64.4 24.4 51.6 72.4 0.0 40.7 70.0 28.5 20.8 86.4 78.7 28.8LnGrp LOS E C D E A D E C C F E C Approach Vol, veh/h 1422 55 895 1129Approach Delay, s/veh 55.8 47.6 47.8 54.4Approach LOS E D D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.0 59.4 4.9 54.0 21.4 44.0 27.3 31.6Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.6 49.3 6.5 47.5 17.5 37.4 25.0 * 30Max Q Clear Time (g_c+I1), s3.3 25.5 2.8 49.5 16.8 38.9 22.3 4.4Green Ext Time (p_c), s 0.0 3.7 0.0 0.0 0.1 0.0 0.4 0.2 Intersection Summary HCM 6th Ctrl Delay 53.2HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 PM The Farm in Poway 15: Pomerado Rd & Rios Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 15 14 46 14 16 28 1609 90 27 762 35 Future Volume (veh/h) 12 15 14 46 14 16 28 1609 90 27 762 35 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 13 16 15 49 15 17 30 1712 96 29 811 37 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 277 122 114 278 110 125 46 2036 113 45 2057 94 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.03 0.60 0.60 0.03 0.59 0.59 Sat Flow, veh/h 1377 888 833 1378 800 907 1781 3422 191 1781 3461 158 Grp Volume(v), veh/h 13 0 31 49 0 32 30 883 925 29 416 432Grp Sat Flow(s),veh/h/ln1377 0 1721 1378 0 1707 1781 1777 1836 1781 1777 1842Q Serve(g_s), s 0.5 0.0 1.0 2.1 0.0 1.1 1.1 26.1 26.8 1.1 8.1 8.1Cycle Q Clear(g_c), s 1.6 0.0 1.0 3.1 0.0 1.1 1.1 26.1 26.8 1.1 8.1 8.1Prop In Lane 1.00 0.48 1.00 0.53 1.00 0.10 1.00 0.09Lane Grp Cap(c), veh/h 277 0 237 278 0 235 46 1057 1092 45 1056 1095V/C Ratio(X) 0.05 0.00 0.13 0.18 0.00 0.14 0.65 0.84 0.85 0.65 0.39 0.39Avail Cap(c_a), veh/h 688 0 750 704 0 762 159 1102 1138 148 1110 1150HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh25.4 0.0 24.7 26.1 0.0 24.7 31.5 10.6 10.8 31.5 7.0 7.0Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.1 5.8 5.7 6.1 5.8 0.4 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.2 0.0 0.4 0.7 0.0 0.4 0.5 9.5 10.1 0.5 2.6 2.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.4 0.0 24.8 26.2 0.0 24.8 37.2 16.4 16.9 37.3 7.4 7.4LnGrp LOS C A C C A C D B B D A A Approach Vol, veh/h 44 81 1838 877Approach Delay, s/veh 25.0 25.6 17.0 8.4Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.0 44.6 14.6 6.1 44.5 14.6Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.4 40.4 28.4 5.8 * 41 * 29Max Q Clear Time (g_c+I1), s3.1 28.8 3.6 3.1 10.1 5.1Green Ext Time (p_c), s 0.0 10.0 0.1 0.0 10.9 0.1 Intersection Summary HCM 6th Ctrl Delay 14.7HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 PM The Farm in Poway 16: Pomerado Rd & Higa Pl/Avenida La Valencia 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 9 9 52 9 31 13 1830 109 43 779 8 Future Volume (veh/h) 12 9 9 52 9 31 13 1830 109 43 779 8 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 13 10 10 55 10 33 14 1947 116 46 829 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 249 87 87 244 190 161 25 2094 123 63 2289 25 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.01 0.61 0.61 0.04 0.64 0.64 Sat Flow, veh/h 1364 858 858 1392 1870 1585 1781 3410 201 1781 3601 39 Grp Volume(v), veh/h 13 0 20 55 10 33 14 1005 1058 46 409 429Grp Sat Flow(s),veh/h/ln1364 0 1716 1392 1870 1585 1781 1777 1834 1781 1777 1863Q Serve(g_s), s 0.5 0.0 0.7 2.3 0.3 1.2 0.5 30.9 32.3 1.6 6.7 6.7Cycle Q Clear(g_c), s 0.8 0.0 0.7 2.9 0.3 1.2 0.5 30.9 32.3 1.6 6.7 6.7Prop In Lane 1.00 0.50 1.00 1.00 1.00 0.11 1.00 0.02Lane Grp Cap(c), veh/h 249 0 175 244 190 161 25 1091 1126 63 1129 1184V/C Ratio(X) 0.05 0.00 0.11 0.23 0.05 0.20 0.57 0.92 0.94 0.73 0.36 0.36Avail Cap(c_a), veh/h 800 0 868 807 946 802 156 1095 1131 165 1129 1184HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh25.3 0.0 25.1 26.4 24.9 25.3 30.1 10.5 10.8 29.4 5.3 5.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.2 0.0 0.2 7.4 12.6 14.6 5.9 0.3 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.2 0.0 0.3 0.7 0.1 0.4 0.2 12.4 13.9 0.7 1.9 1.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.3 0.0 25.2 26.6 25.0 25.6 37.6 23.1 25.5 35.2 5.6 5.5LnGrp LOS C A CCCCDCCDAA Approach Vol, veh/h 33 98 2077 884Approach Delay, s/veh 25.3 26.1 24.4 7.1Approach LOS C C C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.6 43.7 11.2 5.3 45.1 11.2Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s3.6 34.3 2.8 2.5 8.7 4.9Green Ext Time (p_c), s 0.0 3.4 0.1 0.0 7.8 0.1 Intersection Summary HCM 6th Ctrl Delay 19.5HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 PM The Farm in Poway 17: Pomerado Rd & Stone Canyon Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 76 26 15 122 3 30 21 1885 206 26 847 31 Future Volume (veh/h) 76 26 15 122 3 30 21 1885 206 26 847 31 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 83 28 16 133 3 33 23 2049 224 28 921 34 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 22222222222 Cap, veh/h 65 13 506 73 1 506 34 1620 174 39 1759 65 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.02 0.50 0.50 0.02 0.50 0.50 Sat Flow, veh/h 0 41 1585 0 3 1585 1781 3237 347 1781 3495 129 Grp Volume(v), veh/h 111 0 16 136 0 33 23 1107 1166 28 468 487Grp Sat Flow(s),veh/h/ln 41 0 1585 3 0 1585 1781 1777 1808 1781 1777 1847Q Serve(g_s), s 0.0 0.0 0.7 0.0 0.0 1.4 1.2 48.6 48.6 1.5 17.3 17.3Cycle Q Clear(g_c), s 31.0 0.0 0.7 31.0 0.0 1.4 1.2 48.6 48.6 1.5 17.3 17.3Prop In Lane 0.75 1.00 0.98 1.00 1.00 0.19 1.00 0.07Lane Grp Cap(c), veh/h 78 0 506 74 0 506 34 889 905 39 894 929V/C Ratio(X) 1.43 0.00 0.03 1.83 0.00 0.07 0.68 1.25 1.29 0.72 0.52 0.52Avail Cap(c_a), veh/h 78 0 506 74 0 506 103 889 905 94 894 929HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh43.4 0.0 22.7 48.2 0.0 23.0 47.3 24.3 24.3 47.2 16.3 16.3Incr Delay (d2), s/veh 251.3 0.0 0.0 422.3 0.0 0.0 8.5 119.9 138.2 8.9 0.7 0.6Initial 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/ln7.3 0.0 0.3 10.5 0.0 0.5 0.6 48.5 53.9 0.8 6.8 7.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 294.8 0.0 22.7 470.5 0.0 23.0 55.8 144.2 162.4 56.1 16.9 16.9LnGrp LOS F A C F A C E F F E B B Approach Vol, veh/h 127 169 2296 983Approach Delay, s/veh 260.5 383.2 152.6 18.0Approach LOS F F F B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.5 54.6 36.0 6.2 54.9 36.0Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.1 48.6 30.9 5.6 * 48 * 31Max Q Clear Time (g_c+I1), s3.5 50.6 33.0 3.2 19.3 33.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 8.6 0.0 Intersection Summary HCM 6th Ctrl Delay 130.3HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 PM The Farm in Poway 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 499 0 174 4 2 15 249 1551 0 8 734 236 Future Volume (veh/h) 499 0 174 4 2 15 249 1551 0 8 734 236 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 595 0 125 4 2 16 268 1668 0 9 789 254 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 22222222222 Cap, veh/h 688 0 306 5 2 18 302 2036 0 16 1090 351 Arrive On Green 0.19 0.00 0.19 0.02 0.02 0.02 0.17 0.57 0.00 0.01 0.41 0.41 Sat Flow, veh/h 3563 0 1585 298 149 1193 1781 3647 0 1781 2643 851 Grp Volume(v), veh/h 595 0 125 22 0 0 268 1668 0 9 530 513Grp Sat Flow(s),veh/h/ln1781 0 1585 1641 0 0 1781 1777 0 1781 1777 1717Q Serve(g_s), s 16.3 0.0 7.0 1.3 0.0 0.0 14.8 38.0 0.0 0.5 25.2 25.2Cycle Q Clear(g_c), s 16.3 0.0 7.0 1.3 0.0 0.0 14.8 38.0 0.0 0.5 25.2 25.2Prop In Lane 1.00 1.00 0.18 0.73 1.00 0.00 1.00 0.50Lane Grp Cap(c), veh/h 688 0 306 25 0 0 302 2036 0 16 732 708V/C Ratio(X) 0.86 0.00 0.41 0.88 0.00 0.00 0.89 0.82 0.00 0.57 0.72 0.72Avail Cap(c_a), veh/h 984 0 438 98 0 0 464 2119 0 90 732 708HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh39.3 0.0 35.6 49.5 0.0 0.0 40.8 17.3 0.0 49.7 24.8 24.8Incr Delay (d2), s/veh 4.3 0.0 0.3 55.0 0.0 0.0 8.9 3.1 0.0 11.5 4.6 4.8Initial 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/ln7.4 0.0 2.7 0.9 0.0 0.0 7.2 15.1 0.0 0.3 11.2 10.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 43.6 0.0 35.9 104.4 0.0 0.0 49.7 20.4 0.0 61.2 29.4 29.6LnGrp LOS D A D F A A D C A E C C Approach Vol, veh/h 720 22 1936 1052Approach Delay, s/veh 42.2 104.4 24.4 29.8Approach LOS D F C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.3 63.8 26.0 21.5 47.6 5.5Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.2 * 39 6.0Max Q Clear Time (g_c+I1), s2.5 40.0 18.3 16.8 27.2 3.3Green Ext Time (p_c), s 0.0 17.7 1.2 0.3 8.5 0.0 Intersection Summary HCM 6th Ctrl Delay 29.9HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 PM The Farm in Poway 19: Pomerado Rd & Twin Peaks Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 304 1558 569 23 1173 489 598 1099 26 420 872 389 Future Volume (veh/h) 304 1558 569 23 1173 489 598 1099 26 420 872 389 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 320 1640 599 24 1235 515 629 1157 27 442 918 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 22222222222 Cap, veh/h 338 1599 565 30 1239 553 632 1052 25 444 860 Arrive On Green 0.10 0.43 0.43 0.02 0.35 0.35 0.18 0.30 0.30 0.13 0.24 0.00 Sat Flow, veh/h 3456 3723 1315 1781 3554 1585 3456 3549 83 3456 3554 1585 Grp Volume(v), veh/h 320 1495 744 24 1235 515 629 579 605 442 918 0Grp Sat Flow(s),veh/h/ln1728 1702 1634 1781 1777 1585 1728 1777 1855 1728 1777 1585Q Serve(g_s), s 12.9 60.1 60.1 1.9 48.6 43.9 25.5 41.5 41.5 17.9 33.9 0.0Cycle Q Clear(g_c), s 12.9 60.1 60.1 1.9 48.6 43.9 25.5 41.5 41.5 17.9 33.9 0.0Prop In Lane 1.00 0.80 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 338 1462 702 30 1239 553 632 527 550 444 860V/C Ratio(X) 0.95 1.02 1.06 0.80 1.00 0.93 1.00 1.10 1.10 0.99 1.07Avail Cap(c_a), veh/h 338 1462 702 64 1239 553 632 527 550 444 860HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh62.8 39.9 39.9 68.6 45.5 44.0 57.1 49.3 49.3 61.0 53.0 0.0Incr Delay (d2), s/veh 34.7 29.3 51.1 16.4 24.8 22.5 34.6 69.2 68.6 41.2 50.1 0.0Initial 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/ln7.3 30.7 33.7 1.0 25.5 20.6 14.1 28.4 29.6 10.4 21.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 97.5 69.2 91.0 85.0 70.3 66.5 91.7 118.4 117.8 102.2 103.2 0.0LnGrp LOS F F F F E E FFFFF Approach Vol, veh/h 2559 1774 1813 1360 AApproach Delay, s/veh 79.1 69.4 108.9 102.8Approach LOS E E F F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.9 64.6 30.1 38.4 18.2 53.3 22.5 46.0Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.0 57.5 25.6 33.9 13.7 48.8 18.0 41.5Max Q Clear Time (g_c+I1), s3.9 62.1 27.5 35.9 14.9 50.6 19.9 43.5Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 88.3HCM 6th LOS F Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 2035 PM The Farm in Poway 20: Del Norte/Avenida Florencia & Avenida La Valencia 05/07/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Intersection Intersection Delay, s/veh 7.7Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 27 108 12 3 32 5 7 13 4 5 5 26Future Vol, veh/h 27 108 12 3 32 5 7 13 4 5 5 26Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Heavy Vehicles, % 2 22222222222Mvmt Flow 29 115 13 3 34 5 7 14 4 5 5 28Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 8 7.4 7.5 7.2HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 29% 18% 7% 14%Vol Thru, % 54% 73% 80% 14%Vol Right, % 17% 8% 12% 72%Sign Control Stop Stop Stop StopTraffic Vol by Lane 24 147 40 36LT Vol 7 27 3 5Through Vol 13 108 32 5RT Vol 4 12 5 26Lane Flow Rate 26 156 43 38Geometry Grp 1111Degree of Util (X) 0.031 0.177 0.049 0.042Departure Headway (Hd) 4.368 4.066 4.104 3.992Convergence, Y/N Yes Yes Yes YesCap 824 879 864 902Service Time 2.369 2.106 2.169 1.993HCM Lane V/C Ratio 0.032 0.177 0.05 0.042HCM Control Delay 7.5 8 7.4 7.2HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.6 0.2 0.1 2035 PM The Farm in Poway 21: Stone Canyon Rd & Del Norte 05/07/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Intersection Intersection Delay, s/veh 8.7Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 27 209 0 0 127 40005023Future Vol, veh/h 27 209 0 0 127 40005023Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 31 240 0 0 146 50006026Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.1 8.2 0 7.6HCM LOS A A - A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 0% 11% 0% 18%Vol Thru, % 100% 89% 97% 0%Vol Right, % 0% 0% 3% 82%Sign Control Stop Stop Stop StopTraffic Vol by Lane 0 236 131 28LT Vol 0 27 0 5Through Vol 0 209 127 0RT Vol 0 0 4 23Lane Flow Rate 0 271 151 32Geometry Grp 1111Degree of Util (X) 0 0.311 0.175 0.039Departure Headway (Hd) 4.89 4.127 4.176 4.386Convergence, Y/N Yes Yes Yes YesCap 0 865 848 821Service Time 2.892 2.182 2.257 2.386HCM Lane V/C Ratio 0 0.313 0.178 0.039HCM Control Delay 7.9 9.1 8.2 7.6HCM Lane LOS N A A AHCM 95th-tile Q 0 1.3 0.6 0.1 2035 PM The Farm in Poway 22: Martincoit Rd & Stone Canyon Rd 05/07/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Intersection Intersection Delay, s/veh 7.9Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 97 47 42 27 39 58Future Vol, veh/h 97 47 42 27 39 58Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Heavy Vehicles, % 2 22222Mvmt Flow 102 49 44 28 41 61Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 8.2 8 7.5HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 61% 67% 0%Vol Thru, % 39% 0% 40%Vol Right, % 0% 33% 60%Sign Control Stop Stop StopTraffic Vol by Lane 69 144 97LT Vol 42 97 0Through Vol 27 0 39RT Vol 0 47 58Lane Flow Rate 73 152 102Geometry Grp 1 1 1Degree of Util (X) 0.091 0.176 0.114Departure Headway (Hd) 4.507 4.173 4.002Convergence, Y/N Yes Yes YesCap 800 846 901Service Time 2.507 2.266 2.004HCM Lane V/C Ratio 0.091 0.18 0.113HCM Control Delay 8 8.2 7.5HCM Lane LOS A A AHCM 95th-tile Q 0.3 0.6 0.4 2035 + Proj AM The Farm in Poway 1: Rancho Bernardo Rd & I-15 SB off-ramp 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 945 686 0 1497 666 0 0 0 547 0 1298 Future Volume (veh/h) 0 945 686 0 1497 666 0 0 0 547 0 1298 Initial Q (Qb), veh 000000 000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 995 722 0 1576 701 576 0 1366 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 568 2493 774 342 1845 573 655 0 1419 Arrive On Green 0.00 0.49 0.49 0.00 0.72 0.72 0.19 0.00 0.19 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 995 722 0 1576 701 576 0 1366Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 17.3 59.9 0.0 31.3 50.6 22.7 0.0 21.4Cycle Q Clear(g_c), s 0.0 17.3 59.9 0.0 31.3 50.6 22.7 0.0 21.4Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 568 2493 774 342 1845 573 655 0 1419V/C Ratio(X) 0.00 0.40 0.93 0.00 0.85 1.22 0.88 0.00 0.96Avail Cap(c_a), veh/h 568 3286 1020 342 1845 573 689 0 1446HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.76 0.76 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 22.8 33.7 0.0 16.7 19.4 55.2 0.0 33.1Incr Delay (d2), s/veh 0.0 0.5 19.6 0.0 4.1 112.3 11.5 0.0 15.4Initial 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 0.0 6.8 25.9 0.0 6.3 26.4 10.8 0.0 33.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 23.2 53.3 0.0 20.8 131.7 66.7 0.0 48.5LnGrp LOS A C D A C F E A D Approach Vol, veh/h 1717 2277 1942Approach Delay, s/veh 35.9 55.0 53.9Approach LOS D D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 32.6 74.8 32.6 50.4 57.0Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 90 27.9 43.3 * 51Max Q Clear Time (g_c+I1), s 0.0 61.9 24.7 0.0 52.6Green Ext Time (p_c), s 0.0 6.4 1.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 49.1HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 2: I-15 NB off-ramp & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1078 414 0 1305 269 858 0 543 0 0 0 Future Volume (veh/h) 0 1078 414 0 1305 269 858 0 543 0 0 0 Initial Q (Qb), veh 0 00000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1111 427 0 1345 277 885 0 560 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 22222202 Cap, veh/h 205 1663 516 466 2411 748 977 0 1518 Arrive On Green 0.00 0.65 0.65 0.00 0.47 0.47 0.28 0.00 0.28 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1111 427 0 1345 277 885 0 560Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 18.8 28.5 0.0 26.4 15.6 34.6 0.0 0.0Cycle Q Clear(g_c), s 0.0 18.8 28.5 0.0 26.4 15.6 34.6 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 205 1663 516 466 2411 748 977 0 1518V/C Ratio(X) 0.00 0.67 0.83 0.00 0.56 0.37 0.91 0.00 0.37Avail Cap(c_a), veh/h 205 1663 516 466 2411 748 1281 0 1764HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.86 0.86 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 19.7 21.4 0.0 26.5 23.6 48.4 0.0 18.2Incr Delay (d2), s/veh 0.0 1.9 12.4 0.0 0.9 1.4 6.6 0.0 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 5.2 8.1 0.0 10.7 6.1 15.5 0.0 5.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 21.6 33.8 0.0 27.4 25.0 55.0 0.0 18.2LnGrp LOS A C C A C C E A B Approach Vol, veh/h 1538 1622 1445Approach Delay, s/veh 25.0 27.0 40.8Approach LOS C C D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s42.3 52.0 21.8 72.5 45.7Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s24.3 * 46 5.0 * 66 51.9Max Q Clear Time (g_c+I1), s0.0 30.5 0.0 28.4 36.6Green Ext Time (p_c), s 0.0 5.4 0.0 8.1 3.0 Intersection Summary HCM 6th Ctrl Delay 30.6HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 3: Bernardo Center Dr & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 314 855 392 175 1032 139 269 244 119 199 431 230 Future Volume (veh/h) 314 855 392 175 1032 139 269 244 119 199 431 230 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 327 891 408 182 1075 145 280 254 124 207 449 240 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 402 1570 665 254 1197 161 351 458 217 283 625 457 Arrive On Green 0.11 0.42 0.42 0.07 0.38 0.38 0.10 0.20 0.20 0.08 0.18 0.18 Sat Flow, veh/h 3563 3741 1585 3456 3147 424 3456 2340 1108 3456 3554 1585 Grp Volume(v), veh/h 327 891 408 182 606 614 280 191 187 207 449 240Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1794 1728 1777 1671 1728 1777 1585Q Serve(g_s), s 8.2 16.5 18.3 4.7 29.2 29.4 7.2 8.8 9.2 5.3 10.9 11.6Cycle Q Clear(g_c), s 8.2 16.5 18.3 4.7 29.2 29.4 7.2 8.8 9.2 5.3 10.9 11.6Prop In Lane 1.00 1.00 1.00 0.24 1.00 0.66 1.00 1.00Lane Grp Cap(c), veh/h 402 1570 665 254 676 682 351 347 327 283 625 457V/C Ratio(X) 0.81 0.57 0.61 0.72 0.90 0.90 0.80 0.55 0.57 0.73 0.72 0.52Avail Cap(c_a), veh/h 453 1654 701 334 749 756 379 743 699 474 1560 875HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh39.5 20.1 20.7 41.3 26.6 26.6 40.0 33.0 33.2 40.9 35.4 27.2Incr Delay (d2), s/veh 8.6 0.6 1.8 2.9 12.0 12.1 9.5 0.5 0.6 1.4 0.6 0.3Initial 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/ln4.0 7.0 6.8 2.1 14.0 14.2 3.5 3.8 3.7 2.3 4.7 4.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 48.1 20.7 22.5 44.2 38.5 38.7 49.5 33.5 33.8 42.2 36.0 27.5LnGrp LOS D CCDDDDCCDDC Approach Vol, veh/h 1626 1402 658 896Approach Delay, s/veh 26.7 39.4 40.4 35.2Approach LOS CDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s11.1 44.5 13.7 21.9 14.7 40.9 11.9 23.7Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s8.8 40.3 10.0 40.0 11.6 * 38 12.5 * 38Max Q Clear Time (g_c+I1), s6.7 20.3 9.2 13.6 10.2 31.4 7.3 11.2Green Ext Time (p_c), s 0.1 11.1 0.1 2.5 0.1 3.3 0.2 1.5 Intersection Summary HCM 6th Ctrl Delay 34.2HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 4: Pomerado Rd & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 575 232 253 894 327 162 372 150 333 704 217 Future Volume (veh/h) 155 575 232 253 894 327 162 372 150 333 704 217 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 167 618 249 272 961 352 174 400 161 358 757 233 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 22222222222 Cap, veh/h 190 695 280 294 1205 537 229 520 207 592 852 262 Arrive On Green 0.11 0.28 0.28 0.17 0.34 0.34 0.07 0.21 0.21 0.17 0.32 0.32 Sat Flow, veh/h 1781 2473 995 1781 3554 1585 3456 2483 987 3456 2675 823 Grp Volume(v), veh/h 167 444 423 272 961 352 174 285 276 358 503 487Grp Sat Flow(s),veh/h/ln1781 1777 1691 1781 1777 1585 1728 1777 1693 1728 1777 1722Q Serve(g_s), s 11.0 28.4 28.5 17.9 29.1 13.4 5.9 17.9 18.3 11.4 31.9 31.9Cycle Q Clear(g_c), s 11.0 28.4 28.5 17.9 29.1 13.4 5.9 17.9 18.3 11.4 31.9 31.9Prop In Lane 1.00 0.59 1.00 1.00 1.00 0.58 1.00 0.48Lane Grp Cap(c), veh/h 190 499 475 294 1205 537 229 372 354 592 566 548V/C Ratio(X) 0.88 0.89 0.89 0.93 0.80 0.66 0.76 0.77 0.78 0.60 0.89 0.89Avail Cap(c_a), veh/h 190 548 521 294 1290 575 262 539 513 592 600 581HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh52.3 40.9 40.9 48.9 35.6 11.9 54.5 44.2 44.4 45.5 38.5 38.5Incr Delay (d2), s/veh 32.7 15.7 16.5 33.0 3.4 2.5 8.7 6.1 7.0 1.3 15.2 15.6Initial 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/ln6.5 14.2 13.7 10.5 12.7 4.8 2.8 8.4 8.2 4.9 15.8 15.