Cities Index.
DAP2 - RTC 20-628

City Council and Authorities Concurrent
December 8, 2022

Document
DAP2 - RTC 20-628
Meeting
December 8, 2022
Body
City Council and Authorities Concurrent
Pages
64
Original file
112.9 MB
Text extracted from the city's file for reading and search. Open the original on santaclara.legistar1.com. That file is the official record.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 337 634 300 758 2230 400 250 1758 820 115 1167 271 Future Volume (vph) 337 634 300 758 2230 400 250 1758 820 115 1167 271 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 0.94 0.95 0.97 0.91 1.00 0.97 0.91 1.00 Frt 1.00 0.95 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3369 4990 3458 3433 5085 1583 3433 5085 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3369 4990 3458 3433 5085 1583 3433 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 366 689 326 824 2424 435 272 1911 891 125 1268 295 RTOR Reduction (vph) 0 37 0 0 10 0 0 0 25 0 0 76
Lane Group Flow (vph) 366 978 0 824 2849 0 272 1911 866 125 1268 219 Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Perm
Protected Phases 7 4 3 8 5 2 3 1 6
Permitted Phases 26
Actuated Green, G (s) 12.0 46.4 40.6 75.0 10.0 39.5 80.1 7.5 37.0 37.0 Effective Green, g (s) 12.0 46.4 40.6 75.0 10.0 39.5 80.1 7.5 37.0 37.0 Actuated g/C Ratio 0.08 0.31 0.27 0.50 0.07 0.26 0.53 0.05 0.25 0.25 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 274 1042 1350 1729 228 1339 887 171 1254 390 v/s Ratio Prot c0.11 0.29 0.17 c0.82 c0.08 c0.38 0.26 0.04 0.25 v/s Ratio Perm 0.28 0.14
v/c Ratio 1.34 0.94 0.61 1.65 1.19 1.43 0.98 0.73 1.01 0.56 Uniform Delay, d1 69.0 50.4 47.8 37.5 70.0 55.2 34.0 70.3 56.5 49.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 173.8 15.1 0.8 294.1 121.7 196.6 24.4 14.8 28.2 5.7 Delay (s) 242.8 65.5 48.6 331.6 191.7 251.9 58.4 85.1 84.7 55.1 Level of Service F E D F F F E F F E
Approach Delay (s) 112.5 268.3 190.5 79.6
Approach LOS F F F E
Intersection Summary
HCM 2000 Control Delay 189.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.54
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 137.1% ICU Level of Service H Analysis Period (min) 15
c Critical Lane Group
/DQHV9ROXPHV7LPLQJV
&HQWHQQLDO%OYG 7DVPDQ'U&XPXODWLYH3URMHFW
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 44 1326 10 10 3019 152 10 5 10 176 5 38 Future Volume (vph) 44 1326 10 10 3019 152 10 5 10 176 5 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 150 150 0 0 0 250
Storage Lanes 2 0 1 1 0 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.97 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.999 0.850 0.945 0.850
Flt Protected 0.950 0.950 0.980 0.950 0.955
Satd. Flow (prot) 3433 3536 0 1770 3539 1583 0 1725 0 1681 1690 1583 Flt Permitted 0.950 0.950 0.980 0.950 0.955
Satd. Flow (perm) 3433 3536 0 1770 3539 1583 0 1725 0 1681 1690 1583 Right Turn on Red Yes Yes Yes No
Satd. Flow (RTOR) 1 84 11
Link Speed (mph) 40 30 25 25
Link Distance (ft) 494 270 282 316
Travel Time (s) 8.4 6.1 7.7 8.6
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 Adj. Flow (vph) 48 1441 11 11 3282 165 11 5 11 191 5 41 Shared Lane Traffic (%) 49%
Lane Group Flow (vph) 48 1452 0 11 3282 165 0 27 0 97 99 41 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 12112 121
Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 00000 000
Detector 1 Position(ft) 0 0 00000 000
Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Perm Split NA Split NA Perm
Protected Phases 5 2 1 6 4 4 8 8
Permitted Phases 6 8
/DQHV9ROXPHV7LPLQJV
&HQWHQQLDO%OYG 7DVPDQ'U&XPXODWLYH3URMHFW
$0 05/05/2020
Synchro 9 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 1 6 6 4 4 8 8 8
Switch Phase
Minimum Initial (s) 7.0 10.0 5.0 7.0 7.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 12.0 23.0 9.5 23.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (s) 12.0 94.5 9.5 92.0 92.0 23.0 23.0 23.0 23.0 23.0 Total Split (%) 8.0% 63.0% 6.3% 61.3% 61.3% 15.3% 15.3% 15.3% 15.3% 15.3% Maximum Green (s) 7.0 89.5 5.0 87.0 87.0 18.0 18.0 18.0 18.0 18.0 Yellow Time (s) 3.0 3.0 3.5 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.5 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000
Act Effct Green (s) 7.8 111.8 6.5 106.2 106.2 10.0 14.3 14.3 14.3 Actuated g/C Ratio 0.05 0.75 0.04 0.71 0.71 0.07 0.10 0.10 0.10 v/c Ratio 0.27 0.55 0.14 1.31 0.14 0.22 0.61 0.61 0.27
Control Delay 71.8 11.7 72.6 165.3 5.4 49.8 80.3 81.0 66.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 71.8 11.7 72.6 165.3 5.4 49.8 80.3 81.0 66.1

LOS E B E F A D F F E
Approach Delay 13.7 157.4 49.8 78.1
Approach LOS B F D E
90th %ile Green (s) 9.4 93.0 8.1 91.2 91.2 10.0 10.0 19.4 19.4 19.4 90th %ile Term Code Gap Coord Gap Coord Coord Min Min Gap Gap Gap 70th %ile Green (s) 8.3 97.1 7.1 95.4 95.4 10.0 10.0 16.3 16.3 16.3 70th %ile Term Code Gap Coord Gap Coord Coord Min Min Gap Gap Gap 50th %ile Green (s) 7.5 110.9 0.0 98.4 98.4 10.0 10.0 14.1 14.1 14.1 50th %ile Term Code Gap Coord Skip Coord Coord Min Min Gap Gap Gap 30th %ile Green (s) 7.0 128.2 0.0 116.2 116.2 0.0 0.0 11.8 11.8 11.8 30th %ile Term Code Min Coord Skip Coord Coord Skip Skip Gap Gap Gap 10th %ile Green (s) 0.0 130.0 0.0 130.0 130.0 0.0 0.0 10.0 10.0 10.0 10th %ile Term Code Skip Coord Skip Coord Coord Skip Skip Min Min Min Stops (vph) 41 583 11 2116 29 17 84 86 34
Fuel Used(gal) 1 13 0 120 1 0 2 2 1
CO Emissions (g/hr) 83 937 16 8365 45 26 141 145 52
NOx Emissions (g/hr) 16 182 3 1627 9 5 27 28 10
VOC Emissions (g/hr) 19 217 4 1939 11 6 33 34 12
Dilemma Vehicles (#) 0 44 0 0 0 0 0 0 0
Queue Length 50th (ft) 23 298 11 ~2264 27 15 97 100 38
Queue Length 95th (ft) 46 534 33 #2449 64 49 158 162 77 Internal Link Dist (ft) 414 190 202 236
Turn Bay Length (ft) 200 150 150 250
Base Capacity (vph) 179 2636 77 2506 1145 216 204 205 192 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
/DQHV9ROXPHV7LPLQJV
&HQWHQQLDO%OYG 7DVPDQ'U&XPXODWLYH3URMHFW
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.55 0.14 1.31 0.14 0.13 0.48 0.48 0.21 Intersection Summary
Area Type: Other
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.31
Intersection Signal Delay: 112.0 Intersection LOS: F
Intersection Capacity Utilization 112.6% ICU Level of Service H Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 11: Centennial Blvd & Tasman Dr
/DQHV9ROXPHV7LPLQJV
*UHDW$PHULFD3NZ\ 'ULYHZD\&LW\3ODFH3NZ\
&XPXODWLYH3URMHFW$0 05/05/2020
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 0 10 43 1 297 0 1431 277 811 2240 10 Future Volume (vph) 10 0 10 43 1 297 0 1431 277 811 2240 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 250 250 0 300 300 0
Storage Lanes 1 0 1 1 0 1 2 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 0.97 0.95 0.95 1.00 0.91 1.00 0.97 0.91 0.91 Frt 0.850 0.851 0.850 0.850 0.999
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 1770 1583 0 3433 1506 1504 0 5085 1583 3433 5080 0 Flt Permitted 0.950 0.950 0.950
Satd. Flow (perm) 1770 1583 0 3433 1506 1504 0 5085 1583 3433 5080 0 Right Turn on Red No Yes No Yes
Satd. Flow (RTOR) 162 161 1
Link Speed (mph) 30 30 40 40
Link Distance (ft) 203 897 788 508
Travel Time (s) 4.6 20.4 13.4 8.7
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 Adj. Flow (vph) 11 0 11 47 1 323 0 1555 301 882 2435 11 Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 11 11 0 47 163 161 0 1555 301 882 2446 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 24 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2112
Detector Template Left Thru Left Thru Right Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100
Trailing Detector (ft) 0 0 0 0 0 0000
Detector 1 Position(ft) 0 0 0 0 0 0000
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Perm NA pm+ov Prot NA
Protected Phases 7 4 3 8 2 3 1 6
Permitted Phases 8 2
/DQHV9ROXPHV7LPLQJV
*UHDW$PHULFD3NZ\ 'ULYHZD\&LW\3ODFH3NZ\
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 3 8 8 2 3 1 6
Switch Phase
Minimum Initial (s) 7.0 10.0 7.0 10.0 10.0 10.0 7.0 7.0 10.0 Minimum Split (s) 12.0 23.0 12.0 23.0 23.0 23.0 12.0 12.0 23.0 Total Split (s) 12.0 23.0 12.0 23.0 23.0 46.0 12.0 39.0 85.0 Total Split (%) 10.0% 19.2% 10.0% 19.2% 19.2% 38.3% 10.0% 32.5% 70.8% Maximum Green (s) 7.0 18.0 7.0 18.0 18.0 41.0 7.0 34.0 80.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Min None None C-Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 7.0 10.9 9.4 10.9 10.9 56.0 70.4 35.8 96.7 Actuated g/C Ratio 0.06 0.09 0.08 0.09 0.09 0.47 0.59 0.30 0.81 v/c Ratio 0.11 0.08 0.17 0.57 0.57 0.66 0.32 0.86 0.60
Control Delay 56.0 50.3 56.5 18.1 17.8 23.3 7.2 39.6 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 4.4
Total Delay 56.0 50.3 56.5 18.1 17.8 23.3 7.2 40.7 15.5

LOS E D E B B C A D B
Approach Delay 53.1 22.9 20.7 22.2
Approach LOS D C C C
90th %ile Green (s) 7.0 14.3 7.0 14.3 14.3 41.0 7.0 37.7 83.7 90th %ile Term Code Max Hold Max Gap Gap Coord Max Max Coord 70th %ile Green (s) 0.0 0.0 10.0 10.0 10.0 55.8 10.0 39.2 100.0 70th %ile Term Code Skip Skip Hold Min Min Coord Hold Gap Coord 50th %ile Green (s) 0.0 0.0 10.0 10.0 10.0 57.8 10.0 37.2 100.0 50th %ile Term Code Skip Skip Hold Min Min Coord Hold Gap Coord 30th %ile Green (s) 0.0 0.0 10.0 10.0 10.0 60.3 10.0 34.7 100.0 30th %ile Term Code Skip Skip Hold Min Min Coord Hold Gap Coord 10th %ile Green (s) 0.0 0.0 10.0 10.0 10.0 65.0 10.0 30.0 100.0 10th %ile Term Code Skip Skip Hold Min Min Coord Hold Gap Coord Stops (vph) 11 11 38 40 27 607 39 802 1161
Fuel Used(gal) 0 0 1 2 2 20 2 17 24
CO Emissions (g/hr) 13 13 70 127 120 1425 159 1203 1695 NOx Emissions (g/hr) 3 2 14 25 23 277 31 234 330
VOC Emissions (g/hr) 3 3 16 30 28 330 37 279 393
Dilemma Vehicles (#) 0 0 0 0 0 128 0 0 173
Queue Length 50th (ft) 8 8 18 0 0 157 18 375 356
Queue Length 95th (ft) 28 26 38 45 45 241 m62 m277 m268 Internal Link Dist (ft) 123 817 708 428
Turn Bay Length (ft) 250 250 300 300
Base Capacity (vph) 103 237 269 363 362 2372 928 1045 4095 Starvation Cap Reductn 0 0 0 0 0 0 0 47 1561
/DQHV9ROXPHV7LPLQJV
*UHDW$PHULFD3NZ\ 'ULYHZD\&LW\3ODFH3NZ\
&XPXODWLYH3URMHFW$0 05/05/2020
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0000
Storage Cap Reductn 0 0 0 0 0 0000
Reduced v/c Ratio 0.11 0.05 0.17 0.45 0.44 0.66 0.32 0.88 0.97 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 21.8 Intersection LOS: C
Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 61: Great America Pkwy & Driveway/City Place Pkwy /DQHV9ROXPHV7LPLQJV

