california mutcd 2012 edition page 846 (fhwa’s mutcd 2009 … · 2019. 2. 26. · existing am +...

noitidE 2102 DCTUM ainrofilaC (FHWA’s MUTCD 2009 Edition, as amended for use in C alifornia)

Page 846

X

X

X

X

X

608 / 222

608 / 222

1,226 / 1,698

1,814 / 1,920

X

X

X

X

INTERSECTION #14 : I-15 SB RAMPS / GOPHER CANYON ROAD - EXISTING + PHASE D

noitidE 2102 DCTUM ainrofilaC (FHWA’s MUTCD 2009 Edition, as amended for use in C alifornia)

Page 846

X

X

X

X

X

322 / 665

322 / 665

954 / 1,300

1,275 / 1,965

X

X

X

X

INTERSECTION #15 : I-15 NB RAMPS / GOPHER CANYON ROAD - EXISTING + PHASE D

noitidE 2102 DCTUM ainrofilaC(FHWA’s MUTCD 2009 Edition, as amended for use in California)

2102 ,31 yraunaJ seidutS sdeeN langiS lortnoC ciffarT – C4 retpahC

Page 851

Gopher Canyon RdI-15 NB Ramps

Existing + Phase D

X

X

X

X

13,440 7,300

13,440 7,300

Lilac Hills Ranch TIS

Appendix AH

Mitigated Peak Hour Intersection Capacity Worksheets –

Existing Plus Project (Phase D) Conditions

EXISTING + PHASE D – PFFP REPORT

Phase D Mitigation Implementation Triggers by Building Permit

Existing Plus Project (Phases D) Conditions

Intersection #12: Old Highway 395 / Circle R Drive

Mitigation Measure = Signalization

Worst Case = PM Peak Hour

The opening of the on-site LHR Road connection between Main Street and Mountain Ridge Road would cause this intersection to operate at substandard LOS F during the PM Peak Hour. Signalization would be required by the EDU from combined Phases 4 and 5 or by project (Phases 4 and 5) PM peak hour trips since PM peak hour intersection operation dictates the need for signalization ; or 1,total EDU.

EXISTING + PHASE D – MITIGATION SYNCHRO REPORTS

HCM 2010 Signalized Intersection Summary13: Old Highway 395 & Circle R Road 5/19/2014

Existing AM + Project Phase D Mit 5:00 pm 7/16/2012 Existing AM + Project Phase D Synchro 8 ReportPage 1

Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (veh/h) 259 62 161 102 36 368Number 3 18 2 12 1 6Initial Q (Qb), veh 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863Adj Flow Rate, veh/h 298 54 189 73 38 391Adj No. of Lanes 0 0 1 1 1 1Peak Hour Factor 0.87 0.87 0.85 0.85 0.94 0.94Percent Heavy Veh, % 0 0 2 2 2 2Cap, veh/h 363 66 501 426 65 847Arrive On Green 0.25 0.25 0.27 0.27 0.04 0.45Sat Flow, veh/h 1471 267 1863 1583 1774 1863Grp Volume(v), veh/h 353 0 189 73 38 391Grp Sat Flow(s),veh/h/ln 1742 0 1863 1583 1774 1863Q Serve(g_s), s 5.1 0.0 2.2 0.9 0.6 3.9Cycle Q Clear(g_c), s 5.1 0.0 2.2 0.9 0.6 3.9Prop In Lane 0.84 0.15 1.00 1.00Lane Grp Cap(c), veh/h 430 0 501 426 65 847V/C Ratio(X) 0.82 0.00 0.38 0.17 0.58 0.46Avail Cap(c_a), veh/h 1754 0 1459 1240 331 2084HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 9.5 0.0 8.0 7.5 12.7 5.0Incr Delay (d2), s/veh 4.0 0.0 0.5 0.2 8.0 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.9 0.0 1.2 0.4 0.4 2.0LnGrp Delay(d),s/veh 13.5 0.0 8.4 7.7 20.7 5.4LnGrp LOS B A A C AApproach Vol, veh/h 353 262 429Approach Delay, s/veh 13.5 8.2 6.8Approach LOS B A A

Timer 1 2 3 4 5 6 7 8Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 5.0 11.2 16.2 10.6Change Period (Y+Rc), s 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 5.0 21.0 30.0 27.0Max Q Clear Time (g_c+I1), s 2.6 4.2 5.9 7.1Green Ext Time (p_c), s 0.0 3.0 3.3 0.0

Intersection SummaryHCM 2010 Ctrl Delay 9.4HCM 2010 LOS A

NotesUser approved pedestrian interval to be less than phase max green.

HCM 2010 Signalized Intersection Summary14: I-15 SB Ramps & Gopher Canyon Road 5/19/2014


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 244 226 407 349 0 0 0 0 53 2 553Number 5 2 12 1 6 16 7 4 14Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 0 1863 1900 1863 1863 0 1900 1863 1900Adj Flow Rate, veh/h 0 317 0 473 406 0 56 2 377Adj No. of Lanes 0 1 0 1 2 0 0 1 0Peak Hour Factor 0.77 0.77 0.77 0.86 0.86 0.86 0.95 0.95 0.95Percent Heavy Veh, % 0 2 2 2 2 0 0 2 0Cap, veh/h 0 458 0 530 2135 0 58 2 389Arrive On Green 0.00 0.25 0.00 0.30 0.60 0.00 0.28 0.28 0.28Sat Flow, veh/h 0 1863 0 1774 3632 0 207 7 1392Grp Volume(v), veh/h 0 317 0 473 406 0 435 0 0Grp Sat Flow(s),veh/h/ln 0 1863 0 1774 1770 0 1607 0 0Q Serve(g_s), s 0.0 10.5 0.0 17.3 3.5 0.0 18.2 0.0 0.0Cycle Q Clear(g_c), s 0.0 10.5 0.0 17.3 3.5 0.0 18.2 0.0 0.0Prop In Lane 0.00 0.00 1.00 0.00 0.13 0.87Lane Grp Cap(c), veh/h 0 458 0 530 2135 0 449 0 0V/C Ratio(X) 0.00 0.69 0.00 0.89 0.19 0.00 0.97 0.00 0.00Avail Cap(c_a), veh/h 0 876 0 704 3277 0 449 0 0HCM 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 0.00 1.00 1.00 0.00 1.00 0.00 0.00Uniform Delay (d), s/veh 0.0 23.3 0.0 22.8 6.1 0.0 24.2 0.0 0.0Incr Delay (d2), s/veh 0.0 1.9 0.0 11.1 0.0 0.0 34.6 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/ln 0.0 5.6 0.0 10.0 1.7 0.0 12.3 0.0 0.0LnGrp Delay(d),s/veh 0.0 25.2 0.0 34.0 6.1 0.0 58.8 0.0 0.0LnGrp LOS C C A EApproach Vol, veh/h 317 879 435Approach Delay, s/veh 25.2 21.1 58.8Approach LOS C C E


Intersection SummaryHCM 2010 Ctrl Delay 31.9HCM 2010 LOS C

HCM 2010 Signalized Intersection Summary15: I-15 NB Ramps & Gopher Canyon Road 5/19/2014


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 143 154 0 0 595 62 162 2 158 0 0 0Number 5 2 12 1 6 16 3 8 18Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1900 1900 1863 1900Adj Flow Rate, veh/h 146 157 0 0 647 0 182 2 178Adj No. of Lanes 1 2 0 0 2 0 0 1 0Peak Hour Factor 0.98 0.98 0.98 0.92 0.92 0.92 0.89 0.89 0.89Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0Cap, veh/h 186 1842 0 0 1072 0 214 2 210Arrive On Green 0.11 0.52 0.00 0.00 0.30 0.00 0.25 0.25 0.25Sat Flow, veh/h 1774 3632 0 0 3725 0 842 9 824Grp Volume(v), veh/h 146 157 0 0 647 0 362 0 0Grp Sat Flow(s),veh/h/ln 1774 1770 0 0 1770 0 1675 0 0Q Serve(g_s), s 2.9 0.8 0.0 0.0 5.5 0.0 7.3 0.0 0.0Cycle Q Clear(g_c), s 2.9 0.8 0.0 0.0 5.5 0.0 7.3 0.0 0.0Prop In Lane 1.00 0.00 0.00 0.00 0.50 0.49Lane Grp Cap(c), veh/h 186 1842 0 0 1072 0 426 0 0V/C Ratio(X) 0.78 0.09 0.00 0.00 0.60 0.00 0.85 0.00 0.00Avail Cap(c_a), veh/h 300 2590 0 0 1594 0 754 0 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00Uniform Delay (d), s/veh 15.5 4.3 0.0 0.0 10.6 0.0 12.6 0.0 0.0Incr Delay (d2), s/veh 7.0 0.0 0.0 0.0 0.6 0.0 4.8 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 1.7 0.4 0.0 0.0 2.8 0.0 3.9 0.0 0.0LnGrp Delay(d),s/veh 22.5 4.3 0.0 0.0 11.1 0.0 17.4 0.0 0.0LnGrp LOS C A B BApproach Vol, veh/h 303 647 362Approach Delay, s/veh 13.1 11.1 17.4Approach LOS B B B


Intersection SummaryHCM 2010 Ctrl Delay 13.3HCM 2010 LOS B



Existing PM + Project Phase D Mit 5:00 pm 7/16/2012 Existing PM + Project Phase D Synchro 8 ReportPage 1

Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (veh/h) 157 59 429 264 71 196Number 3 18 2 12 1 6Initial Q (Qb), veh 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863Adj Flow Rate, veh/h 191 66 482 241 79 218Adj No. of Lanes 0 0 1 1 1 1Peak Hour Factor 0.82 0.82 0.89 0.89 0.90 0.90Percent Heavy Veh, % 0 0 2 2 2 2Cap, veh/h 236 82 704 599 112 1054Arrive On Green 0.19 0.19 0.38 0.38 0.06 0.57Sat Flow, veh/h 1274 440 1863 1583 1774 1863Grp Volume(v), veh/h 258 0 482 241 79 218Grp Sat Flow(s),veh/h/ln 1721 0 1863 1583 1774 1863Q Serve(g_s), s 4.6 0.0 7.0 3.6 1.4 1.8Cycle Q Clear(g_c), s 4.6 0.0 7.0 3.6 1.4 1.8Prop In Lane 0.74 0.26 1.00 1.00Lane Grp Cap(c), veh/h 319 0 704 599 112 1054V/C Ratio(X) 0.81 0.00 0.68 0.40 0.71 0.21Avail Cap(c_a), veh/h 858 0 1044 888 221 1508HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 12.5 0.0 8.4 7.3 14.8 3.4Incr Delay (d2), s/veh 4.9 0.0 1.2 0.4 7.9 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.6 0.0 3.7 1.6 0.9 0.9LnGrp Delay(d),s/veh 17.4 0.0 9.6 7.8 22.7 3.5LnGrp LOS B A A C AApproach Vol, veh/h 258 723 297Approach Delay, s/veh 17.4 9.0 8.6Approach LOS B A A




HCM 2010 Signalized Intersection Summary14: I-15 SB Ramps & Gopher Canyon Road 5/19/2014


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 0 794 323 234 347 0 0 0 0 42 1 179Number 5 2 12 1 6 16 7 4 14Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 0 1863 1900 1863 1863 0 1900 1863 1900Adj Flow Rate, veh/h 0 810 0 239 354 0 43 1 153Adj No. of Lanes 0 1 0 1 2 0 0 1 0Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, % 0 2 2 2 2 0 0 2 0Cap, veh/h 0 854 0 297 2474 0 54 1 194Arrive On Green 0.00 0.46 0.00 0.17 0.70 0.00 0.15 0.15 0.15Sat Flow, veh/h 0 1863 0 1774 3632 0 354 8 1260Grp Volume(v), veh/h 0 810 0 239 354 0 197 0 0Grp Sat Flow(s),veh/h/ln 0 1863 0 1774 1770 0 1623 0 0Q Serve(g_s), s 0.0 22.7 0.0 7.0 1.8 0.0 6.4 0.0 0.0Cycle Q Clear(g_c), s 0.0 22.7 0.0 7.0 1.8 0.0 6.4 0.0 0.0Prop In Lane 0.00 0.00 1.00 0.00 0.22 0.78Lane Grp Cap(c), veh/h 0 854 0 297 2474 0 249 0 0V/C Ratio(X) 0.00 0.95 0.00 0.81 0.14 0.00 0.79 0.00 0.00Avail Cap(c_a), veh/h 0 857 0 457 2801 0 1762 0 0HCM 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 0.00 1.00 1.00 0.00 1.00 0.00 0.00Uniform Delay (d), s/veh 0.0 14.1 0.0 21.8 2.7 0.0 22.1 0.0 0.0Incr Delay (d2), s/veh 0.0 19.4 0.0 5.9 0.0 0.0 5.5 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 16.1 0.0 3.9 0.9 0.0 3.2 0.0 0.0LnGrp Delay(d),s/veh 0.0 33.5 0.0 27.7 2.8 0.0 27.7 0.0 0.0LnGrp LOS C C A CApproach Vol, veh/h 810 593 197Approach Delay, s/veh 33.5 12.8 27.7Approach LOS C B C



HCM 2010 Signalized Intersection Summary15: I-15 NB Ramps & Gopher Canyon Road 5/19/2014


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 567 270 0 0 391 72 190 1 474 0 0 0Number 5 2 12 1 6 16 3 8 18Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 0 0 1863 1900 1900 1863 1900Adj Flow Rate, veh/h 585 278 0 0 403 0 200 1 305Adj No. of Lanes 1 2 0 0 2 0 0 1 0Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.95 0.95 0.95Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0Cap, veh/h 630 2066 0 0 624 0 204 1 311Arrive On Green 0.36 0.58 0.00 0.00 0.18 0.00 0.31 0.31 0.31Sat Flow, veh/h 1774 3632 0 0 3725 0 654 3 997Grp Volume(v), veh/h 585 278 0 0 403 0 506 0 0Grp Sat Flow(s),veh/h/ln 1774 1770 0 0 1770 0 1654 0 0Q Serve(g_s), s 24.4 2.7 0.0 0.0 8.1 0.0 23.3 0.0 0.0Cycle Q Clear(g_c), s 24.4 2.7 0.0 0.0 8.1 0.0 23.3 0.0 0.0Prop In Lane 1.00 0.00 0.00 0.00 0.40 0.60Lane Grp Cap(c), veh/h 630 2066 0 0 624 0 516 0 0V/C Ratio(X) 0.93 0.13 0.00 0.00 0.65 0.00 0.98 0.00 0.00Avail Cap(c_a), veh/h 716 2671 0 0 1059 0 516 0 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00Uniform Delay (d), s/veh 23.8 7.2 0.0 0.0 29.4 0.0 26.2 0.0 0.0Incr Delay (d2), s/veh 17.2 0.0 0.0 0.0 1.1 0.0 34.3 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 14.9 1.3 0.0 0.0 4.1 0.0 15.5 0.0 0.0LnGrp Delay(d),s/veh 41.0 7.3 0.0 0.0 30.6 0.0 60.5 0.0 0.0LnGrp LOS D A C EApproach Vol, veh/h 863 403 506Approach Delay, s/veh 30.1 30.6 60.5Approach LOS C C E


Intersection SummaryHCM 2010 Ctrl Delay 38.9HCM 2010 LOS D


Appendix AI

Arterial Analysis - Existing Plus Project (Buildout) Conditions

HCS+: Urban Streets Release 5.3 Phone: Fax: E-Mail: ______________________________PLANNING ANALYSIS________________________________Analyst: PHN Agency/Co.: Chen Ryan Associates Date Performed: 3/31/2014 Analysis Time Period: PM Urban Street: East Vista Way Direction of Travel: Jurisdiction: San Diego County Analysis Year: Existing + E Project ID: LHR ___________________________Traffic Characteristics_____________________________ Annual average daily traffic, AADT 15330 vpd Planning analysis hour factor, K 0.090 Directional distribution factor, D 0.660 Peak-hour factor, PHF 0.920 Adjusted saturation flow rate 1800 pcphgpl Percent turns from exclusive lanes 50 % _________________________Roadway Characteristics_______________________________ Number of through lanes one direction, N 1 Free flow speed, FFS 50 mph Urban class 1 Section length 1.00 miles Median No Left-turn bays Yes _________________________Signal Characteristics________________________________ Signalized intersections 2 Arrival type, AT 3 Signal type (k = 0.5 for planning) Actuated Cycle length, C 150.0 sec Effective green ratio, g/C 0.660 ________________________________Results________________________________________ Annual average daily traffic, AADT 15330 vpd Two-way hourly volume 1379 vph Hourly directional volume 910 vph Through-volume 15-min. flow rate 494 v Running time 78.0 sec v/c ratio 0.44 Through capacity 1127 vph Progression factor, PF 1.000 Uniform delay 12.2 sec Filtering/metering factor, I 0.900 Incremental delay 1.1 sec Control delay 13.3 sec/v Total travel speed, Sa 34.4 mph Total urban street LOS B

HCS+: Urban Streets Release 5.3 Phone: Fax: E-Mail: ______________________________PLANNING ANALYSIS________________________________Analyst: PHN Agency/Co.: Chen Ryan Associates Date Performed: 3/31/2014 Analysis Time Period: AM Urban Street: East Vista Way Direction of Travel: Jurisdiction: San Diego County Analysis Year: E+E Project ID: LHR ___________________________Traffic Characteristics_____________________________ Annual average daily traffic, AADT 15330 vpd Planning analysis hour factor, K 0.070 Directional distribution factor, D 0.520 Peak-hour factor, PHF 0.920 Adjusted saturation flow rate 1800 pcphgpl Percent turns from exclusive lanes 26 % _________________________Roadway Characteristics_______________________________ Number of through lanes one direction, N 1 Free flow speed, FFS 50 mph Urban class 1 Section length 1.00 miles Median No Left-turn bays Yes _________________________Signal Characteristics________________________________ Signalized intersections 2 Arrival type, AT 3 Signal type (k = 0.5 for planning) Actuated Cycle length, C 120.0 sec Effective green ratio, g/C 0.480 ________________________________Results________________________________________ Annual average daily traffic, AADT 15330 vpd Two-way hourly volume 1073 vph Hourly directional volume 557 vph Through-volume 15-min. flow rate 448 v Running time 78.0 sec v/c ratio 0.55 Through capacity 820 vph Progression factor, PF 1.000 Uniform delay 22.0 sec Filtering/metering factor, I 0.820 Incremental delay 2.1 sec Control delay 24.1 sec/v Total travel speed, Sa 28.5 mph Total urban street LOS C