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 85.0 56.7 57.4 81.9 39.0 14.4 63.2 50.3 51.4 46.8 53.7 54.1LnGrp LOS F E E F D B E DDDDD Approach Vol, veh/h 1034 1585 735 1348Approach Delay, s/veh 61.5 40.9 53.8 52.0Approach LOS E D D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s24.0 39.3 12.3 43.2 17.1 46.2 25.7 29.8Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s19.6 * 37 9.0 40.1 12.7 43.1 13.6 * 36Max Q Clear Time (g_c+I1), s19.9 30.5 7.9 33.9 13.0 31.1 13.4 20.3Green Ext Time (p_c), s 0.0 2.9 0.0 3.9 0.0 6.1 0.0 4.6 Intersection Summary HCM 6th Ctrl Delay 50.6HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1149 11 22 1506 28 46 Future Volume (veh/h) 1149 11 22 1506 28 46 Initial Q (Qb), veh 0 00000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1306 12 25 1711 32 52 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 2315 21 42 2670 96 86 Arrive On Green 0.64 0.64 0.02 0.75 0.05 0.05 Sat Flow, veh/h 3702 33 1781 3647 1781 1585 Grp Volume(v), veh/h 643 675 25 1711 32 52Grp Sat Flow(s),veh/h/ln1777 1864 1781 1777 1781 1585Q Serve(g_s), s 10.6 10.6 0.7 12.0 0.9 1.7Cycle Q Clear(g_c), s 10.6 10.6 0.7 12.0 0.9 1.7Prop In Lane 0.02 1.00 1.00 1.00Lane Grp Cap(c), veh/h1140 1196 42 2670 96 86V/C Ratio(X) 0.56 0.56 0.60 0.64 0.33 0.61Avail Cap(c_a), veh/h 1840 1931 192 4372 892 793HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.2 5.2 25.1 3.1 23.7 24.0Incr Delay (d2), s/veh 0.5 0.5 5.1 0.3 0.7 2.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln2.0 2.1 0.3 0.5 0.4 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.8 5.7 30.2 3.4 24.4 26.6LnGrp LOS A A C A C C Approach Vol, veh/h 1318 1736 84Approach Delay, s/veh 5.8 3.8 25.8Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.7 38.8 44.5 7.4Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s5.6 53.8 63.9 26.0Max Q Clear Time (g_c+I1), s2.7 12.6 14.0 3.7Green Ext Time (p_c), s 0.0 14.0 25.0 0.1 Intersection Summary HCM 6th Ctrl Delay 5.2HCM 6th LOS A 2035 + Proj AM The Farm in Poway 6: Avenida Florencia & Espola Rd 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1127 15 47 1473 18 46Future Vol, veh/h 1127 15 47 1473 18 46Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 88 88 88 88 88 88Heavy Vehicles, % 2 22222Mvmt Flow 1281 17 53 1674 20 52 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1298 0 2224 641 Stage 1 - - - - 1281 - Stage 2 - - - - 943 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 530 - 37 417 Stage 1 - - - - 225 - Stage 2 - - - - 339 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 530 - 33 417Mov Cap-2 Maneuver - - - - 123 - Stage 1 - - - - 203 - Stage 2 - - - - 339 - Approach EB WB NB HCM Control Delay, s 0 0.4 25.3HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 249 - - 530 -HCM Lane V/C Ratio 0.292 - - 0.101 -HCM Control Delay (s) 25.3 - - 12.6 -HCM Lane LOS D - - B -HCM 95th %tile Q(veh) 1.2 - - 0.3 - 2035 + Proj AM The Farm in Poway 7: Valle Verde Rd & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 377 746 16 14 1038 88 16 13 21 97 3 428 Future Volume (veh/h) 377 746 16 14 1038 88 16 13 21 97 3 428 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 433 857 18 16 1193 101 18 15 24 111 3 492 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 414 2107 44 35 1258 106 23 20 31 372 391 700 Arrive On Green 0.23 0.59 0.59 0.02 0.38 0.38 0.04 0.04 0.04 0.21 0.21 0.21 Sat Flow, veh/h 1781 3559 75 1781 3316 280 541 451 721 1781 1870 1585 Grp Volume(v), veh/h 433 428 447 16 638 656 57 0 0 111 3 492Grp Sat Flow(s),veh/h/ln 1781 1777 1857 1781 1777 1820 1713 0 0 1781 1870 1585Q Serve(g_s), s 33.4 18.6 18.6 1.3 50.0 50.2 4.7 0.0 0.0 7.5 0.2 30.0Cycle Q Clear(g_c), s 33.4 18.6 18.6 1.3 50.0 50.2 4.7 0.0 0.0 7.5 0.2 30.0Prop In Lane 1.00 0.04 1.00 0.15 0.32 0.42 1.00 1.00Lane Grp Cap(c), veh/h 414 1052 1100 35 674 690 74 0 0 372 391 700V/C Ratio(X) 1.04 0.41 0.41 0.46 0.95 0.95 0.77 0.00 0.00 0.30 0.01 0.70Avail Cap(c_a), veh/h 414 1052 1100 86 682 699 263 0 0 372 391 700HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 55.1 15.7 15.7 69.6 43.2 43.2 68.0 0.0 0.0 47.9 45.0 32.4Incr Delay (d2), s/veh 56.4 0.3 0.3 3.4 22.4 22.6 17.9 0.0 0.0 0.2 0.0 2.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 21.5 7.6 8.0 0.6 26.0 26.7 2.4 0.0 0.0 3.4 0.1 14.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 111.4 16.0 16.0 73.0 65.6 65.8 85.8 0.0 0.0 48.1 45.0 35.1LnGrp LOS F BBEEEFAADDD Approach Vol, veh/h 1308 1310 57 606Approach Delay, s/veh 47.6 65.8 85.8 37.6Approach LOS D E F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.4 91.5 35.3 37.0 60.9 10.3Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 81.6 * 30 33.4 55.1 22.0Max Q Clear Time (g_c+I1), s 3.3 20.6 32.0 35.4 52.2 6.7Green Ext Time (p_c), s 0.0 8.6 0.0 0.0 2.2 0.2 Intersection Summary HCM 6th Ctrl Delay 53.7HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 8: Valle Verde Rd & St Andrews Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Intersection Int Delay, s/veh 6.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 3 2 28 137 3 8 26 390 45 3 382 7Future Vol, veh/h 3 2 28 137 3 8 26 390 45 3 382 7Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh 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 92Heavy Vehicles, % 2 22222222222Mvmt Flow 3 2 30 149 3 9 28 424 49 3 415 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 932 950 415 921 909 424 423 0 0 473 0 0 Stage 1 421 421 - 480 480 ------- Stage 2 511 529 - 441 429 -------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 247 260 637 251 275 630 1136 - - 1089 - - Stage 1 610 589 - 567 554 ------- Stage 2 545 527 - 595 584 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 236 253 637 232 267 630 1136 - - 1089 - -Mov Cap-2 Maneuver 236 253 - 232 267 ------- Stage 1 595 587 - 553 540 ------- Stage 2 521 514 - 563 582 ------- Approach EB WB NB SB HCM Control Delay, s 12.3 43.6 0.5 0.1HCM LOS B E Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1136 - - 243 637 233 630 1089 - -HCM Lane V/C Ratio 0.025 - - 0.022 0.048 0.653 0.014 0.003 - -HCM Control Delay (s) 8.2 - - 20.2 10.9 45.5 10.8 8.3 - -HCM Lane LOS A - - C BEBA - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 4 0 0 - - 2035 + Proj AM The Farm in Poway 9: Martincoit Rd/PVT Dr 'A' & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 625 186 96 854 15 204 2 77 25 4 73 Future Volume (veh/h) 42 625 186 96 854 15 204 2 77 25 4 73 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 762 227 117 1041 16 249 2 94 27 4 79 Peak Hour Factor 0.92 0.82 0.82 0.82 0.82 0.92 0.82 0.92 0.82 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 77 982 293 150 1400 22 300 7 348 53 7 129 Arrive On Green 0.04 0.36 0.36 0.08 0.39 0.39 0.17 0.22 0.22 0.03 0.08 0.08 Sat Flow, veh/h 1781 2699 804 1781 3582 55 1781 33 1557 1781 77 1520 Grp Volume(v), veh/h 46 502 487 117 516 541 249 0 96 27 0 83Grp Sat Flow(s),veh/h/ln 1781 1777 1726 1781 1777 1860 1781 0 1590 1781 0 1597Q Serve(g_s), s 1.7 16.3 16.3 4.2 16.3 16.3 8.8 0.0 3.3 1.0 0.0 3.3Cycle Q Clear(g_c), s 1.7 16.3 16.3 4.2 16.3 16.3 8.8 0.0 3.3 1.0 0.0 3.3Prop In Lane 1.00 0.47 1.00 0.03 1.00 0.98 1.00 0.95Lane Grp Cap(c), veh/h 77 647 628 150 694 727 300 0 356 53 0 135V/C Ratio(X) 0.60 0.78 0.78 0.78 0.74 0.74 0.83 0.00 0.27 0.51 0.00 0.61Avail Cap(c_a), veh/h 139 828 804 218 882 924 423 0 885 158 0 661HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 30.6 18.4 18.4 29.3 17.1 17.1 26.2 0.0 20.9 31.2 0.0 28.8Incr Delay (d2), s/veh 7.1 3.9 4.0 6.0 2.8 2.7 9.2 0.0 0.2 7.4 0.0 4.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 6.3 6.1 1.9 6.0 6.2 4.2 0.0 1.1 0.5 0.0 1.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 37.8 22.3 22.4 35.3 19.9 19.8 35.5 0.0 21.1 38.6 0.0 33.3LnGrp LOS DCCDBBDACDAC Approach Vol, veh/h 1035 1174 345 110Approach Delay, s/veh 23.0 21.4 31.5 34.6Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.1 30.2 15.5 10.4 7.3 32.0 6.4 19.5Change Period (Y+Rc), s 3.6 6.5 4.5 * 4.9 4.5 6.5 4.5 4.9Max Green Setting (Gmax), s 8.0 30.4 15.5 * 27 5.1 32.4 5.8 36.3Max Q Clear Time (g_c+I1), s 6.2 18.3 10.8 5.3 3.7 18.3 3.0 5.3Green Ext Time (p_c), s 0.0 5.4 0.3 0.4 0.0 6.3 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 23.9HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 10: Espola Rd & Cloudcroft Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 20 977 899 22 35 55Future Vol, veh/h 20 977 899 22 35 55Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 81 81 81 81 81 81Heavy Vehicles, % 2 22222Mvmt Flow 25 1206 1110 27 43 68 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1137 0 - 0 2380 569 Stage 1 - - - - 1124 - Stage 2 - - - - 1256 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 612 - - - ~ 33 466 Stage 1 - - - - 273 - Stage 2 - - - - 267 -Platoon blocked, % - - -Mov Cap-1 Maneuver 612 - - - ~ 32 466Mov Cap-2 Maneuver - - - - 129 - Stage 1 - - - - 262 - Stage 2 - - - - 267 - Approach EB WB SB HCM Control Delay, s 0.2 0 34.2HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 612 - - - 231HCM Lane V/C Ratio 0.04 - - - 0.481HCM Control Delay (s) 11.1 - - - 34.2HCM Lane LOS B - - - DHCM 95th %tile Q(veh) 0.1 - - - 2.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2035 + Proj AM The Farm in Poway 11: Old Coach Rd & Espola Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 909 38 0 744 29 120 4 12 43 0 95 Future Volume (veh/h) 79 909 38 0 744 29 120 4 12 43 0 95 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 101 1165 49 0 954 37 154 5 15 55 0 122 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %222222222222 Cap, veh/h 130 1929 81 3 1442 56 195 74 223 72 0 177 Arrive On Green 0.07 0.56 0.56 0.00 0.41 0.41 0.11 0.18 0.18 0.04 0.00 0.11 Sat Flow, veh/h 1781 3475 146 1781 3488 135 1781 412 1236 1781 0 1585 Grp Volume(v), veh/h 101 595 619 0 486 505 154 0 20 55 0 122Grp Sat Flow(s),veh/h/ln 1781 1777 1844 1781 1777 1846 1781 0 1648 1781 0 1585Q Serve(g_s), s 3.2 13.0 13.0 0.0 12.8 12.8 4.9 0.0 0.6 1.8 0.0 4.3Cycle Q Clear(g_c), s 3.2 13.0 13.0 0.0 12.8 12.8 4.9 0.0 0.6 1.8 0.0 4.3Prop In Lane 1.00 0.08 1.00 0.07 1.00 0.75 1.00 1.00Lane Grp Cap(c), veh/h 130 987 1024 3 735 763 195 0 297 72 0 177V/C Ratio(X) 0.78 0.60 0.60 0.00 0.66 0.66 0.79 0.00 0.07 0.76 0.00 0.69Avail Cap(c_a), veh/h 221 1148 1192 169 1096 1139 246 0 659 209 0 601HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 26.4 8.6 8.6 0.0 13.7 13.7 25.2 0.0 19.7 27.6 0.0 24.8Incr Delay (d2), s/veh 3.8 0.9 0.9 0.0 1.5 1.4 10.0 0.0 0.1 6.1 0.0 3.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.4 4.1 4.3 0.0 4.7 4.9 2.5 0.0 0.2 0.8 0.0 1.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 30.2 9.6 9.5 0.0 15.2 15.1 35.2 0.0 19.8 33.6 0.0 28.4LnGrp LOS C AAABBDABCAC Approach Vol, veh/h 1315 991 174 177Approach Delay, s/veh 11.1 15.2 33.4 30.0Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 37.2 10.3 10.5 8.2 29.0 6.4 14.5Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 8.0 22.0 7.2 35.8 6.8 23.2Max Q Clear Time (g_c+I1), s 0.0 15.0 6.9 6.3 5.2 14.8 3.8 2.6Green Ext Time (p_c), s 0.0 12.1 0.0 0.5 0.0 9.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 15.4HCM 6th LOS B 2035 + Proj AM The Farm in Poway 12: Espola Rd & Lake Poway Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 5 22 13 2 9 21 635 21 18 827 104 Future Volume (veh/h) 81 5 22 13 2 9 21 635 21 18 827 104 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 119 7 32 19 3 13 31 934 31 26 1216 153 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 170 28 128 46 7 47 120 1556 52 120 1408 177 Arrive On Green 0.10 0.10 0.10 0.03 0.03 0.03 0.07 0.44 0.44 0.07 0.44 0.44 Sat Flow, veh/h 1781 293 1337 1548 244 1585 1781 3510 116 1781 3177 398 Grp Volume(v), veh/h 119 0 39 22 0 13 31 473 492 26 678 691Grp Sat Flow(s),veh/h/ln1781 0 1630 1793 0 1585 1781 1777 1849 1781 1777 1799Q Serve(g_s), s 3.8 0.0 1.3 0.7 0.0 0.5 1.0 12.0 12.0 0.8 20.4 20.6Cycle Q Clear(g_c), s 3.8 0.0 1.3 0.7 0.0 0.5 1.0 12.0 12.0 0.8 20.4 20.6Prop In Lane 1.00 0.82 0.86 1.00 1.00 0.06 1.00 0.22Lane Grp Cap(c), veh/h 170 0 155 53 0 47 120 788 820 120 788 797V/C Ratio(X) 0.70 0.00 0.25 0.42 0.00 0.28 0.26 0.60 0.60 0.22 0.86 0.87Avail Cap(c_a), veh/h 811 0 742 786 0 695 541 821 855 541 821 831HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh26.0 0.0 24.9 28.3 0.0 28.1 26.2 12.5 12.5 26.2 14.9 14.9Incr Delay (d2), s/veh 2.0 0.0 0.3 5.1 0.0 3.2 0.4 1.3 1.2 0.3 9.2 9.5Initial 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/ln1.6 0.0 0.5 0.4 0.0 0.2 0.4 4.3 4.5 0.3 8.9 9.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 28.0 0.0 25.2 33.4 0.0 31.3 26.7 13.8 13.7 26.5 24.0 24.4LnGrp LOS C A C C A C C B B C C C Approach Vol, veh/h 158 35 996 1395Approach Delay, s/veh 27.3 32.6 14.2 24.3Approach LOS C C B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 33.2 11.0 8.5 33.2 6.7Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.4 * 27 18.0 27.4 26.0Max Q Clear Time (g_c+I1), s2.8 14.0 5.8 3.0 22.6 2.7Green Ext Time (p_c), s 0.0 6.1 0.3 0.0 3.7 0.1 Intersection Summary HCM 6th Ctrl Delay 20.7HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 13: Espola Rd & Titan Wy/Eden Grove 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 58 0 288 23 0 8 424 595 12 14 579 201 Future Volume (veh/h) 58 0 288 23 0 8 424 595 12 14 579 201 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 94 0 465 37 0 13 684 960 19 23 934 324 Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 117 0 454 47 0 393 747 1850 37 31 1138 507 Arrive On Green 0.07 0.00 0.29 0.03 0.00 0.25 0.22 0.52 0.52 0.02 0.32 0.32 Sat Flow, veh/h 1781 0 1585 1781 0 1585 3456 3564 71 1781 3554 1585 Grp Volume(v), veh/h 94 0 465 37 0 13 684 479 500 23 934 324Grp Sat Flow(s),veh/h/ln1781 0 1585 1781 0 1585 1728 1777 1858 1781 1777 1585Q Serve(g_s), s 6.7 0.0 37.0 2.7 0.0 0.8 25.0 22.9 22.9 1.7 31.3 22.5Cycle Q Clear(g_c), s 6.7 0.0 37.0 2.7 0.0 0.8 25.0 22.9 22.9 1.7 31.3 22.5Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 117 0 454 47 0 393 747 922 964 31 1138 507V/C Ratio(X) 0.81 0.00 1.02 0.78 0.00 0.03 0.92 0.52 0.52 0.74 0.82 0.64Avail Cap(c_a), veh/h 168 0 454 159 0 446 897 982 1026 153 1338 597HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh59.5 0.0 46.0 62.4 0.0 36.8 49.4 20.4 20.4 63.1 40.5 37.5Incr Delay (d2), s/veh 10.7 0.0 48.3 9.8 0.0 0.0 11.3 0.5 0.5 12.1 3.8 2.0Initial 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/ln3.4 0.0 20.5 1.3 0.0 0.3 11.9 9.5 10.0 0.9 14.2 9.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 70.2 0.0 94.3 72.3 0.0 36.8 60.7 21.0 21.0 75.3 44.3 39.5LnGrp LOS E A F E A D E C C E D D Approach Vol, veh/h 559 50 1663 1281Approach Delay, s/veh 90.3 63.1 37.3 43.6Approach LOS F E D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.7 73.9 6.9 41.5 32.4 48.2 11.9 36.5Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s11.1 * 71 11.5 37.0 33.5 48.6 12.2 36.3Max Q Clear Time (g_c+I1), s3.7 24.9 4.7 39.0 27.0 33.3 8.7 2.8Green Ext Time (p_c), s 0.0 9.9 0.0 0.0 1.0 8.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 48.3HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 14: Espola Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 379 32 226 12 61 40 884 466 10 8 386 635 Future Volume (veh/h) 379 32 226 12 61 40 884 466 10 8 386 635 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 451 38 269 14 73 48 1052 555 12 10 460 756 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 503 424 860 17 95 62 1092 1072 909 17 514 667 Arrive On Green 0.15 0.23 0.23 0.01 0.09 0.09 0.32 0.57 0.57 0.01 0.28 0.28 Sat Flow, veh/h 3456 1870 1585 1781 1053 693 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 451 38 269 14 0 121 1052 555 12 10 460 756Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1746 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 15.6 2.0 11.4 1.0 0.0 8.3 36.5 21.9 0.4 0.7 28.8 33.5Cycle Q Clear(g_c), s 15.6 2.0 11.4 1.0 0.0 8.3 36.5 21.9 0.4 0.7 28.8 33.5Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 503 424 860 17 0 157 1092 1072 909 17 514 667V/C Ratio(X) 0.90 0.09 0.31 0.85 0.00 0.77 0.96 0.52 0.01 0.60 0.89 1.13Avail Cap(c_a), veh/h 525 713 1105 80 0 479 1092 1072 909 73 514 667HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh51.1 37.2 15.4 60.2 0.0 54.2 41.0 15.8 11.2 60.1 42.4 35.3Incr Delay (d2), s/veh 16.8 0.1 0.2 32.6 0.0 9.1 18.9 0.2 0.0 11.9 18.1 77.9Initial 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/ln7.9 0.9 4.1 0.6 0.0 4.0 18.2 9.2 0.1 0.4 15.8 33.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 68.0 37.3 15.6 92.8 0.0 63.3 59.9 16.0 11.2 72.0 60.5 113.2LnGrp LOS E D B F AEEBBEEF Approach Vol, veh/h 758 135 1619 1226Approach Delay, s/veh 47.8 66.3 44.5 93.1Approach LOS D E D F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.6 34.2 42.0 40.0 22.2 17.6 5.6 76.3Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.5 46.4 38.5 33.5 18.5 33.4 5.0 * 68Max Q Clear Time (g_c+I1), s3.0 13.4 38.5 35.5 17.6 10.3 2.7 23.9Green Ext Time (p_c), s 0.0 1.5 0.0 0.0 0.1 0.7 0.0 2.6 Intersection Summary HCM 6th Ctrl Delay 61.9HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 15: Pomerado Rd & Rios Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 4 41 132 22 26 17 766 52 9 1254 13 Future Volume (veh/h) 12 4 41 132 22 26 17 766 52 9 1254 13 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 12 4 43 138 23 27 18 798 54 9 1306 14 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 309 22 242 310 129 152 31 1897 128 17 1994 21 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.02 0.56 0.56 0.01 0.55 0.55 Sat Flow, veh/h 1355 137 1469 1359 784 921 1781 3378 229 1781 3602 39 Grp Volume(v), veh/h 12 0 47 138 0 50 18 420 432 9 644 676Grp Sat Flow(s),veh/h/ln1355 0 1606 1359 0 1705 1781 1777 1829 1781 1777 1863Q Serve(g_s), s 0.5 0.0 1.5 5.8 0.0 1.5 0.6 8.1 8.1 0.3 15.2 15.2Cycle Q Clear(g_c), s 2.0 0.0 1.5 7.3 0.0 1.5 0.6 8.1 8.1 0.3 15.2 15.2Prop In Lane 1.00 0.91 1.00 0.54 1.00 0.12 1.00 0.02Lane Grp Cap(c), veh/h 309 0 264 310 0 281 31 998 1027 17 984 1032V/C Ratio(X) 0.04 0.00 0.18 0.45 0.00 0.18 0.58 0.42 0.42 0.54 0.65 0.66Avail Cap(c_a), veh/h 735 0 769 753 0 836 155 1201 1237 155 1222 1282HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.3 0.0 21.5 24.6 0.0 21.5 29.1 7.5 7.5 29.5 9.3 9.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.4 0.0 0.1 6.4 0.4 0.4 9.9 1.5 1.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.5 1.8 0.0 0.6 0.3 2.5 2.6 0.2 5.0 5.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.3 0.0 21.6 25.0 0.0 21.6 35.5 7.9 7.9 39.4 10.8 10.8LnGrp LOS C A C C A C D A A D B B Approach Vol, veh/h 59 188 870 1329Approach Delay, s/veh 21.7 24.1 8.5 11.0Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.0 39.4 15.4 5.4 38.9 15.4Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.2 40.4 28.6 5.2 * 41 * 29Max Q Clear Time (g_c+I1), s2.3 10.1 4.0 2.6 17.2 9.3Green Ext Time (p_c), s 0.0 8.4 0.1 0.0 15.9 0.3 Intersection Summary HCM 6th Ctrl Delay 11.4HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 16: Pomerado Rd & Higa Pl/Avenida La Valencia 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 4 8 90 6 49 15 790 52 23 1447 8 Future Volume (veh/h) 9 4 8 90 6 49 15 790 52 23 1447 8 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 10 4 9 100 7 54 17 878 58 26 1608 9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 288 62 138 290 225 190 30 1949 129 43 2114 12 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.02 0.58 0.58 0.02 0.58 0.58 Sat Flow, veh/h 1341 512 1151 1401 1870 1585 1781 3383 224 1781 3623 20 Grp Volume(v), veh/h 10 0 13 100 7 54 17 461 475 26 788 829Grp Sat Flow(s),veh/h/ln1341 0 1663 1401 1870 1585 1781 1777 1830 1781 1777 1867Q Serve(g_s), s 0.4 0.0 0.4 3.7 0.2 1.7 0.5 8.1 8.1 0.8 18.2 18.2Cycle Q Clear(g_c), s 0.5 0.0 0.4 4.1 0.2 1.7 0.5 8.1 8.1 0.8 18.2 18.2Prop In Lane 1.00 0.69 1.00 1.00 1.00 0.12 1.00 0.01Lane Grp Cap(c), veh/h 288 0 200 290 225 190 30 1024 1054 43 1037 1089V/C Ratio(X) 0.03 0.00 0.07 0.34 0.03 0.28 0.57 0.45 0.45 0.61 0.76 0.76Avail Cap(c_a), veh/h 961 0 1034 993 1163 985 169 1137 1171 186 1163 1222HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh21.5 0.0 21.3 23.2 21.2 21.9 26.7 6.6 6.6 26.4 8.5 8.5Incr Delay (d2), s/veh 0.0 0.0 0.1 0.3 0.0 0.3 6.3 0.4 0.4 5.2 2.9 2.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.1 1.2 0.1 0.6 0.3 2.3 2.4 0.4 5.7 6.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 21.5 0.0 21.4 23.4 21.3 22.2 33.0 7.0 7.0 31.6 11.4 11.3LnGrp LOS C A CCCCCAACBB Approach Vol, veh/h 23 161 953 1643Approach Delay, s/veh 21.4 22.9 7.5 11.7Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 37.5 11.5 5.3 37.9 11.5Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 35.0 34.0 5.2 * 36 34.0Max Q Clear Time (g_c+I1), s2.8 10.1 2.5 2.5 20.2 6.1Green Ext Time (p_c), s 0.0 8.8 0.0 0.0 11.7 0.2 Intersection Summary HCM 6th Ctrl Delay 11.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 17: Pomerado Rd & Stone Canyon Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 9 18 234 6 32 14 761 202 24 1490 35 Future Volume (veh/h) 37 9 18 234 6 32 14 761 202 24 1490 35 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 10 20 254 7 35 15 827 220 26 1620 38 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 22222222222 Cap, veh/h 75 11 570 82 0 570 25 1222 325 38 1590 37 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.01 0.44 0.44 0.02 0.45 0.45 Sat Flow, veh/h 0 30 1585 0 0 1585 1781 2776 738 1781 3549 83 Grp Volume(v), veh/h 50 0 20 261 0 35 15 529 518 26 809 849Grp Sat Flow(s),veh/h/ln 30 0 1585 0 0 1585 1781 1777 1737 1781 1777 1855Q Serve(g_s), s 0.0 0.0 0.7 0.0 0.0 1.2 0.7 20.5 20.5 1.3 38.7 38.7Cycle Q Clear(g_c), s 31.1 0.0 0.7 31.1 0.0 1.2 0.7 20.5 20.5 1.3 38.7 38.7Prop In Lane 0.80 1.00 0.97 1.00 1.00 0.42 1.00 0.04Lane Grp Cap(c), veh/h 86 0 570 82 0 570 25 782 765 38 796 831V/C Ratio(X) 0.58 0.00 0.04 3.17 0.00 0.06 0.60 0.68 0.68 0.68 1.02 1.02Avail Cap(c_a), veh/h 86 0 570 82 0 570 107 782 765 124 796 831HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh36.5 0.0 17.9 43.2 0.0 18.1 42.4 19.3 19.3 42.0 23.9 23.9Incr Delay (d2), s/veh 6.6 0.0 0.01009.7 0.0 0.0 8.4 2.5 2.6 7.6 36.3 36.7Initial 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/ln1.2 0.0 0.3 24.8 0.0 0.4 0.4 8.5 8.3 0.6 23.0 24.