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 72 168 92 151 10 68 10 8 20 20 20 Future Volume (vph) 10 72 168 92 151 10 68 10 8 20 20 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.899 0.994 0.987 0.955
Flt Protected 0.998 0.982 0.962 0.984
Satd. Flow (prot) 0 3175 0 0 3455 0 0 1769 0 0 1750 0
Flt Permitted 0.998 0.982 0.962 0.984
Satd. Flow (perm) 0 3175 0 0 3455 0 0 1769 0 0 1750 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 304 453 200 664
Travel Time (s) 6.9 10.3 4.5 15.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 78 183 100 164 11 74 11 9 22 22 22
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 272 0 0 275 0 0 94 0 0 66 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 35.0% ICU Level of Service A Analysis Period (min) 15
/DQHV9ROXPHV7LPLQJV

&HQWHQQLDO%OYG 6WDUVDQG6WULSHV&XPXODWLYH3URMHFW$0 05/05/2020 Synchro 9 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 65 15 199 112 10 132 10 64 25 25 25 Future Volume (vph) 10 65 15 199 112 10 132 10 64 25 25 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.972 0.988 0.850 0.955
Flt Protected 0.950 0.950 0.956 0.984
Satd. Flow (prot) 1770 1811 0 1770 1840 0 0 1781 1583 0 1750 0 Flt Permitted 0.950 0.950 0.956 0.984
Satd. Flow (perm) 1770 1811 0 1770 1840 0 0 1781 1583 0 1750 0 Right Turn on Red Yes Yes No Yes
Satd. Flow (RTOR) 11 5 25
Link Speed (mph) 30 30 30 30
Link Distance (ft) 453 445 204 659
Travel Time (s) 10.3 10.1 4.6 15.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 71 16 216 122 11 143 11 70 27 27 27
Shared Lane Traffic (%)
Lane Group Flow (vph) 11 87 0 216 133 0 0 154 70 0 81 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 12112
Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100
Trailing Detector (ft) 0 0 0 0 00000
Detector 1 Position(ft) 0 0 0 0 00000
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Split NA Perm Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 2
Detector Phase 7 4 3 8 2 2 2 6 6
Switch Phase
Minimum Initial (s) 7.0 10.0 7.0 10.0 10.0 10.0 10.0 10.0 10.0 /DQHV9ROXPHV7LPLQJV

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 12.0 23.0 12.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (s) 12.0 23.0 21.0 32.0 23.0 23.0 23.0 23.0 23.0 Total Split (%) 13.3% 25.6% 23.3% 35.6% 25.6% 25.6% 25.6% 25.6% 25.6% Maximum Green (s) 7.0 18.0 16.0 27.0 18.0 18.0 18.0 18.0 18.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C-Min C-Min C-Min None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 00000
Act Effct Green (s) 7.1 10.7 16.3 26.5 38.6 38.6 10.4
Actuated g/C Ratio 0.08 0.12 0.18 0.29 0.43 0.43 0.12
v/c Ratio 0.08 0.39 0.68 0.24 0.20 0.10 0.36
Control Delay 39.9 37.0 44.7 22.8 22.2 22.5 31.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.9 37.0 44.7 22.8 22.2 22.5 31.5

LOS D D D C C C C
Approach Delay 37.3 36.3 22.3 31.5
Approach LOS D D C C
90th %ile Green (s) 7.3 12.8 21.8 27.3 23.4 23.4 23.4 12.0 12.0 90th %ile Term Code Gap Gap Gap Hold Coord Coord Coord Gap Gap 70th %ile Green (s) 0.0 10.7 18.7 34.4 30.6 30.6 30.6 10.0 10.0 70th %ile Term Code Skip Gap Gap Hold Coord Coord Coord Min Min 50th %ile Green (s) 0.0 10.0 16.3 31.3 33.7 33.7 33.7 10.0 10.0 50th %ile Term Code Skip Min Gap Hold Coord Coord Coord Min Min 30th %ile Green (s) 0.0 10.0 14.0 29.0 36.0 36.0 36.0 10.0 10.0 30th %ile Term Code Skip Min Gap Hold Coord Coord Coord Min Min 10th %ile Green (s) 0.0 0.0 10.5 10.5 69.5 69.5 69.5 0.0 0.0 10th %ile Term Code Skip Skip Gap Hold Coord Coord Coord Skip Skip Stops (vph) 12 63 179 83 97 44 50
Fuel Used(gal) 0 1 3 1 1 1 1
CO Emissions (g/hr) 13 86 244 101 98 45 80
NOx Emissions (g/hr) 2 17 47 20 19 9 16
VOC Emissions (g/hr) 3 20 57 23 23 10 18
Dilemma Vehicles (#) 0 0 0 0 0 0 0
Queue Length 50th (ft) 6 41 116 50 59 26 30
Queue Length 95th (ft) 22 84 176 100 125 65 72
Internal Link Dist (ft) 373 365 124 579
Turn Bay Length (ft)
Base Capacity (vph) 138 371 349 612 764 679 370
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.23 0.62 0.22 0.20 0.10 0.22
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Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 85
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.68
Intersection Signal Delay: 31.8 Intersection LOS: C
Intersection Capacity Utilization 40.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 1004: Centennial Blvd & Stars and Stripes /DQHV9ROXPHV7LPLQJV

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 15 20 109 0 201 10 47 13 5 10 29 63 Future Volume (vph) 15 20 109 0 201 10 47 13 5 10 29 63 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 150 150 150 150 150 150
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.887 0.993 0.990 0.917
Flt Protected 0.995 0.965 0.995
Satd. Flow (prot) 0 3124 0 0 3514 0 0 1780 0 0 1700 0
Flt Permitted 0.995 0.965 0.995
Satd. Flow (perm) 0 3124 0 0 3514 0 0 1780 0 0 1700 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 445 325 196 655
Travel Time (s) 10.1 7.4 4.5 14.9
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 Adj. Flow (vph) 16 22 118 0 218 11 51 14 5 11 32 68
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 156 0 0 229 0 0 70 0 0 111 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 30.6% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 15 5 5 214 97 202
Future Volume (vph) 15 5 5 214 97 202
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0
Storage Lanes 1 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.999
Satd. Flow (prot) 1770 1583 0 1861 1863 1583
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1770 1583 0 1861 1863 1583
Link Speed (mph) 30 30 30
Link Distance (ft) 325 508 308
Travel Time (s) 7.4 11.5 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 16 5 5 233 105 220
Shared Lane Traffic (%)
Lane Group Flow (vph) 16 5 0 238 105 220
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 30.7% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 130 5 80 23 128 73 152 60 9 8 210 100 Future Volume (vph) 130 5 80 23 128 73 152 60 9 8 210 100 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.980 0.951
Flt Protected 0.954 0.992 0.950 0.950
Satd. Flow (prot) 0 1777 1583 0 1848 1583 1770 1825 0 1770 1771 0 Flt Permitted 0.954 0.992 0.950 0.950
Satd. Flow (perm) 0 1777 1583 0 1848 1583 1770 1825 0 1770 1771 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 145 145 9 25
Link Speed (mph) 30 30 30 30
Link Distance (ft) 397 715 308 405
Travel Time (s) 9.0 16.3 7.0 9.2
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 Adj. Flow (vph) 141 5 87 25 139 79 165 65 10 9 228 109
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 146 87 0 164 79 165 75 0 9 337 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 12112112 12
Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 00000000 00
Detector 1 Position(ft) 00000000 00
Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 4 4 4 8 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 7.0 10.0 7.0 10.0 /DQHV9ROXPHV7LPLQJV
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 23.0 23.0 23.0 23.0 23.0 23.0 12.0 23.0 12.0 23.0 Total Split (s) 23.0 23.0 23.0 23.0 23.0 23.0 17.0 32.0 12.0 27.0 Total Split (%) 25.6% 25.6% 25.6% 25.6% 25.6% 25.6% 18.9% 35.6% 13.3% 30.0% Maximum Green (s) 18.0 18.0 18.0 18.0 18.0 18.0 12.0 27.0 7.0 22.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 000000 0 0
Act Effct Green (s) 12.4 12.4 12.8 12.8 10.9 31.7 7.2 17.7 Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.15 0.43 0.10 0.24 v/c Ratio 0.49 0.23 0.52 0.20 0.64 0.10 0.05 0.77
Control Delay 36.2 2.6 36.0 1.6 45.0 14.8 36.9 38.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.2 2.6 36.0 1.6 45.0 14.8 36.9 38.1