HCS+: Urban Streets Release 5.3 Phone: Fax: E-Mail: ______________________________PLANNING ANALYSIS________________________________Analyst: PHN Agency/Co.: Chen Ryan Associates Date Performed: 4/1/2014 Analysis Time Period: PM Urban Street: East Vista Way - South Direction of Travel: Jurisdiction: San Diego County Analysis Year: Existing + E Project ID: LHR ___________________________Traffic Characteristics_____________________________ Annual average daily traffic, AADT 21340 vpd Planning analysis hour factor, K 0.090 Directional distribution factor, D 0.615 Peak-hour factor, PHF 0.920 Adjusted saturation flow rate 1800 pcphgpl Percent turns from exclusive lanes 60 % _________________________Roadway Characteristics_______________________________ Number of through lanes one direction, N 1 Free flow speed, FFS 45 mph Urban class 2 Section length 1.00 miles Median No Left-turn bays Yes _________________________Signal Characteristics________________________________ Signalized intersections 2 Arrival type, AT 3 Signal type (k = 0.5 for planning) Actuated Cycle length, C 150.0 sec Effective green ratio, g/C 0.750 ________________________________Results________________________________________ Annual average daily traffic, AADT 21340 vpd Two-way hourly volume 1920 vph Hourly directional volume 1180 vph Through-volume 15-min. flow rate 513 v Running time 88.0 sec v/c ratio 0.40 Through capacity 1281 vph Progression factor, PF 1.000 Uniform delay 6.7 sec Filtering/metering factor, I 0.922 Incremental delay 0.9 sec Control delay 7.6 sec/v Total travel speed, Sa 34.9 mph Total urban street LOS B

HCS+: Urban Streets Release 5.3 Phone: Fax: E-Mail: ______________________________PLANNING ANALYSIS________________________________Analyst: PHN Agency/Co.: Chen Ryan Associates Date Performed: 4/1/2014 Analysis Time Period: AM Urban Street: East Vista Way - South Direction of Travel: Jurisdiction: San Diego County Analysis Year: E+E Project ID: LHR ___________________________Traffic Characteristics_____________________________ Annual average daily traffic, AADT 21340 vpd Planning analysis hour factor, K 0.070 Directional distribution factor, D 0.660 Peak-hour factor, PHF 0.920 Adjusted saturation flow rate 1800 pcphgpl Percent turns from exclusive lanes 1 % _________________________Roadway Characteristics_______________________________ Number of through lanes one direction, N 1 Free flow speed, FFS 50 mph Urban class 1 Section length 1.00 miles Median No Left-turn bays Yes _________________________Signal Characteristics________________________________ Signalized intersections 2 Arrival type, AT 3 Signal type (k = 0.5 for planning) Actuated Cycle length, C 130.0 sec Effective green ratio, g/C 0.760 ________________________________Results________________________________________ Annual average daily traffic, AADT 21340 vpd Two-way hourly volume 1493 vph Hourly directional volume 985 vph Through-volume 15-min. flow rate 1059 v Running time 78.0 sec v/c ratio 0.82 Through capacity 1298 vph Progression factor, PF 1.000 Uniform delay 9.9 sec Filtering/metering factor, I 0.473 Incremental delay 2.8 sec Control delay 12.7 sec/v Total travel speed, Sa 34.8 mph Total urban street LOS B

HCS+: Urban Streets Release 5.3 Phone: Fax: E-Mail: ______________________________PLANNING ANALYSIS________________________________Analyst: PHN Agency/Co.: Chen Ryan Date Performed: 4/1/2014 Analysis Time Period: PM Urban Street: Gopher Canyon Road Direction of Travel: Jurisdiction: San Diego County Analysis Year: Existing+E Project ID: LHR ___________________________Traffic Characteristics_____________________________ Annual average daily traffic, AADT 15890 vpd Planning analysis hour factor, K 0.090 Directional distribution factor, D 0.668 Peak-hour factor, PHF 0.920 Adjusted saturation flow rate 1800 pcphgpl Percent turns from exclusive lanes 50 % _________________________Roadway Characteristics_______________________________ Number of through lanes one direction, N 1 Free flow speed, FFS 50 mph Urban class 1 Section length 7.00 miles Median No Left-turn bays No _________________________Signal Characteristics________________________________ Signalized intersections 2 Arrival type, AT 3 Signal type (k = 0.5 for planning) Actuated Cycle length, C 150.0 sec Effective green ratio, g/C 0.512 ________________________________Results________________________________________ Annual average daily traffic, AADT 15890 vpd Two-way hourly volume 1430 vph Hourly directional volume 955 vph Through-volume 15-min. flow rate 519 v Running time 504.0 sec v/c ratio 0.71 Through capacity 736 vph Progression factor, PF 1.000 Uniform delay 28.0 sec Filtering/metering factor, I 0.643 Incremental delay 3.7 sec Control delay 31.6 sec/v Total travel speed, Sa 44.4 mph Total urban street LOS A

HCS+: Urban Streets Release 5.3 Phone: Fax: E-Mail: ______________________________PLANNING ANALYSIS________________________________Analyst: PHN Agency/Co.: Chen Ryan Date Performed: 4/1/2014 Analysis Time Period: AM Urban Street: Gopher Canyon Road Direction of Travel: Jurisdiction: San Diego County Analysis Year: Existing+E Project ID: LHR ___________________________Traffic Characteristics_____________________________ Annual average daily traffic, AADT 15890 vpd Planning analysis hour factor, K 0.070 Directional distribution factor, D 0.685 Peak-hour factor, PHF 0.920 Adjusted saturation flow rate 1800 pcphgpl Percent turns from exclusive lanes 20 % _________________________Roadway Characteristics_______________________________ Number of through lanes one direction, N 1 Free flow speed, FFS 50 mph Urban class 1 Section length 7.00 miles Median No Left-turn bays No _________________________Signal Characteristics________________________________ Signalized intersections 2 Arrival type, AT 3 Signal type (k = 0.5 for planning) Actuated Cycle length, C 120.0 sec Effective green ratio, g/C 0.440 ________________________________Results________________________________________ Annual average daily traffic, AADT 15890 vpd Two-way hourly volume 1112 vph Hourly directional volume 761 vph Through-volume 15-min. flow rate 661 v Running time 504.0 sec v/c ratio 1.04 Through capacity 633 vph Progression factor, PF 1.000 Uniform delay 33.6 sec Filtering/metering factor, I 0.090 Incremental delay 24.8 sec Control delay 58.4 sec/v Total travel speed, Sa 40.6 mph Total urban street LOS B


Appendix AJ

Peak Hour Intersection Capacity Worksheets –

Existing Plus Project (Buildout) Conditions

HCM 2010 Signalized Intersection Summary1: East Vista Way & Gopher Canyon Road 5/19/2014

Existing AM + Project Phase E 5:00 pm 7/16/2012 Existing AM + Project Phase E Synchro 8 ReportPage 1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 1 1 0 816 1 282 0 291 350 157 460 0Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1863 1863 1863 1863 1863 1863 0Adj Flow Rate, veh/h 4 4 0 917 1 238 0 331 216 185 541 0Adj No. of Lanes 0 1 0 0 1 1 1 1 1 1 1 0Peak Hour Factor 0.25 0.25 0.25 0.89 0.92 0.89 0.88 0.88 0.88 0.85 0.85 0.92Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 0Cap, veh/h 7 7 0 946 1 845 2 374 318 205 655 0Arrive On Green 0.01 0.01 0.00 0.53 0.53 0.53 0.00 0.20 0.20 0.12 0.35 0.00Sat Flow, veh/h 909 909 0 1772 2 1583 1774 1863 1583 1774 1863 0Grp Volume(v), veh/h 8 0 0 918 0 238 0 331 216 185 541 0Grp Sat Flow(s),veh/h/ln 1817 0 0 1774 0 1583 1774 1863 1583 1774 1863 0Q Serve(g_s), s 0.5 0.0 0.0 56.3 0.0 9.3 0.0 19.4 14.2 11.6 29.9 0.0Cycle Q Clear(g_c), s 0.5 0.0 0.0 56.3 0.0 9.3 0.0 19.4 14.2 11.6 29.9 0.0Prop In Lane 0.50 0.00 1.00 1.00 1.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 14 0 0 947 0 845 2 374 318 205 655 0V/C Ratio(X) 0.56 0.00 0.00 0.97 0.00 0.28 0.00 0.89 0.68 0.90 0.83 0.00Avail Cap(c_a), veh/h 65 0 0 962 0 858 63 430 366 205 655 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) 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh 55.6 0.0 0.0 25.3 0.0 14.4 0.0 43.7 41.6 49.1 33.3 0.0Incr Delay (d2), s/veh 30.0 0.0 0.0 21.7 0.0 0.2 0.0 17.7 4.2 37.3 8.5 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/ln 0.4 0.0 0.0 33.0 0.0 4.1 0.0 11.9 6.6 7.8 16.9 0.0LnGrp Delay(d),s/veh 85.7 0.0 0.0 47.1 0.0 14.6 0.0 61.4 45.8 86.4 41.9 0.0LnGrp LOS F D B E D F DApproach Vol, veh/h 8 1156 547 726Approach Delay, s/veh 85.7 40.4 55.3 53.2Approach LOS F D E D

Timer 1 2 3 4 5 6 7 8Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 17.0 26.6 4.9 0.0 43.6 64.1Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 13.0 26.0 4.0 4.0 35.0 61.0Max Q Clear Time (g_c+I1), s 13.6 21.4 2.5 0.0 31.9 58.3Green Ext Time (p_c), s 0.0 1.1 0.0 0.0 1.7 1.8