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 43.1 0.0 17.91052.9 0.0 18.1 50.7 21.8 21.9 49.6 60.1 60.5LnGrp LOS D A B F A B DCCDFF Approach Vol, veh/h 70 296 1062 1684Approach Delay, s/veh 35.9 930.5 22.3 60.2Approach LOS D F C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.3 44.1 36.1 5.6 44.7 36.1Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s6.0 37.6 31.0 5.2 * 39 * 31Max Q Clear Time (g_c+I1), s3.3 22.5 33.1 2.7 40.7 33.1Green Ext Time (p_c), s 0.0 7.7 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 129.5HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 316 6 310 0 0 7 227 728 11 9 1239 486 Future Volume (veh/h) 316 6 310 0 0 7 227 728 11 9 1239 486 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 466 0 234 0 0 8 255 818 12 10 1392 546 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 550 0 245 0 0 9 278 2433 36 16 1353 498 Arrive On Green 0.15 0.00 0.15 0.00 0.00 0.01 0.16 0.68 0.68 0.01 0.53 0.53 Sat Flow, veh/h 3563 0 1585 0 0 1585 1781 3585 53 1781 2543 936 Grp Volume(v), veh/h 466 0 234 0 0 8 255 405 425 10 945 993Grp Sat Flow(s),veh/h/ln1781 0 1585 0 0 1585 1781 1777 1861 1781 1777 1702Q Serve(g_s), s 17.7 0.0 20.3 0.0 0.0 0.7 19.6 13.2 13.2 0.8 73.7 73.8Cycle Q Clear(g_c), s 17.7 0.0 20.3 0.0 0.0 0.7 19.6 13.2 13.2 0.8 73.7 73.8Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.03 1.00 0.55Lane Grp Cap(c), veh/h 550 0 245 0 0 9 278 1206 1263 16 945 906V/C Ratio(X) 0.85 0.00 0.96 0.00 0.00 0.88 0.92 0.34 0.34 0.61 1.00 1.10Avail Cap(c_a), veh/h 550 0 245 0 0 131 290 1206 1263 65 945 906HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh57.1 0.0 58.2 0.0 0.0 68.9 57.7 9.3 9.3 68.5 32.4 32.5Incr Delay (d2), s/veh 11.3 0.0 45.2 0.0 0.0 105.8 30.9 0.4 0.4 12.8 29.1 59.9Initial 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/ln8.8 0.0 11.2 0.0 0.0 0.6 11.2 5.1 5.4 0.4 38.3 44.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 68.3 0.0 103.4 0.0 0.0 174.7 88.6 9.7 9.7 81.2 61.6 92.3LnGrp LOS E A F A A F F A A F E F Approach Vol, veh/h 700 8 1085 1948Approach Delay, s/veh 80.1 174.7 28.2 77.4Approach LOS F F C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 100.2 28.0 26.0 79.9 4.8Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 90.9 21.4 22.6 * 74 11.5Max Q Clear Time (g_c+I1), s2.8 15.2 22.3 21.6 75.8 2.7Green Ext Time (p_c), s 0.0 15.9 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 63.8HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj AM The Farm in Poway 19: Pomerado Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 277 1171 456 19 1413 451 551 794 12 413 834 367 Future Volume (veh/h) 277 1171 456 19 1413 451 551 794 12 413 834 367 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 289 1220 475 20 1472 470 574 827 12 430 869 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 274 1654 642 24 1392 621 533 890 13 452 800 Arrive On Green 0.08 0.46 0.46 0.01 0.39 0.39 0.15 0.25 0.25 0.13 0.22 0.00 Sat Flow, veh/h 3456 3618 1404 1781 3554 1585 3456 3586 52 3456 3554 1585 Grp Volume(v), veh/h 289 1148 547 20 1472 470 574 410 429 430 869 0Grp Sat Flow(s),veh/h/ln1728 1702 1618 1781 1777 1585 1728 1777 1861 1728 1777 1585Q Serve(g_s), s 9.5 33.1 33.3 1.3 47.0 30.8 18.5 27.0 27.0 14.8 27.0 0.0Cycle Q Clear(g_c), s 9.5 33.1 33.3 1.3 47.0 30.8 18.5 27.0 27.0 14.8 27.0 0.0Prop In Lane 1.00 0.87 1.00 1.00 1.00 0.03 1.00 1.00Lane Grp Cap(c), veh/h 274 1557 740 24 1392 621 533 441 462 452 800V/C Ratio(X) 1.06 0.74 0.74 0.83 1.06 0.76 1.08 0.93 0.93 0.95 1.09Avail Cap(c_a), veh/h 274 1557 740 76 1392 621 533 441 462 452 800HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh55.3 26.7 26.7 59.0 36.5 31.6 50.8 44.1 44.1 51.8 46.5 0.0Incr Delay (d2), s/veh 70.0 1.7 3.5 22.3 40.9 4.8 61.5 25.6 24.9 29.9 58.0 0.0Initial 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/ln6.8 13.5 13.3 0.8 27.8 12.4 12.5 14.9 15.6 8.3 18.3 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 125.3 28.3 30.2 81.3 77.4 36.4 112.2 69.7 68.9 81.6 104.5 0.0LnGrp LOS F C C F F D F E E F F Approach Vol, veh/h 1984 1962 1413 1299 AApproach Delay, s/veh 43.0 67.6 86.7 97.0Approach LOS D E F F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.1 59.4 23.0 31.5 14.0 51.5 20.2 34.3Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 51.4 18.5 27.0 9.5 47.0 15.7 29.8Max Q Clear Time (g_c+I1), s3.3 35.3 20.5 29.0 11.5 49.0 16.8 29.0Green Ext Time (p_c), s 0.0 8.1 0.0 0.0 0.0 0.0 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 70.1HCM 6th LOS E Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 2035 + Proj AM The Farm in Poway 20: Del Norte/Avenida Florencia & Avenida La Valencia 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Intersection Intersection Delay, s/veh 7.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 17 31 7 4 89 6 14 15 3 2 27 31Future Vol, veh/h 17 31 7 4 89 6 14 15 3 2 27 31Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 20 36 8 5 102 7 16 17 3 2 31 36Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.6 7.8 7.6 7.4HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 44% 31% 4% 3%Vol Thru, % 47% 56% 90% 45%Vol Right, % 9% 13% 6% 52%Sign Control Stop Stop Stop StopTraffic Vol by Lane 32 55 99 60LT Vol 14 17 4 2Through Vol 15 31 89 27RT Vol 3 7 6 31Lane Flow Rate 37 63 114 69Geometry Grp 1111Degree of Util (X) 0.045 0.074 0.131 0.078Departure Headway (Hd) 4.431 4.191 4.138 4.066Convergence, Y/N Yes Yes Yes YesCap 813 843 857 886Service Time 2.433 2.275 2.21 2.067HCM Lane V/C Ratio 0.046 0.075 0.133 0.078HCM Control Delay 7.6 7.6 7.8 7.4HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.2 0.5 0.3 2035 + Proj AM The Farm in Poway 21: Stone Canyon Rd & Del Norte 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Intersection Intersection Delay, s/veh 9.7Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 19 196 0 0 213 22205022Future Vol, veh/h 19 196 0 0 213 22205022Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72Heavy Vehicles, % 2 22222222222Mvmt Flow 26 272 0 0 296 33307031Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.8 9.8 8.5 8.1HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 50% 9% 0% 19%Vol Thru, % 50% 91% 99% 0%Vol Right, % 0% 0% 1% 81%Sign Control Stop Stop Stop StopTraffic Vol by Lane 4 215 215 27LT Vol 2 19 0 5Through Vol 2 196 213 0RT Vol 0 0 2 22Lane Flow Rate 6 299 299 38Geometry Grp 1111Degree of Util (X) 0.008 0.362 0.36 0.05Departure Headway (Hd) 5.389 4.36 4.338 4.781Convergence, Y/N Yes Yes Yes YesCap 664 827 830 749Service Time 3.425 2.374 2.353 2.812HCM Lane V/C Ratio 0.009 0.362 0.36 0.051HCM Control Delay 8.5 9.8 9.8 8.1HCM Lane LOS AAAAHCM 95th-tile Q 0 1.7 1.6 0.2 2035 + Proj AM The Farm in Poway 22: Martincoit Rd & Stone Canyon Rd 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Intersection Intersection Delay, s/veh 10Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 168 22 53 41 31 130Future Vol, veh/h 168 22 53 41 31 130Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67Heavy Vehicles, % 2 22222Mvmt Flow 251 33 79 61 46 194Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 11 9.3 9.2HCM LOS B A A Lane NBLn1EBLn1SBLn1 Vol Left, % 56% 88% 0%Vol Thru, % 44% 0% 19%Vol Right, % 0% 12% 81%Sign Control Stop Stop StopTraffic Vol by Lane 94 190 161LT Vol 53 168 0Through Vol 41 0 31RT Vol 0 22 130Lane Flow Rate 140 284 240Geometry Grp 1 1 1Degree of Util (X) 0.197 0.386 0.291Departure Headway (Hd) 5.044 4.899 4.356Convergence, Y/N Yes Yes YesCap 709 732 822Service Time 3.1 2.956 2.403HCM Lane V/C Ratio 0.197 0.388 0.292HCM Control Delay 9.3 11 9.2HCM Lane LOS A B AHCM 95th-tile Q 0.7 1.8 1.2 2035 + Proj AM The Farm in Poway 23: Tam O Shanter/St Andrewes Dr & Project Drive 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Intersection Intersection Delay, s/veh 7.3Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 1 1 40 87 0Future Vol, veh/h 0 1 1 40 87 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 2 22222Mvmt Flow 0 1 1 43 95 0Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 6.6 7.2 7.4HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 2% 0% 0%Vol Thru, % 98% 0% 100%Vol Right, % 0% 100% 0%Sign Control Stop Stop StopTraffic Vol by Lane 41 1 87LT Vol 1 0 0Through Vol 40 0 87RT Vol 0 1 0Lane Flow Rate 45 1 95Geometry Grp 1 1 1Degree of Util (X) 0.05 0.001 0.104Departure Headway (Hd) 4.011 3.573 3.969Convergence, Y/N Yes Yes YesCap 894 992 906Service Time 2.027 1.63 1.978HCM Lane V/C Ratio 0.05 0.001 0.105HCM Control Delay 7.2 6.6 7.4HCM Lane LOS A A AHCM 95th-tile Q 0.2 0 0.3 2035 + Proj AM The Farm in Poway 24: St Andrews Dr & Project Drive 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Intersection Intersection Delay, s/veh 7.3Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 1 1 41 88 0Future Vol, veh/h 0 1 1 41 88 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 2 22222Mvmt Flow 0 1 1 45 96 0Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 6.6 7.2 7.4HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 2% 0% 0%Vol Thru, % 98% 0% 100%Vol Right, % 0% 100% 0%Sign Control Stop Stop StopTraffic Vol by Lane 42 1 88LT Vol 1 0 0Through Vol 41 0 88RT Vol 0 1 0Lane Flow Rate 46 1 96Geometry Grp 1 1 1Degree of Util (X) 0.051 0.001 0.105Departure Headway (Hd) 4.012 3.577 3.97Convergence, Y/N Yes Yes YesCap 894 991 907Service Time 2.028 1.634 1.978HCM Lane V/C Ratio 0.051 0.001 0.106HCM Control Delay 7.2 6.6 7.4HCM Lane LOS A A AHCM 95th-tile Q 0.2 0 0.4 2035 + Proj AM The Farm in Poway 25: Cloudcroft Dr & Cloudcroft Ct 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Intersection Intersection Delay, s/veh 7.4Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 1 1 41 89 0Future Vol, veh/h 0 1 1 41 89 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 2 22222Mvmt Flow 0 1 1 45 97 0Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 6.6 7.2 7.5HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 2% 0% 0%Vol Thru, % 98% 0% 100%Vol Right, % 0% 100% 0%Sign Control Stop Stop StopTraffic Vol by Lane 42 1 89LT Vol 1 0 0Through Vol 41 0 89RT Vol 0 1 0Lane Flow Rate 46 1 97Geometry Grp 1 1 1Degree of Util (X) 0.051 0.001 0.107Departure Headway (Hd) 4.012 3.579 3.97Convergence, Y/N Yes Yes YesCap 894 990 906Service Time 2.03 1.637 1.978HCM Lane V/C Ratio 0.051 0.001 0.107HCM Control Delay 7.2 6.6 7.5HCM Lane LOS A A AHCM 95th-tile Q 0.2 0 0.4 2035 + Proj PM The Farm in Poway 1: Rancho Bernardo Rd & I-15 SB off-ramp 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1855 902 0 1197 593 0 0 0 361 0 550 Future Volume (veh/h) 0 1855 902 0 1197 593 0 0 0 361 0 550 Initial Q (Qb), veh 000000 000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1953 949 0 1260 624 380 0 579 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 538 3244 1007 183 2225 691 456 0 1211 Arrive On Green 0.00 0.64 0.64 0.00 0.44 0.44 0.13 0.00 0.13 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1953 949 0 1260 624 380 0 579Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 31.6 76.2 0.0 25.9 51.3 15.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 31.6 76.2 0.0 25.9 51.3 15.0 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 538 3244 1007 183 2225 691 456 0 1211V/C Ratio(X) 0.00 0.60 0.94 0.00 0.57 0.90 0.83 0.00 0.48Avail Cap(c_a), veh/h 538 3432 1065 183 2757 856 590 0 1320HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.83 0.83 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 15.1 23.2 0.0 29.6 36.8 59.3 0.0 28.3Incr Delay (d2), s/veh 0.0 0.8 17.5 0.0 0.9 15.0 6.3 0.0 0.1Initial 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 0.0 11.5 30.0 0.0 10.5 22.0 6.9 0.0 11.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 15.9 40.7 0.0 30.5 51.8 65.6 0.0 28.4LnGrp LOS A B D A C D E A C Approach Vol, veh/h 2902 1884 959Approach Delay, s/veh 24.0 37.5 43.1Approach LOS C D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 20.1 95.4 24.6 48.0 67.4Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 94 23.9 22.3 * 76Max Q Clear Time (g_c+I1), s 0.0 78.2 17.0 0.0 53.3Green Ext Time (p_c), s 0.0 10.8 1.5 0.0 7.7 Intersection Summary HCM 6th Ctrl Delay 31.6HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 2: I-15 NB off-ramp & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1305 911 0 1146 549 644 0 602 0 0 0 Future Volume (veh/h) 0 1305 911 0 1146 549 644 0 602 0 0 0 Initial Q (Qb), veh 0 00000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1345 939 0 1181 566 664 0 621 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 22222202 Cap, veh/h 117 2505 778 313 3067 952 735 0 1082 Arrive On Green 0.00 0.49 0.49 0.00 0.60 0.60 0.21 0.00 0.21 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1345 939 0 1181 566 664 0 621Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 27.3 73.6 0.0 18.0 33.3 28.1 0.0 0.0Cycle Q Clear(g_c), s 0.0 27.3 73.6 0.0 18.0 33.3 28.1 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 117 2505 778 313 3067 952 735 0 1082V/C Ratio(X) 0.00 0.54 1.21 0.00 0.39 0.59 0.90 0.00 0.57Avail Cap(c_a), veh/h 117 2505 778 313 3067 952 827 0 1157HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.82 0.82 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 26.4 38.2 0.0 15.6 18.6 57.6 0.0 36.1Incr Delay (d2), s/veh 0.0 0.7 103.3 0.0 0.4 2.7 11.6 0.0 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 11.0 49.6 0.0 6.9 12.4 13.3 0.0 8.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 27.1 141.5 0.0 15.9 21.3 69.2 0.0 36.5LnGrp LOS A C F A B C E A D Approach Vol, veh/h 2284 1747 1285Approach Delay, s/veh 74.1 17.7 53.4Approach LOS E B D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s32.0 80.0 15.5 96.5 38.0Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s22.3 * 74 7.0 * 90 35.9Max Q Clear Time (g_c+I1), s0.0 75.6 0.0 35.3 30.1Green Ext Time (p_c), s 0.0 0.0 0.0 8.0 1.8 Intersection Summary HCM 6th Ctrl Delay 50.6HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 3: Bernardo Center Dr & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 340 1111 429 150 819 164 546 481 277 209 278 297 Future Volume (veh/h) 340 1111 429 150 819 164 546 481 277 209 278 297 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 354 1157 447 156 853 171 569 501 289 218 290 309 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 383 1397 592 179 937 188 547 607 349 289 727 495 Arrive On Green 0.11 0.37 0.37 0.05 0.32 0.32 0.16 0.28 0.28 0.08 0.20 0.20 Sat Flow, veh/h 3563 3741 1585 3456 2950 591 3456 2173 1249 3456 3554 1585 Grp Volume(v), veh/h 354 1157 447 156 514 510 569 409 381 218 290 309Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1764 1728 1777 1646 1728 1777 1585Q Serve(g_s), s 9.7 27.7 24.3 4.4 27.4 27.4 15.6 21.3 21.4 6.1 7.0 16.4Cycle Q Clear(g_c), s 9.7 27.7 24.3 4.4 27.4 27.4 15.6 21.3 21.4 6.1 7.0 16.4Prop In Lane 1.00 1.00 1.00 0.34 1.00 0.76 1.00 1.00Lane Grp Cap(c), veh/h 383 1397 592 179 565 561 547 496 460 289 727 495V/C Ratio(X) 0.92 0.83 0.75 0.87 0.91 0.91 1.04 0.82 0.83 0.76 0.40 0.62Avail Cap(c_a), veh/h 383 1456 617 179 609 604 547 782 724 448 1441 813HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh43.6 28.0 27.0 46.4 32.3 32.3 41.5 33.3 33.3 44.2 34.0 29.0Incr Delay (d2), s/veh 27.4 4.2 5.6 33.5 16.4 16.5 49.6 2.1 2.3 1.5 0.1 0.5Initial 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/ln5.7 12.8 9.8 2.7 14.0 13.9 10.3 9.2 8.6 2.6 3.0 6.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 71.1 32.3 32.5 79.9 48.6 48.8 91.1 35.3 35.7 45.7 34.1 29.5LnGrp LOS E C C E D D F DDDCC Approach Vol, veh/h 1958 1180 1359 817Approach Delay, s/veh 39.3 52.8 58.8 35.5Approach LOS D D E D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.5 43.0 20.0 26.1 15.0 37.5 12.6 33.5Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s5.1 38.4 15.6 40.0 10.6 * 34 12.8 * 43Max Q Clear Time (g_c+I1), s6.4 29.7 17.6 18.4 11.7 29.4 8.1 23.4Green Ext Time (p_c), s 0.0 7.0 0.0 1.8 0.0 2.0 0.2 3.4 Intersection Summary HCM 6th Ctrl Delay 46.7HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 4: Pomerado Rd & Rancho Bernardo Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 290 834 213 192 581 358 313 959 152 282 358 199 Future Volume (veh/h) 290 834 213 192 581 358 313 959 152 282 358 199 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 302 869 222 200 605 373 326 999 158 294 373 207 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 324 961 245 169 909 405 380 955 151 333 667 365 Arrive On Green 0.18 0.34 0.34 0.09 0.26 0.26 0.11 0.31 0.31 0.10 0.30 0.30 Sat Flow, veh/h 1781 2803 716 1781 3554 1585 3456 3074 486 3456 2217 1212 Grp Volume(v), veh/h 302 551 540 200 605 373 326 577 580 294 298 282Grp Sat Flow(s),veh/h/ln1781 1777 1742 1781 1777 1585 1728 1777 1783 1728 1777 1652Q Serve(g_s), s 22.2 39.2 39.3 12.6 20.3 23.0 12.3 41.3 41.3 11.2 18.7 19.1Cycle Q Clear(g_c), s 22.2 39.2 39.3 12.6 20.3 23.0 12.3 41.3 41.3 11.2 18.7 19.1Prop In Lane 1.00 0.41 1.00 1.00 1.00 0.27 1.00 0.73Lane Grp Cap(c), veh/h 324 609 597 169 909 405 380 552 554 333 535 497V/C Ratio(X) 0.93 0.90 0.90 1.18 0.67 0.92 0.86 1.04 1.05 0.88 0.56 0.57Avail Cap(c_a), veh/h 324 657 644 169 992 443 494 552 554 333 535 497HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh53.5 41.6 41.6 60.1 44.3 27.5 58.1 45.8 45.8 59.3 39.0 39.2Incr Delay (d2), s/veh 32.2 15.4 15.8 127.4 1.5 23.4 9.4 50.5 51.0 22.5 1.7 2.0Initial 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/ln12.7 19.3 19.0 11.6 9.0 11.1 5.8 25.4 25.6 5.9 8.3 7.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 85.7 57.0 57.4 187.5 45.9 50.9 67.5 96.3 96.8 81.8 40.7 41.1LnGrp LOS F E E F D D E F F F D D Approach Vol, veh/h 1393 1178 1483 874Approach Delay, s/veh 63.4 71.5 90.1 54.7Approach LOS E E F D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s17.0 51.5 19.0 45.4 28.6 39.9 18.2 46.2Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s12.6 * 49 19.0 34.6 24.2 37.1 12.8 * 41Max Q Clear Time (g_c+I1), s14.6 41.3 14.3 21.1 24.2 25.0 13.2 43.3Green Ext Time (p_c), s 0.0 4.3 0.3 4.1 0.0 4.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 71.8HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1416 25 18 1164 21 15 Future Volume (veh/h) 1416 25 18 1164 21 15 Initial Q (Qb), veh 0 00000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1506 27 19 1238 22 15 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 2328 42 33 2708 58 51 Arrive On Green 0.65 0.65 0.02 0.76 0.03 0.03 Sat Flow, veh/h 3665 64 1781 3647 1781 1585 Grp Volume(v), veh/h 748 785 19 1238 22 15Grp Sat Flow(s),veh/h/ln1777 1859 1781 1777 1781 1585Q Serve(g_s), s 12.4 12.5 0.5 6.2 0.6 0.5Cycle Q Clear(g_c), s 12.4 12.5 0.5 6.2 0.6 0.5Prop In Lane 0.03 1.00 1.00 1.00Lane Grp Cap(c), veh/h1158 1211 33 2708 58 51V/C Ratio(X) 0.65 0.65 0.57 0.46 0.38 0.29Avail Cap(c_a), veh/h 1900 1988 236 4597 958 852HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.1 5.2 23.9 2.1 23.3 23.2Incr Delay (d2), s/veh 0.7 0.7 5.7 0.1 1.5 1.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln2.1 2.2 0.2 0.1 0.3 0.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.9 5.9 29.6 2.3 24.8 24.4LnGrp LOS A A C A C C Approach Vol, veh/h 1533 1257 37Approach Delay, s/veh 5.9 2.7 24.6Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.4 37.5 42.9 6.2Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.5 14.5 8.2 2.6Green Ext Time (p_c), s 0.0 17.5 14.9 0.0 Intersection Summary HCM 6th Ctrl Delay 4.7HCM 6th LOS A 2035 + Proj PM The Farm in Poway 6: Avenida Florencia & Espola Rd 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1335 27 37 1129 21 46Future Vol, veh/h 1335 27 37 1129 21 46Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 1405 28 39 1188 22 48 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1433 0 2077 703 Stage 1 - - - - 1405 - Stage 2 - - - - 672 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 470 - 46 380 Stage 1 - - - - 193 - Stage 2 - - - - 469 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 470 - 42 380Mov Cap-2 Maneuver - - - - 130 - Stage 1 - - - - 177 - Stage 2 - - - - 469 - Approach EB WB NB HCM Control Delay, s 0 0.4 26.5HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 237 - - 470 -HCM Lane V/C Ratio 0.298 - - 0.083 -HCM Control Delay (s) 26.5 - - 13.3 -HCM Lane LOS D - - B -HCM 95th %tile Q(veh) 1.2 - - 0.3 - 2035 + Proj PM The Farm in Poway 7: Valle Verde Rd & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 327 1006 21 17 845 79 17 13 10 62 8 281 Future Volume (veh/h) 327 1006 21 17 845 79 17 13 10 62 8 281 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 344 1059 22 18 889 83 18 14 11 65 8 296 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, %222222222222 Cap, veh/h 387 1909 40 44 1129 105 23 18 14 306 321 616 Arrive On Green 0.22 0.54 0.54 0.02 0.34 0.34 0.03 0.03 0.03 0.17 0.17 0.17 Sat Flow, veh/h 1781 3560 74 1781 3285 307 734 571 448 1781 1870 1585 Grp Volume(v), veh/h 344 529 552 18 481 491 43 0 0 65 8 296Grp Sat Flow(s),veh/h/ln 1781 1777 1857 1781 1777 1815 1753 0 0 1781 1870 1585Q Serve(g_s), s 15.5 16.2 16.2 0.8 20.1 20.1 2.0 0.0 0.0 2.6 0.3 11.6Cycle Q Clear(g_c), s 15.5 16.2 16.2 0.8 20.1 20.1 2.0 0.0 0.0 2.6 0.3 11.6Prop In Lane 1.00 0.04 1.00 0.17 0.42 0.26 1.00 1.00Lane Grp Cap(c), veh/h 387 953 996 44 611 624 55 0 0 306 321 616V/C Ratio(X) 0.89 0.55 0.55 0.41 0.79 0.79 0.78 0.00 0.00 0.21 0.02 0.48Avail Cap(c_a), veh/h 698 1324 1384 149 776 793 467 0 0 647 679 919HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 31.4 12.7 12.7 39.7 24.4 24.4 39.7 0.0 0.0 29.4 28.5 19.0Incr Delay (d2), s/veh 2.9 0.6 0.6 2.3 4.6 4.5 23.8 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.7 6.0 6.3 0.4 8.8 9.0 1.2 0.0 0.0 1.1 0.1 4.