LOS D A D A D B D D
Approach Delay 23.6 24.8 35.5 38.1
Approach LOS C C D D
90th %ile Green (s) 17.3 17.3 17.3 18.0 18.0 18.0 12.0 27.0 7.0 22.0 90th %ile Term Code Gap Gap Gap Max Max Max Max Hold Max Max 70th %ile Green (s) 13.8 13.8 13.8 14.4 14.4 14.4 12.0 39.0 0.0 22.0 70th %ile Term Code Gap Gap Gap Gap Gap Gap Max Hold Skip Max 50th %ile Green (s) 11.6 11.6 11.6 12.1 12.1 12.1 12.0 35.9 0.0 18.9 50th %ile Term Code Gap Gap Gap Gap Gap Gap Max Hold Skip Gap 30th %ile Green (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.4 30.7 0.0 15.3 30th %ile Term Code Min Min Min Min Min Min Gap Hold Skip Gap 10th %ile Green (s) 10.0 10.0 10.0 10.0 10.0 10.0 7.9 24.1 0.0 11.2 10th %ile Term Code Min Min Min Min Min Min Gap Hold Skip Gap Stops (vph) 115 3 130 1 130 37 10 247
Fuel Used(gal) 2 0 3021 05
CO Emissions (g/hr) 142 21 186 30 173 40 10 332
NOx Emissions (g/hr) 28 4 36 6 34 8 2 65
VOC Emissions (g/hr) 33 5 43 7 40 9 2 77
Dilemma Vehicles (#) 0 0 0000 00
Queue Length 50th (ft) 63 0 71 0 72 16 4 132
Queue Length 95th (ft) 130 10 142 5 #178 59 20 #283
Internal Link Dist (ft) 317 635 228 325
Turn Bay Length (ft)
Base Capacity (vph) 440 501 458 501 292 801 170 554
Starvation Cap Reductn 0 0 0000 00
Spillback Cap Reductn 0 0 0000 00
Storage Cap Reductn 0 0 0000 00
Reduced v/c Ratio 0.33 0.17 0.36 0.16 0.57 0.09 0.05 0.61 /DQHV9ROXPHV7LPLQJV
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Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 74.2
Natural Cycle: 85
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 31.3 Intersection LOS: C
Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15
90th %ile Actuated Cycle: 89.3
70th %ile Actuated Cycle: 82.2
50th %ile Actuated Cycle: 74.6
30th %ile Actuated Cycle: 65.7
10th %ile Actuated Cycle: 59.1
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 27: Avenue C & Station Road
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 5 5 5 26 25 24 5 118 5 5 139 5
Future Volume (vph) 5 5 5 26 25 24 5 118 5 5 139 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.955 0.957 0.995 0.996
Flt Protected 0.984 0.983 0.998 0.998
Satd. Flow (prot) 0 1750 0 0 1752 0 0 1850 0 0 1852 0
Flt Permitted 0.984 0.983 0.998 0.998
Satd. Flow (perm) 0 1750 0 0 1752 0 0 1850 0 0 1852 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 401 455 664 506
Travel Time (s) 9.1 10.3 15.1 11.5
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 Adj. Flow (vph) 5 5 5 28 27 26 5 128 5 5 151 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 15 0 0 81 0 0 138 0 0 161 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 21.8% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 5 5 5 52 26 23 24 5 22 5 38 5
Future Volume (vph) 5 5 5 52 26 23 24 5 22 5 38 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 150 150 150 150 150 150
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.955 0.969 0.941 0.987
Flt Protected 0.984 0.975 0.977 0.995
Satd. Flow (prot) 0 1750 0 0 1760 0 0 1713 0 0 1829 0
Flt Permitted 0.984 0.975 0.977 0.995
Satd. Flow (perm) 0 1750 0 0 1760 0 0 1713 0 0 1829 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 455 467 659 498
Travel Time (s) 10.3 10.6 15.0 11.3
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 Adj. Flow (vph) 5 5 5 57 28 25 26 5 24 5 41 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 15 0 0 110 0 0 55 0 0 51 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 24.6% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 22 0 0 0 18 104 0 24 0 79 52 13
Future Volume (vph) 22 0 0 0 18 104 0 24 0 79 52 13
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 150 150 150 150 150 150
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.885 0.988
Flt Protected 0.950 0.973
Satd. Flow (prot) 0 1770 0 0 1649 0 0 1863 0 0 1791 0
Flt Permitted 0.950 0.973
Satd. Flow (perm) 0 1770 0 0 1649 0 0 1863 0 0 1791 0
Link Speed (mph) 30 30 10 30
Link Distance (ft) 467 166 655 272
Travel Time (s) 10.6 3.8 44.7 6.2
Confl. Peds. (#/hr) 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 24 0 0 0 20 113 0 26 0 86 57 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 24 0 0 133 0 0 26 0 0 157 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 112 134 225
Future Volume (vph) 0 0 0 112 134 225
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95
Frt 0.906
Flt Protected
Satd. Flow (prot) 1863 1863 1863 3539 3207 0
Flt Permitted
Satd. Flow (perm) 1863 1863 1863 3539 3207 0
Link Speed (mph) 30 30 30
Link Distance (ft) 208 405 374
Travel Time (s) 4.7 9.2 8.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 122 146 245
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 122 391 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 14.3% ICU Level of Service A Analysis Period (min) 15
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Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Traffic Volume (vph) 333 411 86 130 46 140
Future Volume (vph) 333 411 86 130 46 140
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 4.5 4.5
Lane Util. Factor 0.95 0.95 1.00 1.00
Frt 0.92 1.00 1.00 0.85
Flt Protected 1.00 0.98 0.95 1.00
Satd. Flow (prot) 3246 3470 1770 1583
Flt Permitted 1.00 0.63 0.95 1.00
Satd. Flow (perm) 3246 2242 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 362 447 93 141 50 152
RTOR Reduction (vph) 88 0 0 0 0 138
Lane Group Flow (vph) 721 0 0 234 50 14
Turn Type NA Perm NA Perm Perm
Protected Phases 6 2
Permitted Phases 2 8 8
Actuated Green, G (s) 72.3 72.3 8.2 8.2
Effective Green, g (s) 72.3 72.3 8.2 8.2
Actuated g/C Ratio 0.80 0.80 0.09 0.09
Clearance Time (s) 5.0 5.0 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2607 1801 161 144
v/s Ratio Prot c0.22
v/s Ratio Perm 0.10 c0.03 0.01
v/c Ratio 0.28 0.13 0.31 0.10
Uniform Delay, d1 2.2 1.9 38.3 37.5
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 0.1 1.1 0.3
Delay (s) 2.5 2.1 39.4 37.8
Level of Service A A D D
Approach Delay (s) 2.5 2.1 38.2
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 8.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 9.5 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 5 0 185 0 42 5 108 184 0
Future Volume (vph) 0 0 0 5 0 185 0 42 5 108 184 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 100 0
Storage Lanes 0 1 0 0 0 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.868 0.987
Flt Protected 0.999 0.950
Satd. Flow (prot) 0 1863 1863 0 1615 0 0 1839 0 1770 1863 0 Flt Permitted 0.999 0.950
Satd. Flow (perm) 0 1863 1863 0 1615 0 0 1839 0 1770 1863 0 Link Speed (mph) 30 30 30 30
Link Distance (ft) 616 456 506 321
Travel Time (s) 14.0 10.4 11.5 7.3
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 Adj. Flow (vph) 0 0 0 5 0 201 0 46 5 117 200 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 206 0 0 51 0 117 200 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 75 38 5 166 0 23 05000
Future Volume (vph) 0 75 38 5 166 0 23 05000
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 150 150 150 150 150 150
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.955 0.977
Flt Protected 0.999 0.960
Satd. Flow (prot) 0 1779 0 0 1861 0 0 1747 0 0 1863 0
Flt Permitted 0.999 0.960
Satd. Flow (perm) 0 1779 0 0 1861 0 0 1747 0 0 1863 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 456 484 498 168
Travel Time (s) 10.4 11.0 11.3 3.8
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 Adj. Flow (vph) 0 82 41 5 180 0 25 0 5 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 123 0 0 185 0 0 30 0000
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 71 0 72 102 40 0 47 83 163 38 0
Future Volume (vph) 0 71 0 72 102 40 0 47 83 163 38 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 150 0 150 150 150 150
Storage Lanes 0 0 0 1 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.850 0.914
Flt Protected 0.980 0.961
Satd. Flow (prot) 0 1863 0 0 1825 1583 0 1703 0 0 1790 0 Flt Permitted 0.980 0.961
Satd. Flow (perm) 0 1863 0 0 1825 1583 0 1703 0 0 1790 0 Link Speed (mph) 30 30 30 30
Link Distance (ft) 484 1153 218 197
Travel Time (s) 11.0 26.2 5.0 4.5
Confl. Peds. (#/hr) 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 77 0 78 111 43 0 51 90 177 41 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 77 0 0 189 43 0 141 0 0 218 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 44.6% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 889 199 119 267 73 8
Future Volume (vph) 889 199 119 267 73 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 200 50 0
Storage Lanes 0 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.973 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 3444 0 1770 3539 1770 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm) 3444 0 1770 3539 1770 1583
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 50 9
Link Speed (mph) 30 30 30
Link Distance (ft) 897 950 276
Travel Time (s) 20.4 21.6 6.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 966 216 129 290 79 9
Shared Lane Traffic (%)
Lane Group Flow (vph) 1182 0 129 290 79 9
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Number of Detectors 2 1211
Detector Template Thru Left Thru Left Right
Leading Detector (ft) 100 20 100 20 20
Trailing Detector (ft) 0 0000
Detector 1 Position(ft) 0 0000
Detector 1 Size(ft) 6 20 6 20 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94
Detector 2 Size(ft) 6 6
Detector 2 Type Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0
Turn Type NA Prot NA Prot Perm
Protected Phases 6 5 2 8
Permitted Phases 8
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Lane Group EBT EBR WBL WBT NBL NBR
Detector Phase 6 5 2 8 8
Switch Phase
Minimum Initial (s) 10.0 7.0 7.0 7.0 7.0
Minimum Split (s) 22.5 11.5 22.5 22.5 22.5
Total Split (s) 25.9 11.6 37.5 22.5 22.5
Total Split (%) 43.2% 19.3% 62.5% 37.5% 37.5%
Maximum Green (s) 21.4 7.1 33.0 18.0 18.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode C-Min None C-Min None None
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 35.9 9.9 49.0 8.4 8.4
Actuated g/C Ratio 0.60 0.16 0.82 0.14 0.14
v/c Ratio 0.57 0.44 0.10 0.32 0.04
Control Delay 24.0 26.7 2.6 26.2 13.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 24.0 26.7 2.6 26.2 13.0

LOS C C A C B
Approach Delay 24.0 10.0 24.9
Approach LOS C B C
90th %ile Green (s) 22.5 13.1 40.1 10.9 10.9
90th %ile Term Code Coord Gap Coord Gap Gap
70th %ile Green (s) 26.0 11.3 41.8 9.2 9.2
70th %ile Term Code Coord Gap Coord Gap Gap
50th %ile Green (s) 28.6 9.9 43.0 8.0 8.0
50th %ile Term Code Coord Gap Coord Gap Gap
30th %ile Green (s) 42.6 8.4 55.5 0.0 0.0
30th %ile Term Code Coord Gap Coord Skip Skip
10th %ile Green (s) 55.5 0.0 55.5 0.0 0.0
10th %ile Term Code Coord Skip Coord Skip Skip
Stops (vph) 955 101 60 64 6
Fuel Used(gal) 18 2210
CO Emissions (g/hr) 1271 146 171 63 5
NOx Emissions (g/hr) 247 28 33 12 1
VOC Emissions (g/hr) 295 34 40 15 1
Dilemma Vehicles (#) 0 0000
Queue Length 50th (ft) 392 43 12 26 0
Queue Length 95th (ft) #477 82 26 58 10
Internal Link Dist (ft) 817 870 196
Turn Bay Length (ft) 200 50
Base Capacity (vph) 2082 293 2889 531 481
Starvation Cap Reductn 0 0000
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Lane Group EBT EBR WBL WBT NBL NBR
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.57 0.44 0.10 0.15 0.02
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 20.6 Intersection LOS: C
Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 1036: Avenue A & City Place Pkwy
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 379 1948 170 1361 1518 200 180 1518 1076 430 2252 575 Future Volume (vph) 379 1948 170 1361 1518 200 180 1518 1076 430 2252 575 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 0.94 0.95 0.97 0.91 1.00 0.97 0.91 1.00 Frt 1.00 0.99 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3497 4990 3478 3433 5085 1583 3433 5085 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3497 4990 3478 3433 5085 1583 3433 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 412 2117 185 1479 1650 217 196 1650 1170 467 2448 625 RTOR Reduction (vph) 0 4 0 0 7 0 0 0 37 0 0 83
Lane Group Flow (vph) 412 2298 0 1479 1860 0 196 1650 1133 467 2448 542 Turn Type Prot NA Prot NA Prot NA pm+ov Prot NA Perm
Protected Phases 7 4 3 8 52316
Permitted Phases 26
Actuated Green, G (s) 12.0 56.0 27.0 71.0 7.0 38.0 65.0 13.0 44.0 44.0 Effective Green, g (s) 12.0 56.0 27.0 71.0 7.0 38.0 65.0 13.0 44.0 44.0 Actuated g/C Ratio 0.08 0.37 0.18 0.47 0.05 0.25 0.43 0.09 0.29 0.29 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 274 1305 898 1646 160 1288 728 297 1491 464 v/s Ratio Prot 0.12 c0.66 c0.30 0.53 0.06 0.32 c0.28 c0.14 c0.48 v/s Ratio Perm 0.44 0.34
v/c Ratio 1.50 1.76 1.65 1.13 1.23 1.28 1.56 1.57 1.64 1.17 Uniform Delay, d1 69.0 47.0 61.5 39.5 71.5 56.0 42.5 68.5 53.0 53.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 244.8 345.4 296.2 66.9 144.2 132.6 257.2 273.3 291.9 96.4 Delay (s) 313.8 392.4 357.7 106.4 215.7 188.6 299.7 341.8 344.9 149.4 Level of Service F F F F FFFFFF
Approach Delay (s) 380.5 217.4 233.4 310.0
Approach LOS FFFF
Intersection Summary
HCM 2000 Control Delay 282.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.74
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 148.2% ICU Level of Service H Analysis Period (min) 15
c Critical Lane Group
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 103 2941 10 10 2565 36 10 5 10 482 5 75 Future Volume (vph) 103 2941 10 10 2565 36 10 5 10 482 5 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 150 150 0 0 0 250
Storage Lanes 2 0 1 1 0 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.97 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.999 0.850 0.945 0.850
Flt Protected 0.950 0.950 0.980 0.950 0.953
Satd. Flow (prot) 3433 3536 0 1770 3539 1583 0 1725 0 1681 1686 1583 Flt Permitted 0.950 0.950 0.980 0.950 0.953
Satd. Flow (perm) 3433 3536 0 1770 3539 1583 0 1725 0 1681 1686 1583 Right Turn on Red Yes No Yes Yes
Satd. Flow (RTOR) 11 84
Link Speed (mph) 40 30 25 25
Link Distance (ft) 494 270 282 316
Travel Time (s) 8.4 6.1 7.7 8.6
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 Adj. Flow (vph) 112 3197 11 11 2788 39 11 5 11 524 5 82 Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 112 3208 0 11 2788 39 0 27 0 262 267 82 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 12112 121
Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 00000 000
Detector 1 Position(ft) 0 0 00000 000
Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Perm Split NA Split NA Perm
Protected Phases 5 2 1 6 4 4 8 8
Permitted Phases 6 8
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 1 6 6 4 4 8 8 8
Switch Phase
Minimum Initial (s) 7.0 10.0 5.0 7.0 7.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 12.0 23.0 9.5 23.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (s) 12.0 92.5 9.5 90.0 90.0 23.0 23.0 25.0 25.0 25.0 Total Split (%) 8.0% 61.7% 6.3% 60.0% 60.0% 15.3% 15.3% 16.7% 16.7% 16.7% Maximum Green (s) 7.0 87.5 5.0 85.0 85.0 18.0 18.0 20.0 20.0 20.0 Yellow Time (s) 3.0 3.0 3.5 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.5 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000
Act Effct Green (s) 7.5 94.3 5.1 85.6 85.6 10.0 32.9 32.9 32.9 Actuated g/C Ratio 0.05 0.63 0.03 0.57 0.57 0.07 0.22 0.22 0.22 v/c Ratio 0.66 1.44 0.18 1.38 0.04 0.22 0.71 0.72 0.20
Control Delay 88.1 228.5 77.5 203.4 14.5 49.8 67.1 67.7 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 88.1 228.5 77.5 203.4 14.5 49.8 67.1 67.7 10.6