Intersection SummaryHCM 2010 Ctrl Delay 47.7HCM 2010 LOS D


HCM 2010 Signalized Intersection Summary2: SR-76 & Old River Rd/East Vista Way 5/18/2014


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 5 169 226 254 48 278 45 527 241 268 811 6Number 3 8 18 7 4 14 1 6 16 5 2 12Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1900 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 6 204 224 331 0 274 47 549 209 288 872 6Adj No. of Lanes 0 2 0 2 0 1 1 3 1 2 3 0Peak Hour Factor 0.83 0.83 0.83 0.87 0.87 0.87 0.96 0.96 0.96 0.93 0.93 0.93Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 10 336 295 777 0 347 61 1264 394 409 1736 12Arrive On Green 0.19 0.19 0.19 0.22 0.00 0.22 0.03 0.25 0.25 0.12 0.33 0.33Sat Flow, veh/h 53 1807 1583 3548 0 1583 1774 5085 1583 3442 5211 36Grp Volume(v), veh/h 210 0 224 331 0 274 47 549 209 288 567 311Grp Sat Flow(s),veh/h/ln 1860 0 1583 1774 0 1583 1774 1695 1583 1721 1695 1856Q Serve(g_s), s 7.3 0.0 9.4 5.6 0.0 11.5 1.8 6.4 8.0 5.7 9.4 9.4Cycle Q Clear(g_c), s 7.3 0.0 9.4 5.6 0.0 11.5 1.8 6.4 8.0 5.7 9.4 9.4Prop In Lane 0.03 1.00 1.00 1.00 1.00 1.00 1.00 0.02Lane Grp Cap(c), veh/h 346 0 295 777 0 347 61 1264 394 409 1130 619V/C Ratio(X) 0.61 0.00 0.76 0.43 0.00 0.79 0.78 0.43 0.53 0.70 0.50 0.50Avail Cap(c_a), veh/h 556 0 473 1514 0 676 202 1736 541 930 1688 924HCM 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 26.2 0.0 27.1 23.6 0.0 25.9 33.7 22.2 22.9 29.8 18.8 18.8Incr Delay (d2), s/veh 1.7 0.0 4.0 0.4 0.0 4.1 18.7 0.2 1.1 2.2 0.3 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/ln 3.9 0.0 4.4 2.8 0.0 5.4 1.2 3.0 3.6 2.8 4.5 4.9LnGrp Delay(d),s/veh 28.0 0.0 31.2 24.0 0.0 30.0 52.4 22.5 24.0 32.0 19.1 19.4LnGrp LOS C C C C D C C C B BApproach Vol, veh/h 434 605 805 1166Approach Delay, s/veh 29.6 26.7 24.6 22.4Approach LOS C C C C

Timer 1 2 3 4 5 6 7 8Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 6.4 27.4 19.4 12.4 21.5 17.1Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 8.0 35.0 30.0 19.0 24.0 21.0Max Q Clear Time (g_c+I1), s 3.8 11.4 13.5 7.7 10.0 11.4Green Ext Time (p_c), s 0.0 9.8 1.9 0.7 7.4 1.7


NotesUser approved volume balancing among the lanes for turning movement.

HCM 2010 Signalized Intersection Summary3: SR-76 & Olive Hill 5/18/2014


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 59 168 74 82 87 256 39 626 93 253 719 26Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 69 195 74 106 113 280 43 688 91 288 817 24Adj No. of Lanes 2 1 1 1 1 1 1 3 1 2 3 1Peak Hour Factor 0.86 0.86 0.86 0.77 0.77 0.77 0.91 0.91 0.91 0.88 0.88 0.88Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 550 298 253 380 399 339 140 1322 412 457 1441 449Arrive On Green 0.16 0.16 0.16 0.21 0.21 0.21 0.08 0.26 0.26 0.13 0.28 0.28Sat Flow, veh/h 3442 1863 1583 1774 1863 1583 1774 5085 1583 3442 5085 1583Grp Volume(v), veh/h 69 195 74 106 113 280 43 688 91 288 817 24Grp Sat Flow(s),veh/h/ln 1721 1863 1583 1774 1863 1583 1774 1695 1583 1721 1695 1583Q Serve(g_s), s 1.3 7.4 3.1 3.7 3.8 12.7 1.7 8.7 3.4 5.9 10.3 0.8Cycle Q Clear(g_c), s 1.3 7.4 3.1 3.7 3.8 12.7 1.7 8.7 3.4 5.9 10.3 0.8Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 550 298 253 380 399 339 140 1322 412 457 1441 449V/C Ratio(X) 0.13 0.66 0.29 0.28 0.28 0.83 0.31 0.52 0.22 0.63 0.57 0.05Avail Cap(c_a), veh/h 1068 578 491 588 618 525 284 1829 569 793 2032 633HCM 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/veh 27.0 29.6 27.8 24.6 24.7 28.1 32.6 23.8 21.8 30.8 23.0 19.6Incr Delay (d2), s/veh 0.1 2.4 0.6 0.4 0.4 6.2 1.2 0.3 0.3 1.4 0.4 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 0.6 4.0 1.4 1.9 2.0 6.1 0.9 4.1 1.5 2.9 4.8 0.4LnGrp Delay(d),s/veh 27.1 32.0 28.4 25.0 25.1 34.4 33.9 24.1 22.1 32.2 23.3 19.6LnGrp LOS C C C C C C C C C C C BApproach Vol, veh/h 338 499 822 1129Approach Delay, s/veh 30.3 30.3 24.4 25.5Approach LOS C C C C

Timer 1 2 3 4 5 6 7 8Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 13.7 25.5 15.7 11.9 27.3 20.2Change Period (Y+Rc), s 3.7 6.0 3.7 6.0 * 6 4.1Max Green Setting (Gmax), s 17.3 27.0 23.3 12.0 * 30 24.9Max Q Clear Time (g_c+I1), s 7.9 10.7 9.4 3.7 12.3 14.7Green Ext Time (p_c), s 0.6 8.6 1.2 0.0 9.0 1.4


Notes* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.

HCM 2010 TWSC4: Old River Rd & Olive Hill/Camino Del Rey 12/19/2013


IntersectionIntersection Delay (sec/veh): 9.9

Movement EBT EBR WBL WBT NBL NBRVolume (vph) 457 0 0 0 218 0Conflicting Peds.(#/hr) 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRight Turn Channelized Free Free Free Free None NoneStorage Length 0 0 0 0Median Width 12 12 12Grade (%) 0% 0% 0%Peak Hour Factor 0.66 0.66 0.64 0.64 0.74 0.74Heavy Vehicles(%) 2 2 2 2 2 2Movement Flow Rate 692 0 0 0 295 0Number of Lanes 1 0 1 1 1 1

Major/Minor Major 1 Major 2Conflicting Flow Rate - All 0 - 692 0 692 692 Stage 1 - - - - 692 - Stage 2 - - - - 0 -Follow-up Headway - 0 2.218 - 3.518 3.318Pot Capacity-1 Maneuver - 0 903 - 410 444 Stage 1 - 0 - - 497 - Stage 2 - 0 - - - -Time blocked-Platoon(%) - 0 0 - 0 0Mov Capacity-1 Maneuver - - 903 - 410 444Mov Capacity-2 Maneuver - - - - 410 - Stage 1 - - - - 497 - Stage 2 - - - - - -

Approach EB WB NBHCM Control Delay (s) 0 0 33.2HCM LOS A A D

Lane NBLn1 NBLn2 EBT WBL WBTCapacity (vph) 410 0HCM Control Delay (s) 33.2 0 - 0 -HCM Lane VC Ratio 0.719 - - - -HCM Lane LOS D A - A -HCM 95th Percentile Queue (veh) 5.535 - - 0 -

HCM 2010 TWSC5: Camino Del Rey & W Lilac Rd 12/19/2013



Movement EBL EBT WBT WBR SBL SBRVolume (vph) 242 257 290 10 4 282Conflicting Peds.(#/hr) 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRight Turn Channelized None None None None None NoneStorage Length 0 0 0 0Median Width 0 0 12Grade (%) 0% 0% 0%Peak Hour Factor 0.76 0.76 0.78 0.78 0.73 0.73Heavy Vehicles(%) 2 2 2 2 2 2Movement Flow Rate 318 338 372 13 5 386Number of Lanes 0 1 1 0 1 1

Major/Minor Major 1 Major 2Conflicting Flow Rate - All 385 0 0 0 1353 379 Stage 1 - - - - 379 - Stage 2 - - - - 974 -Follow-up Headway 2.218 - - - 3.518 3.318Pot Capacity-1 Maneuver 1173 - - - 165 668 Stage 1 - - - - 692 - Stage 2 - - - - 366 -Time blocked-Platoon(%) 0 - - - 0 0Mov Capacity-1 Maneuver 1173 - - - 110 668Mov Capacity-2 Maneuver - - - - 110 - Stage 1 - - - - 692 - Stage 2 - - - - 244 -

Approach EB WB SBHCM Control Delay (s) 4.5 0 17.8HCM LOS A A C

Lane EBL EBT WBT WBR SBLn1 SBLn2Capacity (vph) 110 668HCM Control Delay (s) 9.209 - - - 39.4 17.5HCM Lane VC Ratio 0.271 - - - 0.05 0.578HCM Lane LOS A - - - E CHCM 95th Percentile Queue (veh) 1.106 - - - 0.155 3.721