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 34.2 13.3 13.2 42.0 29.0 28.9 63.5 0.0 0.0 29.6 28.5 19.2LnGrp LOS C B B D C C E A A C C B Approach Vol, veh/h 1425 990 43 369Approach Delay, s/veh 18.3 29.2 63.5 21.2Approach LOS B C E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.6 50.8 19.5 21.5 34.9 6.7Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.8 18.2 13.6 17.5 22.1 4.0Green Ext Time (p_c), s 0.0 11.4 0.6 0.5 6.3 0.2 Intersection Summary HCM 6th Ctrl Delay 23.2HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 8: Valle Verde Rd & St Andrews Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 3 3 30 83 4 3 25 276 124 2 247 7Future Vol, veh/h 3 3 30 83 4 3 25 276 124 2 247 7Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh 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 91Heavy Vehicles, % 2 22222222222Mvmt Flow 3 3 33 91 4 3 27 303 136 2 271 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 704 768 271 654 640 303 279 0 0 439 0 0 Stage 1 275 275 - 357 357 ------- Stage 2 429 493 - 297 283 -------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 352 332 768 380 393 737 1284 - - 1121 - - Stage 1 731 683 - 661 628 ------- Stage 2 604 547 - 712 677 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 341 324 768 355 384 737 1284 - - 1121 - -Mov Cap-2 Maneuver 341 324 - 355 384 ------- Stage 1 716 682 - 647 615 ------- Stage 2 584 536 - 677 676 ------- Approach EB WB NB SB HCM Control Delay, s 10.9 18.5 0.5 0.1HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1284 - - 332 768 356 737 1121 - -HCM Lane V/C Ratio 0.021 - - 0.02 0.043 0.269 0.004 0.002 - -HCM Control Delay (s) 7.9 - - 16.1 9.9 18.8 9.9 8.2 - -HCM Lane LOS A - - C A C A A - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 1.1 0 0 - - 2035 + Proj PM The Farm in Poway 9: Martincoit Rd/PVT Dr 'A' & Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 935 51 22 824 37 76 6 40 18 3 53 Future Volume (veh/h) 108 935 51 22 824 37 76 6 40 18 3 53 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 117 984 54 23 867 40 80 7 42 20 3 58 Peak Hour Factor 0.92 0.95 0.95 0.95 0.95 0.92 0.95 0.92 0.95 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 153 1549 85 39 1282 59 118 29 172 43 6 124 Arrive On Green 0.09 0.45 0.45 0.02 0.37 0.37 0.07 0.12 0.12 0.02 0.08 0.08 Sat Flow, veh/h 1781 3425 188 1781 3459 160 1781 231 1389 1781 79 1518 Grp Volume(v), veh/h 117 510 528 23 445 462 80 0 49 20 0 61Grp Sat Flow(s),veh/h/ln 1781 1777 1837 1781 1777 1842 1781 0 1620 1781 0 1597Q Serve(g_s), s 3.3 11.4 11.4 0.7 10.9 10.9 2.3 0.0 1.4 0.6 0.0 1.9Cycle Q Clear(g_c), s 3.3 11.4 11.4 0.7 10.9 10.9 2.3 0.0 1.4 0.6 0.0 1.9Prop In Lane 1.00 0.10 1.00 0.09 1.00 0.86 1.00 0.95Lane Grp Cap(c), veh/h 153 803 830 39 659 683 118 0 201 43 0 131V/C Ratio(X) 0.77 0.64 0.64 0.59 0.68 0.68 0.68 0.00 0.24 0.46 0.00 0.47Avail Cap(c_a), veh/h 397 1354 1399 207 1133 1175 294 0 933 190 0 839HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 23.1 10.9 10.9 25.0 13.6 13.6 23.5 0.0 20.4 24.8 0.0 22.6Incr Delay (d2), s/veh 7.8 1.0 1.0 5.3 1.5 1.4 6.7 0.0 0.2 7.6 0.0 2.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 3.3 3.4 0.3 3.5 3.6 1.1 0.0 0.5 0.3 0.0 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 30.9 11.9 11.8 30.3 15.1 15.0 30.2 0.0 20.6 32.4 0.0 25.2LnGrp LOS C B B C B B C A C C A C Approach Vol, veh/h 1155 930 129 81Approach Delay, s/veh 13.8 15.4 26.6 27.0Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 4.7 29.8 7.9 9.1 8.9 25.6 5.7 11.3Change Period (Y+Rc), s 3.6 6.5 4.5 * 4.9 4.5 6.5 4.5 4.9Max Green Setting (Gmax), s 6.0 39.3 8.5 * 27 11.5 32.9 5.5 29.7Max Q Clear Time (g_c+I1), s 2.7 13.4 4.3 3.9 5.3 12.9 2.6 3.4Green Ext Time (p_c), s 0.0 8.2 0.1 0.3 0.1 6.3 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 15.6HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 10: Espola Rd & Cloudcroft Dr 05/06/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Intersection Int Delay, s/veh 0.8 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 48 987 874 25 17 30Future Vol, veh/h 48 987 874 25 17 30Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 51 1050 930 27 18 32 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 957 0 - 0 2096 479 Stage 1 - - - - 944 - Stage 2 - - - - 1152 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 716 - - - 51 534 Stage 1 - - - - 340 - Stage 2 - - - - 300 -Platoon blocked, % - - -Mov Cap-1 Maneuver 716 - - - 47 534Mov Cap-2 Maneuver - - - - 148 - Stage 1 - - - - 316 - Stage 2 - - - - 300 - Approach EB WB SB HCM Control Delay, s 0.5 0 21HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 716 - - - 275HCM Lane V/C Ratio 0.071 - - - 0.182HCM Control Delay (s) 10.4 - - - 21HCM Lane LOS B - - - CHCM 95th %tile Q(veh) 0.2 - - - 0.7 2035 + Proj PM The Farm in Poway 11: Old Coach Rd & Espola Rd/Espola Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 88 851 113 0 750 26 53 0 0 32 4 113 Future Volume (veh/h) 88 851 113 0 750 26 53 0 0 32 4 113 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 98 946 126 0 833 29 59 0 0 36 4 126 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 126 1749 233 4 1393 48 82 246 0 57 6 181 Arrive On Green 0.07 0.55 0.55 0.00 0.40 0.40 0.05 0.00 0.00 0.03 0.12 0.12 Sat Flow, veh/h 1781 3152 420 1781 3503 122 1781 1870 0 1781 49 1544 Grp Volume(v), veh/h 98 533 539 0 422 440 59 0 0 36 0 130Grp Sat Flow(s),veh/h/ln 1781 1777 1795 1781 1777 1848 1781 1870 0 1781 0 1593Q Serve(g_s), s 2.5 8.8 8.8 0.0 8.7 8.7 1.5 0.0 0.0 0.9 0.0 3.6Cycle Q Clear(g_c), s 2.5 8.8 8.8 0.0 8.7 8.7 1.5 0.0 0.0 0.9 0.0 3.6Prop In Lane 1.00 0.23 1.00 0.07 1.00 0.00 1.00 0.97Lane Grp Cap(c), veh/h 126 986 996 4 706 735 82 246 0 57 0 187V/C Ratio(X) 0.78 0.54 0.54 0.00 0.60 0.60 0.72 0.00 0.00 0.63 0.00 0.69Avail Cap(c_a), veh/h 463 1444 1458 212 1193 1241 232 972 0 232 0 828HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00Uniform Delay (d), s/veh 21.1 6.5 6.5 0.0 11.0 11.0 21.7 0.0 0.0 22.1 0.0 19.6Incr Delay (d2), s/veh 3.9 0.7 0.7 0.0 1.2 1.1 4.4 0.0 0.0 4.2 0.0 3.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.1 2.3 2.4 0.0 2.9 3.0 0.7 0.0 0.0 0.4 0.0 1.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.0 7.2 7.2 0.0 12.1 12.1 26.1 0.0 0.0 26.3 0.0 23.0LnGrp LOS C AAABBCAACAC Approach Vol, veh/h 1170 862 59 166Approach Delay, s/veh 8.7 12.1 26.1 23.7Approach LOS A B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 30.6 6.1 9.4 7.3 23.4 5.5 10.1Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 6.0 24.0 12.0 31.0 6.0 24.0Max Q Clear Time (g_c+I1), s 0.0 10.8 3.5 5.6 4.5 10.7 2.9 0.0Green Ext Time (p_c), s 0.0 11.5 0.0 0.5 0.1 7.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 11.6HCM 6th LOS B 2035 + Proj PM The Farm in Poway 12: Espola Rd & Lake Poway Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 3 12 59 6 49 21 661 14 10 780 31 Future Volume (veh/h) 38 3 12 59 6 49 21 661 14 10 780 31 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 3 12 61 6 51 22 689 15 10 812 32 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 77 14 57 113 11 110 148 1265 28 148 1240 49 Arrive On Green 0.04 0.04 0.04 0.07 0.07 0.07 0.08 0.36 0.36 0.08 0.36 0.36 Sat Flow, veh/h 1781 327 1308 1629 160 1585 1781 3556 77 1781 3485 137 Grp Volume(v), veh/h 40 0 15 67 0 51 22 344 360 10 414 430Grp Sat Flow(s),veh/h/ln1781 0 1635 1789 0 1585 1781 1777 1856 1781 1777 1846Q Serve(g_s), s 1.1 0.0 0.4 1.7 0.0 1.5 0.6 7.5 7.5 0.2 9.4 9.4Cycle Q Clear(g_c), s 1.1 0.0 0.4 1.7 0.0 1.5 0.6 7.5 7.5 0.2 9.4 9.4Prop In Lane 1.00 0.80 0.91 1.00 1.00 0.04 1.00 0.07Lane Grp Cap(c), veh/h 77 0 71 124 0 110 148 632 661 148 632 657V/C Ratio(X) 0.52 0.00 0.21 0.54 0.00 0.47 0.15 0.54 0.54 0.07 0.65 0.65Avail Cap(c_a), veh/h 1003 0 920 970 0 859 670 1004 1049 666 1000 1039HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.5 0.0 22.2 21.7 0.0 21.6 20.5 12.4 12.4 20.4 13.0 13.0Incr Delay (d2), s/veh 2.0 0.0 0.5 3.6 0.0 3.0 0.2 0.9 0.8 0.1 1.4 1.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.4 0.0 0.2 0.8 0.0 0.6 0.2 2.6 2.7 0.1 3.3 3.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 24.5 0.0 22.8 25.3 0.0 24.6 20.7 13.3 13.2 20.4 14.4 14.4LnGrp LOS C A C C A C C B B C B B Approach Vol, veh/h 55 118 726 854Approach Delay, s/veh 24.1 25.0 13.5 14.5Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 24.0 7.4 8.5 24.0 8.2Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.2 * 27 18.1 27.1 26.1Max Q Clear Time (g_c+I1), s2.2 9.5 3.1 2.6 11.4 3.7Green Ext Time (p_c), s 0.0 4.9 0.1 0.0 5.7 0.5 Intersection Summary HCM 6th Ctrl Delay 15.1HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 13: Espola Rd & Titan Wy/Eden Grove 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 2 102 10 4 6 121 710 12 10 860 81 Future Volume (veh/h) 44 2 102 10 4 6 121 710 12 10 860 81 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 49 2 115 11 4 7 136 798 13 11 966 91 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 69 3 170 20 50 87 234 1787 29 20 1574 702 Arrive On Green 0.04 0.11 0.11 0.01 0.08 0.08 0.07 0.50 0.50 0.01 0.44 0.44 Sat Flow, veh/h 1781 27 1562 1781 610 1068 3456 3578 58 1781 3554 1585 Grp Volume(v), veh/h 49 0 117 11 0 11 136 396 415 11 966 91Grp Sat Flow(s),veh/h/ln1781 0 1589 1781 0 1678 1728 1777 1860 1781 1777 1585Q Serve(g_s), s 1.4 0.0 3.7 0.3 0.0 0.3 2.0 7.6 7.6 0.3 10.9 1.8Cycle Q Clear(g_c), s 1.4 0.0 3.7 0.3 0.0 0.3 2.0 7.6 7.6 0.3 10.9 1.8Prop In Lane 1.00 0.98 1.00 0.64 1.00 0.03 1.00 1.00Lane Grp Cap(c), veh/h 69 0 173 20 0 137 234 887 929 20 1574 702V/C Ratio(X) 0.71 0.00 0.68 0.55 0.00 0.08 0.58 0.45 0.45 0.55 0.61 0.13Avail Cap(c_a), veh/h 288 0 1164 220 0 1165 756 1670 1748 220 2982 1330HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh25.0 0.0 22.5 25.8 0.0 22.3 23.8 8.5 8.5 25.8 11.2 8.7Incr Delay (d2), s/veh 4.9 0.0 1.7 8.3 0.0 0.1 0.8 0.4 0.4 8.3 0.5 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.7 0.0 1.4 0.2 0.0 0.1 0.8 2.4 2.5 0.2 3.6 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 29.8 0.0 24.2 34.2 0.0 22.4 24.6 8.9 8.9 34.2 11.7 8.8LnGrp LOS C A C C A C C A A C B A Approach Vol, veh/h 166 22 947 1068Approach Delay, s/veh 25.9 28.3 11.2 11.7Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.1 33.1 4.1 10.2 8.1 30.2 5.5 8.8Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.3 9.6 2.3 5.7 4.0 12.9 3.4 2.3Green Ext Time (p_c), s 0.0 7.4 0.0 0.5 0.1 10.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 12.7HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 14: Espola Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 569 51 751 11 33 8 397 456 13 17 537 535 Future Volume (veh/h) 569 51 751 11 33 8 397 456 13 17 537 535 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 599 54 791 12 35 8 418 480 14 18 565 563 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 22222222222 Cap, veh/h 643 715 821 14 300 69 470 833 706 25 617 818 Arrive On Green 0.19 0.38 0.38 0.01 0.20 0.20 0.14 0.45 0.45 0.01 0.33 0.33 Sat Flow, veh/h 3456 1870 1585 1781 1473 337 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 599 54 791 12 0 43 418 480 14 18 565 563Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1810 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 25.0 2.7 56.0 1.0 0.0 2.8 17.4 28.1 0.7 1.5 42.5 39.1Cycle Q Clear(g_c), s 25.0 2.7 56.0 1.0 0.0 2.8 17.4 28.1 0.7 1.5 42.5 39.1Prop In Lane 1.00 1.00 1.00 0.19 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 643 715 821 14 0 369 470 833 706 25 617 818V/C Ratio(X) 0.93 0.08 0.96 0.85 0.00 0.12 0.89 0.58 0.02 0.71 0.92 0.69Avail Cap(c_a), veh/h 672 715 821 64 0 405 615 928 786 72 657 852HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh58.7 28.8 34.0 72.6 0.0 47.6 62.2 30.4 22.8 72.0 47.1 26.6Incr Delay (d2), s/veh 18.9 0.1 22.8 37.6 0.0 0.2 10.4 0.3 0.0 12.9 17.2 2.4Initial 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/ln12.6 1.2 31.6 0.6 0.0 1.3 8.4 12.8 0.3 0.8 22.7 15.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 77.6 28.9 56.8 110.3 0.0 47.8 72.6 30.7 22.8 84.9 64.3 29.0LnGrp LOS E C E F A D E C C F E C Approach Vol, veh/h 1444 55 912 1146Approach Delay, s/veh 64.4 61.4 49.8 47.3Approach LOS E E D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.7 62.6 23.4 54.9 31.8 36.5 6.6 71.8Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.3 56.0 26.1 51.5 28.5 32.8 5.9 * 73Max Q Clear Time (g_c+I1), s3.0 58.0 19.4 44.5 27.0 4.8 3.5 30.1Green Ext Time (p_c), s 0.0 0.0 0.5 3.9 0.3 0.2 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 55.1HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 15: Pomerado Rd & Rios Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 15 14 47 14 16 28 1628 92 27 771 35 Future Volume (veh/h) 12 15 14 47 14 16 28 1628 92 27 771 35 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 13 16 15 50 15 17 30 1732 98 29 820 37 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 277 122 114 278 110 125 46 2039 115 45 2062 93 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.03 0.60 0.60 0.03 0.60 0.60 Sat Flow, veh/h 1377 888 833 1378 800 907 1781 3421 192 1781 3463 156 Grp Volume(v), veh/h 13 0 31 50 0 32 30 893 937 29 421 436Grp Sat Flow(s),veh/h/ln1377 0 1721 1378 0 1707 1781 1777 1836 1781 1777 1842Q Serve(g_s), s 0.5 0.0 1.0 2.2 0.0 1.1 1.1 26.7 27.5 1.1 8.2 8.2Cycle Q Clear(g_c), s 1.6 0.0 1.0 3.2 0.0 1.1 1.1 26.7 27.5 1.1 8.2 8.2Prop In Lane 1.00 0.48 1.00 0.53 1.00 0.10 1.00 0.08Lane Grp Cap(c), veh/h 277 0 236 278 0 235 46 1059 1094 45 1058 1097V/C Ratio(X) 0.05 0.00 0.13 0.18 0.00 0.14 0.66 0.84 0.86 0.65 0.40 0.40Avail Cap(c_a), veh/h 685 0 747 701 0 759 158 1097 1134 147 1105 1146HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh25.5 0.0 24.8 26.2 0.0 24.8 31.6 10.7 10.9 31.6 7.0 7.0Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.1 5.8 6.2 6.7 5.8 0.5 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.2 0.0 0.4 0.7 0.0 0.4 0.5 9.8 10.6 0.5 2.6 2.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.5 0.0 24.9 26.3 0.0 24.9 37.4 16.9 17.6 37.4 7.5 7.5LnGrp LOS C A C C A C D B B D A A Approach Vol, veh/h 44 82 1860 886Approach Delay, s/veh 25.1 25.8 17.6 8.4Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.0 44.8 14.6 6.1 44.8 14.6Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.4 40.4 28.4 5.8 * 41 * 29Max Q Clear Time (g_c+I1), s3.1 29.5 3.6 3.1 10.2 5.2Green Ext Time (p_c), s 0.0 9.5 0.1 0.0 11.1 0.1 Intersection Summary HCM 6th Ctrl Delay 15.1HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 16: Pomerado Rd & Higa Pl/Avenida La Valencia 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 9 9 53 9 31 13 1851 111 43 789 8 Future Volume (veh/h) 12 9 9 53 9 31 13 1851 111 43 789 8 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 13 10 10 56 10 33 14 1969 118 46 839 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 249 87 87 244 190 161 25 2094 124 63 2290 25 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.01 0.61 0.61 0.04 0.64 0.64 Sat Flow, veh/h 1364 858 858 1392 1870 1585 1781 3409 202 1781 3602 39 Grp Volume(v), veh/h 13 0 20 56 10 33 14 1017 1070 46 414 434Grp Sat Flow(s),veh/h/ln1364 0 1716 1392 1870 1585 1781 1777 1834 1781 1777 1863Q Serve(g_s), s 0.5 0.0 0.7 2.3 0.3 1.2 0.5 31.8 33.3 1.6 6.8 6.8Cycle Q Clear(g_c), s 0.8 0.0 0.7 3.0 0.3 1.2 0.5 31.8 33.3 1.6 6.8 6.8Prop In Lane 1.00 0.50 1.00 1.00 1.00 0.11 1.00 0.02Lane Grp Cap(c), veh/h 249 0 175 244 190 161 25 1091 1126 63 1130 1185V/C Ratio(X) 0.05 0.00 0.11 0.23 0.05 0.20 0.57 0.93 0.95 0.73 0.37 0.37Avail Cap(c_a), veh/h 799 0 867 806 945 801 156 1094 1129 165 1130 1185HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh25.3 0.0 25.1 26.5 25.0 25.4 30.2 10.7 11.0 29.4 5.3 5.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.2 0.0 0.2 7.4 13.9 16.3 5.9 0.3 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.2 0.0 0.3 0.8 0.1 0.4 0.2 13.1 14.6 0.7 1.9 2.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.4 0.0 25.2 26.7 25.0 25.6 37.6 24.6 27.3 35.3 5.6 5.6LnGrp LOS C A CCCCDCCDAA Approach Vol, veh/h 33 99 2101 894Approach Delay, s/veh 25.3 26.1 26.1 7.1Approach LOS C C C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.6 43.8 11.2 5.3 45.1 11.2Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s3.6 35.3 2.8 2.5 8.8 5.0Green Ext Time (p_c), s 0.0 2.5 0.1 0.0 7.9 0.1 Intersection Summary HCM 6th Ctrl Delay 20.6HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 17: Pomerado Rd & Stone Canyon Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 76 26 15 127 3 30 21 1908 216 26 858 31 Future Volume (veh/h) 76 26 15 127 3 30 21 1908 216 26 858 31 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 83 28 16 138 3 33 23 2074 235 28 933 34 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 22222222222 Cap, veh/h 65 13 506 73 1 506 34 1613 179 39 1760 64 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.02 0.50 0.50 0.02 0.50 0.50 Sat Flow, veh/h 0 41 1585 0 3 1585 1781 3224 358 1781 3497 127 Grp Volume(v), veh/h 111 0 16 141 0 33 23 1125 1184 28 474 493Grp Sat Flow(s),veh/h/ln 41 0 1585 3 0 1585 1781 1777 1806 1781 1777 1847Q Serve(g_s), s 0.0 0.0 0.7 0.0 0.0 1.4 1.2 48.6 48.6 1.5 17.6 17.6Cycle Q Clear(g_c), s 31.0 0.0 0.7 31.0 0.0 1.4 1.2 48.6 48.6 1.5 17.6 17.6Prop In Lane 0.75 1.00 0.98 1.00 1.00 0.20 1.00 0.07Lane Grp Cap(c), veh/h 78 0 506 74 0 506 34 889 904 39 894 930V/C Ratio(X) 1.43 0.00 0.03 1.90 0.00 0.07 0.68 1.27 1.31 0.72 0.53 0.53Avail Cap(c_a), veh/h 78 0 506 74 0 506 103 889 904 94 894 930HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh43.4 0.0 22.7 48.2 0.0 23.0 47.3 24.3 24.3 47.2 16.3 16.3Incr Delay (d2), s/veh 251.3 0.0 0.0 451.3 0.0 0.0 8.5 128.3 147.6 8.9 0.7 0.7Initial 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/ln7.3 0.0 0.3 11.1 0.0 0.5 0.6 50.6 56.2 0.8 7.0 7.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 294.8 0.0 22.7 499.5 0.0 23.0 55.8 152.6 171.9 56.1 17.0 17.0LnGrp LOS F A C F A C E F F E B B Approach Vol, veh/h 127 174 2332 995Approach Delay, s/veh 260.5 409.1 161.4 18.1Approach LOS F F F B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.5 54.6 36.0 6.2 54.9 36.0Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.1 48.6 30.9 5.6 * 48 * 31Max Q Clear Time (g_c+I1), s3.5 50.6 33.0 3.2 19.6 33.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 8.7 0.0 Intersection Summary HCM 6th Ctrl Delay 137.5HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 502 0 174 4 2 15 249 1581 0 8 748 238 Future Volume (veh/h) 502 0 174 4 2 15 249 1581 0 8 748 238 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 598 0 125 4 2 16 268 1700 0 9 804 256 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 22222222222 Cap, veh/h 690 0 307 5 2 18 302 2039 0 16 1095 349 Arrive On Green 0.19 0.00 0.19 0.02 0.02 0.02 0.17 0.57 0.00 0.01 0.41 0.41 Sat Flow, veh/h 3563 0 1585 298 149 1193 1781 3647 0 1781 2651 844 Grp Volume(v), veh/h 598 0 125 22 0 0 268 1700 0 9 539 521Grp Sat Flow(s),veh/h/ln1781 0 1585 1641 0 0 1781 1777 0 1781 1777 1718Q Serve(g_s), s 16.5 0.0 7.0 1.4 0.0 0.0 14.9 39.6 0.0 0.5 25.9 25.9Cycle Q Clear(g_c), s 16.5 0.0 7.0 1.4 0.0 0.0 14.9 39.6 0.0 0.5 25.9 25.9Prop In Lane 1.00 1.00 0.18 0.73 1.00 0.00 1.00 0.49Lane Grp Cap(c), veh/h 690 0 307 25 0 0 302 2039 0 16 734 710V/C Ratio(X) 0.87 0.00 0.41 0.87 0.00 0.00 0.89 0.83 0.00 0.57 0.73 0.73Avail Cap(c_a), veh/h 978 0 435 97 0 0 461 2105 0 90 734 710HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh39.6 0.0 35.7 49.8 0.0 0.0 41.1 17.6 0.0 50.0 25.0 25.0Incr Delay (d2), s/veh 4.5 0.0 0.3 54.8 0.0 0.0 9.2 3.5 0.0 11.6 4.9 5.1Initial 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/ln7.5 0.0 2.7 0.9 0.0 0.0 7.2 15.8 0.0 0.3 11.5 11.