LOS F F E F B D E E B
Approach Delay 223.8 200.3 49.8 59.7
Approach LOS F F D E
90th %ile Green (s) 7.0 87.5 5.0 85.0 85.0 10.0 10.0 28.0 28.0 28.0 90th %ile Term Code Max Coord Max Coord Coord Min Min Max Max Max 70th %ile Green (s) 7.0 87.5 5.0 85.0 85.0 10.0 10.0 28.0 28.0 28.0 70th %ile Term Code Max Coord Max Coord Coord Min Min Max Max Max 50th %ile Green (s) 7.0 97.0 0.0 85.0 85.0 10.0 10.0 28.0 28.0 28.0 50th %ile Term Code Max Coord Skip Coord Coord Min Min Max Max Max 30th %ile Green (s) 9.3 102.3 0.0 88.0 88.0 0.0 0.0 37.7 37.7 37.7 30th %ile Term Code Gap Coord Skip Coord Coord Skip Skip Gap Gap Gap 10th %ile Green (s) 7.0 97.0 0.0 85.0 85.0 0.0 0.0 43.0 43.0 43.0 10th %ile Term Code Max Coord Skip Coord Coord Skip Skip Max Max Max Stops (vph) 97 2120 11 1912 16 17 213 217 11
Fuel Used(gal) 3 168 0 122 0 0 5 5 0
CO Emissions (g/hr) 220 11743 17 8539 19 26 332 341 28
NOx Emissions (g/hr) 43 2285 3 1661 4 5 65 66 6
VOC Emissions (g/hr) 51 2722 4 1979 4 6 77 79 7
Dilemma Vehicles (#) 0 68 0 0 0 0 0 0 0
Queue Length 50th (ft) 56 ~2204 11 ~1905 16 15 263 269 0 Queue Length 95th (ft) #101 #2420 34 #2017 35 49 #418 #430 47 Internal Link Dist (ft) 414 190 202 236
Turn Bay Length (ft) 200 150 150 250
Base Capacity (vph) 170 2221 60 2019 903 216 368 370 412 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.66 1.44 0.18 1.38 0.04 0.13 0.71 0.72 0.20 Intersection Summary
Area Type: Other
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.44
Intersection Signal Delay: 198.5 Intersection LOS: F
Intersection Capacity Utilization 110.1% ICU Level of Service H Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 11: Centennial Blvd & Tasman Dr
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 0 10 493 0 496 0 2410 144 354 1741 10 Future Volume (vph) 10 0 10 493 0 496 0 2410 144 354 1741 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 250 250 0 300 300 0
Storage Lanes 1 0 1 1 0 1 2 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 0.97 0.95 0.95 1.00 0.91 1.00 0.97 0.91 0.91 Frt 0.850 0.850 0.850 0.850 0.999
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 1770 1583 0 3433 1504 1504 0 5085 1583 3433 5080 0 Flt Permitted 0.950 0.950 0.950
Satd. Flow (perm) 1770 1583 0 3433 1504 1504 0 5085 1583 3433 5080 0 Right Turn on Red No Yes No Yes
Satd. Flow (RTOR) 247 247 1
Link Speed (mph) 30 30 40 40
Link Distance (ft) 203 897 788 508
Travel Time (s) 4.6 20.4 13.4 8.7
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 Adj. Flow (vph) 11 0 11 536 0 539 0 2620 157 385 1892 11 Shared Lane Traffic (%) 50%
Lane Group Flow (vph) 11 11 0 536 270 269 0 2620 157 385 1903 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 24 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 1 2112
Detector Template Left Thru Left Thru Right Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100
Trailing Detector (ft) 0 0 0 0 0 0000
Detector 1 Position(ft) 0 0 0 0 0 0000
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Perm NA pm+ov Prot NA
Protected Phases 7 4 3 8 2 3 1 6
Permitted Phases 8 2
/DQHV9ROXPHV7LPLQJV
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 3 8 8 2 3 1 6
Switch Phase
Minimum Initial (s) 7.0 10.0 7.0 10.0 10.0 10.0 7.0 7.0 10.0 Minimum Split (s) 12.0 23.0 12.0 23.0 23.0 23.0 12.0 12.0 23.0 Total Split (s) 12.0 23.0 21.0 32.0 32.0 60.0 21.0 16.0 76.0 Total Split (%) 10.0% 19.2% 17.5% 26.7% 26.7% 50.0% 17.5% 13.3% 63.3% Maximum Green (s) 7.0 18.0 16.0 27.0 27.0 55.0 16.0 11.0 71.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None C-Min None None C-Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 7.0 10.2 16.0 16.8 16.8 62.9 83.9 22.9 90.8 Actuated g/C Ratio 0.06 0.08 0.13 0.14 0.14 0.52 0.70 0.19 0.76 v/c Ratio 0.11 0.08 1.17 0.64 0.64 0.98 0.14 0.59 0.50
Control Delay 56.0 51.8 141.5 18.0 17.8 24.4 3.0 57.7 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 12.4 0.0 0.0 0.1
Total Delay 56.0 51.8 141.5 18.0 17.9 36.9 3.0 57.7 4.2

LOS E D F B B D A E A
Approach Delay 53.9 79.5 34.9 13.2
Approach LOS D E C B
90th %ile Green (s) 7.0 11.2 16.0 20.2 20.2 55.0 16.0 17.8 77.8 90th %ile Term Code Max Hold Max Gap Gap Coord Max Max Coord 70th %ile Green (s) 0.0 0.0 16.0 16.0 16.0 66.9 16.0 22.1 94.0 70th %ile Term Code Skip Skip Max Hold Hold Coord Max Gap Coord 50th %ile Green (s) 0.0 0.0 16.0 16.0 16.0 66.7 16.0 22.3 94.0 50th %ile Term Code Skip Skip Max Hold Hold Coord Max Gap Coord 30th %ile Green (s) 0.0 0.0 16.0 16.0 16.0 65.4 16.0 23.6 94.0 30th %ile Term Code Skip Skip Max Hold Hold Coord Max Gap Coord 10th %ile Green (s) 0.0 0.0 16.0 16.0 16.0 60.5 16.0 28.5 94.0 10th %ile Term Code Skip Skip Max Hold Hold Coord Max Gap Coord Stops (vph) 11 11 410 117 116 1573 17 348 297
Fuel Used(gal) 0 0 20 3 3 40 1 9 10
CO Emissions (g/hr) 13 13 1392 230 228 2818 72 615 728
NOx Emissions (g/hr) 3 2 271 45 44 548 14 120 142
VOC Emissions (g/hr) 3 3 323 53 53 653 17 143 169
Dilemma Vehicles (#) 0 0 0 0 0 112 0 0 99
Queue Length 50th (ft) 8 8 ~257 41 41 163 14 163 73
Queue Length 95th (ft) 28 27 #371 135 134 #935 m19 m197 154 Internal Link Dist (ft) 123 817 708 428
Turn Bay Length (ft) 250 250 300 300
Base Capacity (vph) 103 237 457 529 529 2665 1106 654 3842 Starvation Cap Reductn 0 0 0 0 0 0 0 0 639
/DQHV9ROXPHV7LPLQJV
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Spillback Cap Reductn 0 0 0 5 5 122 0 0 0
Storage Cap Reductn 0 0 0 0 0 0000
Reduced v/c Ratio 0.11 0.05 1.17 0.52 0.51 1.03 0.14 0.59 0.59 Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.17
Intersection Signal Delay: 34.7 Intersection LOS: C
Intersection Capacity Utilization 89.9% ICU Level of Service E Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 61: Great America Pkwy & Driveway/City Place Pkwy /DQHV9ROXPHV7LPLQJV

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 184 22 22 48 10 117 10 160 20 20 20 Future Volume (vph) 10 184 22 22 48 10 117 10 160 20 20 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.985 0.981 0.925 0.955
Flt Protected 0.998 0.986 0.980 0.984
Satd. Flow (prot) 0 3479 0 0 3423 0 0 1689 0 0 1750 0
Flt Permitted 0.998 0.986 0.980 0.984
Satd. Flow (perm) 0 3479 0 0 3423 0 0 1689 0 0 1750 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 304 453 200 664
Travel Time (s) 6.9 10.3 4.5 15.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 200 24 24 52 11 127 11 174 22 22 22
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 235 0 0 87 0 0 312 0 0 66 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 42.9% ICU Level of Service A Analysis Period (min) 15
/DQHV9ROXPHV7LPLQJV

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 113 231 326 44 10 26 10 113 25 25 25 Future Volume (vph) 10 113 231 326 44 10 26 10 113 25 25 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.899 0.972 0.850 0.955
Flt Protected 0.950 0.950 0.965 0.984
Satd. Flow (prot) 1770 1675 0 1770 1811 0 0 1798 1583 0 1750 0 Flt Permitted 0.950 0.950 0.965 0.984
Satd. Flow (perm) 1770 1675 0 1770 1811 0 0 1798 1583 0 1750 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 102 11 206 25
Link Speed (mph) 30 30 30 30
Link Distance (ft) 453 445 204 659
Travel Time (s) 10.3 10.1 4.6 15.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 123 251 354 48 11 28 11 123 27 27 27 Shared Lane Traffic (%)
Lane Group Flow (vph) 11 374 0 354 59 0 0 39 123 0 81 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 2 1 2 12112
Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100
Trailing Detector (ft) 0 0 0 0 00000
Detector 1 Position(ft) 0 0 0 0 00000
Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Split NA Perm Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 2
Detector Phase 7 4 3 8 2 2 2 6 6
Switch Phase
Minimum Initial (s) 7.0 10.0 7.0 10.0 10.0 10.0 10.0 10.0 10.0 /DQHV9ROXPHV7LPLQJV

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 12.0 23.0 12.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (s) 12.0 23.0 21.0 32.0 23.0 23.0 23.0 23.0 23.0 Total Split (%) 13.3% 25.6% 23.3% 35.6% 25.6% 25.6% 25.6% 25.6% 25.6% Maximum Green (s) 7.0 18.0 16.0 27.0 18.0 18.0 18.0 18.0 18.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C-Min C-Min C-Min None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 00000
Act Effct Green (s) 7.1 19.6 28.6 50.8 14.4 14.4 10.4
Actuated g/C Ratio 0.08 0.22 0.32 0.56 0.16 0.16 0.12
v/c Ratio 0.08 0.84 0.63 0.06 0.14 0.29 0.36
Control Delay 39.9 42.7 32.2 8.9 37.7 2.1 31.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.9 42.7 32.2 8.9 37.7 2.1 31.5

LOS D D C A D A C
Approach Delay 42.6 28.9 10.7 31.5
Approach LOS D C B C
90th %ile Green (s) 7.3 18.0 30.0 40.7 10.0 10.0 10.0 12.0 12.0 90th %ile Term Code Gap Max Max Hold Coord Coord Coord Gap Gap 70th %ile Green (s) 0.0 22.8 27.2 55.0 10.0 10.0 10.0 10.0 10.0 70th %ile Term Code Skip Max Gap Hold Coord Coord Coord Min Min 50th %ile Green (s) 0.0 22.9 27.1 55.0 10.0 10.0 10.0 10.0 10.0 50th %ile Term Code Skip Max Gap Hold Coord Coord Coord Min Min 30th %ile Green (s) 0.0 19.8 27.8 52.6 12.4 12.4 12.4 10.0 10.0 30th %ile Term Code Skip Gap Gap Hold Coord Coord Coord Min Min 10th %ile Green (s) 0.0 14.6 31.0 50.6 29.4 29.4 29.4 0.0 0.0 10th %ile Term Code Skip Gap Gap Hold Coord Coord Coord Skip Skip Stops (vph) 12 218 273 22 34 1 50
Fuel Used(gal) 0 5 5 0 1 0 1
CO Emissions (g/hr) 13 378 334 28 36 16 80
NOx Emissions (g/hr) 2 74 65 6 7 3 16
VOC Emissions (g/hr) 3 88 77 7 8 4 18
Dilemma Vehicles (#) 0 0 0 0 0 0 0
Queue Length 50th (ft) 6 143 175 10 21 0 30
Queue Length 95th (ft) 22 #322 258 37 51 4 72
Internal Link Dist (ft) 373 365 124 579
Turn Bay Length (ft)
Base Capacity (vph) 138 456 562 1027 405 516 370
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.82 0.63 0.06 0.10 0.24 0.22
/DQHV9ROXPHV7LPLQJV

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Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 85
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 31.3 Intersection LOS: C
Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 1004: Centennial Blvd & Stars and Stripes /DQHV9ROXPHV7LPLQJV

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 78 94 53 0 230 10 68 20 5 10 15 71 Future Volume (vph) 78 94 53 0 230 10 68 20 5 10 15 71
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 150 150 150 150 150 150
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.964 0.994 0.993 0.900
Flt Protected 0.983 0.965 0.995
Satd. Flow (prot) 0 3354 0 0 3518 0 0 1785 0 0 1668 0
Flt Permitted 0.983 0.965 0.995
Satd. Flow (perm) 0 3354 0 0 3518 0 0 1785 0 0 1668 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 445 325 196 655
Travel Time (s) 10.1 7.4 4.5 14.9
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 Adj. Flow (vph) 85 102 58 0 250 11 74 22 5 11 16 77
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 245 0 0 261 0 0 101 0 0 104 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 35.0% ICU Level of Service A Analysis Period (min) 15
/DQHV9ROXPHV7LPLQJV
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Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 95 5 5 281 397 231
Future Volume (vph) 95 5 5 281 397 231
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 100
Storage Lanes 1 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.999
Satd. Flow (prot) 1770 1583 0 1861 1863 1583
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1770 1583 0 1861 1863 1583
Link Speed (mph) 30 30 30
Link Distance (ft) 325 508 308
Travel Time (s) 7.4 11.5 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 103 5 5 305 432 251
Shared Lane Traffic (%)
Lane Group Flow (vph) 103 5 0 310 432 251
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 36.0% ICU Level of Service A Analysis Period (min) 15
/DQHV9ROXPHV7LPLQJV
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 240 5 261 49 270 166 144 198 34 10 318 52 Future Volume (vph) 240 5 261 49 270 166 144 198 34 10 318 52 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.978 0.979
Flt Protected 0.953 0.992 0.950 0.950
Satd. Flow (prot) 0 1775 1583 0 1848 1583 1770 1822 0 1770 1824 0 Flt Permitted 0.953 0.992 0.950 0.950
Satd. Flow (perm) 0 1775 1583 0 1848 1583 1770 1822 0 1770 1824 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 284 180 10 9
Link Speed (mph) 30 30 30 30
Link Distance (ft) 397 715 308 405
Travel Time (s) 9.0 16.3 7.0 9.2
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 Adj. Flow (vph) 261 5 284 53 293 180 157 215 37 11 346 57 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 266 284 0 346 180 157 252 0 11 403 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 12112112 12
Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 00000000 00
Detector 1 Position(ft) 00000000 00
Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft) 6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 4 4 8 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 4 4 4 8 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 7.0 10.0 7.0 10.0 /DQHV9ROXPHV7LPLQJV
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 23.0 23.0 23.0 23.0 23.0 23.0 12.0 23.0 12.0 23.0 Total Split (s) 23.0 23.0 23.0 24.0 24.0 24.0 14.0 31.0 12.0 29.0 Total Split (%) 25.6% 25.6% 25.6% 26.7% 26.7% 26.7% 15.6% 34.4% 13.3% 32.2% Maximum Green (s) 18.0 18.0 18.0 19.0 19.0 19.0 9.0 26.0 7.0 24.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 000000 0 0
Act Effct Green (s) 16.1 16.1 18.2 18.2 9.1 33.4 7.1 21.5 Actuated g/C Ratio 0.19 0.19 0.21 0.21 0.11 0.39 0.08 0.25 v/c Ratio 0.79 0.54 0.88 0.38 0.83 0.35 0.08 0.86
Control Delay 51.9 8.2 58.1 7.4 74.5 21.0 39.9 49.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.9 8.2 58.1 7.4 74.5 21.0 39.9 49.5