HCM 2010 Signalized Intersection Summary6: Old Highway 395 & SR-76 5/18/2014


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 46 449 46 53 692 87 123 70 72 255 114 56Number 5 2 12 1 6 16 3 8 18 7 4 14Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1900Adj Flow Rate, veh/h 50 488 45 58 752 84 146 83 80 263 118 53Adj No. of Lanes 1 2 1 1 2 1 0 1 1 0 1 0Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.84 0.84 0.84 0.97 0.97 0.97Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 102 825 369 172 932 865 179 102 246 304 136 61Arrive On Green 0.06 0.23 0.23 0.10 0.26 0.26 0.16 0.16 0.16 0.28 0.28 0.28Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1151 654 1583 1073 481 216Grp Volume(v), veh/h 50 488 45 58 752 84 229 0 80 434 0 0Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1805 0 1583 1771 0 0Q Serve(g_s), s 2.3 10.3 1.9 2.6 16.7 2.1 10.3 0.0 3.8 19.5 0.0 0.0Cycle Q Clear(g_c), s 2.3 10.3 1.9 2.6 16.7 2.1 10.3 0.0 3.8 19.5 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 0.64 1.00 0.61 0.12Lane Grp Cap(c), veh/h 102 825 369 172 932 865 280 0 246 501 0 0V/C Ratio(X) 0.49 0.59 0.12 0.34 0.81 0.10 0.82 0.00 0.33 0.87 0.00 0.00Avail Cap(c_a), veh/h 169 1089 487 254 1224 996 409 0 359 714 0 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00Uniform Delay (d), s/veh 38.3 28.6 25.4 35.3 28.9 9.1 34.3 0.0 31.5 28.5 0.0 0.0Incr Delay (d2), s/veh 3.6 0.7 0.1 1.1 3.1 0.0 8.1 0.0 0.8 7.9 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 1.2 5.1 0.8 1.3 8.5 1.5 5.8 0.0 1.7 10.6 0.0 0.0LnGrp Delay(d),s/veh 41.9 29.3 25.5 36.5 31.9 9.2 42.4 0.0 32.3 36.4 0.0 0.0LnGrp LOS D C C D C A D C DApproach Vol, veh/h 583 894 309 434Approach Delay, s/veh 30.1 30.1 39.8 36.4Approach LOS C C D D

Timer 1 2 3 4 5 6 7 8Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 12.4 25.5 27.9 10.8 27.1 18.0Change Period (Y+Rc), s * 4.2 6.0 * 4.2 6.0 5.0 5.0Max Green Setting (Gmax), s * 12 25.8 * 34 8.0 29.0 19.0Max Q Clear Time (g_c+I1), s 4.6 12.3 21.5 4.3 18.7 12.3Green Ext Time (p_c), s 0.0 2.5 2.2 1.1 3.4 0.7


Notes* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier.

HCM 2010 TWSC7: Dublin Rd & SR-76 12/19/2013



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRVolume (vph) 1 333 9 13 291 3 14 1 27 0 0 0Conflicting Peds.(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRight Turn Channelized None None None None None None None None None None None NoneStorage Length 550 0 530 0 0 0 0 0Median Width 12 12 0 0Grade (%) 0% 0% 0% 0%Peak Hour Factor 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.92 0.92 0.92Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2Movement Flow Rate 2 555 15 22 485 5 23 2 45 0 0 0Number of Lanes 1 2 0 1 2 0 0 1 0 0 1 0

Major/Minor Major 1 Major 2 Minor 1 Minor 2Conflicting Flow Rate - All 490 0 0 570 0 0 854 1101 286 815 1106 246 Stage 1 - - - - - - 567 567 - 532 532 - Stage 2 - - - - - - 287 534 - 283 574 -Follow-up Headway 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32Pot Capacity-1 Maneuver 1070 - - 999 - - 252 211 711 269 209 754 Stage 1 - - - - - - 476 505 - 499 524 - Stage 2 - - - - - - 696 523 - 700 501 -Time blocked-Platoon(%) 0 - - 0 - - 0 0 0 0 0 0Mov Capacity-1 Maneuver 1070 - - 999 - - 247 206 711 246 204 754Mov Capacity-2 Maneuver - - - - - - 247 206 - 246 204 - Stage 1 - - - - - - 475 504 - 498 512 - Stage 2 - - - - - - 681 511 - 652 500 -

Approach EB WB NB SBHCM Control Delay (s) 0 0.5 15.2 0HCM LOS A A C A

Lane NBLn1 EBL EBT EBR WBL WBT WBR SBLn1Capacity (vph) 422 0HCM Control Delay (s) 15.2 8.37 0 - 8.683 0.1 - 0HCM Lane VC Ratio 0.166 0.002 - - 0.022 - - -HCM Lane LOS C A A - A A - AHCM 95th Percentile Queue (veh) 0.589 0.005 - - 0.066 - - -

HCM 2010 TWSC8: Old Highway 395 & Dublin Rd 12/19/2013



Movement WBL WBR NBT NBR SBL SBTVolume (vph) 273 116 144 122 21 216Conflicting Peds.(#/hr) 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRight Turn Channelized None None None None None NoneStorage Length 400 0 0 0Median Width 12 0 0Grade (%) 0% 0% 0%Peak Hour Factor 0.81 0.81 0.81 0.81 0.85 0.85Heavy Vehicles(%) 2 2 2 2 2 2Movement Flow Rate 337 143 178 151 25 254Number of Lanes 1 1 1 0 0 1

Major/Minor Major 1 Major 2Conflicting Flow Rate - All 558 254 0 0 329 0 Stage 1 254 - - - - - Stage 2 304 - - - - -Follow-up Headway 3.518 3.318 - - 2.218 -Pot Capacity-1 Maneuver 491 785 - - 1231 - Stage 1 788 - - - - - Stage 2 748 - - - - -Time blocked-Platoon(%) 0 0 - - 0 -Mov Capacity-1 Maneuver 479 785 - - 1231 -Mov Capacity-2 Maneuver 479 - - - - - Stage 1 788 - - - - - Stage 2 730 - - - - -

Approach WB NB SBHCM Control Delay (s) 23.2 0 0.7HCM LOS C A A

Lane NBT NBR WBLn1 WBLn2 SBL SBTCapacity (vph) 479 785HCM Control Delay (s) - - 28.5 10.6 7.984 -HCM Lane VC Ratio - - 0.704 0.182 0.02 -HCM Lane LOS - - D B A -HCM 95th Percentile Queue (veh) - - 5.449 0.664 0.061 -

HCM 2010 Signalized Intersection Summary9: Old Highway 395 & W Lilac Rd 12/19/2013


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 59 37 58 291 73 204 33 31 160 109 205 145Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863Lanes 0 1 0 1 1 0 1 1 0 1 2 0Capacity, veh/h 253 162 163 403 239 569 56 62 280 166 506 430Arriving On Green 0.49 0.49 0.49 0.49 0.49 0.49 0.03 0.21 0.21 0.09 0.27 0.27Sat Flow, veh/h 411.0 265.1 334.4 1074.9 489.7 1167.1 1774.0 295.1 1332.5 1774.0 1862.7 1583.3Grp Volume(v), veh/h 300.0 0.0 0.0 316.3 0.0 268.5 45.8 0.0 237.5 129.8 244.0 172.6Grp Sat Flow(s),veh/h/ln 1003.1 0.0 0.0 1074.9 0.0 1656.8 1774.0 0.0 1627.6 1774.0 1862.7 1583.3Q Serve(g_s), s 7.5 0.0 0.0 14.8 0.0 5.7 1.5 0.0 7.7 4.1 6.3 5.1Cycle Q Clear(g_c), s 13.2 0.0 0.0 28.0 0.0 5.7 1.5 0.0 7.7 4.1 6.3 5.1Proportion In Lane 0.410 0.333 1.000 0.704 1.000 0.819 1.000 1.000Lane Grp Cap(c), veh/h 577.7 0.0 0.0 403.5 0.0 808.1 55.9 0.0 341.6 165.6 506.1 430.2V/C Ratio(X) 0.519 0.000 0.000 0.784 0.000 0.332 0.820 0.000 0.695 0.784 0.482 0.401Avail Cap(c_a), veh/h 577.7 0.0 0.0 403.5 0.0 808.1 185.4 0.0 510.3 216.3 616.5 524.0HCM 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) 1.000 0.000 0.000 1.000 0.000 1.000 1.000 0.000 1.000 1.000 1.000 1.000Uniform Delay (d), s/veh 10.1 0.0 0.0 22.2 0.0 9.0 27.6 0.0 21.0 25.5 17.5 17.1Incr Delay (d2), s/veh 0.8 0.0 0.0 9.7 0.0 0.2 24.4 0.0 2.5 13.0 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 0.0Lane Group Delay (d), s/veh 10.9 0.0 0.0 31.9 0.0 9.2 52.1 0.0 23.5 38.4 18.2 17.7Lane Group LOS B C A D C D B BApproach Volume, veh/h 300 585 283 546Approach Delay, s/veh 10.9 21.5 28.1 22.9Approach LOS B C C C

TimerAssigned Phase 4 8 5 2 1 6Phase Duration (G+Y+Rc), s 32.00 32.00 5.81 16.05 9.36 19.60Change Period (Y+Rc), s 4.00 4.00 4.00 4.00 4.00 4.00Max Green Setting (Gmax), s 28.00 28.00 6.00 18.00 7.00 19.00Max Q Clear Time (g_c+I1), s 15.15 30.00 3.47 9.75 6.11 8.30Green Extension Time (p_c) 4.29 0.00 0.01 2.30 0.02 2.68