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 44.0 0.0 36.1 104.6 0.0 0.0 50.3 21.1 0.0 61.6 29.9 30.1LnGrp LOS D A D F A A D C A E C C Approach Vol, veh/h 723 22 1968 1069Approach Delay, s/veh 42.7 104.6 25.1 30.3Approach LOS D F C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.3 64.2 26.2 21.6 47.9 5.6Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.2 * 39 6.0Max Q Clear Time (g_c+I1), s2.5 41.6 18.5 16.9 27.9 3.4Green Ext Time (p_c), s 0.0 16.5 1.2 0.3 8.2 0.0 Intersection Summary HCM 6th Ctrl Delay 30.4HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2035 + Proj PM The Farm in Poway 19: Pomerado Rd & Twin Peaks Rd 05/06/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 316 1558 569 23 1173 501 598 1105 26 425 876 394 Future Volume (veh/h) 316 1558 569 23 1173 501 598 1105 26 425 876 394 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 333 1640 599 24 1235 527 629 1163 27 447 922 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 22222222222 Cap, veh/h 338 1638 578 30 1275 569 595 1053 24 408 861 Arrive On Green 0.10 0.44 0.44 0.02 0.36 0.36 0.17 0.30 0.30 0.12 0.24 0.00 Sat Flow, veh/h 3456 3723 1315 1781 3554 1585 3456 3550 82 3456 3554 1585 Grp Volume(v), veh/h 333 1495 744 24 1235 527 629 582 608 447 922 0Grp Sat Flow(s),veh/h/ln1728 1702 1634 1781 1777 1585 1728 1777 1856 1728 1777 1585Q Serve(g_s), s 13.5 61.3 61.5 1.9 47.8 44.7 24.1 41.5 41.5 16.5 33.9 0.0Cycle Q Clear(g_c), s 13.5 61.3 61.5 1.9 47.8 44.7 24.1 41.5 41.5 16.5 33.9 0.0Prop In Lane 1.00 0.80 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 338 1497 719 30 1275 569 595 527 551 408 861V/C Ratio(X) 0.98 1.00 1.04 0.80 0.97 0.93 1.06 1.10 1.10 1.10 1.07Avail Cap(c_a), veh/h 338 1497 719 64 1278 570 595 527 551 408 861HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh63.0 39.1 39.2 68.5 44.1 43.1 57.9 49.2 49.2 61.7 53.0 0.0Incr Delay (d2), s/veh 44.3 22.8 43.1 16.4 18.0 21.1 52.7 70.8 70.2 73.2 51.3 0.0Initial 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/ln8.0 29.9 32.8 1.0 24.0 20.7 14.9 28.7 29.9 11.4 21.2 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 107.3 62.0 82.3 84.9 62.1 64.2 110.6 120.0 119.3 134.9 104.3 0.0LnGrp LOS F E F F E E FFFFF Approach Vol, veh/h 2572 1786 1819 1369 AApproach Delay, s/veh 73.7 63.0 116.5 114.3Approach LOS E E F F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.9 66.0 28.6 38.4 18.2 54.7 21.0 46.0Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.0 59.0 24.1 33.9 13.7 50.3 16.5 41.5Max Q Clear Time (g_c+I1), s3.9 63.5 26.1 35.9 15.5 49.8 18.5 43.5Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 88.9HCM 6th LOS F Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 2035 + Proj PM The Farm in Poway 20: Del Norte/Avenida Florencia & Avenida La Valencia 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Intersection Intersection Delay, s/veh 7.7Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 29 108 12 3 32 5 7 17 4 5 7 27Future Vol, veh/h 29 108 12 3 32 5 7 17 4 5 7 27Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Heavy Vehicles, % 2 22222222222Mvmt Flow 31 115 13 3 34 5 7 18 4 5 7 29Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 8 7.4 7.5 7.2HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 25% 19% 7% 13%Vol Thru, % 61% 72% 80% 18%Vol Right, % 14% 8% 12% 69%Sign Control Stop Stop Stop StopTraffic Vol by Lane 28 149 40 39LT Vol 7 29 3 5Through Vol 17 108 32 7RT Vol 4 12 5 27Lane Flow Rate 30 159 43 41Geometry Grp 1111Degree of Util (X) 0.036 0.18 0.049 0.046Departure Headway (Hd) 4.383 4.08 4.118 4.018Convergence, Y/N Yes Yes Yes YesCap 822 875 860 896Service Time 2.384 2.127 2.19 2.019HCM Lane V/C Ratio 0.036 0.182 0.05 0.046HCM Control Delay 7.5 8 7.4 7.2HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.7 0.2 0.1 2035 + Proj PM The Farm in Poway 21: Stone Canyon Rd & Del Norte 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Intersection Intersection Delay, s/veh 8.8Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 31 215 0 0 130 40005025Future Vol, veh/h 31 215 0 0 130 40005025Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 36 247 0 0 149 50006029Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.2 8.2 0 7.6HCM LOS A A - A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 0% 13% 0% 17%Vol Thru, % 100% 87% 97% 0%Vol Right, % 0% 0% 3% 83%Sign Control Stop Stop Stop StopTraffic Vol by Lane 0 246 134 30LT Vol 0 31 0 5Through Vol 0 215 130 0RT Vol 0 0 4 25Lane Flow Rate 0 283 154 34Geometry Grp 1111Degree of Util (X) 0 0.325 0.179 0.042Departure Headway (Hd) 4.926 4.136 4.19 4.409Convergence, Y/N Yes Yes Yes YesCap 0 862 844 817Service Time 2.929 2.194 2.275 2.409HCM Lane V/C Ratio 0 0.328 0.182 0.042HCM Control Delay 7.9 9.2 8.2 7.6HCM Lane LOS N A A AHCM 95th-tile Q 0 1.4 0.6 0.1 2035 + Proj PM The Farm in Poway 22: Martincoit Rd & Stone Canyon Rd 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Intersection Intersection Delay, s/veh 7.9Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 103 47 42 27 39 61Future Vol, veh/h 103 47 42 27 39 61Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Heavy Vehicles, % 2 22222Mvmt Flow 108 49 44 28 41 64Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 8.2 8 7.5HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 61% 69% 0%Vol Thru, % 39% 0% 39%Vol Right, % 0% 31% 61%Sign Control Stop Stop StopTraffic Vol by Lane 69 150 100LT Vol 42 103 0Through Vol 27 0 39RT Vol 0 47 61Lane Flow Rate 73 158 105Geometry Grp 1 1 1Degree of Util (X) 0.091 0.184 0.117Departure Headway (Hd) 4.523 4.19 4.011Convergence, Y/N Yes Yes YesCap 797 843 899Service Time 2.526 2.282 2.012HCM Lane V/C Ratio 0.092 0.187 0.117HCM Control Delay 8 8.2 7.5HCM Lane LOS A A AHCM 95th-tile Q 0.3 0.7 0.4 2035 + Proj PM The Farm in Poway 23: Tam O Shanter/St Andrewes Dr & Project Drive 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Intersection Intersection Delay, s/veh 7.3Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 1 2 68 45 0Future Vol, veh/h 0 1 2 68 45 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 2 22222Mvmt Flow 0 1 2 74 49 0Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 6.6 7.4 7.2HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 3% 0% 0%Vol Thru, % 97% 0% 100%Vol Right, % 0% 100% 0%Sign Control Stop Stop StopTraffic Vol by Lane 70 1 45LT Vol 2 0 0Through Vol 68 0 45RT Vol 0 1 0Lane Flow Rate 76 1 49Geometry Grp 1 1 1Degree of Util (X) 0.084 0.001 0.054Departure Headway (Hd) 3.978 3.548 3.993Convergence, Y/N Yes Yes YesCap 904 1000 900Service Time 1.987 1.599 2.006HCM Lane V/C Ratio 0.084 0.001 0.054HCM Control Delay 7.4 6.6 7.2HCM Lane LOS A A AHCM 95th-tile Q 0.3 0 0.2 2035 + Proj PM The Farm in Poway 24: St Andrews Dr & Project Drive 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Intersection Intersection Delay, s/veh 7.3Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 1 2 70 46 0Future Vol, veh/h 0 1 2 70 46 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 2 22222Mvmt Flow 0 1 2 76 50 0Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 6.6 7.4 7.2HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 3% 0% 0%Vol Thru, % 97% 0% 100%Vol Right, % 0% 100% 0%Sign Control Stop Stop StopTraffic Vol by Lane 72 1 46LT Vol 2 0 0Through Vol 70 0 46RT Vol 0 1 0Lane Flow Rate 78 1 50Geometry Grp 1 1 1Degree of Util (X) 0.086 0.001 0.055Departure Headway (Hd) 3.978 3.554 3.994Convergence, Y/N Yes Yes YesCap 904 999 899Service Time 1.987 1.605 2.008HCM Lane V/C Ratio 0.086 0.001 0.056HCM Control Delay 7.4 6.6 7.2HCM Lane LOS A A AHCM 95th-tile Q 0.3 0 0.2 2035 + Proj PM The Farm in Poway 25: Cloudcroft Dr & Cloudcroft Ct 05/06/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Intersection Intersection Delay, s/veh 7.3Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 0 2 71 47 0Future Vol, veh/h 0 0 2 71 47 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles, % 2 22222Mvmt Flow 0 0 2 77 51 0Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 0 7.4 7.2HCM LOS - A A Lane NBLn1EBLn1SBLn1 Vol Left, % 3% 0% 0%Vol Thru, % 97% 100% 100%Vol Right, % 0% 0% 0%Sign Control Stop Stop StopTraffic Vol by Lane 73 0 47LT Vol 2 0 0Through Vol 71 0 47RT Vol 0 0 0Lane Flow Rate 79 0 51Geometry Grp 1 1 1Degree of Util (X) 0.088 0 0.057Departure Headway (Hd) 3.977 4.158 3.993Convergence, Y/N Yes Yes YesCap 904 0 899Service Time 1.987 2.214 2.007HCM Lane V/C Ratio 0.087 0 0.057HCM Control Delay 7.4 7.2 7.2HCM Lane LOS A N AHCM 95th-tile Q 0.3 0 0.2 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx ATTACHMENT D HCS FREEWAY ANALYSIS WORKSHEETS – HORIZON YEAR (YEAR 2035) HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035 Jurisdiction San Diego Time Period Analyzed Project Description AM SB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 12012 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2918 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.26 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h - Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln - Total Ramp Density Adjustment 5.4 Level of Service (LOS)F Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:10:37 PM 1A SB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035 Jurisdiction San Diego Time Period Analyzed Project Description PM SB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 8566 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2081 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.90 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 57.4 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 36.3 Total Ramp Density Adjustment 5.4 Level of Service (LOS)E Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:11:01 PM 1B SB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035 Jurisdiction San Diego Time Period Analyzed Project Description AM NB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 6633 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 1611 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.70 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 65.9 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 24.4 Total Ramp Density Adjustment 5.4 Level of Service (LOS)C Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:11:26 PM 1C NB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035 Jurisdiction San Diego Time Period Analyzed Project Description PM SB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 10159 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2467 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.07 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h - Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln - Total Ramp Density Adjustment 5.4 Level of Service (LOS)F Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:11:48 PM 1D NB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035 Jurisdiction San Diego Time Period Analyzed Project Description AM SB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 10726 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2605 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.13 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h - Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln - Total Ramp Density Adjustment 5.4 Level of Service (LOS)F Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:12:11 PM 2A SB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035 Jurisdiction San Diego Time Period Analyzed Project Description PM SB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 9346 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2270 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.98 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 52.4 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 43.3 Total Ramp Density Adjustment 5.4 Level of Service (LOS)E Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:12:44 PM 2B SB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035 Jurisdiction San Diego Time Period Analyzed Project Description AM NB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 7713 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 1873 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.81 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 61.9 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 30.3 Total Ramp Density Adjustment 5.4 Level of Service (LOS)D Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:13:03 PM 2C NB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035 Jurisdiction San Diego Time Period Analyzed Project Description PM NB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 9666 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2348 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.02 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h - Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln - Total Ramp Density Adjustment 5.4 Level of Service (LOS)F Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:13:26 PM 2D NB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035+P Jurisdiction San Diego Time Period Analyzed Project Description AM SB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 12018 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2919 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.27 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h - Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln - Total Ramp Density Adjustment 5.4 Level of Service (LOS)F Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:15:32 PM 1A SB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035+P Jurisdiction San Diego Time Period Analyzed Project Description PM SB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 8580 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2084 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.90 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 57.4 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 36.3 Total Ramp Density Adjustment 5.4 Level of Service (LOS)E Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:16:04 PM 1B SB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035+P Jurisdiction San Diego Time Period Analyzed Project Description AM NB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 6643 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 1613 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.70 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 65.8 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 24.5 Total Ramp Density Adjustment 5.4 Level of Service (LOS)C Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:16:37 PM 1C NB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035+P Jurisdiction San Diego Time Period Analyzed Project Description PM SB I-15 North of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 10166 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2469 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.07 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h - Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln - Total Ramp Density Adjustment 5.4 Level of Service (LOS)F Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:17:02 PM 1D NB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035+P Jurisdiction San Diego Time Period Analyzed Project Description AM SB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 10753 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2612 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.13 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h - Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln - Total Ramp Density Adjustment 5.4 Level of Service (LOS)F Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:17:29 PM 2A SB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035+P Jurisdiction San Diego Time Period Analyzed Project Description PM SB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 9366 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2275 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.99 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 52.2 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 43.6 Total Ramp Density Adjustment 5.4 Level of Service (LOS)E Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:17:59 PM 2B SB PM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035+P Jurisdiction San Diego Time Period Analyzed Project Description AM NB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 7729 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 1877 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)0.81 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h 61.8 Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln 30.4 Total Ramp Density Adjustment 5.4 Level of Service (LOS)D Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:18:24 PM 2C NB AM.xuf HCS7 Basic Freeway Report Project Information Analyst Date Agency LLG Analysis Year 2035+P Jurisdiction San Diego Time Period Analyzed Project Description PM NB I-15 South of Rancho Bernardo Geometric Data Number of Lanes (N), ln 5 Terrain Type Rolling Segment Length (L), ft -Percent Grade, %- Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 1.83 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 70.1 Right-Side Lateral Clearance, ft 10 Adjustment Factors Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF)0.975 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF)0.968 Incident Type No Incident Demand Adjustment Factor (DAF)1.000 Demand and Capacity Volume (V), veh/h 9706 Heavy Vehicle Adjustment Factor (fHV)0.876 Peak Hour Factor (PHF)0.94 Flow Rate (vp), pc/h/ln 2357 Total Trucks, %7.10 Capacity (c), pc/h/ln 2383 Single-Unit Trucks (SUT), %-Adjusted Capacity (cadj), pc/h/ln 2307 Tractor-Trailers (TT), %-Volume-to-Capacity Ratio (v/c)1.02 Passenger Car Equivalent (ET)3.000 Speed and Density Lane Width Adjustment (fLW)0.0 Average Speed (S), mi/h - Right-Side Lateral Clearance Adj. (fRLC)0.0 Density (D), pc/mi/ln - Total Ramp Density Adjustment 5.4 Level of Service (LOS)F Adjusted Free-Flow Speed (FFSadj), mi/h 68.3 Copyright © 2020 University of Florida. All Rights Reserved. HCS7™Freeways Version 7.3 Generated: 5/12/2020 4:18:48 PM 2D NB PM.xuf N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx ATTACHMENT E PEAK HOUR ARTERIAL ANALYSIS WORKSHEETS – HORIZON YEAR (YEAR 2035) 2035 AM The Farm in Poway 05/22/2020 Arterial Level of Service Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_AM.syn Arterial Level of Service: EB Rancho Bernardo Rd Arterial Flow Running Signal Travel Dist Arterial ArterialCross Street Class Speed Time Delay Time (s) (mi) Speed LOS I-15 SB Ramps II 45 19.0 7.0 26.0 0.17 24.2 CI-15 NB Ramps II 40 22.9 21.2 44.1 0.20 16.3 EBernardo Center Dr II 40 18.0 28.1 46.1 0.16 12.2 FAcena Dr II 40 27.1 19.0 46.1 0.25 19.2 DBernardo Oaks Dr II 40 29.1 9.5 38.6 0.26 24.7 CPomerado Rd II 40 28.1 48.5 76.6 0.26 12.0 FSummerfield Ln II 40 43.4 8.9 52.3 0.46 31.4 B Total II 187.6 142.2 329.8 1.75 19.1 D Arterial Level of Service: WB Rancho Bernardo Rd Arterial Flow Running Signal Travel Dist Arterial ArterialCross Street Class Speed Time Delay Time (s) (mi) Speed LOS Pomerado Rd II 40 43.4 41.9 85.3 0.46 19.3 DBernardo Oaks Dr II 40 28.1 16.3 44.4 0.26 20.7 DAcena Dr II 40 29.1 7.1 36.2 0.26 26.3 CBernardo Center Dr II 40 27.1 37.6 64.7 0.25 13.7 EI-15 NB Ramps II 40 18.0 15.0 33.0 0.16 17.0 DI-15 SB Ramps II 40 22.9 38.3 61.2 0.20 11.7 F Total II 168.6 156.2 324.8 1.58 17.5 D 2035 PM The Farm in Poway 05/22/2020 Arterial Level of Service Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035_PM.syn Arterial Level of Service: EB Rancho Bernardo Rd Arterial Flow Running Signal Travel Dist Arterial ArterialCross Street Class Speed Time Delay Time (s) (mi) Speed LOS I-15 SB Ramps II 45 19.0 6.6 25.6 0.17 24.5 CI-15 NB Ramps II 40 22.9 25.1 48.0 0.20 15.0 EBernardo Center Dr II 40 18.0 41.7 59.7 0.16 9.4 FAcena Dr II 40 27.1 23.3 50.4 0.25 17.6 DBernardo Oaks Dr II 40 29.1 12.3 41.4 0.26 23.0 CPomerado Rd II 40 28.1 63.5 91.6 0.26 10.0 FSummerfield Ln II 40 43.4 7.5 50.9 0.46 32.3 B Total II 187.6 180.0 367.6 1.75 17.2 D Arterial Level of Service: WB Rancho Bernardo Rd Arterial Flow Running Signal Travel Dist Arterial ArterialCross Street Class Speed Time Delay Time (s) (mi) Speed LOS Pomerado Rd II 40 43.4 47.3 90.7 0.46 18.1 DBernardo Oaks Dr II 40 28.1 17.0 45.1 0.26 20.4 DAcena Dr II 40 29.1 7.9 37.0 0.26 25.7 CBernardo Center Dr II 40 27.1 41.2 68.3 0.25 13.0 FI-15 NB Ramps II 40 18.0 9.3 27.3 0.16 20.6 DI-15 SB Ramps II 40 22.9 20.0 42.9 0.20 16.7 E Total II 168.6 142.7 311.3 1.58 18.3 D 2035 + Proj AM The Farm in Poway 05/22/2020 Arterial Level of Service Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM.syn Arterial Level of Service: EB Rancho Bernardo Rd Arterial Flow Running Signal Travel Dist Arterial ArterialCross Street Class Speed Time Delay Time (s) (mi) Speed LOS I-15 SB Ramps II 45 19.0 7.0 26.0 0.17 24.2 CI-15 NB Ramps II 40 22.9 21.5 44.4 0.20 16.2 EBernardo Center Dr II 40 18.0 28.7 46.7 0.16 12.0 FAcena Dr II 40 27.1 19.1 46.2 0.25 19.2 DBernardo Oaks Dr II 40 29.1 9.6 38.7 0.26 24.6 CPomerado Rd II 40 28.1 50.7 78.8 0.26 11.7 FSummerfield Ln II 40 43.4 8.9 52.3 0.46 31.4 B Total II 187.6 145.5 333.1 1.75 18.9 D Arterial Level of Service: WB Rancho Bernardo Rd Arterial Flow Running Signal Travel Dist Arterial ArterialCross Street Class Speed Time Delay Time (s) (mi) Speed LOS Pomerado Rd II 40 43.4 42.6 86.0 0.46 19.1 DBernardo Oaks Dr II 40 28.1 16.5 44.6 0.26 20.6 DAcena Dr II 40 29.1 7.3 36.4 0.26 26.1 CBernardo Center Dr II 40 27.1 40.4 67.5 0.25 13.1 EI-15 NB Ramps II 40 18.0 15.2 33.2 0.16 16.9 EI-15 SB Ramps II 40 22.9 38.2 61.1 0.20 11.8 F Total II 168.6 160.2 328.8 1.58 17.3 D 2035 + Proj PM The Farm in Poway 05/22/2020 Arterial Level of Service Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM.syn Arterial Level of Service: EB Rancho Bernardo Rd Arterial Flow Running Signal Travel Dist Arterial ArterialCross Street Class Speed Time Delay Time (s) (mi) Speed LOS I-15 SB Ramps II 45 19.0 6.8 25.8 0.17 24.3 CI-15 NB Ramps II 40 22.9 25.4 48.3 0.20 14.9 EBernardo Center Dr II 40 18.0 48.2 66.2 0.16 8.5 FAcena Dr II 40 27.1 25.2 52.3 0.25 16.9 EBernardo Oaks Dr II 40 29.1 12.6 41.7 0.26 22.8 CPomerado Rd II 40 28.1 53.3 81.4 0.26 11.3 FSummerfield Ln II 40 43.4 9.2 52.6 0.46 31.2 B Total II 187.6 180.7 368.3 1.75 17.1 D Arterial Level of Service: WB Rancho Bernardo Rd Arterial Flow Running Signal Travel Dist Arterial ArterialCross Street Class Speed Time Delay Time (s) (mi) Speed LOS Pomerado Rd II 40 43.4 48.0 91.4 0.46 18.0 DBernardo Oaks Dr II 40 28.1 16.9 45.0 0.26 20.5 DAcena Dr II 40 29.1 8.1 37.2 0.26 25.6 CBernardo Center Dr II 40 27.1 44.0 71.1 0.25 12.5 FI-15 NB Ramps II 40 18.0 9.3 27.3 0.16 20.6 DI-15 SB Ramps II 40 22.9 20.5 43.4 0.20 16.5 E Total II 168.6 146.8 315.4 1.58 18.0 D N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx ATTACHMENT F PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS – SCHOOL ZONE ANALYSIS (MID-DAY) – NEAR-TERM (YEAR 2025) Near-Term Mid-day The Farm in Poway 1: Rancho Bernardo Rd & I-15 SB off-ramp 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)000000000000 Future Volume (veh/h)000000000000 Initial Q (Qb), veh 000000 000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 000000 000 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 640 3231 1003 500 2830 879 2 0 1004 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 000000 000Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 640 3231 1003 500 2830 879 2 0 1004V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h 640 3231 1003 500 2830 879 479 0 1389HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS AAAAAA AAA Approach Vol, veh/h 0 0 0Approach Delay, s/veh 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 45.0 95.0 0.0 56.0 84.0Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 15.0 * 89 19.4 24.8 * 78Max Q Clear Time (g_c+I1), s 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term Mid-day The Farm in Poway 2: I-15 NB off-ramp & Rancho Bernardo Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 00000000 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 22222202 Cap, veh/h 552 2334 725 813 3082 957 2 0 1275 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 00000000Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 552 2334 725 813 3082 957 2 0 1275V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h 552 2334 725 813 3082 957 827 0 1941HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAA Approach Vol, veh/h 0 0 0Approach Delay, s/veh 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s69.6 70.4 49.1 90.9 0.0Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s24.3 * 64 5.0 * 85 33.5Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term Mid-day The Farm in Poway 3: Bernardo Center Dr & Rancho Bernardo Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 9999 9999 9999 9999 9999 0 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 3563 3741 1585 3456 3647 0 3456 3647 0 3456 3554 1585 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 0 1728 1777 0 1728 1777 1585Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00Lane Grp Cap(c), veh/h5100403507253554233344226924728324947391692850876522496 04947391692850876522496 04947391692850876522496-975776382976V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h5406427971584201899471011848555062099968286948720640017196263669760 0771793092608022741803597824 05689500499968203506078187528078520483840HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s5.8 37.7 15.6 40.0 10.6 * 34 11.5 * 45Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term Mid-day The Farm in Poway 4: Pomerado Rd & Rancho Bernardo Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 9999 9999 0 9999 9999 9999 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 3647 0 1781 3554 1585 3456 3647 0 3456 3647 0 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1585 1728 1777 0 1728 1777 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h2550201753650876522496 02550201753650876522496226924728324947391692850876522496 04947391692850876522496 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h525341556736021113755140096 03468274434048173488922951687738132791296524423528448018366423105536 0474949615616017603275784192 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s13.6 * 42 10.6 34.6 20.6 34.1 9.6 * 36Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term Mid-day The Farm in Poway 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 915 21 52 1004 19 39 Future Volume (veh/h) 915 21 52 1004 19 39 Initial Q (Qb), veh 0 00000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 973 22 55 1068 20 39 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 1769 40 84 2381 88 78 Arrive On Green 0.50 0.50 0.05 0.67 0.05 0.05 Sat Flow, veh/h 3646 80 1781 3647 1781 1585 Grp Volume(v), veh/h 487 508 55 1068 20 39Grp Sat Flow(s),veh/h/ln1777 1856 1781 1777 1781 1585Q Serve(g_s), s 6.8 6.8 1.1 5.1 0.4 0.9Cycle Q Clear(g_c), s 6.8 6.8 1.1 5.1 0.4 0.9Prop In Lane 0.04 1.00 1.00 1.00Lane Grp Cap(c), veh/h 885 924 84 2381 88 78V/C Ratio(X) 0.55 0.55 0.66 0.45 0.23 0.50Avail Cap(c_a), veh/h 2591 2706 322 6268 1306 1162HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 6.2 6.2 16.9 2.8 16.4 16.7Incr Delay (d2), s/veh 0.6 0.6 3.2 0.2 0.5 1.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.3 1.3 0.4 0.1 0.2 0.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 6.9 6.9 20.1 3.0 16.9 18.5LnGrp LOS A A C A B B Approach Vol, veh/h 995 1123 59Approach Delay, s/veh 6.9 3.8 18.0Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s6.2 23.4 29.6 6.4Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s3.1 8.8 7.1 2.9Green Ext Time (p_c), s 0.0 9.1 11.8 0.1 Intersection Summary HCM 6th Ctrl Delay 5.6HCM 6th LOS A Near-Term Mid-day The Farm in Poway 6: Avenida Florencia & Espola Rd 05/07/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 921 14 37 1006 8 63Future Vol, veh/h 921 14 37 1006 8 63Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 969 15 39 1059 8 66 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 984 0 1577 485 Stage 1 - - - - 969 - Stage 2 - - - - 608 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 698 - 100 528 Stage 1 - - - - 329 - Stage 2 - - - - 506 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 698 - 94 528Mov Cap-2 Maneuver - - - - 211 - Stage 1 - - - - 311 - Stage 2 - - - - 506 - Approach EB WB NB HCM Control Delay, s 0 0.4 14.5HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 452 - - 698 -HCM Lane V/C Ratio 0.165 - - 0.056 -HCM Control Delay (s) 14.5 - - 10.5 -HCM Lane LOS B - - B -HCM 95th %tile Q(veh) 0.6 - - 0.2 - Near-Term Mid-day The Farm in Poway 7: Valle Verde Rd & Espola Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 339 634 17 19 698 70 19 14 14 71 13 337 Future Volume (veh/h) 339 634 17 19 698 70 19 14 14 71 13 337 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 357 667 18 20 735 74 20 15 15 75 14 355 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, %222222222222 Cap, veh/h 400 1757 47 48 976 98 26 20 20 356 373 672 Arrive On Green 0.22 0.50 0.50 0.03 0.30 0.30 0.04 0.04 0.04 0.20 0.20 0.20 Sat Flow, veh/h 1781 3535 95 1781 3260 328 697 522 522 1781 1870 1585 Grp Volume(v), veh/h 357 335 350 20 400 409 50 0 0 75 14 355Grp Sat Flow(s),veh/h/ln 1781 1777 1853 1781 1777 1811 1741 0 0 1781 1870 1585Q Serve(g_s), s 15.9 9.5 9.5 0.9 16.6 16.7 2.3 0.0 0.0 2.9 0.5 13.6Cycle Q Clear(g_c), s 15.9 9.5 9.5 0.9 16.6 16.7 2.3 0.0 0.0 2.9 0.5 13.6Prop In Lane 1.00 0.05 1.00 0.18 0.40 0.30 1.00 1.00Lane Grp Cap(c), veh/h 400 883 921 48 532 542 65 0 0 356 373 672V/C Ratio(X) 0.89 0.38 0.38 0.42 0.75 0.75 0.77 0.00 0.00 0.21 0.04 0.53Avail Cap(c_a), veh/h 707 1341 1399 151 786 801 470 0 0 655 688 939HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 30.7 12.7 12.7 39.1 25.9 25.9 38.9 0.0 0.0 27.3 26.3 17.4Incr Delay (d2), s/veh 3.1 0.3 0.3 2.2 2.8 2.7 19.8 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.9 3.6 3.8 0.4 7.1 7.3 1.3 0.0 0.0 1.2 0.2 4.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 33.8 13.0 13.0 41.2 28.6 28.6 58.8 0.0 0.0 27.4 26.3 17.7LnGrp LOS C B B D C C E A A C C B Approach Vol, veh/h 1042 829 50 444Approach Delay, s/veh 20.1 28.9 58.8 19.6Approach LOS C C E B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.8 47.1 21.6 21.9 30.9 7.2Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.9 11.5 15.6 17.9 18.7 4.3Green Ext Time (p_c), s 0.0 6.1 0.7 0.5 5.8 0.2 Intersection Summary HCM 6th Ctrl Delay 23.9HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term Mid-day The Farm in Poway 8: Valle Verde Rd & St Andrews Dr 05/07/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 6 1 16 53 0 5 22 315 81 3 353 3Future Vol, veh/h 6 1 16 53 0 5 22 315 81 3 353 3Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh 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 91Heavy Vehicles, % 2 22222222222Mvmt Flow 7 1 18 58 0 5 24 346 89 3 388 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 835 877 388 799 791 346 391 0 0 435 0 0 Stage 1 394 394 - 394 394 ------- Stage 2 441 483 - 405 397 -------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 287 287 660 304 322 697 1168 - - 1125 - - Stage 1 631 605 - 631 605 ------- Stage 2 595 553 - 622 603 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 280 280 660 290 314 697 1168 - - 1125 - -Mov Cap-2 Maneuver 280 280 - 290 314 ------- Stage 1 618 603 - 618 592 ------- Stage 2 578 541 - 603 601 ------- Approach EB WB NB SB HCM Control Delay, s 12.9 19.6 0.4 0.1HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1168 - - 280 660 290 697 1125 - -HCM Lane V/C Ratio 0.021 - - 0.027 0.027 0.201 0.008 0.003 - -HCM Control Delay (s) 8.1 - - 18.2 10.6 20.5 10.2 8.2 - -HCM Lane LOS A - - C B C B A - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.7 0 0 - - Near-Term Mid-day The Farm in Poway 9: Martincoit Rd & Espola Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 591 132 82 626 167 83 Future Volume (veh/h) 591 132 82 626 167 83 Initial Q (Qb), veh 000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 622 139 86 659 176 87 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 Cap, veh/h 1100 245 113 1924 269 340 Arrive On Green 0.38 0.38 0.06 0.54 0.15 0.15 Sat Flow, veh/h 2981 644 1781 3647 1781 1585 Grp Volume(v), veh/h 382 379 86 659 176 87Grp Sat Flow(s),veh/h/ln 1777 1754 1781 1777 1781 1585Q Serve(g_s), s 6.3 6.3 1.8 3.9 3.5 1.7Cycle Q Clear(g_c), s 6.3 6.3 1.8 3.9 3.5 1.7Prop In Lane 0.37 1.00 1.00 1.00Lane Grp Cap(c), veh/h 677 668 113 1924 269 340V/C Ratio(X) 0.56 0.57 0.76 0.34 0.65 0.26Avail Cap(c_a), veh/h 1845 1822 356 4745 1398 1345HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 9.1 9.1 17.1 4.8 14.8 12.1Incr Delay (d2), s/veh 0.9 0.9 3.9 0.1 1.0 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 1.5 0.7 0.5 1.2 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 9.9 10.0 21.0 4.9 15.8 12.2LnGrp LOS A A C A B B Approach Vol, veh/h 761 745 263Approach Delay, s/veh 10.0 6.8 14.6Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.0 20.6 26.6 10.5Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 7.4 38.5 49.5 29.1Max Q Clear Time (g_c+I1), s 3.8 8.3 5.9 5.5Green Ext Time (p_c), s 0.0 5.8 5.7 0.4 Intersection Summary HCM 6th Ctrl Delay 9.3HCM 6th LOS A Near-Term Mid-day The Farm in Poway 10: Espola Rd & Cloudcroft Dr 05/07/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 24 607 730 30 13 41Future Vol, veh/h 24 607 730 30 13 41Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 26 646 777 32 14 44 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 809 0 - 0 1491 405 Stage 1 - - - - 793 - Stage 2 - - - - 698 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 814 - - - 125 596 Stage 1 - - - - 407 - Stage 2 - - - - 493 -Platoon blocked, % - - -Mov Cap-1 Maneuver 814 - - - 121 596Mov Cap-2 Maneuver - - - - 250 - Stage 1 - - - - 394 - Stage 2 - - - - 493 - Approach EB WB SB HCM Control Delay, s 0.4 0 14.2HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 814 - - - 447HCM Lane V/C Ratio 0.031 - - - 0.129HCM Control Delay (s) 9.6 - - - 14.2HCM Lane LOS A - - - BHCM 95th %tile Q(veh) 0.1 - - - 0.4 Near-Term Mid-day The Farm in Poway 11: Old Coach Rd & Espola Rd/Espola Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)000000000000 Future Volume (veh/h)000000000000 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 000000000000 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 9999 9999 0 9999 9999 0 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 3647 0 1781 3647 0 1781 1870 0 1781 1870 0 Grp Volume(v), veh/h 000000000000Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 0 1781 1870 0 1781 1870 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h3400269004867835359232 03400269004867835359232 03400269004835702824960 03400269004835702824960 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h408032274022425438260822016 0187014787891221028960993280 020401613701128568677335040 020401613701128568677335040 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS AAAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 6.0 24.0 12.0 31.0 6.0 24.0Max Q Clear Time (g_c+I1), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Near-Term Mid-day The Farm in Poway 12: Espola Rd & Lake Poway Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 9999 9999 0 0 9999 9999 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 1870 0 0 1870 1585 1781 3647 0 1781 3647 0 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln1781 1870 0 0 1870 1585 1781 1777 0 1781 1777 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h2550201753626777116672 0 026777116672226924728322550201753650876522496 02550201753650876522496 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h69110464512007256598904832 0 069888277217285922735259648461586510643213838413987840 0459036321382413787537080320 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.2 * 27 18.1 27.1 26.1Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term Mid-day The Farm in Poway 13: Espola Rd & Titan Wy/Eden Grove 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 78 3 274 10 0 9 99 422 8 7 546 48 Future Volume (veh/h) 78 3 274 10 0 9 99 422 8 7 546 48 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 88 3 308 11 0 10 111 474 9 8 613 54 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 112 4 391 20 0 312 214 1263 24 15 1068 476 Arrive On Green 0.06 0.25 0.25 0.01 0.00 0.20 0.06 0.35 0.35 0.01 0.30 0.30 Sat Flow, veh/h 1781 15 1572 1781 0 1585 3456 3567 68 1781 3554 1585 Grp Volume(v), veh/h 88 0 311 11 0 10 111 236 247 8 613 54Grp Sat Flow(s),veh/h/ln1781 0 1587 1781 0 1585 1728 1777 1858 1781 1777 1585Q Serve(g_s), s 2.5 0.0 9.4 0.3 0.0 0.3 1.6 5.1 5.1 0.2 7.5 1.3Cycle Q Clear(g_c), s 2.5 0.0 9.4 0.3 0.0 0.3 1.6 5.1 5.1 0.2 7.5 1.3Prop In Lane 1.00 0.99 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 112 0 395 20 0 312 214 629 658 15 1068 476V/C Ratio(X) 0.78 0.00 0.79 0.55 0.00 0.03 0.52 0.37 0.38 0.53 0.57 0.11Avail Cap(c_a), veh/h 294 0 1189 225 0 1125 773 1707 1785 225 3048 1359HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh23.7 0.0 18.0 25.3 0.0 16.7 23.4 12.4 12.4 25.4 15.2 13.0Incr Delay (d2), s/veh 4.4 0.0 1.3 8.3 0.0 0.0 0.7 0.4 0.4 10.6 0.6 0.1Initial 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/ln1.1 0.0 3.2 0.2 0.0 0.1 0.6 1.8 1.9 0.1 2.7 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 28.2 0.0 19.4 33.6 0.0 16.7 24.1 12.8 12.8 36.0 15.8 13.1LnGrp LOS C A B C A B C B B D B B Approach Vol, veh/h 399 21 594 675Approach Delay, s/veh 21.3 25.5 14.9 15.8Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s4.9 25.1 4.1 17.3 7.7 22.4 6.7 14.6Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.2 7.1 2.3 11.4 3.6 9.5 4.5 2.3Green Ext Time (p_c), s 0.0 3.9 0.0 1.4 0.1 6.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 16.9HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term Mid-day The Farm in Poway 14: Espola Rd & Twin Peaks Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 390 36 492 6 38 19 309 192 7 20 352 506 Future Volume (veh/h) 390 36 492 6 38 19 309 192 7 20 352 506 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 411 38 518 6 40 20 325 202 7 21 371 533 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 22222222222 Cap, veh/h 493 606 698 8 219 109 404 767 650 32 603 737 Arrive On Green 0.14 0.32 0.32 0.00 0.19 0.19 0.12 0.41 0.41 0.02 0.32 0.32 Sat Flow, veh/h 3456 1870 1585 1781 1176 588 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 411 38 518 6 0 60 325 202 7 21 371 533Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1764 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 10.5 1.3 24.7 0.3 0.0 2.6 8.3 6.5 0.2 1.1 15.2 24.6Cycle Q Clear(g_c), s 10.5 1.3 24.7 0.3 0.0 2.6 8.3 6.5 0.2 1.1 15.2 24.6Prop In Lane 1.00 1.00 1.00 0.33 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 493 606 698 8 0 328 404 767 650 32 603 737V/C Ratio(X) 0.83 0.06 0.74 0.73 0.00 0.18 0.81 0.26 0.01 0.65 0.62 0.72Avail Cap(c_a), veh/h 677 964 1002 98 0 661 556 882 747 104 669 793HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh37.9 21.2 21.1 45.1 0.0 31.2 39.1 17.7 15.9 44.3 26.0 19.6Incr Delay (d2), s/veh 4.8 0.1 2.1 35.9 0.0 0.3 4.2 0.1 0.0 7.9 1.6 3.2Initial 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/ln4.7 0.6 9.0 0.2 0.0 1.1 3.7 2.7 0.1 0.5 6.8 9.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 42.6 21.2 23.2 81.0 0.0 31.5 43.3 17.8 15.9 52.2 27.6 22.8LnGrp LOS D C C F A C D B B D C C Approach Vol, veh/h 967 66 534 925Approach Delay, s/veh 31.4 36.0 33.3 25.4Approach LOS CDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s4.9 36.0 14.1 35.8 17.5 23.5 6.1 43.7Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 46.8 14.6 32.5 17.8 34.0 5.3 * 43Max Q Clear Time (g_c+I1), s2.3 26.7 10.3 26.6 12.5 4.6 3.1 8.5Green Ext Time (p_c), s 0.0 2.7 0.3 2.7 0.4 0.3 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 29.7HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term Mid-day The Farm in Poway 15: Pomerado Rd & Rios Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 9999 9999 0 9999 9999 0 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 1870 0 1781 1870 0 1781 3647 0 1781 3647 0 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln1781 1870 0 1781 1870 0 1781 1777 0 1781 1777 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h137438953472035702824960 0137438953472035702824960 03400269004867835359232 03400269004867835359232 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h1293530379059210139600945152 01317332320256010389521694720 0197215597363227405485867008 0183614518067227608991399936 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.4 40.4 28.4 5.8 * 41 * 29Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term Mid-day The Farm in Poway 16: Pomerado Rd & Higa Pl/Avenida La Valencia 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 9999 9999 0 9999 9999 9999 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 1870 0 1781 1870 1585 1781 3647 0 1781 3647 0 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln1781 1870 0 1781 1870 1585 1781 1777 0 1781 1777 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h137438953472035702824960 0137438953472035702824960302566318083400269004867835359232 03400269004867835359232 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h1361535775539211103577833472 013615357755392111035778334729409811972096183614518067225709602930688 0193815314432026116613996544 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term Mid-day The Farm in Poway 17: Pomerado Rd & Stone Canyon Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 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 22222222222 Cap, veh/h 0 9999 9999 0 9999 9999 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 0-93518 1585 0-93518 1585 1781 3647 0 1781 3647 0 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln 0 1870 1585 0 1870 1585 1781 1777 0 1781 1777 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h 03570282496030256631808 035702824960302566318083400269004867835359232 03400269004867835359232 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h 0110321719050249349298651136 0110678748692489379555311616183614518067226184448475136 0173413708595226184448475136 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.1 38.6 30.9 5.4 * 39 * 31Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term Mid-day The Farm in Poway 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 552 4 215 1 0 16 226 986 11 12 785 347 Future Volume (veh/h) 552 4 215 1 0 16 226 986 11 12 785 347 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 667 0 155 1 0 17 243 1060 12 13 844 373 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 22222222222 Cap, veh/h 765 0 340 1 0 18 279 1954 22 22 957 421 Arrive On Green 0.21 0.00 0.21 0.01 0.00 0.01 0.16 0.54 0.54 0.01 0.40 0.40 Sat Flow, veh/h 3563 0 1585 89 0 1506 1781 3599 41 1781 2401 1056 Grp Volume(v), veh/h 667 0 155 18 0 0 243 523 549 13 624 593Grp Sat Flow(s),veh/h/ln1781 0 1585 1595 0 0 1781 1777 1863 1781 1777 1680Q Serve(g_s), s 17.5 0.0 8.2 1.1 0.0 0.0 12.9 18.5 18.5 0.7 31.5 31.8Cycle Q Clear(g_c), s 17.5 0.0 8.2 1.1 0.0 0.0 12.9 18.5 18.5 0.7 31.5 31.8Prop In Lane 1.00 1.00 0.06 0.94 1.00 0.02 1.00 0.63Lane Grp Cap(c), veh/h 765 0 340 20 0 0 279 965 1011 22 708 670V/C Ratio(X) 0.87 0.00 0.46 0.92 0.00 0.00 0.87 0.54 0.54 0.60 0.88 0.89Avail Cap(c_a), veh/h 1023 0 455 99 0 0 478 1101 1154 94 725 685HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh36.7 0.0 33.1 47.8 0.0 0.0 39.9 14.3 14.3 47.6 27.0 27.1Incr Delay (d2), s/veh 5.3 0.0 0.4 74.2 0.0 0.0 3.9 1.2 1.1 9.4 13.1 14.3Initial 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/ln8.0 0.0 3.2 0.8 0.0 0.0 5.9 7.3 7.6 0.4 15.3 14.