LOS D A E A E C D D
Approach Delay 29.3 40.7 41.5 49.3
Approach LOS C D D D
90th %ile Green (s) 18.0 18.0 18.0 19.0 19.0 19.0 9.0 26.0 7.0 24.0 90th %ile Term Code Max Max Max Max Max Max Max Hold Max Max 70th %ile Green (s) 18.0 18.0 18.0 19.0 19.0 19.0 9.0 38.0 0.0 24.0 70th %ile Term Code Max Max Max Max Max Max Max Hold Skip Max 50th %ile Green (s) 18.0 18.0 18.0 19.0 19.0 19.0 9.0 38.0 0.0 24.0 50th %ile Term Code Max Max Max Max Max Max Max Hold Skip Max 30th %ile Green (s) 15.8 15.8 15.8 19.0 19.0 19.0 9.0 35.2 0.0 21.2 30th %ile Term Code Gap Gap Gap Max Max Max Max Hold Skip Gap 10th %ile Green (s) 11.3 11.3 11.3 14.8 14.8 14.8 9.0 29.2 0.0 15.2 10th %ile Term Code Gap Gap Gap Gap Gap Gap Max Hold Skip Gap Stops (vph) 216 33 272 24 118 155 12 319
Fuel Used(gal) 5 1 7132 07
CO Emissions (g/hr) 317 100 492 92 222 168 13 467
NOx Emissions (g/hr) 62 19 96 18 43 33 2 91
VOC Emissions (g/hr) 74 23 114 21 52 39 3 108
Dilemma Vehicles (#) 0 0 0000 00
Queue Length 50th (ft) 143 0 192 0 90 89 6 210
Queue Length 95th (ft) #256 64 #348 52 #203 185 22 #361 Internal Link Dist (ft) 317 635 228 325
Turn Bay Length (ft)
Base Capacity (vph) 379 561 416 496 189 721 146 526
Starvation Cap Reductn 0 0 0000 00
Spillback Cap Reductn 0 0 0000 00
Storage Cap Reductn 0 0 0000 00
Reduced v/c Ratio 0.70 0.51 0.83 0.36 0.83 0.35 0.08 0.77 /DQHV9ROXPHV7LPLQJV
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Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 85.1
Natural Cycle: 85
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 39.5 Intersection LOS: D
Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15
90th %ile Actuated Cycle: 90
70th %ile Actuated Cycle: 90
50th %ile Actuated Cycle: 90
30th %ile Actuated Cycle: 85
10th %ile Actuated Cycle: 70.3
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 27: Avenue C & Station Road
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 5 5 5 27 5 55 5 166 5 6 266 5
Future Volume (vph) 5 5 5 27 5 55 5 166 5 6 266 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.955 0.914 0.996 0.998
Flt Protected 0.984 0.985 0.999 0.999
Satd. Flow (prot) 0 1750 0 0 1677 0 0 1853 0 0 1857 0
Flt Permitted 0.984 0.985 0.999 0.999
Satd. Flow (perm) 0 1750 0 0 1677 0 0 1853 0 0 1857 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 401 455 664 506
Travel Time (s) 9.1 10.3 15.1 11.5
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 Adj. Flow (vph) 5 5 5 29 5 60 5 180 5 7 289 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 15 0 0 94 0 0 190 0 0 301 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 30.2% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 5 5 5 49 27 27 55 5 70 5 25 5
Future Volume (vph) 5 5 5 49 27 27 55 5 70 5 25 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 150 150 150 150 150 150
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.955 0.965 0.927 0.982
Flt Protected 0.984 0.977 0.979 0.993
Satd. Flow (prot) 0 1750 0 0 1756 0 0 1691 0 0 1816 0
Flt Permitted 0.984 0.977 0.979 0.993
Satd. Flow (perm) 0 1750 0 0 1756 0 0 1691 0 0 1816 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 455 467 659 498
Travel Time (s) 10.3 10.6 15.0 11.3
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 Adj. Flow (vph) 5 5 5 53 29 29 60 5 76 5 27 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 15 0 0 111 0 0 141 0 0 37 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 29.8% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 70 5 5 5 22 170 5 56 5 31 34 76
Future Volume (vph) 70 5 5 5 22 170 5 56 5 31 34 76
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 150 150 150 150 150 150
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.992 0.883 0.990 0.927
Flt Protected 0.958 0.999 0.996 0.989
Satd. Flow (prot) 0 1770 0 0 1643 0 0 1837 0 0 1708 0
Flt Permitted 0.958 0.999 0.996 0.989
Satd. Flow (perm) 0 1770 0 0 1643 0 0 1837 0 0 1708 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 467 166 655 272
Travel Time (s) 10.6 3.8 14.9 6.2
Confl. Peds. (#/hr) 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 76 5 5 5 24 185 5 61 5 34 37 83
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 86 0 0 214 0 0 71 0 0 154 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 364 113 178
Future Volume (vph) 0 0 0 364 113 178
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95
Frt 0.908
Flt Protected
Satd. Flow (prot) 1863 1863 1863 3539 3214 0
Flt Permitted
Satd. Flow (perm) 1863 1863 1863 3539 3214 0
Link Speed (mph) 30 30 30
Link Distance (ft) 208 405 374
Travel Time (s) 4.7 9.2 8.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 396 123 193
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 396 316 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 13.4% ICU Level of Service A Analysis Period (min) 15
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Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Traffic Volume (vph) 232 82 139 592 313 108
Future Volume (vph) 232 82 139 592 313 108
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 4.5 4.5
Lane Util. Factor 0.95 0.95 1.00 1.00
Frt 0.96 1.00 1.00 0.85
Flt Protected 1.00 0.99 0.95 1.00
Satd. Flow (prot) 3401 3506 1770 1583
Flt Permitted 1.00 0.79 0.95 1.00
Satd. Flow (perm) 3401 2787 1770 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 252 89 151 643 340 117
RTOR Reduction (vph) 29 0 0 0 0 87
Lane Group Flow (vph) 312 0 0 794 340 30
Turn Type NA Perm NA Perm Perm
Protected Phases 6 2
Permitted Phases 2 8 8
Actuated Green, G (s) 57.7 57.7 22.8 22.8
Effective Green, g (s) 57.7 57.7 22.8 22.8
Actuated g/C Ratio 0.64 0.64 0.25 0.25
Clearance Time (s) 5.0 5.0 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2180 1786 448 401
v/s Ratio Prot 0.09
v/s Ratio Perm c0.28 c0.19 0.02
v/c Ratio 0.14 0.44 0.76 0.07
Uniform Delay, d1 6.4 8.1 31.1 25.6
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.8 7.2 0.1
Delay (s) 6.5 8.9 38.3 25.6
Level of Service A A D C
Approach Delay (s) 6.5 8.9 35.1
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 15.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 9.5 Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 5 0 226 0 136 5 125 93 0
Future Volume (vph) 0 0 0 5 0 226 0 136 5 125 93 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 100 0
Storage Lanes 0 1 0 0 0 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.868 0.996
Flt Protected 0.999 0.950
Satd. Flow (prot) 0 1863 1863 0 1615 0 0 1855 0 1770 1863 0 Flt Permitted 0.999 0.950
Satd. Flow (perm) 0 1863 1863 0 1615 0 0 1855 0 1770 1863 0 Link Speed (mph) 30 30 30 30
Link Distance (ft) 616 456 506 321
Travel Time (s) 14.0 10.4 11.5 7.3
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 Adj. Flow (vph) 0 0 0 5 0 246 0 148 5 136 101 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 251 0 0 153 0 136 101 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 38.7% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 105 20 5 204 0 27 05000
Future Volume (vph) 0 105 20 5 204 0 27 05000
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 150 150 150 150 150 150
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.978 0.980
Flt Protected 0.999 0.959
Satd. Flow (prot) 0 1822 0 0 1861 0 0 1751 0 0 1863 0
Flt Permitted 0.999 0.959
Satd. Flow (perm) 0 1822 0 0 1861 0 0 1751 0 0 1863 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 456 484 498 168
Travel Time (s) 10.4 11.0 11.3 3.8
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 Adj. Flow (vph) 0 114 22 5 222 0 29 0 5 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 136 0 0 227 0 0 34 0000
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0000
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 24.8% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 120 0 138 137 143 0 32 62 75 44 0 Future Volume (vph) 0 120 0 138 137 143 0 32 62 75 44 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 150 0 150 150 150 150
Storage Lanes 0 0 0 1 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.850 0.911
Flt Protected 0.976 0.969
Satd. Flow (prot) 0 1863 0 0 1818 1583 0 1697 0 0 1805 0 Flt Permitted 0.976 0.969
Satd. Flow (perm) 0 1863 0 0 1818 1583 0 1697 0 0 1805 0 Link Speed (mph) 30 30 30 30
Link Distance (ft) 484 1153 218 197
Travel Time (s) 11.0 26.2 5.0 4.5
Confl. Peds. (#/hr) 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 130 0 150 149 155 0 35 67 82 48 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 130 0 0 299 155 0 102 0 0 130 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15
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Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 398 101 28 942 48 142
Future Volume (vph) 398 101 28 942 48 142
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 200 50 0
Storage Lanes 0 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.970 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 3433 0 1770 3539 1770 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm) 3433 0 1770 3539 1770 1583
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 57 154
Link Speed (mph) 30 30 30
Link Distance (ft) 897 950 276
Travel Time (s) 20.4 21.6 6.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 433 110 30 1024 52 154
Shared Lane Traffic (%)
Lane Group Flow (vph) 543 0 30 1024 52 154
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Number of Detectors 2 1211
Detector Template Thru Left Thru Left Right
Leading Detector (ft) 100 20 100 20 20
Trailing Detector (ft) 0 0000
Detector 1 Position(ft) 0 0000
Detector 1 Size(ft) 6 20 6 20 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94
Detector 2 Size(ft) 6 6
Detector 2 Type Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0
Turn Type NA Prot NA Prot Perm
Protected Phases 6 5 2 8
Permitted Phases 8
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Lane Group EBT EBR WBL WBT NBL NBR
Detector Phase 6 5 2 8 8
Switch Phase
Minimum Initial (s) 10.0 7.0 7.0 7.0 7.0
Minimum Split (s) 22.5 11.5 22.5 22.5 22.5
Total Split (s) 25.0 12.0 37.0 23.0 23.0
Total Split (%) 41.7% 20.0% 61.7% 38.3% 38.3%
Maximum Green (s) 20.5 7.5 32.5 18.5 18.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode C-Min None C-Min None None
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 41.4 7.3 46.3 7.9 7.9
Actuated g/C Ratio 0.69 0.12 0.77 0.13 0.13
v/c Ratio 0.23 0.14 0.38 0.22 0.45
Control Delay 1.8 25.0 3.6 25.2 9.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 1.8 25.0 3.6 25.2 9.3