Intersection SummaryHCM 2010 Control Delay 21.2HCM 2010 Level of Service C

HCM 2010 TWSC10: Old Highway 395 & I-15 SB Off Ramp 12/19/2013



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRVolume (vph) 0 178 401 7 208 0 0 0 0 71 0 60Conflicting Peds.(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRight Turn Channelized None None None None None None None None None Yield Yield YieldStorage Length 0 0 0 0 0 0 0 50Median Width 12 12 0 0Grade (%) 0% 0% 0% 0%Peak Hour Factor 0.95 0.95 0.95 0.85 0.85 0.85 0.92 0.92 0.92 0.88 0.88 0.88Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2Movement Flow Rate 0 187 422 8 245 0 0 0 0 81 0 68Number of Lanes 0 1 1 1 1 0 0 0 0 0 1 0

Major/Minor Major 1 Major 2 Minor 2Conflicting Flow Rate - All - 0 0 609 0 - 659 870 123 Stage 1 - - - - - - 261 261 - Stage 2 - - - - - - 398 609 -Follow-up Headway 0 - - 2.218 - 0 3.518 4.018 3.318Pot Capacity-1 Maneuver 0 - - 970 - 0 377 290 928 Stage 1 0 - - - - 0 744 692 - Stage 2 0 - - - - 0 628 485 -Time blocked-Platoon(%) 0 - - 0 - 0 0 0 0Mov Capacity-1 Maneuver - - - 970 - - 375 288 928Mov Capacity-2 Maneuver - - - - - - 375 288 - Stage 1 - - - - - - - 686 - Stage 2 - - - - - - 628 485 -

Approach EB WB SBHCM Control Delay (s) 0 0.3 11.6HCM LOS A A B

Lane EBT EBR WBL WBT SBLn1Capacity (vph) 692HCM Control Delay (s) - - 8.743 - 11.6HCM Lane VC Ratio - - 0.008 - 0.215HCM Lane LOS - - A - BHCM 95th Percentile Queue (veh) - - 0.026 - 0.813

HCM 2010 TWSC11: I-15 NB Off Ramp & Old Highway 395 12/19/2013



Movement EBT EBR WBL WBT NBL NBRVolume (vph) 152 5 0 76 146 5Conflicting Peds.(#/hr) 0 0 0 0 0 0Sign Control Free Free Free Free Stop StopRight Turn Channelized None None None None Free FreeStorage Length 0 0 0 250Median Width 0 0 12Grade (%) 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.84 0.84Heavy Vehicles(%) 2 2 2 2 2 2Movement Flow Rate 165 5 0 83 174 6Number of Lanes 1 0 0 2 1 1

Major/Minor Major 1 Major 2Conflicting Flow Rate - All 0 0 - 0 210 168 Stage 1 - - - - 168 - Stage 2 - - - - 42 -Follow-up Headway - - 0 - 3.52 3.32Pot Capacity-1 Maneuver - - 0 - 759 847 Stage 1 - - 0 - 844 - Stage 2 - - 0 - 975 -Time blocked-Platoon(%) - - 0 - 0 0Mov Capacity-1 Maneuver - - - - 759 847Mov Capacity-2 Maneuver - - - - 759 - Stage 1 - - - - 844 - Stage 2 - - - - 975 -

Approach EB WB NBHCM Control Delay (s) 0 0 11HCM LOS A A B

Lane NBLn1 NBLn2 EBT EBR WBTCapacity (vph) 759 847HCM Control Delay (s) 11.1 9.3 - - -HCM Lane VC Ratio 0.229 0.007 - - -HCM Lane LOS B A - - -HCM 95th Percentile Queue (veh) 0.88 0.021 - - -

HCM 2010 TWSC12: Old Highway 395 & Camino Del Rey 12/19/2013



Movement EBL EBR NBL NBT SBT SBRVolume (vph) 12 189 110 103 161 20Conflicting Peds.(#/hr) 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRight Turn Channelized None None None None None NoneStorage Length 0 0 160 90Median Width 12 12 12Grade (%) 0% 0% 0%Peak Hour Factor 0.86 0.86 0.89 0.89 0.95 0.95Heavy Vehicles(%) 2 2 2 2 2 2Movement Flow Rate 14 220 124 116 169 21Number of Lanes 1 0 1 1 1 1

Major/Minor Major 1 Major 2Conflicting Flow Rate - All 544 96 190 0 0 0 Stage 1 180 - - - - - Stage 2 364 - - - - -Follow-up Headway 3.518 3.318 2.218 - - -Pot Capacity-1 Maneuver 500 960 1384 - - - Stage 1 851 - - - - - Stage 2 703 - - - - -Time blocked-Platoon(%) 0 0 0 - - -Mov Capacity-1 Maneuver 455 960 1384 - - -Mov Capacity-2 Maneuver 455 - - - - - Stage 1 851 - - - - - Stage 2 640 - - - - -

Approach EB NB SBHCM Control Delay (s) 10.4 4.1 0HCM LOS B A A

Lane NBL NBT EBLn1 SBT SBRCapacity (vph) 900HCM Control Delay (s) 7.856 - 10.4 - -HCM Lane VC Ratio 0.089 - 0.26 - -HCM Lane LOS A - B - -HCM 95th Percentile Queue (veh) 0.294 - 1.039 - -



Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 344 64 152 133 33 353Number 3 18 2 12 1 6Initial Queue, veh 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking, Bus Adj 1.00 0.00 1.00 1.00 1.00 1.00Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863Lanes 1 0 1 1 1 1Capacity, veh/h 0 0 722 614 37 1312Arriving On Green 0.00 0.00 0.39 0.39 0.02 0.70Sat Flow, veh/h 0.0 1862.7 1583.3 1774.0 1862.7Grp Volume(v), veh/h 0.0 178.8 156.5 35.1 375.5Grp Sat Flow(s),veh/h/ln 0.0 1862.7 1583.3 1774.0 1862.7Q Serve(g_s), s 0.0 1.0 1.0 0.3 1.1Cycle Q Clear(g_c), s 0.0 1.0 1.0 0.3 1.1Proportion In Lane 0.000 1.000 1.000Lane Grp Cap(c), veh/h 0.0 722.3 614.0 37.1 1312.0V/C Ratio(X) 0.000 0.248 0.255 0.947 0.286Avail Cap(c_a), veh/h 0.0 2019.4 1716.5 466.2 3059.8HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.000 1.000 1.000 1.000 1.000Uniform Delay (d), s/veh 0.0 3.2 3.2 7.4 0.8Incr Delay (d2), s/veh 0.0 0.2 0.2 56.0 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0Lane Group Delay (d), s/veh 0.0 3.3 3.4 63.4 1.0Lane Group LOS A A E AApproach Volume, veh/h 0 335 411Approach Delay, s/veh 0.0 3.4 6.3Approach LOS A A

TimerAssigned Phase 2 1 6Phase Duration (G+Y+Rc), s 10.40 4.82 15.22Change Period (Y+Rc), s 4.50 4.50 4.50Max Green Setting (Gmax), s 16.50 4.00 25.00Max Q Clear Time (g_c+I1), s 3.02 2.30 3.14Green Extension Time (p_c) 2.88 0.01 3.37

Intersection SummaryHCM 2010 Control Delay 5.0HCM 2010 Level of Service A

HCM 2010 TWSC14: I-15 SB Ramps & Gopher Canyon Road 3/31/2014



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRVolume (vph) 0 245 226 391 353 0 0 0 0 53 2 553Conflicting Peds.(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRight Turn Channelized Free Free Free None None None None None None Free Free FreeStorage Length 0 0 200 0 0 0 0 25Median Width 12 12 0 0Grade (%) 0% 0% 0% 0%Peak Hour Factor 0.77 0.77 0.77 0.86 0.86 0.86 0.90 0.90 0.90 0.95 0.95 0.95Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2Movement Flow Rate 0 318 294 455 410 0 0 0 0 56 2 582Number of Lanes 0 1 0 1 2 0 0 0 0 0 1 0

Major/Minor Major 1 Major 2 Minor 2Conflicting Flow Rate - All 410 0 0 612 0 - 1785 1932 205 Stage 1 - - - - - - 1320 1320 - Stage 2 - - - - - - 465 612 -Follow-up Headway 2.22 - - 2.22 - 0 3.52 4.02 3.32Pot Capacity-1 Maneuver 1145 - - 963 - 0 # 51 65 802 Stage 1 - - - - - 0 166 225 - Stage 2 - - - - - 0 547 482 -Time blocked-Platoon(%) 0 - - 0 - 0 0 0 0Mov Capacity-1 Maneuver 1145 - - 963 - - # 32 34 802Mov Capacity-2 Maneuver - - - - - - # 32 34 - Stage 1 - - - - - - 166 119 - Stage 2 - - - - - - 547 482 -

Approach EB WB SBHCM Control Delay (s) 0 6.3 $ 649.3HCM LOS A A F

Lane EBL EBT EBR WBL WBT SBLn1Capacity (vph) 272HCM Control Delay (s) 0 - - 12.036 - $ -1HCM Lane VC Ratio - - - 0.472 - 2.353HCM Lane LOS A - - B - FHCM 95th Percentile Queue (veh) 0 - - 2.578 - 50.731