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 42.0 0.0 33.4 122.0 0.0 0.0 43.8 15.5 15.5 57.0 40.1 41.4LnGrp LOS D A C F A A D B B E D D Approach Vol, veh/h 822 18 1315 1230Approach Delay, s/veh 40.4 122.0 20.7 40.9Approach LOS D F C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.6 58.7 27.4 19.5 44.7 5.2Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.0 * 40 6.0Max Q Clear Time (g_c+I1), s2.7 20.5 19.5 14.9 33.8 3.1Green Ext Time (p_c), s 0.0 19.2 1.3 0.3 4.8 0.0 Intersection Summary HCM 6th Ctrl Delay 33.4HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term Mid-day The Farm in Poway 19: Pomerado Rd & Twin Peaks Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 321 1019 363 17 832 381 416 689 21 419 555 402 Future Volume (veh/h) 321 1019 363 17 832 381 416 689 21 419 555 402 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 338 1073 382 18 876 401 438 725 22 441 584 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 22222222222 Cap, veh/h 406 1523 542 21 1082 482 515 859 26 510 862 Arrive On Green 0.12 0.41 0.41 0.01 0.30 0.30 0.15 0.24 0.24 0.15 0.24 0.00 Sat Flow, veh/h 3456 3714 1322 1781 3554 1585 3456 3521 107 3456 3554 1585 Grp Volume(v), veh/h 338 983 472 18 876 401 438 366 381 441 584 0Grp Sat Flow(s),veh/h/ln1728 1702 1632 1781 1777 1585 1728 1777 1851 1728 1777 1585Q Serve(g_s), s 9.2 23.1 23.1 1.0 21.9 22.7 11.9 18.9 18.9 12.0 14.4 0.0Cycle Q Clear(g_c), s 9.2 23.1 23.1 1.0 21.9 22.7 11.9 18.9 18.9 12.0 14.4 0.0Prop In Lane 1.00 0.81 1.00 1.00 1.00 0.06 1.00 1.00Lane Grp Cap(c), veh/h 406 1396 669 21 1082 482 515 433 452 510 862V/C Ratio(X) 0.83 0.70 0.70 0.85 0.81 0.83 0.85 0.84 0.84 0.87 0.68Avail Cap(c_a), veh/h 448 1670 801 94 1470 656 674 625 651 563 1135HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh41.6 23.6 23.6 47.6 31.0 31.2 40.0 34.7 34.7 40.2 33.1 0.0Incr Delay (d2), s/veh 10.6 0.7 1.5 27.3 1.8 4.9 6.5 5.0 4.8 11.5 0.5 0.0Initial 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/ln4.5 9.1 8.8 0.6 9.4 9.1 5.5 8.6 8.9 5.9 6.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 52.2 24.4 25.2 74.9 32.7 36.2 46.5 39.7 39.5 51.6 33.6 0.0LnGrp LOS D C C E CDDDDDC Approach Vol, veh/h 1793 1295 1185 1025 AApproach Delay, s/veh 29.8 34.4 42.1 41.3Approach LOS CCDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.6 44.0 18.9 27.9 15.8 33.8 18.7 28.0Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 47.3 18.8 30.8 12.5 39.9 15.7 33.9Max Q Clear Time (g_c+I1), s3.0 25.1 13.9 16.4 11.2 24.7 14.0 20.9Green Ext Time (p_c), s 0.0 7.8 0.5 2.4 0.1 4.6 0.2 2.6 Intersection Summary HCM 6th Ctrl Delay 35.9HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Near-Term Mid-day The Farm in Poway 20: Del Norte/Avenida Florencia & Avenida La Valencia 05/07/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Intersection Intersection Delay, s/veh 0Intersection LOS - Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 00000000000Future Vol, veh/h 0 00000000000Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Heavy Vehicles, % 2 22222222222Mvmt Flow 0 00000000000Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1111Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1111Conflicting Approach Right NB SB WB EBConflicting Lanes Right 1111HCM Control Delay 0000HCM LOS ---- Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 0% 0% 0% 0%Vol Thru, % 100% 100% 100% 100%Vol Right, % 0% 0% 0% 0%Sign Control Stop Stop Stop StopTraffic Vol by Lane 0000LT Vol 0000Through Vol 0000RT Vol 0000Lane Flow Rate 0000Geometry Grp 1111Degree of Util (X)0000Departure Headway (Hd) 3.934 3.934 3.934 3.934Convergence, Y/N Yes Yes Yes YesCap 0000Service Time 1.934 1.934 1.934 1.934HCM Lane V/C Ratio 0000HCM Control Delay 6.9 6.9 6.9 6.9HCM Lane LOS NNNNHCM 95th-tile Q 0000 Near-Term Mid-day The Farm in Poway 21: Stone Canyon Rd & Del Norte 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 0 8008001520 0 0 8 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 0-84166 0 0-84166 0 0 1870 0 0 1870 0 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln 0 1870 0 0 1870 0 0 1870 0 0 1870 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Lane Grp Cap(c), veh/h 0 8008001520 0 0 8 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h 0 2845 0 0 2845 0 0 1520 0 0 1598 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 24.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s 19.5 36.5 20.5 36.5Max Q Clear Time (g_c+I1), s 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Near-Term Mid-day The Farm in Poway 22: Martincoit Rd & Stone Canyon Rd 05/07/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT_MD.syn Intersection Intersection Delay, s/veh 0Intersection LOS - Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 00000Future Vol, veh/h 0 00000Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Heavy Vehicles, % 2 22222Mvmt Flow 0 00000Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 0 0 0HCM LOS - - - Lane NBLn1EBLn1SBLn1 Vol Left, % 0% 0% 0%Vol Thru, % 100% 100% 100%Vol Right, % 0% 0% 0%Sign Control Stop Stop StopTraffic Vol by Lane 0 0 0LT Vol 0 0 0Through Vol 0 0 0RT Vol 0 0 0Lane Flow Rate 0 0 0Geometry Grp 1 1 1Degree of Util (X) 0 0 0Departure Headway (Hd) 3.934 3.934 3.934Convergence, Y/N Yes Yes YesCap 0 0 0Service Time 1.934 1.934 1.934HCM Lane V/C Ratio 0 0 0HCM Control Delay 6.9 6.9 6.9HCM Lane LOS N N NHCM 95th-tile Q 0 0 0 Near-Term + Proj Mid-day The Farm in Poway 1: Rancho Bernardo Rd & I-15 SB off-ramp 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)000000000000 Future Volume (veh/h)000000000000 Initial Q (Qb), veh 000000 000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 000000 000 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 640 3086 958 551 2830 879 2 0 1004 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 000000 000Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 640 3086 958 551 2830 879 2 0 1004V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h 640 3086 958 551 2830 879 479 0 1389HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS AAAAAA AAA Approach Vol, veh/h 0 0 0Approach Delay, s/veh 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 49.0 91.0 0.0 56.0 84.0Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 19.0 * 85 19.4 24.8 * 78Max Q Clear Time (g_c+I1), s 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 2: I-15 NB off-ramp & Rancho Bernardo Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 00000000 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 22222202 Cap, veh/h 589 2334 725 813 2976 924 2 0 1275 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 00000000Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 589 2334 725 813 2976 924 2 0 1275V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h 589 2334 725 813 2976 924 827 0 1941HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAA Approach Vol, veh/h 0 0 0Approach Delay, s/veh 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s69.6 70.4 52.0 88.0 0.0Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s24.3 * 64 7.9 * 82 33.5Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 3: Bernardo Center Dr & Rancho Bernardo Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 9999 9999 9999 9999 9999 0 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 3563 3741 1585 3456 3647 0 3456 3647 0 3456 3554 1585 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 0 1728 1777 0 1728 1777 1585Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00Lane Grp Cap(c), veh/h5100403507253554233344226924728324947391692850876522496 04947391692850876522496 04947391692850876522496-975776382976V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h5406427971584201899471011848555062099968286948720640017196263669760 0771793092608022741803597824 05689500499968203506078187528078520483840HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s5.8 37.7 15.6 40.0 10.6 * 34 11.5 * 45Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 4: Pomerado Rd & Rancho Bernardo Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 9999 9999 0 9999 9999 9999 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 3647 0 1781 3554 1585 3456 3647 0 3456 3647 0 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1585 1728 1777 0 1728 1777 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h2550201753650876522496 02550201753650876522496226924728324947391692850876522496 04947391692850876522496 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h525341556736021113755140096 03468274434048173488922951687738132791296524423528448018366423105536 0474949615616017603275784192 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s13.6 * 42 10.6 34.6 20.6 34.1 9.6 * 36Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1018 21 53 1055 19 41 Future Volume (veh/h) 1018 21 53 1055 19 41 Initial Q (Qb), veh 0 00000 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1083 22 56 1122 20 41 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 1886 38 83 2457 88 79 Arrive On Green 0.53 0.53 0.05 0.69 0.05 0.05 Sat Flow, veh/h 3655 72 1781 3647 1781 1585 Grp Volume(v), veh/h 540 565 56 1122 20 41Grp Sat Flow(s),veh/h/ln1777 1857 1781 1777 1781 1585Q Serve(g_s), s 8.0 8.0 1.2 5.6 0.4 1.0Cycle Q Clear(g_c), s 8.0 8.0 1.2 5.6 0.4 1.0Prop In Lane 0.04 1.00 1.00 1.00Lane Grp Cap(c), veh/h 941 984 83 2457 88 79V/C Ratio(X) 0.57 0.57 0.67 0.46 0.23 0.52Avail Cap(c_a), veh/h 2391 2499 297 5784 1205 1073HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 6.2 6.2 18.3 2.7 17.8 18.1Incr Delay (d2), s/veh 0.7 0.6 3.5 0.2 0.5 2.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.5 1.6 0.5 0.1 0.2 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 6.9 6.8 21.8 2.9 18.3 20.1LnGrp LOS A A C A B C Approach Vol, veh/h 1105 1178 61Approach Delay, s/veh 6.9 3.8 19.5Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s6.3 26.2 32.5 6.5Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s3.2 10.0 7.6 3.0Green Ext Time (p_c), s 0.0 10.6 12.7 0.1 Intersection Summary HCM 6th Ctrl Delay 5.6HCM 6th LOS A Near-Term + Proj Mid-day The Farm in Poway 6: Avenida Florencia & Espola Rd 05/07/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1026 14 40 1057 8 69Future Vol, veh/h 1026 14 40 1057 8 69Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 1080 15 42 1113 8 73 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1095 0 1721 540 Stage 1 - - - - 1080 - Stage 2 - - - - 641 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 633 - 80 486 Stage 1 - - - - 287 - Stage 2 - - - - 487 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 633 - 75 486Mov Cap-2 Maneuver - - - - 184 - Stage 1 - - - - 268 - Stage 2 - - - - 487 - Approach EB WB NB HCM Control Delay, s 0 0.4 15.8HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 415 - - 633 -HCM Lane V/C Ratio 0.195 - - 0.067 -HCM Control Delay (s) 15.8 - - 11.1 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.7 - - 0.2 - Near-Term + Proj Mid-day The Farm in Poway 7: Valle Verde Rd & Espola Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 342 742 17 19 751 70 19 14 14 71 13 339 Future Volume (veh/h) 342 742 17 19 751 70 19 14 14 71 13 339 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 360 781 18 20 791 74 20 15 15 75 14 357 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, %222222222222 Cap, veh/h 401 1807 42 47 1019 95 26 20 20 355 373 672 Arrive On Green 0.23 0.51 0.51 0.03 0.31 0.31 0.04 0.04 0.04 0.20 0.20 0.20 Sat Flow, veh/h 1781 3551 82 1781 3285 307 697 522 522 1781 1870 1585 Grp Volume(v), veh/h 360 391 408 20 428 437 50 0 0 75 14 357Grp Sat Flow(s),veh/h/ln 1781 1777 1856 1781 1777 1815 1741 0 0 1781 1870 1585Q Serve(g_s), s 16.8 11.9 11.9 0.9 18.7 18.7 2.4 0.0 0.0 3.0 0.5 14.3Cycle Q Clear(g_c), s 16.8 11.9 11.9 0.9 18.7 18.7 2.4 0.0 0.0 3.0 0.5 14.3Prop In Lane 1.00 0.04 1.00 0.17 0.40 0.30 1.00 1.00Lane Grp Cap(c), veh/h 401 904 944 47 551 563 65 0 0 355 373 672V/C Ratio(X) 0.90 0.43 0.43 0.42 0.78 0.78 0.76 0.00 0.00 0.21 0.04 0.53Avail Cap(c_a), veh/h 674 1279 1335 144 749 766 448 0 0 624 656 912HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 32.2 13.2 13.2 41.0 26.8 26.8 40.8 0.0 0.0 28.7 27.7 18.3Incr Delay (d2), s/veh 5.1 0.4 0.4 2.2 4.0 3.9 19.7 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 7.6 4.5 4.7 0.4 8.2 8.4 1.4 0.0 0.0 1.3 0.2 5.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 37.3 13.6 13.6 43.2 30.8 30.7 60.5 0.0 0.0 28.8 27.7 18.6LnGrp LOS D B B D C C E A A C C B Approach Vol, veh/h 1159 885 50 446Approach Delay, s/veh 21.0 31.0 60.5 20.6Approach LOS C C E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.9 50.1 22.3 22.9 33.1 7.3Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.9 13.9 16.3 18.8 20.7 4.4Green Ext Time (p_c), s 0.0 7.4 0.7 0.5 5.8 0.2 Intersection Summary HCM 6th Ctrl Delay 25.2HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 8: Valle Verde Rd & St Andrews Dr 05/07/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 6 1 16 55 0 5 22 315 84 3 353 3Future Vol, veh/h 6 1 16 55 0 5 22 315 84 3 353 3Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh 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 91Heavy Vehicles, % 2 22222222222Mvmt Flow 7 1 18 60 0 5 24 346 92 3 388 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 837 880 388 799 791 346 391 0 0 438 0 0 Stage 1 394 394 - 394 394 ------- Stage 2 443 486 - 405 397 -------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 286 286 660 304 322 697 1168 - - 1122 - - Stage 1 631 605 - 631 605 ------- Stage 2 594 551 - 622 603 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 279 279 660 290 314 697 1168 - - 1122 - -Mov Cap-2 Maneuver 279 279 - 290 314 ------- Stage 1 618 603 - 618 592 ------- Stage 2 577 539 - 603 601 ------- Approach EB WB NB SB HCM Control Delay, s 12.9 19.8 0.4 0.1HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1168 - - 279 660 290 697 1122 - -HCM Lane V/C Ratio 0.021 - - 0.028 0.027 0.208 0.008 0.003 - -HCM Control Delay (s) 8.1 - - 18.3 10.6 20.7 10.2 8.2 - -HCM Lane LOS A - - C B C B A - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.8 0 0 - - Near-Term + Proj Mid-day The Farm in Poway 9: Martincoit Rd/PVT DR 'A & Espola Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 591 132 82 626 37 167 6 83 18 3 53 Future Volume (veh/h) 108 591 132 82 626 37 167 6 83 18 3 53 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 117 622 139 86 659 40 176 7 87 20 3 58 Peak Hour Factor 0.92 0.95 0.95 0.95 0.95 0.92 0.95 0.92 0.95 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 153 963 215 110 992 60 230 23 289 43 7 137 Arrive On Green 0.09 0.33 0.33 0.06 0.29 0.29 0.13 0.20 0.20 0.02 0.09 0.09 Sat Flow, veh/h 1781 2887 644 1781 3404 206 1781 119 1484 1781 79 1518 Grp Volume(v), veh/h 117 382 379 86 344 355 176 0 94 20 0 61Grp Sat Flow(s),veh/h/ln 1781 1777 1754 1781 1777 1833 1781 0 1603 1781 0 1597Q Serve(g_s), s 3.2 9.2 9.3 2.4 8.6 8.6 4.8 0.0 2.5 0.6 0.0 1.8Cycle Q Clear(g_c), s 3.2 9.2 9.3 2.4 8.6 8.6 4.8 0.0 2.5 0.6 0.0 1.8Prop In Lane 1.00 0.37 1.00 0.11 1.00 0.93 1.00 0.95Lane Grp Cap(c), veh/h 153 592 585 110 518 534 230 0 313 43 0 144V/C Ratio(X) 0.77 0.65 0.65 0.79 0.66 0.67 0.77 0.00 0.30 0.46 0.00 0.42Avail Cap(c_a), veh/h 405 1055 1041 296 914 943 546 0 1161 194 0 853HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 22.6 14.3 14.3 23.4 15.7 15.7 21.3 0.0 17.4 24.3 0.0 21.7Incr Delay (d2), s/veh 7.8 1.4 1.5 4.6 1.8 1.7 5.3 0.0 0.2 7.6 0.0 2.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 3.0 3.0 1.0 3.0 3.1 2.1 0.0 0.8 0.3 0.0 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 30.4 15.7 15.8 28.0 17.5 17.5 26.6 0.0 17.6 31.9 0.0 23.7LnGrp LOS C B B C B B C A B C A C Approach Vol, veh/h 878 785 270 81Approach Delay, s/veh 17.7 18.6 23.5 25.7Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.7 23.3 11.0 9.5 8.8 21.2 5.7 14.8Change Period (Y+Rc), s 3.6 6.5 4.5 * 4.9 4.5 6.5 4.5 4.9Max Green Setting (Gmax), s 8.4 30.0 15.5 * 27 11.5 26.0 5.5 36.6Max Q Clear Time (g_c+I1), s 4.4 11.3 6.8 3.8 5.2 10.6 2.6 4.5Green Ext Time (p_c), s 0.0 5.0 0.3 0.3 0.1 4.1 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 19.2HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 10: Espola Rd & Cloudcroft Dr 05/07/2020 HCM 6th TWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 24 625 767 35 15 41Future Vol, veh/h 24 625 767 35 15 41Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 26 665 816 37 16 44 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 853 0 - 0 1552 427 Stage 1 - - - - 835 - Stage 2 - - - - 717 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 784 - - - 114 577 Stage 1 - - - - 387 - Stage 2 - - - - 483 -Platoon blocked, % - - -Mov Cap-1 Maneuver 784 - - - 110 577Mov Cap-2 Maneuver - - - - 237 - Stage 1 - - - - 374 - Stage 2 - - - - 483 - Approach EB WB SB HCM Control Delay, s 0.4 0 15.1HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 784 - - - 417HCM Lane V/C Ratio 0.033 - - - 0.143HCM Control Delay (s) 9.7 - - - 15.1HCM Lane LOS A - - - CHCM 95th %tile Q(veh) 0.1 - - - 0.5 Near-Term + Proj Mid-day The Farm in Poway 11: Old Coach Rd & Espola Rd/Espola Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)000000000000 Future Volume (veh/h)000000000000 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 000000000000 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 9999 9999 0 9999 9999 0 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 3647 0 1781 3647 0 1781 1870 0 1781 1870 0 Grp Volume(v), veh/h 000000000000Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 0 1781 1870 0 1781 1870 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h3400269004867835359232 03400269004867835359232 03400269004835702824960 03400269004835702824960 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h408032274022425438260822016 0187014787891221028960993280 020401613701128568677335040 020401613701128568677335040 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS AAAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 6.0 24.0 12.0 31.0 6.0 24.0Max Q Clear Time (g_c+I1), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Near-Term + Proj Mid-day The Farm in Poway 12: Espola Rd & Lake Poway Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 9999 9999 0 0 9999 9999 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 1870 0 0 1870 1585 1781 3647 0 1781 3647 0 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln1781 1870 0 0 1870 1585 1781 1777 0 1781 1777 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h2550201753626777116672 0 026777116672226924728322550201753650876522496 02550201753650876522496 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h69110464512007256598904832 0 069888277217285922735259648461586510643213838413987840 0459036321382413787537080320 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.2 * 27 18.1 27.1 26.1Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 13: Espola Rd & Titan Wy/Eden Grove 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 3 274 10 0 9 99 459 8 7 564 50 Future Volume (veh/h) 81 3 274 10 0 9 99 459 8 7 564 50 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 3 308 11 0 10 111 516 9 8 634 56 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 116 4 390 20 0 308 212 1288 22 15 1093 487 Arrive On Green 0.07 0.25 0.25 0.01 0.00 0.19 0.06 0.36 0.36 0.01 0.31 0.31 Sat Flow, veh/h 1781 15 1572 1781 0 1585 3456 3574 62 1781 3554 1585 Grp Volume(v), veh/h 91 0 311 11 0 10 111 256 269 8 634 56Grp Sat Flow(s),veh/h/ln1781 0 1587 1781 0 1585 1728 1777 1859 1781 1777 1585Q Serve(g_s), s 2.6 0.0 9.6 0.3 0.0 0.3 1.6 5.6 5.6 0.2 7.8 1.3Cycle Q Clear(g_c), s 2.6 0.0 9.6 0.3 0.0 0.3 1.6 5.6 5.6 0.2 7.8 1.3Prop In Lane 1.00 0.99 1.00 1.00 1.00 0.03 1.00 1.00Lane Grp Cap(c), veh/h 116 0 394 20 0 308 212 640 670 15 1093 487V/C Ratio(X) 0.78 0.00 0.79 0.55 0.00 0.03 0.52 0.40 0.40 0.54 0.58 0.11Avail Cap(c_a), veh/h 290 0 1171 222 0 1109 761 1682 1760 222 3003 1339HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh24.0 0.0 18.3 25.7 0.0 17.1 23.8 12.5 12.5 25.8 15.2 13.0Incr Delay (d2), s/veh 4.2 0.0 1.4 8.3 0.0 0.0 0.7 0.5 0.5 10.6 0.6 0.1Initial 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/ln1.2 0.0 3.2 0.2 0.0 0.1 0.6 2.0 2.1 0.1 2.9 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 28.3 0.0 19.7 34.0 0.0 17.1 24.5 13.0 12.9 36.4 15.8 13.1LnGrp LOS C A B C A B C B B D B B Approach Vol, veh/h 402 21 636 698Approach Delay, s/veh 21.6 25.9 15.0 15.8Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s4.9 25.7 4.1 17.5 7.7 22.9 6.9 14.6Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.2 7.6 2.3 11.6 3.6 9.8 4.6 2.3Green Ext Time (p_c), s 0.0 4.3 0.0 1.4 0.1 6.