LOS A C A C A
Approach Delay 1.8 4.2 13.3
Approach LOS A A B
90th %ile Green (s) 27.9 8.2 40.6 10.4 10.4
90th %ile Term Code Coord Gap Coord Gap Gap
70th %ile Green (s) 31.3 7.1 42.9 8.1 8.1
70th %ile Term Code Coord Gap Coord Gap Gap
50th %ile Green (s) 43.9 0.0 43.9 7.1 7.1
50th %ile Term Code Coord Skip Coord Gap Gap
30th %ile Green (s) 44.0 0.0 44.0 7.0 7.0
30th %ile Term Code Coord Skip Coord Min Min
10th %ile Green (s) 55.5 0.0 55.5 0.0 0.0
10th %ile Term Code Coord Skip Coord Skip Skip
Stops (vph) 65 27 290 44 29
Fuel Used(gal) 4 0911
CO Emissions (g/hr) 282 35 648 41 51
NOx Emissions (g/hr) 55 7 126 8 10
VOC Emissions (g/hr) 65 8 150 10 12
Dilemma Vehicles (#) 0 0000
Queue Length 50th (ft) 3 10 53 18 0
Queue Length 95th (ft) 35 30 99 43 42
Internal Link Dist (ft) 817 870 196
Turn Bay Length (ft) 200 50
Base Capacity (vph) 2387 225 2729 545 594
Starvation Cap Reductn 0 0000
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Lane Group EBT EBR WBL WBT NBL NBR
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.23 0.13 0.38 0.10 0.26
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.45
Intersection Signal Delay: 4.5 Intersection LOS: A
Intersection Capacity Utilization 39.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 1036: Avenue A & City Place Pkwy
ID Intersection Northbound Southbound Eastbound Westbound Left Thru Right Left Thru Right Left Thru Right Left Thru Right 11 Centennial Blvd &
Tasman Dr (Signalized)
AM
Volume 10 5 10 176 5 38 44 1326 10 10 3019 152
95th Percentile Queue
in ft (Synchro results) 49 158 162 77 46 534 33 2449 64 PM
Volume 10 5 10 482 5 75 103 2941 10 10 2565 36
95th Percentile Queue
in ft (Synchro results) 49 418 430 47 101 2420 34 2017 35 61 Great America
Parkway & City Place
Parkway (Signalized)
AM
Volume 0 1431 277 811 2240 10 10 0 10 43 1 297
95th Percentile Queue
in ft (Synchro results) 62 277 28 26 28 45
PM
Volume 2410 144 354 1741 10 10 0 10 493 496
95th Percentile Queue
in ft (Synchro results) 19 197 28 371 134
1002 Avenue A & Stars &
Stripes (AWSC)
AM
Volume 68 10 8 20 20 20 10 72 168 92 151 10
95th Percentile Queue
in ft (Synchro results) 25 25 25 0 0 25 0 0
PM
Volume 117 10 160 20 20 20 10 184 22 22 48 10
95th Percentile Queue
in ft (Synchro results) 55 25 25 0 0 25 0 0
1003
Centennial Blvd &
Stars and Stripes
(Signalized)
AM
Volume 132 10 64 25 25 25 10 65 15 199 112 10
95th Percentile Queue
in ft (Synchro results) 125 65 72 22 84 176 100
PM
Volume 26 10 113 25 25 25 10 113 231 326 44 10
95th Percentile Queue
in ft (Synchro results) 52 4 72 22 322 258 37
1004 Avenue B & Stars &
Stripes (AWSC)
AM
Volume 47 13 5 10 29 63 15 20 109 0 201 10
95th Percentile Queue
in ft (Synchro results) 25 25 25 - 0 25 - 0
PM
Volume 68 20 5 10 15 71 78 94 53 0 230 10
95th Percentile Queue
in ft (Synchro results) 25 25 25 - 0 25 - 0
PHASES 1 & 2 INTERNAL STREET AND INTERSECTION ANALYSIS FOR CUMULATIVE+FULL BUILD AM AND PM PEAK CONDITIONS Traffic volumes represent Cumulative + Full Build traffic conditions. The development program for Full Build has been updated. Therefore, traffic volumes for Cumulative + Full Build differ from EIR.

PHASES 1 & 2 INTERNAL STREET AND INTERSECTION ANALYSIS FOR CUMULATIVE+FULL BUILD AM AND PM PEAK CONDITIONS Traffic volumes represent Cumulative + Full Build traffic conditions. The development program for Full Build has been updated. Therefore, traffic volumes for Cumulative + Full Build differ from EIR.

ID Intersection
Northbound Southbound Eastbound Westbound
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1005 Avenue C & Stars &
Stripes (AWSC)
AM
Volume 5 214 - - 97 202 15 - 5 - - -
95th Percentile Queue
in ft (Synchro results) 33 - - 25 25 25 - 25 - - -
PM
Volume 5 281 - - 397 231 95 - 5 - - -
95th Percentile Queue
in ft (Synchro results) 63 - - 110 33 25 - 25 - - -
1006 Avenue C & Station
Road (Signalized)
AM
Volume 152 60 9 8 210 100 130 5 80 23 128 73
95th Percentile Queue
in ft (Synchro results) 178 59 20 283 130 10 142 5
PM
Volume 144 198 34 10 318 52 240 5 261 49 270 166
95th Percentile Queue
in ft (Synchro results) 203 185 22 361 256 64 348 52
1008 Avenue A & First
Street (AWSC)
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Volume 5 118 5 5 139 5 5 5 5 26 25 24
95th Percentile Queue
in ft (Synchro results) - ----------
PM
Volume 5 166 5 6 266 5 5 5 5 27 5 55
95th Percentile Queue
in ft (Synchro results) - ----------
PHASES 1 & 2 INTERNAL STREET AND INTERSECTION ANALYSIS FOR CUMULATIVE+FULL BUILD AM AND PM PEAK CONDITIONS Traffic volumes represent Cumulative + Full Build traffic conditions. The development program for Full Build has been updated. Therefore, traffic volumes for Cumulative + Full Build differ from EIR.

ID Intersection
Northbound Southbound Eastbound Westbound
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1009
First Street &
Centennial Boulevard
(AWSC)
AM
Volume 24 5 22 5 38 5 5 5 5 52 26 23
95th Percentile Queue
in ft (Synchro results) - ----------
PM
Volume 55 5 70 5 25 5 5 5 5 49 27 27
95th Percentile Queue
in ft (Synchro results) - ----------
1010 Avenue B & First
Street (AWSC)
AM
Volume 0 24 0 79 52 13 22 0 0 0 18 104
95th Percentile Queue
in ft (Synchro results) ---- ----
PM
Volume 5 56 5 31 34 76 70 5 5 5 22 170
95th Percentile Queue
in ft (Synchro results) ---- ----
1011 Avenue C & First
Street (AWSC)
AM
Volume 0 112 0 0 134 225 0 0 0 0 0 0
95th Percentile Queue
in ft (Synchro results) - ----------
PM
Volume 0 176 0 0 113 178 0 0 0 0 0 0
95th Percentile Queue
in ft (Synchro results) - ----------
ID Intersection Northbound Southbound Eastbound Westbound Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1013 Avenue A & Second
Street (AWSC)
AM
Volume 0 42 5 108 184 0 0 0 0 5 0 185
95th Percentile Queue
in ft (Synchro results) - ---- - ---
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Volume 0 136 5 125 93 0 0 0 0 5 0 226
95th Percentile Queue
in ft (Synchro results) - ---- - ---
1014
Second Street &
Centennial Boulevard
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AM
Volume 23 0 5 0 0 0 0 75 38 5 166 0
95th Percentile Queue
in ft (Synchro results) -- - ----
PM
Volume 27 0 5 0 0 0 0 105 20 5 204 0
95th Percentile Queue
in ft (Synchro results) -- - ----
1015 Avenue B & Second
Street (AWSC)
AM
Volume 0 47 83 163 38 0 0 71 0 72 102 40
95th Percentile Queue
in ft (Synchro results) -- - ----
PM
Volume 0 32 62 75 44 0 0 120 0 138 137 143
95th Percentile Queue
in ft (Synchro results) -- - ----
1017 Avenue A & City Place
Parkway (Signalized)
AM
Volume 73 - 8 - - 889 199 119 267
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in ft (Synchro results) 58 - 10 - - 82
PM
Volume 48 - 142 - - 398 101 28 942
95th Percentile Queue
in ft (Synchro results) 43 - 42 - - 30
PHASES 1 & 2 INTERNAL STREET AND INTERSECTION ANALYSIS FOR CUMULATIVE+FULL BUILD AM AND PM PEAK CONDITIONS Traffic volumes represent Cumulative + Full Build traffic conditions. The development program for Full Build has been updated. Therefore, traffic volumes for Cumulative + Full Build differ from EIR.

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Attachment C
Getting Trip Generation Right:

Eliminating the Bias Against
Mixed Use Development, 2013

GETTING TRIP GENERATION RIGHT
Eliminating the Bias Against Mixed Use Development
By Jerry Walters, Brian Bochner, and Reid Ewing
Originally published as a PAS Memo by the American Planning Association (APA) in May 2013. PAS Memo is a bimonthly online publication of APA’s Planning Advisory Service, a subscription service providing its members with the latest planning resources and customized research assistance. Learn more at www.planning.org/pas/about/.

Photos in document courtesy of Fehr & Peers.

Introduction 4
The Problem with Conventional
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Mixed use sites can take many
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GETTING TRIP GENERATION RIGHT Eliminating the Bias Against Mixed Use Development 7 New Research Evidence for Mixed
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Daily
Total In Out Total In Out Total
(820) - Shopping Center (Adj Streets, 7-9A, 4-6P) 1000 sq ft leasable area 820 426.4 17,430 230 150 380 760 820 1,580 (220) - Apartment (Adj Streets, 7-9A, 4-6P) Dwelling Units 220 700 4,370 70 280 350 260 140 400 (310) - Hotel (Adj Streets, 7-9A, 4-6P) Rooms 310 700 5,890 220 150 370 210 210 420 (930) - Fast Casual Restaurant (Adj Streets, 7-9A, 4-6P) 1000 Sq. Ft. FLA 930 45.6 14,370 60 30 90 350 290 640 (931) - Quality Restaurant (Adj Streets, 7-9A, 4-6P) 1000 sq ft gross floor area 931 23.4 2,110 10 10 20 120 60 180 (932) - High-Turnover Restaurant (Adj Streets, 7-9A, 4-6P) 1000 sq ft gross floor area 932 110.6 14,060 660 540 1,200 650 440 1,090 (445) - Multiplex Movie Theater (Adj Streets, 7-9A, 4-6P) Movie Screens 445 7 1,230 - - - 40 60 100 1,250 59,460 1,160 2,410 2,390 2,020 4,410
(400) (12,410) (370) (770) (890) (740) (1,630)
850 47,050 790 1,640 1,500 1,280 2,780
(Local Rates) Office 1000 sq ft gross floor area N/A 875 9,550 890 110 1,000 190 780 970 890 9,550 110 1,000 190 780 970
56,600 1,740 900 2,640 1,690 2,060 3,750
(90) (2,830) (40) (130) (80) (110) (190)
53,770 1,650 860 2,510 1,610 1,950 3,560
78,180 2,960 1,310 4,270 2,650 3,420 6,070
(1,310) (24,410) (450) (1,760) (1,040) (1,470) (2,510)
Notes: Trip Generation Estimates using updated inputs and the same mixed use equations used in the City Place Santa Clara Environmental Impact Report (2016) and updated built environment inputs.

Built environment inputs and trip generation equations documents in separate tables.

These trip generation estimates do not account for transportation network company activity or other emerging trends like autonomous vehicles.

Source: Fehr & Peers, 2020.

Subtotal Net New Trips [B]
Phases 1 & 2 Trip Generation Summary
Land Use Units ITE Code Quantity AM Peak Hour PM Peak Hour Retail, Residential, Hotel, and Resturant Uses Trip Generation Subtotal
Mixed-Use Reductions
Subtotal Net New Trips [A]
Office Use Trip Generation
Difference (Results Less than FEIR Estimate) [E + F = G] Total Project Trip Generation
Project Trips Subtotal [A + B = C]
Public Transit Reduction [5%*C = D]
Total Project Trips [C+D = E]
Comparison
FEIR Trip Generation Estimate for Parcel 5 Phase 1 and Parcel 4 Phases 2 & 3 [F]

Attachment D
Transportation Tables

Table 1: Recent Counts
Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 38 28 2 68 4 19 46 69 91 195 105 391 14 751 42 807 1335 Old Ironsides Drive Tasman Drive 12 6 8 26 11 11 11 33 23 167 12 202 11 885 100 996 1257 Great America Parkway Tasman Drive
Great America Parkway Tasman Drive 326 594 160 1080 56 542 47 645 27 137 33 197 335 615 147 1097 3019 Calle Del Sol Tasman Drive 0 0 0 0 99 0 124 223 34 255 0 289 0 1137 225 1362 1874 Lick Mill Boulevard Tasman Drive 287 28 335 650 3 16 7 26 21 311 66 398 132 943 22 1097 2171 Great America Parkway Great America Way 36 347 63 446 192 1054 68 1314 2 3 9 14 175 57 194 426 2200 Great America Parkway Old Mountain View-Alviso Rd 36 347 63 446 192 1054 68 1314 2 3 9 14 175 57 194 426 2200 Great America Parkway Bunker Hill Lane 112 562 169 843 107 576 135 818 14 7 17 38 33 11 40 84 1783 Great America Parkway Old Glory Lane 22 1127 2 1151 22 835 16 873 0 0 5 5 2 0 2 4 2033 Great America Parkway Mission College Boulevard
Great America Parkway Mission College Boulevard 470 1152 353 1975 142 678 120 940 119 89 103 311 468 271 300 1039 4265 Great America Parkway US 101 NB Ramps 0 1702 104 1806 0 1083 0 1083 0 0 0 0 406 0 902 1308 4197 Table 2A: Counted Volumes used in the City Place Santa Clara EIR Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 61 70 3 134 3 10 10 23 0 371 151 522 0 306 23 329 1008 Old Ironsides Drive Tasman Drive 11 22 5 38 16 13 11 40 84 278 22 384 29 322 97 448 910 Great America Parkway Tasman Drive 231 842 373 1446 82 584 59 725 104 246 63 413 370 561 268 1199 3783 Great America Parkway Tasman Drive 231 842 373 1446 82 584 59 725 104 246 63 413 370 561 268 1199 3783 Calle Del Sol Tasman Drive 0 0 0 0 122 0 131 253 40 244 0 284 0 844 165 1009 1546 Lick Mill Boulevard Tasman Drive 295 37 369 701 2 3 2 7 19 512 61 592 96 693 23 812 2112 Great America Parkway Great America Way 41 442 37 520 169 1294 40 1503 3 4 0 7 100 9 147 256 2286 Great America Parkway Old Mountain View-Alviso Rd 216 381 67 664 22 914 455 1391 90 8 22 120 11 2 4 17 2192 Great America Parkway Bunker Hill Lane 187 628 345 1160 163 601 177 941 14 13 22 49 62 5 18 85 2235 Great America Parkway Old Glory Lane 45 1051 5 1101 14 866 18 898 3 0 5 8 3 0 7 10 2017 Great America Parkway Mission College Boulevard 347 1316 234 1897 198 545 87 830 59 92 16 167 435 196 341 972 3866 Great America Parkway Mission College Boulevard 347 1316 234 1897 198 545 87 830 59 92 16 167 435 196 341 972 3866 Great America Parkway US 101 NB Ramps 0 1878 172 2050 0 772 275 1047 0 0 0 0 335 0 967 1302 4399 Table 2B: Difference between Recent Counts and Counted Volumes used in the City Place Santa Clara EIR Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 23 42 1 66 -1 -9 -36 -46 -91 176 46 131 -14 -445 -19 -478 -327 Old Ironsides Drive Tasman Drive -1 16 -3 12 5 2 0 7 61 111 10 182 18 -563 -3 -548 -347 Great America Parkway Tasman Drive
Great America Parkway Tasman Drive -95 248 213 366 26 42 12 80 77 109 30 216 35 -54 121 102 764 Calle Del Sol Tasman Drive 0 0 0 0 23 0 7 30 6 -11 0 -5 0 -293 -60 -353 -328 Lick Mill Boulevard Tasman Drive 8 9 34 51 -1 -13 -5 -19 -2 201 -5 194 -36 -250 1 -285 -59 Great America Parkway Great America Way 5 95 -26 74 -23 240 -28 189 1 1 -9 -7 -75 -48 -47 -170 86 Great America Parkway Old Mountain View-Alviso Rd 180 34 4 218 -170 -140 387 77 88 5 13 106 -164 -55 -190 -409 -8 Great America Parkway Bunker Hill Lane 75 66 176 317 56 25 42 123 0 6 5 11 29 -6 -22 1 452 Great America Parkway Old Glory Lane 23 -76 3 -50 -8 31 2 25 3 0 0 3 1 0 5 6 -16 Great America Parkway Mission College Boulevard
Great America Parkway Mission College Boulevard -123 164 -119 -78 56 -133 -33 -110 -60 3 -87 -144 -33 -75 41 -67 -399 Great America Parkway US 101 NB Ramps 0 176 68 244 0 -311 275 -36 0 0 0 0 -71 0 65 -6 202 Note: Difference is calculated as Recent Counts (from Table 1) - Counted Volumes from the City Place Santa Clara EIR (from Table 2A). A negative value indicates the City Place counts are less than recent counts.