HCM 2010 TWSC15: I-15 NB Ramps & Gopher Canyon Road 3/31/2014



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRVolume (vph) 143 155 0 0 583 62 162 2 140 0 0 0Conflicting Peds.(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRight Turn Channelized None None None Free Free Free Free Free Free None None NoneStorage Length 220 0 0 0 0 25 0 0Median Width 12 12 0 0Grade (%) 0% 0% 0% 0%Peak Hour Factor 0.98 0.98 0.98 0.92 0.92 0.92 0.89 0.89 0.89 0.92 0.92 0.92Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2Movement Flow Rate 146 158 0 0 634 67 182 2 157 0 0 0Number of Lanes 1 2 0 0 2 0 0 1 0 0 0 0

Major/Minor Major 1 Major 2 Minor 1Conflicting Flow Rate - All 701 0 - 158 0 0 767 1151 79 Stage 1 - - - - - - 450 450 - Stage 2 - - - - - - 317 701 -Follow-up Headway 2.22 - 0 2.22 - - 3.52 4.02 3.32Pot Capacity-1 Maneuver 892 - 0 1419 - - 292 197 965 Stage 1 - - 0 - - - 558 570 - Stage 2 - - 0 - - - 669 439 -Time blocked-Platoon(%) 0 - 0 0 - - 0 0 0Mov Capacity-1 Maneuver 892 - - 1419 - - 255 165 965Mov Capacity-2 Maneuver - - - - - - 255 165 - Stage 1 - - - - - - 467 477 - Stage 2 - - - - - - 669 439 -

Approach EB WB NBHCM Control Delay (s) 4.7 0 36HCM LOS A A E

Lane NBLn1 EBL EBT WBL WBT WBRCapacity (vph) 441HCM Control Delay (s) 36 9.824 - 0 - -HCM Lane VC Ratio 0.775 0.164 - - - -HCM Lane LOS E A - A - -HCM 95th Percentile Queue (veh) 6.697 0.583 - 0 - -

HCM 2010 Signalized Intersection Summary16: Old Highway 395 & Gopher Canyon Road 5/18/2014


Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsVolume (veh/h) 152 145 247 88 222 398Number 7 14 5 2 6 16Initial Q (Qb), veh 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 173 91 274 98 244 366Adj No. of Lanes 1 1 1 1 1 1Peak Hour Factor 0.88 0.88 0.90 0.90 0.91 0.91Percent Heavy Veh, % 2 2 2 2 2 2Cap, veh/h 283 574 360 1091 475 404Arrive On Green 0.16 0.16 0.20 0.59 0.25 0.25Sat Flow, veh/h 1774 1583 1774 1863 1863 1583Grp Volume(v), veh/h 173 91 274 98 244 366Grp Sat Flow(s),veh/h/ln 1774 1583 1774 1863 1863 1583Q Serve(g_s), s 2.9 1.2 4.6 0.7 3.5 7.0Cycle Q Clear(g_c), s 2.9 1.2 4.6 0.7 3.5 7.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 283 574 360 1091 475 404V/C Ratio(X) 0.61 0.16 0.76 0.09 0.51 0.91Avail Cap(c_a), veh/h 1470 1633 791 1543 475 404HCM 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 12.3 6.8 11.8 2.8 10.0 11.3Incr Delay (d2), s/veh 2.1 0.1 3.3 0.0 0.9 23.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.6 1.3 2.5 0.4 1.9 5.7LnGrp Delay(d),s/veh 14.4 6.9 15.1 2.9 11.0 35.0LnGrp LOS B A B A B DApproach Vol, veh/h 264 372 610Approach Delay, s/veh 11.8 11.9 25.4Approach LOS B B C



HCM 2010 Signalized Intersection Summary17: Old Highway 395 & Old Castle Road 12/19/2013


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (vph) 88 271 64 29 165 202Number 3 18 2 12 1 6Initial Queue, veh 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863Lanes 1 1 1 0 1 1Capacity, veh/h 289 474 728 159 242 1299Arriving On Green 0.16 0.16 0.49 0.49 0.27 1.00Sat Flow, veh/h 1774.0 1583.3 1481.5 324.1 1774.0 1862.7Grp Volume(v), veh/h 104.8 227.4 0.0 97.5 196.4 240.5Grp Sat Flow(s),veh/h/ln 1774.0 1583.3 0.0 1805.6 1774.0 1862.7Q Serve(g_s), s 3.0 6.7 0.0 1.7 5.9 0.0Cycle Q Clear(g_c), s 3.0 6.7 0.0 1.7 5.9 0.0Proportion In Lane 1.000 1.000 0.179 1.000Lane Grp Cap(c), veh/h 289.1 474.0 0.0 887.2 242.0 1299.3V/C Ratio(X) 0.362 0.480 0.000 0.110 0.812 0.185Avail Cap(c_a), veh/h 525.9 685.3 0.0 887.2 433.1 1299.3HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00Upstream Filter(I) 1.000 1.000 0.000 1.000 0.973 0.973Uniform Delay (d), s/veh 21.3 16.4 0.0 7.8 20.2 0.0Incr Delay (d2), s/veh 0.8 0.8 0.0 0.3 6.3 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0Lane Group Delay (d), s/veh 22.1 17.2 0.0 8.1 26.4 0.3Lane Group LOS C B A C AApproach Volume, veh/h 332 98 437Approach Delay, s/veh 18.7 8.1 12.1Approach LOS B A B

TimerAssigned Phase 2 1 6Phase Duration (G+Y+Rc), s 32.18 11.82 44.00Change Period (Y+Rc), s 4.00 4.00 4.00Max Green Setting (Gmax), s 22.00 14.00 40.00Max Q Clear Time (g_c+I1), s 3.66 7.93 2.00Green Extension Time (p_c) 1.53 0.25 1.77

Intersection SummaryHCM 2010 Control Delay 14.2HCM 2010 Level of Service B

HCM 2010 TWSC18: W Lilac Rd & Covey Lane 12/19/2013


IntersectionIntersection Delay (sec/veh): 6

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRVolume (vph) 9 0 48 3 0 2 32 23 1 19 14 5Conflicting Peds.(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRight Turn Channelized None None None None None None None None None None None NoneStorage Length 0 0 0 0 0 0 0 0Median Width 0 0 0 0Grade (%) 0% 0% 0% 0%Peak Hour Factor 0.70 0.70 0.70 0.42 0.42 0.42 0.75 0.75 0.75 0.55 0.55 0.55Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2Movement Flow Rate 13 0 69 7 0 5 43 31 1 35 25 9Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0

Major/Minor Minor 2 Minor 1 Major 1 Major 2Conflicting Flow Rate - All 220 218 30 252 222 32 34 0 0 32 0 0 Stage 1 100 100 - 118 118 - - - - - - - Stage 2 120 118 - 134 104 - - - - - - -Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Capacity-1 Maneuver 736 681 1044 701 677 1042 1578 - - 1580 - - Stage 1 906 813 - 887 798 - - - - - - - Stage 2 884 798 - 869 809 - - - - - - -Time blocked-Platoon(%) 0 0 0 0 0 0 0 - - 0 - -Mov Capacity-1 Maneuver 704 647 1044 630 643 1042 1578 - - 1580 - -Mov Capacity-2 Maneuver 704 647 - 630 643 - - - - - - - Stage 1 881 794 - 862 776 - - - - - - - Stage 2 855 776 - 793 790 - - - - - - -

Approach EB WB NB SBHCM Control Delay (s) 9.1 9.9 4.2 3.7HCM LOS A A A A

Lane NBL NBT NBR EBLn1 WBLn1 SBL SBT SBRCapacity (vph) 970 748HCM Control Delay (s) 7.345 0 - 9.1 9.9 7.329 0 -HCM Lane VC Ratio 0.027 - - 0.084 0.016 0.022 - -HCM Lane LOS A A - A A A A -HCM 95th Percentile Queue (veh) 0.083 - - 0.274 0.048 0.067 - -

HCM 2010 TWSC19: Mountain Ridge Road & Circle R Road 12/19/2013



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRVolume (vph) 93 23 0 0 110 8 0 0 0 8 0 162Conflicting Peds.(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRight Turn Channelized None None None None None None None None None None None NoneStorage Length 0 0 0 0 0 0 0 0Median Width 0 0 0 0Grade (%) 0% 0% 0% 0%Peak Hour Factor 0.78 0.78 0.78 0.83 0.83 0.83 0.92 0.92 0.92 0.75 0.75 0.75Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2Movement Flow Rate 119 29 0 0 133 10 0 0 0 11 0 216Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0

Major/Minor Major 1 Major 2 Minor 1 Minor 2Conflicting Flow Rate - All 143 0 0 29 0 0 513 410 29 405 405 138 Stage 1 - - - - - - 267 267 - 138 138 - Stage 2 - - - - - - 246 143 - 267 267 -Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318Pot Capacity-1 Maneuver 1440 - - 1584 - - 472 531 1046 556 535 910 Stage 1 - - - - - - 738 688 - 865 782 - Stage 2 - - - - - - 758 779 - 738 688 -Time blocked-Platoon(%) 0 - - 0 - - 0 0 0 0 0 0Mov Capacity-1 Maneuver 1440 - - 1584 - - 337 486 1046 520 490 910Mov Capacity-2 Maneuver - - - - - - 337 486 - 520 490 - Stage 1 - - - - - - 676 630 - 792 782 - Stage 2 - - - - - - 578 779 - 676 630 -