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 17.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 14: Espola Rd & Twin Peaks Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 411 36 492 6 38 19 309 208 7 20 360 516 Future Volume (veh/h) 411 36 492 6 38 19 309 208 7 20 360 516 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 433 38 518 6 40 20 325 219 7 21 379 543 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 22222222222 Cap, veh/h 514 605 698 8 211 106 403 770 653 32 607 750 Arrive On Green 0.15 0.32 0.32 0.00 0.18 0.18 0.12 0.41 0.41 0.02 0.32 0.32 Sat Flow, veh/h 3456 1870 1585 1781 1176 588 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 433 38 518 6 0 60 325 219 7 21 379 543Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1764 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 11.1 1.3 24.8 0.3 0.0 2.6 8.4 7.1 0.2 1.1 15.7 25.1Cycle Q Clear(g_c), s 11.1 1.3 24.8 0.3 0.0 2.6 8.4 7.1 0.2 1.1 15.7 25.1Prop In Lane 1.00 1.00 1.00 0.33 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 514 605 698 8 0 317 403 770 653 32 607 750V/C Ratio(X) 0.84 0.06 0.74 0.73 0.00 0.19 0.81 0.28 0.01 0.65 0.62 0.72Avail Cap(c_a), veh/h 673 958 996 97 0 656 552 876 742 103 665 799HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh37.9 21.3 21.3 45.4 0.0 31.8 39.4 17.9 15.9 44.6 26.2 19.3Incr Delay (d2), s/veh 6.0 0.1 2.1 35.9 0.0 0.3 4.3 0.1 0.0 8.0 1.8 3.2Initial 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/ln5.1 0.6 9.1 0.2 0.0 1.1 3.7 3.0 0.1 0.5 7.1 9.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 43.9 21.4 23.4 81.3 0.0 32.2 43.7 18.0 15.9 52.6 27.9 22.5LnGrp LOS D C C F A C D B B D C C Approach Vol, veh/h 989 66 551 943Approach Delay, s/veh 32.3 36.7 33.1 25.4Approach LOS CDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s4.9 36.2 14.2 36.2 18.1 23.0 6.2 44.2Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 46.8 14.6 32.5 17.8 34.0 5.3 * 43Max Q Clear Time (g_c+I1), s2.3 26.8 10.4 27.1 13.1 4.6 3.1 9.1Green Ext Time (p_c), s 0.0 2.7 0.3 2.5 0.4 0.3 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 30.0HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 15: Pomerado Rd & Rios Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 9999 9999 0 9999 9999 0 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 1870 0 1781 1870 0 1781 3647 0 1781 3647 0 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln1781 1870 0 1781 1870 0 1781 1777 0 1781 1777 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h137438953472035702824960 0137438953472035702824960 03400269004867835359232 03400269004867835359232 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h1293530379059210139600945152 01317332320256010389521694720 0197215597363227405485867008 0183614518067227608991399936 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.4 40.4 28.4 5.8 * 41 * 29Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 16: Pomerado Rd & Higa Pl/Avenida La Valencia 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 9999 9999 0 9999 9999 9999 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 1870 0 1781 1870 1585 1781 3647 0 1781 3647 0 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln1781 1870 0 1781 1870 1585 1781 1777 0 1781 1777 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h137438953472035702824960 0137438953472035702824960302566318083400269004867835359232 03400269004867835359232 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h1361535775539211103577833472 013615357755392111035778334729409811972096183614518067225709602930688 0193815314432026116613996544 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 17: Pomerado Rd & Stone Canyon Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 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 22222222222 Cap, veh/h 0 9999 9999 0 9999 9999 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 0-93518 1585 0-93518 1585 1781 3647 0 1781 3647 0 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln 0 1870 1585 0 1870 1585 1781 1777 0 1781 1777 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h 03570282496030256631808 035702824960302566318083400269004867835359232 03400269004867835359232 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h 0110321719050249349298651136 0110678748692489379555311616183614518067226184448475136 0173413708595226184448475136 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.1 38.6 30.9 5.4 * 39 * 31Max Q Clear Time (g_c+I1), s0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 555 4 215 1 0 16 226 1015 11 12 799 349 Future Volume (veh/h) 555 4 215 1 0 16 226 1015 11 12 799 349 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 670 0 155 1 0 17 243 1091 12 13 859 375 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 22222222222 Cap, veh/h 767 0 341 1 0 19 279 1956 22 22 962 418 Arrive On Green 0.22 0.00 0.22 0.01 0.00 0.01 0.16 0.54 0.54 0.01 0.40 0.40 Sat Flow, veh/h 3563 0 1585 89 0 1506 1781 3600 40 1781 2412 1047 Grp Volume(v), veh/h 670 0 155 18 0 0 243 538 565 13 632 602Grp Sat Flow(s),veh/h/ln1781 0 1585 1595 0 0 1781 1777 1863 1781 1777 1682Q Serve(g_s), s 17.7 0.0 8.3 1.1 0.0 0.0 13.0 19.3 19.3 0.7 32.2 32.6Cycle Q Clear(g_c), s 17.7 0.0 8.3 1.1 0.0 0.0 13.0 19.3 19.3 0.7 32.2 32.6Prop In Lane 1.00 1.00 0.06 0.94 1.00 0.02 1.00 0.62Lane Grp Cap(c), veh/h 767 0 341 20 0 0 279 965 1012 22 709 671V/C Ratio(X) 0.87 0.00 0.45 0.92 0.00 0.00 0.87 0.56 0.56 0.60 0.89 0.90Avail Cap(c_a), veh/h 1019 0 453 98 0 0 476 1096 1150 93 722 683HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh36.9 0.0 33.2 48.0 0.0 0.0 40.1 14.6 14.6 47.8 27.3 27.4Incr Delay (d2), s/veh 5.5 0.0 0.4 74.1 0.0 0.0 4.1 1.3 1.2 9.5 14.2 15.6Initial 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/ln8.1 0.0 3.2 0.8 0.0 0.0 5.9 7.6 8.0 0.4 15.9 15.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 42.3 0.0 33.5 122.1 0.0 0.0 44.2 15.8 15.8 57.2 41.5 43.0LnGrp LOS D A C F A A D B B E D D Approach Vol, veh/h 825 18 1346 1247Approach Delay, s/veh 40.7 122.1 20.9 42.4Approach LOS D F C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.6 58.9 27.5 19.6 44.9 5.2Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.0 * 40 6.0Max Q Clear Time (g_c+I1), s2.7 21.3 19.7 15.0 34.6 3.1Green Ext Time (p_c), s 0.0 19.7 1.3 0.3 4.2 0.0 Intersection Summary HCM 6th Ctrl Delay 34.0HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Near-Term + Proj Mid-day The Farm in Poway 19: Pomerado Rd & Twin Peaks Rd 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 332 1019 363 17 832 392 416 695 21 424 558 407 Future Volume (veh/h) 332 1019 363 17 832 392 416 695 21 424 558 407 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 349 1073 382 18 876 413 438 732 22 446 587 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 22222222222 Cap, veh/h 413 1545 550 21 1096 489 511 860 26 510 866 Arrive On Green 0.12 0.42 0.42 0.01 0.31 0.31 0.15 0.24 0.24 0.15 0.24 0.00 Sat Flow, veh/h 3456 3714 1322 1781 3554 1585 3456 3522 106 3456 3554 1585 Grp Volume(v), veh/h 349 983 472 18 876 413 438 369 385 446 587 0Grp Sat Flow(s),veh/h/ln1728 1702 1632 1781 1777 1585 1728 1777 1851 1728 1777 1585Q Serve(g_s), s 9.9 23.7 23.7 1.0 22.6 24.3 12.3 19.8 19.8 12.6 14.9 0.0Cycle Q Clear(g_c), s 9.9 23.7 23.7 1.0 22.6 24.3 12.3 19.8 19.8 12.6 14.9 0.0Prop In Lane 1.00 0.81 1.00 1.00 1.00 0.06 1.00 1.00Lane Grp Cap(c), veh/h 413 1416 679 21 1096 489 511 434 452 510 866V/C Ratio(X) 0.84 0.69 0.69 0.85 0.80 0.85 0.86 0.85 0.85 0.87 0.68Avail Cap(c_a), veh/h 433 1613 774 91 1421 634 651 603 629 544 1097HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh43.0 23.9 23.9 49.2 31.7 32.3 41.5 36.0 36.0 41.6 34.2 0.0Incr Delay (d2), s/veh 12.9 0.8 1.7 28.0 1.9 6.6 7.5 6.2 6.0 13.3 0.6 0.0Initial 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/ln4.9 9.4 9.1 0.6 9.8 10.0 5.7 9.2 9.5 6.2 6.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.9 24.7 25.6 77.2 33.6 38.9 49.0 42.2 42.0 54.9 34.8 0.0LnGrp LOS E C C E CDDDDDC Approach Vol, veh/h 1804 1307 1192 1033 AApproach Delay, s/veh 31.0 35.9 44.6 43.5Approach LOS CDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.7 46.0 19.3 28.8 16.4 35.3 19.2 28.9Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 47.3 18.8 30.8 12.5 39.9 15.7 33.9Max Q Clear Time (g_c+I1), s3.0 25.7 14.3 16.9 11.9 26.3 14.6 21.8Green Ext Time (p_c), s 0.0 7.7 0.4 2.3 0.1 4.4 0.1 2.6 Intersection Summary HCM 6th Ctrl Delay 37.7HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Near-Term + Proj Mid-day The Farm in Poway 20: Del Norte/Avenida Florencia & Avenida La Valencia 05/07/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Intersection Intersection Delay, s/veh 0Intersection LOS - Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 00000000000Future Vol, veh/h 0 00000000000Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Heavy Vehicles, % 2 22222222222Mvmt Flow 0 00000000000Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1111Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1111Conflicting Approach Right NB SB WB EBConflicting Lanes Right 1111HCM Control Delay 0000HCM LOS ---- Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 0% 0% 0% 0%Vol Thru, % 100% 100% 100% 100%Vol Right, % 0% 0% 0% 0%Sign Control Stop Stop Stop StopTraffic Vol by Lane 0000LT Vol 0000Through Vol 0000RT Vol 0000Lane Flow Rate 0000Geometry Grp 1111Degree of Util (X)0000Departure Headway (Hd) 3.934 3.934 3.934 3.934Convergence, Y/N Yes Yes Yes YesCap 0000Service Time 1.934 1.934 1.934 1.934HCM Lane V/C Ratio 0000HCM Control Delay 6.9 6.9 6.9 6.9HCM Lane LOS NNNNHCM 95th-tile Q 0000 Near-Term + Proj Mid-day The Farm in Poway 21: Stone Canyon Rd & Del Norte 05/07/2020 HCM 6th Signalized Intersection Summary Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 00000000000 Future Volume (veh/h) 0 00000000000 Initial Q (Qb), veh 0 00000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 00000000000 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 0 8008001520 0 0 8 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 0-84166 0 0-84166 0 0 1870 0 0 1870 0 Grp Volume(v), veh/h 0 00000000000Grp Sat Flow(s),veh/h/ln 0 1870 0 0 1870 0 0 1870 0 0 1870 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Lane Grp Cap(c), veh/h 0 8008001520 0 0 8 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h 0 2845 0 0 2845 0 0 1520 0 0 1598 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS A AAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 24.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s 19.5 36.5 20.5 36.5Max Q Clear Time (g_c+I1), s 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A Near-Term + Proj Mid-day The Farm in Poway 22: Martincoit Rd & Stone Canyon Rd 05/07/2020 HCM 6th AWSC Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_MD.syn Intersection Intersection Delay, s/veh 0Intersection LOS - Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 0 00000Future Vol, veh/h 0 00000Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Heavy Vehicles, % 2 22222Mvmt Flow 0 00000Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 0 0 0HCM LOS - - - Lane NBLn1EBLn1SBLn1 Vol Left, % 0% 0% 0%Vol Thru, % 100% 100% 100%Vol Right, % 0% 0% 0%Sign Control Stop Stop StopTraffic Vol by Lane 0 0 0LT Vol 0 0 0Through Vol 0 0 0RT Vol 0 0 0Lane Flow Rate 0 0 0Geometry Grp 1 1 1Degree of Util (X) 0 0 0Departure Headway (Hd) 3.934 3.934 3.934Convergence, Y/N Yes Yes YesCap 0 0 0Service Time 1.934 1.934 1.934HCM Lane V/C Ratio 0 0 0HCM Control Delay 6.9 6.9 6.9HCM Lane LOS N N NHCM 95th-tile Q 0 0 0 N:\3015\#Maderas Hotel\Text\LLG Maderas Analysis Memo.docx ATTACHMENT G PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS – POST-MITIGATION 17: Pomerado Rd & Stone Canyon Rd N:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM_mitigated.syn 05/12/2020 EX AM Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_AM_mitigated.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 8 17 214 5 29 13 600 184 22 1174 33 Future Volume (veh/h) 35 8 17 214 5 29 13 600 184 22 1174 33 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 9 18 233 5 32 14 652 200 24 1276 36 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, %222222222222 Cap, veh/h 60 14 65 295 6 268 24 1277 391 38 1709 48 Arrive On Green 0.04 0.04 0.04 0.17 0.17 0.17 0.01 0.48 0.48 0.02 0.48 0.48 Sat Flow, veh/h 1453 344 1585 1746 37 1585 1781 2678 821 1781 3530 100 Grp Volume(v), veh/h 47 0 18 238 0 32 14 432 420 24 642 670Grp Sat Flow(s),veh/h/ln 1798 0 1585 1783 0 1585 1781 1777 1723 1781 1777 1852Q Serve(g_s), s 1.8 0.0 0.8 8.9 0.0 1.2 0.5 11.7 11.7 0.9 20.3 20.3Cycle Q Clear(g_c), s 1.8 0.0 0.8 8.9 0.0 1.2 0.5 11.7 11.7 0.9 20.3 20.3Prop In Lane 0.81 1.00 0.98 1.00 1.00 0.48 1.00 0.05Lane Grp Cap(c), veh/h 74 0 65 301 0 268 24 847 821 38 861 897V/C Ratio(X) 0.64 0.00 0.28 0.79 0.00 0.12 0.58 0.51 0.51 0.63 0.75 0.75Avail Cap(c_a), veh/h 776 0 684 795 0 707 131 1091 1058 154 1122 1170HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 32.8 0.0 32.3 27.7 0.0 24.5 34.1 12.6 12.6 33.7 14.5 14.5Incr Delay (d2), s/veh 3.3 0.0 0.8 1.8 0.0 0.1 7.8 0.6 0.7 6.3 2.2 2.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 0.0 0.3 3.8 0.0 0.4 0.3 4.3 4.1 0.5 7.6 8.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 36.2 0.0 33.2 29.5 0.0 24.6 41.9 13.2 13.2 40.0 16.7 16.6LnGrp LOS D A C C A C D B B D B B Approach Vol, veh/h 65 270 866 1336Approach Delay, s/veh 35.3 28.9 13.7 17.1Approach LOS D C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.9 39.1 7.9 5.3 39.7 16.6Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 4.9Max Green Setting (Gmax), s 6.0 42.7 30.0 5.1 * 44 31.0Max Q Clear Time (g_c+I1), s 2.9 13.7 3.8 2.5 22.3 10.9Green Ext Time (p_c), s 0.0 8.4 0.2 0.0 11.4 0.9 Intersection Summary HCM 6th Ctrl Delay 17.6HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 05/12/2020 NT+P PM Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\NT+P_PM_mitigated.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 25 14 116 2 27 20 1504 197 23 677 30 Future Volume (veh/h) 74 25 14 116 2 27 20 1504 197 23 677 30 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 80 27 15 126 2 29 22 1635 214 25 736 33 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, %222222222222 Cap, veh/h 105 35 123 162 3 146 32 1976 254 35 2167 97 Arrive On Green 0.08 0.08 0.08 0.09 0.09 0.09 0.02 0.62 0.62 0.02 0.63 0.63 Sat Flow, veh/h 1348 455 1585 1755 28 1585 1781 3167 407 1781 3464 155 Grp Volume(v), veh/h 107 0 15 128 0 29 22 904 945 25 377 392Grp Sat Flow(s),veh/h/ln 1803 0 1585 1783 0 1585 1781 1777 1797 1781 1777 1842Q Serve(g_s), s 6.3 0.0 1.0 7.6 0.0 1.8 1.3 42.4 45.3 1.5 11.0 11.0Cycle Q Clear(g_c), s 6.3 0.0 1.0 7.6 0.0 1.8 1.3 42.4 45.3 1.5 11.0 11.0Prop In Lane 0.75 1.00 0.98 1.00 1.00 0.23 1.00 0.08Lane Grp Cap(c), veh/h 140 0 123 164 0 146 32 1109 1121 35 1112 1153V/C Ratio(X) 0.76 0.00 0.12 0.78 0.00 0.20 0.69 0.82 0.84 0.72 0.34 0.34Avail Cap(c_a), veh/h 497 0 437 508 0 452 103 1202 1216 84 1188 1231HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 49.2 0.0 46.7 48.3 0.0 45.7 53.1 15.7 16.2 53.0 9.7 9.7Incr Delay (d2), s/veh 3.2 0.0 0.2 3.0 0.0 0.2 9.5 4.4 5.4 9.9 0.2 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.0 0.0 0.4 3.5 0.0 0.7 0.7 17.0 18.5 0.8 4.1 4.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 52.4 0.0 46.9 51.3 0.0 45.9 62.6 20.1 21.6 62.9 9.9 9.9LnGrp LOS D A D D A D E C C E A A Approach Vol, veh/h 122 157 1871 794Approach Delay, s/veh 51.7 50.3 21.4 11.6Approach LOS D D C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.5 73.9 13.5 6.3 74.0 14.9Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 4.9Max Green Setting (Gmax), s 5.1 73.6 30.0 6.3 * 73 31.0Max Q Clear Time (g_c+I1), s 3.5 47.3 8.3 3.3 13.0 9.6Green Ext Time (p_c), s 0.0 20.6 0.4 0.0 7.2 0.5 Intersection Summary HCM 6th Ctrl Delay 21.5HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 05/12/2020 2035+P AM Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_AM_mitigated.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 9 18 234 6 32 14 761 202 24 1490 35 Future Volume (veh/h) 37 9 18 234 6 32 14 761 202 24 1490 35 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 10 20 254 7 35 15 827 220 26 1620 38 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, %222222222222 Cap, veh/h 62 15 68 308 8 281 25 1415 376 39 1836 43 Arrive On Green 0.04 0.04 0.04 0.18 0.18 0.18 0.01 0.51 0.51 0.02 0.52 0.52 Sat Flow, veh/h 1439 360 1585 1736 48 1585 1781 2776 738 1781 3549 83 Grp Volume(v), veh/h 50 0 20 261 0 35 15 529 518 26 809 849Grp Sat Flow(s),veh/h/ln 1798 0 1585 1784 0 1585 1781 1777 1737 1781 1777 1855Q Serve(g_s), s 2.2 0.0 1.0 11.5 0.0 1.5 0.7 17.0 17.0 1.2 33.0 33.2Cycle Q Clear(g_c), s 2.2 0.0 1.0 11.5 0.0 1.5 0.7 17.0 17.0 1.2 33.0 33.2Prop In Lane 0.80 1.00 0.97 1.00 1.00 0.42 1.00 0.04Lane Grp Cap(c), veh/h 77 0 68 316 0 281 25 906 886 39 919 960V/C Ratio(X) 0.65 0.00 0.29 0.83 0.00 0.12 0.60 0.58 0.58 0.67 0.88 0.88Avail Cap(c_a), veh/h 660 0 582 677 0 601 111 946 925 113 955 997HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 38.5 0.0 37.9 32.4 0.0 28.3 40.1 14.0 14.0 39.7 17.5 17.5Incr Delay (d2), s/veh 3.4 0.0 0.9 2.1 0.0 0.1 8.1 1.0 1.1 7.2 9.5 9.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.0 0.0 0.4 5.0 0.0 0.6 0.4 6.5 6.3 0.6 14.4 15.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 41.9 0.0 38.8 34.5 0.0 28.4 48.2 15.0 15.1 46.8 27.0 27.0LnGrp LOS D A D C A C D B B D C C Approach Vol, veh/h 70 296 1062 1684Approach Delay, s/veh 41.0 33.8 15.5 27.3Approach LOS D C B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.2 47.7 8.5 5.6 48.3 19.4Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 4.9Max Green Setting (Gmax), s 5.2 43.5 30.0 5.1 * 44 31.0Max Q Clear Time (g_c+I1), s 3.2 19.0 4.2 2.7 35.2 13.5Green Ext Time (p_c), s 0.0 10.2 0.2 0.0 7.0 1.0 Intersection Summary HCM 6th Ctrl Delay 24.2HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 05/12/2020 2035+P PM Synchro 10 ReportN:\3015\#Maderas Hotel\Analysis\Synchro\2035+P_PM_mitigated.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 76 26 15 127 3 30 21 1908 216 26 858 31 Future Volume (veh/h) 76 26 15 127 3 30 21 1908 216 26 858 31 Initial Q (Qb), veh 000000000000 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 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 83 28 16 138 3 33 23 2074 235 28 933 34 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, %222222222222 Cap, veh/h 107 36 126 172 4 156 32 2026 225 36 2206 80 Arrive On Green 0.08 0.08 0.08 0.10 0.10 0.10 0.02 0.63 0.63 0.02 0.63 0.63 Sat Flow, veh/h 1348 455 1585 1745 38 1585 1781 3224 358 1781 3497 127 Grp Volume(v), veh/h 111 0 16 141 0 33 23 1125 1184 28 474 493Grp Sat Flow(s),veh/h/ln 1803 0 1585 1783 0 1585 1781 1777 1806 1781 1777 1847Q Serve(g_s), s 7.1 0.0 1.1 9.1 0.0 2.2 1.5 73.6 73.6 1.8 15.7 15.7Cycle Q Clear(g_c), s 7.1 0.0 1.1 9.1 0.0 2.2 1.5 73.6 73.6 1.8 15.7 15.7Prop In Lane 0.75 1.00 0.98 1.00 1.00 0.20 1.00 0.07Lane Grp Cap(c), veh/h 143 0 126 176 0 156 32 1117 1135 36 1121 1166V/C Ratio(X) 0.78 0.00 0.13 0.80 0.00 0.21 0.72 1.01 1.04 0.77 0.42 0.42Avail Cap(c_a), veh/h 462 0 406 472 0 420 97 1117 1135 78 1121 1166HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 52.9 0.0 50.1 51.7 0.0 48.6 57.2 21.8 21.8 57.1 10.9 10.9Incr Delay (d2), s/veh 3.4 0.0 0.2 3.2 0.0 0.2 10.6 28.7 38.7 11.9 0.3 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.3 0.0 0.4 4.2 0.0 0.9 0.8 36.6 40.4 0.9 6.0 6.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.3 0.0 50.3 54.9 0.0 48.8 67.8 50.5 60.5 69.0 11.2 11.2LnGrp LOS E A D D A D E F F E B B Approach Vol, veh/h 127 174 2332 995Approach Delay, s/veh 55.5 53.8 55.7 12.8Approach LOS E D E B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.8 79.6 14.3 6.5 79.9 16.4Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 4.9Max Green Setting (Gmax), s 5.1 73.6 30.0 6.4 * 73 31.0Max Q Clear Time (g_c+I1), s 3.8 75.6 9.1 3.5 17.7 11.1Green Ext Time (p_c), s 0.0 0.0 0.4 0.0 10.0 0.5 Intersection Summary HCM 6th Ctrl Delay 43.9HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.