Table 2C: Percent Difference between Recent Counts and Counted Volumes used in the City Place Santa Clara EIR (Only showing for turn movements greater than 150 vehicles) Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 47% 30% 25% -145% -145% -32% Old Ironsides Drive Tasman Drive 40% 47% -175% -122% -38% Great America Parkway Tasman Drive
Great America Parkway Tasman Drive -41% 29% 57% 25% 7% 11% 44% 52% 9% -10% 45% 9% 20% Calle Del Sol Tasman Drive 12% -5% -2% -35% -36% -35% -21% Lick Mill Boulevard Tasman Drive 3% 9% 7% 39% 33% -36% -35% -3% Great America Parkway Great America Way 21% 14% -14% 19% 13% -66% 4% Great America Parkway Old Mountain View-Alviso Rd 83% 9% 33% -15% 85% 6% 0% Great America Parkway Bunker Hill Lane 40% 11% 51% 27% 34% 4% 24% 13% 20% Great America Parkway Old Glory Lane -7% -5% 4% 3% -1%
Great America Parkway Mission College Boulevard
Great America Parkway Mission College Boulevard -35% 12% -51% -4% 28% -24% -13% -86% -8% -38% 12% -7% -10% Great America Parkway US 101 NB Ramps 9% 40% 12% -40% 100% -3% -21% 7% 0% 5% Note: Percent Difference is calculated as Difference between Recent Counts and Counted Volumes from the City Place Santa Clara EIR (from Table 2B) divided by Counted Volume in City Place EIR (from Table 2A).

Grand
Total North/South East/West Westbound
AM Peak Hour
Northbound Southbound Eastbound
North/South East/West Westbound
AM Peak Hour Grand
Total
North/South East/West
AM Peak Hour Grand
Total Northbound Southbound Eastbound Westbound
Northbound Southbound Eastbound
North/South East/West
AM Peak Hour Grand
Total Northbound Southbound Eastbound Westbound
Table 3A: 2020 Volumes used in the City Place Santa Clara EIR Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 170 70 10 250 10 10 10 30 0 850 370 1220 30 640 30 700 2200 Old Ironsides Drive Tasman Drive 20 30 10 60 30 20 20 70 90 610 180 880 390 680 120 1190 2200 Great America Parkway Tasman Drive 250 1300 480 2030 100 1070 220 1390 120 360 290 770 520 1100 350 1970 6160 Great America Parkway Tasman Drive 250 1300 480 2030 100 1070 220 1390 120 360 290 770 520 1100 350 1970 6160 Calle Del Sol Tasman Drive 0 0 0 0 130 0 140 270 50 470 0 520 0 1620 240 1860 2650 Lick Mill Boulevard Tasman Drive 340 40 370 750 10 10 10 30 20 730 70 820 140 1510 30 1680 3280 Great America Parkway Great America Way 220 580 160 960 300 1960 220 2480 30 10 30 70 150 10 200 360 3870 Great America Parkway Old Mountain View-Alviso Rd 250 810 150 1210 100 1580 460 2140 90 10 30 130 30 10 20 60 3540 Great America Parkway Bunker Hill Lane 200 1170 350 1720 170 1350 180 1700 20 20 30 70 70 10 20 100 3590 Great America Parkway Old Glory Lane 450 1540 10 2000 20 1600 110 1730 130 0 160 290 10 0 10 20 4040 Great America Parkway Mission College Boulevard 570 2010 270 2850 220 1200 190 1610 60 100 30 190 530 200 680 1410 6060 Great America Parkway Mission College Boulevard 570 2010 270 2850 220 1200 190 1610 60 100 30 190 530 200 680 1410 6060 Great America Parkway US 101 NB Ramps 0 2470 290 2760 0 1460 350 1810 0 0 0 0 820 0 1310 2130 6700 Table 3B: Difference between 2020 Volumes and Counted Volumes used in the City Place Santa Clara EIR Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 132 42 8 182 6 -9 -36 -39 -91 655 265 829 16 -111 -12 -107 865 Old Ironsides Drive Tasman Drive 8 24 2 34 19 9 9 37 67 443 168 678 379 -205 20 194 943 Great America Parkway Tasman Drive
Great America Parkway Tasman Drive -76 706 320 950 44 528 173 745 93 223 257 573 185 485 203 873 3141 Calle Del Sol Tasman Drive 0 0 0 0 31 0 16 47 16 215 0 231 0 483 15 498 776 Lick Mill Boulevard Tasman Drive 53 12 35 100 7 -6 3 4 -1 419 4 422 8 567 8 583 1109 Great America Parkway Great America Way 184 233 97 514 108 906 152 1166 28 7 21 56 -25 -47 6 -66 1670 Great America Parkway Old Mountain View-Alviso Rd 214 463 87 764 -92 526 392 826 88 7 21 116 -145 -47 -174 -366 1340 Great America Parkway Bunker Hill Lane 88 608 181 877 63 774 45 882 6 13 13 32 37 -1 -20 16 1807 Great America Parkway Old Glory Lane 428 413 8 849 -2 765 94 857 130 0 155 285 8 0 8 16 2007 Great America Parkway Mission College Boulevard
Great America Parkway Mission College Boulevard 100 858 -83 875 78 522 70 670 -59 11 -73 -121 62 -71 380 371 1795 Great America Parkway US 101 NB Ramps 0 768 186 954 0 377 350 727 0 0 0 0 414 0 408 822 2503 Note: Difference is calculated as 2020 Volumes (from Table 3A) - Counted Volumes from the City Place Santa Clara EIR (from Table 2A). A negative value indicates the City Place counts are less than recent counts.

Table 3C: Percent Difference between 2020 Volumes and Counted Volumes used in the City Place Santa Clara EIR (Only showing for turn movements greater than 150 vehicles) Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 78% 73% 77% 72% 68% -17% -15% 39% Old Ironsides Drive Tasman Drive 73% 93% 77% 97% -30% 16% 43% Great America Parkway Tasman Drive
Great America Parkway Tasman Drive -30% 54% 67% 47% 49% 79% 54% 62% 89% 74% 36% 44% 58% 44% 51% Calle Del Sol Tasman Drive 17% 46% 44% 30% 6% 27% 29%
Lick Mill Boulevard Tasman Drive 16% 9% 13% 57% 51% 38% 35% 34% Great America Parkway Great America Way 84% 40% 61% 54% 36% 46% 69% 47% 3% -18% 43% Great America Parkway Old Mountain View-Alviso Rd 86% 57% 63% 33% 85% 39% 38% Great America Parkway Bunker Hill Lane 44% 52% 52% 51% 37% 57% 25% 52% 50% Great America Parkway Old Glory Lane 95% 27% 42% 48% 50% 97% 98% 50% Great America Parkway Mission College Boulevard
Great America Parkway Mission College Boulevard 18% 43% -31% 31% 35% 44% 37% 42% -64% 12% -36% 56% 26% 30% Great America Parkway US 101 NB Ramps 31% 64% 35% 26% 100% 40% 50% 31% 39% 37% Note: Percent Difference is calculated as Difference between 2020 Volumes and Counted Volumes from the City Place Santa Clara EIR (from Table 3B) divided by Counted Volume in City Place EIR (from Table 2A).

North/South East/West
AM Peak Hour Grand
Total
North/South East/West
AM Peak Hour Grand
Total
North/South East/West Northbound Southbound Eastbound Westbound AM Peak Hour Grand
Total
Northbound Southbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Table 4: Recent Counts
Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 58 28 11 97 14 76 197 287 99 740 332 1171 32 374 17 423 1978 Old Ironsides Drive Tasman Drive 11 18 36 65 39 94 25 158 20 682 24 726 11 314 9 334 1283 Great America Parkway Tasman Drive 84 618 536 1238 377 924 50 1351 27 635 52 714 270 223 57 550 3853 Great America Parkway Tasman Drive
Calle Del Sol Tasman Drive 0 0 0 0 166 0 67 233 90 1146 0 1236 0 427 170 597 2066 Lick Mill Boulevard Tasman Drive 62 4 243 309 29 24 15 68 4 1088 388 1480 237 567 6 810 2667 Great America Parkway Great America Way 21 1010 460 1491 99 554 7 660 60 82 23 165 76 9 169 254 2570 Great America Parkway Old Mountain View-Alviso Rd 21 1010 460 1491 99 554 7 660 60 82 23 165 76 9 169 254 2570 Great America Parkway Bunker Hill Lane 22 651 40 713 32 759 30 821 236 19 235 490 174 21 71 266 2290 Great America Parkway Old Glory Lane 13 1171 0 1184 8 1224 4 1236 45 0 101 146 2 0 2 4 2570 Great America Parkway Mission College Boulevard 271 1002 377 1650 368 1625 142 2135 170 459 100 729 445 125 146 716 5230 Great America Parkway Mission College Boulevard
Great America Parkway US 101 NB Ramps
Table 5A: Counted Volumes used in the City Place Santa Clara EIR Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 61 18 12 91 20 40 104 164 0 718 137 855 1 447 16 464 1574 Old Ironsides Drive Tasman Drive 20 16 29 65 71 71 32 174 18 730 12 760 40 388 13 441 1440 Great America Parkway Tasman Drive 104 543 458 1105 333 919 70 1322 61 701 137 899 460 369 116 945 4271 Great America Parkway Tasman Drive 104 543 458 1105 333 919 70 1322 61 701 137 899 460 369 116 945 4271 Calle Del Sol Tasman Drive 0 0 0 0 262 0 67 329 131 1103 0 1234 0 550 229 779 2342 Lick Mill Boulevard Tasman Drive 71 1 181 253 20 41 8 69 6 1074 468 1548 287 841 24 1152 3022 Great America Parkway Great America Way 16 977 225 1218 182 670 7 859 32 20 7 59 55 3 120 178 2314 Great America Parkway Old Mountain View-Alviso Rd 69 774 13 856 25 667 100 792 428 13 169 610 62 5 6 73 2331 Great America Parkway Bunker Hill Lane 48 551 43 642 43 812 30 885 132 11 203 346 302 22 103 427 2300 Great America Parkway Old Glory Lane 24 1010 4 1038 15 1248 3 1266 19 0 102 121 2 0 9 11 2436 Great America Parkway Mission College Boulevard 585 763 396 1744 344 1633 132 2109 183 273 269 725 919 265 178 1362 5940 Great America Parkway Mission College Boulevard 585 763 396 1744 344 1633 132 2109 183 273 269 725 919 265 178 1362 5940 Great America Parkway US 101 NB Ramps 0 1048 189 1237 0 2220 739 2959 0 0 0 0 381 0 670 1051 5247 Table 5B: Difference between Recent Counts and Counted Volumes used in the City Place Santa Clara EIR Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 3 -10 1 -6 6 -36 -93 -123 -99 -22 -195 -316 -31 73 -1 41 -404 Old Ironsides Drive Tasman Drive 9 -2 -7 0 32 -23 7 16 -2 48 -12 34 29 74 4 107 157 Great America Parkway Tasman Drive 20 -75 -78 -133 -44 -5 20 -29 34 66 85 185 190 146 59 395 418 Great America Parkway Tasman Drive
Calle Del Sol Tasman Drive 0 0 0 0 96 0 0 96 41 -43 0 -2 0 123 59 182 276 Lick Mill Boulevard Tasman Drive 9 -3 -62 -56 -9 17 -7 1 2 -14 80 68 50 274 18 342 355 Great America Parkway Great America Way -5 -33 -235 -273 83 116 0 199 -28 -62 -16 -106 -21 -6 -49 -76 -256 Great America Parkway Old Mountain View-Alviso Rd 48 -236 -447 -635 -74 113 93 132 368 -69 146 445 -14 -4 -163 -181 -239 Great America Parkway Bunker Hill Lane 26 -100 3 -71 11 53 0 64 -104 -8 -32 -144 128 1 32 161 10 Great America Parkway Old Glory Lane 11 -161 4 -146 7 24 -1 30 -26 0 1 -25 0 0 7 7 -134 Great America Parkway Mission College Boulevard 314 -239 19 94 -24 8 -10 -26 13 -186 169 -4 474 140 32 646 710 Great America Parkway Mission College Boulevard
Great America Parkway US 101 NB Ramps
Note: Difference is calculated as Recent Counts (from Table 4) - Counted Volumes from the City Place Santa Clara EIR (from Table 5A). A negative value indicates the City Place counts are less than recent counts.