Approach EB WB NB SBHCM Control Delay (s) 6.2 0 0 10.5HCM LOS A A A B

Lane NBLn1 EBL EBT EBR WBL WBT WBR SBLn1Capacity (vph) 0 879HCM Control Delay (s) 0 7.726 0 - 0 - - 10.5HCM Lane VC Ratio - 0.083 - - - - - 0.258HCM Lane LOS A A A - A - - BHCM 95th Percentile Queue (veh) - 0.27 - - 0 - - 1.029

HCM 2010 TWSC20: Circle R Road/W Lilac Rd & W. Lilac Road 12/19/2013



Movement WBL WBR NBT NBR SBL SBTVolume (vph) 75 42 13 35 59 25Conflicting Peds.(#/hr) 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRight Turn Channelized None None None None None NoneStorage Length 0 0 0 0Median Width 12 0 0Grade (%) 0% 0% 0%Peak Hour Factor 0.89 0.89 0.83 0.83 0.69 0.69Heavy Vehicles(%) 2 2 2 2 2 2Movement Flow Rate 84 47 16 42 86 36Number of Lanes 1 0 1 0 0 1

Major/Minor Major 1 Major 2Conflicting Flow Rate - All 245 37 0 0 58 0 Stage 1 37 - - - - - Stage 2 208 - - - - -Follow-up Headway 3.518 3.318 - - 2.218 -Pot Capacity-1 Maneuver 743 1035 - - 1546 - Stage 1 985 - - - - - Stage 2 827 - - - - -Time blocked-Platoon(%) 0 0 - - 0 -Mov Capacity-1 Maneuver 701 1035 - - 1546 -Mov Capacity-2 Maneuver 701 - - - - - Stage 1 985 - - - - - Stage 2 780 - - - - -

Approach WB NB SBHCM Control Delay (s) 10.4 0 5.2HCM LOS B A A

Lane NBT NBR WBLn1 SBL SBTCapacity (vph) 793HCM Control Delay (s) - - 10.4 7.465 -HCM Lane VC Ratio - - 0.166 0.055 -HCM Lane LOS - - B A -HCM 95th Percentile Queue (veh) - - 0.592 0.175 -

HCM 2010 TWSC21: Lilac Road & W. Lilac Road 12/19/2013



Movement EBL EBR NBL NBT SBT SBRVolume (vph) 17 95 53 63 100 35Conflicting Peds.(#/hr) 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRight Turn Channelized None None None None None NoneStorage Length 0 0 0 0Median Width 12 0 0Grade (%) 0% 0% 0%Peak Hour Factor 0.67 0.67 0.82 0.82 0.75 0.75Heavy Vehicles(%) 2 2 2 2 2 2Movement Flow Rate 25 142 65 77 133 47Number of Lanes 1 0 0 1 1 0

Major/Minor Major 1 Major 2Conflicting Flow Rate - All 364 157 180 0 0 0 Stage 1 157 - - - - - Stage 2 207 - - - - -Follow-up Headway 3.518 3.318 2.218 - - -Pot Capacity-1 Maneuver 635 889 1396 - - - Stage 1 871 - - - - - Stage 2 828 - - - - -Time blocked-Platoon(%) 0 0 0 - - -Mov Capacity-1 Maneuver 604 889 1396 - - -Mov Capacity-2 Maneuver 604 - - - - - Stage 1 871 - - - - - Stage 2 787 - - - - -

Approach EB NB SBHCM Control Delay (s) 10.4 3.5 0HCM LOS B A A

Lane NBL NBT EBLn1 SBT SBRCapacity (vph) 830HCM Control Delay (s) 7.704 - 10.4 - -HCM Lane VC Ratio 0.046 - 0.201 - -HCM Lane LOS A - B - -HCM 95th Percentile Queue (veh) 0.146 - 0.75 - -

HCM 2010 TWSC22: Old Castle Road & Lilac Road 12/19/2013





Approach EB WB SBHCM Control Delay (s) 0.8 0 13.5HCM LOS A A B

Lane EBL EBT WBT WBR SBLn1Capacity (vph) 630HCM Control Delay (s) 7.943 - - - 13.5HCM Lane VC Ratio 0.012 - - - 0.326HCM Lane LOS A - - - BHCM 95th Percentile Queue (veh) 0.036 - - - 1.415

HCM 2010 Signalized Intersection Summary23: Valley Center Rd & Lilac Road/Private Driveway 12/19/2013


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 135 0 203 0 0 0 113 284 0 3 662 157Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow Rate 1863 0 1863 0 0 0 1863 1863 0 1863 1863 1863Lanes 1 1 1 0 1 0 2 2 0 1 2 0Capacity, veh/h 244 0 218 0 0 0 226 2137 0 4 1527 316Arriving On Green 0.14 0.00 0.14 0.00 0.00 0.00 0.07 0.57 0.00 0.00 0.51 0.51Sat Flow, veh/h 1774.0 0.0 1583.3 0.0 0.0 0.0 3441.6 3725.5 0.0 1774.0 2996.1 619.9Grp Volume(v), veh/h 151.7 0.0 129.2 0.0 0.0 0.0 128.4 322.7 0.0 3.4 467.7 440.3Grp Sat Flow(s),veh/h/ln 1774.0 0.0 1583.3 0.0 0.0 0.0 1720.8 1862.7 0.0 1774.0 1862.7 1753.3Q Serve(g_s), s 3.4 5.7 3.2 0.0 0.0 0.0 1.5 1.7 0.0 0.1 6.9 6.9Cycle Q Clear(g_c), s 3.4 5.7 3.2 0.0 0.0 0.0 1.5 1.7 0.0 0.1 6.9 6.9Proportion In Lane 1.000 1.000 0.000 0.000 1.000 0.000 1.000 0.354Lane Grp Cap(c), veh/h 243.8 0.0 217.6 0.0 0.0 0.0 226.4 2136.6 0.0 4.2 949.4 893.6V/C Ratio(X) 0.622 0.000 0.594 0.000 0.000 0.000 0.567 0.151 0.000 0.803 0.493 0.493Avail Cap(c_a), veh/h 704.7 0.0 628.9 0.0 0.0 0.0 378.8 2136.6 0.0 191.0 949.4 893.6HCM 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) 1.000 0.000 1.000 0.000 0.000 0.000 1.000 1.000 0.000 1.000 1.000 1.000Uniform Delay (d), s/veh 17.0 0.0 16.9 0.0 0.0 0.0 18.9 4.2 0.0 20.8 6.7 6.7Incr Delay (d2), s/veh 2.6 0.0 2.6 0.0 0.0 0.0 2.2 0.1 0.0 143.0 1.8 1.9Initial 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 0.0Lane Group Delay (d), s/veh 19.6 0.0 19.5 0.0 0.0 0.0 21.2 4.3 0.0 163.8 8.5 8.6Lane Group LOS B B C A F A AApproach Volume, veh/h 281 0 451 911Approach Delay, s/veh 19.5 0.0 9.1 9.2Approach LOS B A A

TimerAssigned Phase 4 8 5 2 1 6Phase Duration (G+Y+Rc), s 9.74 0.00 6.75 27.97 4.08 25.30Change Period (Y+Rc), s 4.00 4.00 4.00 4.00 4.00 4.00Max Green Setting (Gmax), s 16.60 16.50 4.60 21.40 4.50 21.30Max Q Clear Time (g_c+I1), s 5.37 0.00 3.51 3.69 2.08 8.87Green Extension Time (p_c) 0.60 0.00 0.03 6.97 0.00 5.76

Intersection SummaryHCM 2010 Control Delay 10.9HCM 2010 Level of Service B

HCM 2010 TWSC24: Valley Center Rd & Miller Road 12/19/2013





Approach EB WB SBHCM Control Delay (s) 0.4 0 17.3HCM LOS A A C

Lane EBL EBT WBT WBR SBLn1Capacity (vph) 397HCM Control Delay (s) 9.997 - - - 17.3HCM Lane VC Ratio 0.043 - - - 0.263HCM Lane LOS A - - - CHCM 95th Percentile Queue (veh) 0.135 - - - 1.039

HCM 2010 Signalized Intersection Summary25: Cole Grade Road & Valley Center Rd 12/19/2013


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 341 317 37 16 329 143 25 13 17 195 25 462Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking, Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow Rate 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863Lanes 2 1 1 1 2 0 0 1 0 0 1 2Capacity, veh/h 447 593 504 25 588 140 231 120 74 313 40 551Arriving On Green 0.13 0.32 0.32 0.01 0.20 0.20 0.24 0.24 0.24 0.20 0.20 0.20Sat Flow, veh/h 3441.6 1583.3 1583.3 1774.0 2909.9 693.2 957.0 497.6 306.2 1581.0 202.7 2786.7Grp Volume(v), veh/h 370.7 344.6 10.9 21.6 283.3 268.0 61.3 0.0 0.0 268.3 0.0 441.5Grp Sat Flow(s),veh/h/ln 1720.8 1862.7 1583.3 1774.0 1862.7 1740.4 1760.9 0.0 0.0 1783.7 0.0 1393.3Q Serve(g_s), s 7.3 10.8 0.3 0.9 10.0 10.2 1.9 0.0 0.0 9.9 0.0 10.6Cycle Q Clear(g_c), s 7.3 10.8 0.3 0.9 10.0 10.2 1.9 0.0 0.0 9.9 0.0 10.6Proportion In

california mutcd 2012 edition page 846 (fhwa’s mutcd 2009 … · 2019. 2. 26. · existing am +...

Documents