Table 5C: Percent Difference between Recent Counts and Counted Volumes used in the City Place Santa Clara EIR (Only showing for turn movements greater than 150 vehicles) Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive -75% -3% -37% 16% 9% -26% Old Ironsides Drive Tasman Drive 9% 7% 4% 19% 24% 11%
Great America Parkway Tasman Drive -14% -17% -12% -13% -1% -2% 9% 21% 41% 40% 42% 10% Great America Parkway Tasman Drive
Calle Del Sol Tasman Drive 37% 29% -4% 0% 22% 26% 23% 12% Lick Mill Boulevard Tasman Drive -34% -22% -1% 17% 4% 17% 33% 30% 12% Great America Parkway Great America Way -3% -104% -22% 46% 17% 23% -43% -11% Great America Parkway Old Mountain View-Alviso Rd -30% -74% 17% 17% 86% 86% 73% -10% Great America Parkway Bunker Hill Lane -18% -11% 7% 7% -16% -42% 42% 38% 0% Great America Parkway Old Glory Lane -16% -14% 2% 2% -6% Great America Parkway Mission College Boulevard 54% -31% 5% 5% -7% 0% -1% 7% -68% 63% -1% 52% 53% 18% 47% 12% Great America Parkway Mission College Boulevard
Great America Parkway US 101 NB Ramps
Note: Percent Difference is calculated as Difference between Recent Counts and Counted Volumes from the City Place Santa Clara EIR (from Table 5B) divided by Counted Volume in City Place EIR (from Table 5A).

PM Peak Hour
PM Peak Hour
PM Peak Hour
PM Peak Hour
Westbound Grand
Total North/South East/West Northbound Southbound Eastbound North/South East/West Northbound Southbound Eastbound Westbound Westbound Grand
Total
Grand
Total
North/South East/West Northbound Southbound Eastbound
North/South East/West Grand
Total Northbound Southbound Eastbound Westbound
Table 6A: 2020 Volumes used in the City Place Santa Clara EIR Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 150 20 20 190 20 50 110 180 0 1080 410 1490 120 1030 20 1170 3030 Old Ironsides Drive Tasman Drive 150 20 290 460 90 80 40 210 30 1050 20 1100 50 960 30 1040 2810 Great America Parkway Tasman Drive 180 1220 610 2010 380 1380 210 1970 160 1010 170 1340 630 710 160 1500 6820 Great America Parkway Tasman Drive 180 1220 610 2010 380 1380 210 1970 160 1010 170 1340 630 710 160 1500 6820 Calle Del Sol Tasman Drive 0 0 0 0 360 0 80 440 140 1560 0 1700 0 790 290 1080 3220 Lick Mill Boulevard Tasman Drive 90 10 270 370 20 50 10 80 10 1480 620 2110 350 1120 30 1500 4060 Great America Parkway Great America Way 50 1900 290 2240 230 960 40 1230 190 20 170 380 180 10 240 430 4280 Great America Parkway Old Mountain View-Alviso Rd 80 1620 30 1730 40 1190 100 1330 510 20 170 700 130 10 80 220 3980 Great America Parkway Bunker Hill Lane 50 1340 50 1440 50 1400 30 1480 140 20 270 430 310 30 110 450 3800 Great America Parkway Old Glory Lane 320 1840 10 2170 40 1970 30 2040 110 0 560 670 10 0 10 20 4900 Great America Parkway Mission College Boulevard 590 1600 530 2720 550 2870 160 3580 270 280 270 820 1070 270 290 1630 8750 Great America Parkway Mission College Boulevard 590 1600 530 2720 550 2870 160 3580 270 280 270 820 1070 270 290 1630 8750 Great America Parkway US 101 NB Ramps 0 1800 570 2370 0 3310 1070 4380 0 0 0 0 590 0 890 1480 8230 Table 6B: Difference between 2020 Volumes and Counted Volumes used in the City Place Santa Clara EIR Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 92 -8 9 93 6 -26 -87 -107 -99 340 78 319 88 656 3 747 1052 Old Ironsides Drive Tasman Drive 139 2 254 395 51 -14 15 52 10 368 -4 374 39 646 21 706 1527 Great America Parkway Tasman Drive 96 602 74 772 3 456 160 619 133 375 118 626 360 487 103 950 2967 Great America Parkway Tasman Drive
Calle Del Sol Tasman Drive 0 0 0 0 194 0 13 207 50 414 0 464 0 363 120 483 1154 Lick Mill Boulevard Tasman Drive 28 6 27 61 -9 26 -5 12 6 392 232 630 113 553 24 690 1393 Great America Parkway Great America Way 29 890 -170 749 131 406 33 570 130 -62 147 215 104 1 71 176 1710 Great America Parkway Old Mountain View-Alviso Rd 59 610 -430 239 -59 636 93 670 450 -62 147 535 54 1 -89 -34 1410 Great America Parkway Bunker Hill Lane 28 689 10 727 18 641 0 659 -96 1 35 -60 136 9 39 184 1510 Great America Parkway Old Glory Lane 307 669 10 986 32 746 26 804 65 0 459 524 8 0 8 16 2330 Great America Parkway Mission College Boulevard 319 598 153 1070 182 1245 18 1445 100 -179 170 91 625 145 144 914 3520 Great America Parkway Mission College Boulevard
Great America Parkway US 101 NB Ramps
Note: Difference is calculated as 2020 Volumes (from Table 6A) - Counted Volumes from the City Place Santa Clara EIR (from Table 5A). A negative value indicates the City Place counts are less than recent counts.

Table 6C: Percent Difference between 2020 Volumes and Counted Volumes used in the City Place Santa Clara EIR (Only showing for turn movements greater than 150 vehicles) Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total Patrick Henry Drive Tasman Drive 49% -59% 31% 19% 21% 64% 64% 35% Old Ironsides Drive Tasman Drive 88% 86% 25% 35% 34% 67% 68% 54% Great America Parkway Tasman Drive 53% 49% 12% 38% 1% 33% 76% 31% 83% 37% 69% 47% 57% 69% 64% 63% 44% Great America Parkway Tasman Drive
Calle Del Sol Tasman Drive 54% 47% 27% 27% 46% 41% 45% 36% Lick Mill Boulevard Tasman Drive 10% 16% 26% 37% 30% 32% 49% 46% 34% Great America Parkway Great America Way 47% -59% 33% 57% 42% 46% 68% 86% 57% 58% 30% 41% 40% Great America Parkway Old Mountain View-Alviso Rd 38% 14% 53% 50% 88% 86% 76% -15% 35% Great America Parkway Bunker Hill Lane 51% 50% 46% 45% 13% -14% 44% 41% 40% Great America Parkway Old Glory Lane 96% 36% 45% 38% 39% 82% 78% 48% Great America Parkway Mission College Boulevard 54% 37% 29% 39% 33% 43% 11% 40% 37% -64% 63% 11% 58% 54% 50% 56% 40% Great America Parkway Mission College Boulevard
Great America Parkway US 101 NB Ramps
Note: Percent Difference is calculated as Difference between 2020 Volumes and Counted Volumes from the City Place Santa Clara EIR (from Table 6B) divided by Counted Volume in City Place EIR (from Table 5A).

East/West
North/South East/West
PM Peak Hour
PM Peak Hour
PM Peak Hour
North/South East/West Northbound Southbound Eastbound Westbound North/South Northbound Southbound Eastbound Westbound
Grand
Total
Grand
Total
Grand
Total Northbound Southbound Eastbound Westbound
Resolution/Approval of CEQA Addendum for Related SC Project DAP 2 Page 1 of 4 RESOLUTION NO.

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF

SANTA CLARA, CALIFORNIA, ADOPTING A SECOND

ADDENDUM TO THE ENVIRONMENTAL IMPACT REPORT

FOR THE RELATED SANTA CLARA PROJECT IN

CONNECTION WITH THE APPROVAL OF A DEVELOPMENT

AREA PLAN FOR PHASE TWO OF THE PROJECT SITUATED
ON APPROXIMATELY 44.5 ACRES OF LAND LOCATED AT
5155 STARS AND STRIPES DRIVE (APN 104-03-036)
SCH#2014072078
CEQ2014‐11180 (EIR)
PLN2019-14249 (Development Area Plan)

BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF SANTA CLARA AS FOLLOWS:

WHEREAS, pursuant to the provisions of the California Environmental Quality Act (Cal. Pub.

Res. Code § 21000 et seq.) (“CEQA”) together with the State CEQA Guidelines (14 CCR § 15000 et seq.) (“CEQA Guidelines”), the City of Santa Clara prepared a Final Environmental Impact Report (“Final EIR”) for the proposed construction by Related Santa Clara, LLC (the “Applicant”) of a new multi-phased, mixed-use development known as the Related Santa Clara Project (the “Project”);
WHEREAS, on June 28, 2016, the City Council adopted Resolution No. 16-8337, certifying the Final EIR and adopting CEQA findings and a Mitigation Monitoring and Reporting Program (“MMRP”) in accordance with CEQA and the CEQA Guidelines; WHEREAS, on June 28, 2016, the Santa Clara City Council approved a number of Project entitlements, including Resolution No. 16-8339, which rezoned the Project site to the PD-MC (Planned Development-Master Community) zoning district; WHEREAS, pursuant to Resolution No. 16-8339, buildout of the Project is governed by a Master Community Plan (the “MCP”) dated April 5, 2017, which anticipates up to seven potential phases of development, each of which would be governed by a “Development Area Plan,” or “DAP”;
Resolution/Approval of CEQA Addendum for Related SC Project DAP 2 Page 2 of 4 WHEREAS, the Project analyzed in the Final EIR and approved via the MCP consists of up to

9.16 million gross square feet of office buildings, retail and entertainment facilities, residential units, hotel rooms, surface and structured parking facilities, new open space and roads, landscaping and tree replacement, and new/upgraded/expanded infrastructure and utilities; WHEREAS, after certification of the Final EIR, on March 24, 2020, the Santa Clara City Council adopted a First Addendum to the Environmental Impact Report (“First Addendum”) in connection with the approval of a Development Area Plan for Phase One of the Project (“DAP 1”); WHEREAS, on December 11, 2019, in conformance with the Development Area Plans and Architectural Review Submittal and Approval Procedures (the “DAP Procedures”) attached as Appendix C to the MCP, the Applicant filed an application for City Council approval of a Development Area Plan for Phase Two of the Project (“DAP 2 Application”); WHEREAS, the DAP 2 Application proposes certain modifications to the Project analyzed in the Final EIR and the First Addendum and approved via the MCP and DAP 1, consisting of minor changes to the boundaries of Phase Two of the Project, and minor differences in the square footages proposed within Phase Two of the Project with a decrease in all uses except for Office space;
WHEREAS, in order to ensure that all potential environmental impacts of the Project (as modified by the DAP 2 Application) were thoroughly analyzed, the City caused a second addendum to the Final EIR (the “Addendum”) to be prepared pursuant to CEQA Guidelines 15164, which Addendum is attached hereto as Attachment 1 and incorporated herein by this reference;
WHEREAS, the Second Addendum provides analysis and cites substantial evidence that supports the conclusion that no subsequent environmental review is required because the criteria of CEQA Section 21166 and CEQA Guidelines Section 15162 requiring additional environmental review under CEQA have not been met;
WHEREAS, Section 2.7.2.4 of the DAP Procedures provides for the review and recommendation Resolution/Approval of CEQA Addendum for Related SC Project DAP 2 Page 3 of 4 of the City’s Planning Commission of each DAP application before action is taken by the City Council; and
WHEREAS, on May 27, 2020, the Planning Commission held a duly noticed public hearing to consider the Addendum and the DAP 2 Application, at the conclusion of which, the Planning Commission adopted Resolution No. 20-006 making findings that the criteria of CEQA Section 21166 and CEQA Guidelines Section 15162 that would have required additional environmental review under CEQA have not been met and recommending that the City Council adopt the Addendum prior to acting on the DAP 2 Application; and
WHEREAS, on July 13, 2020, the City Council held a duly noticed public hearing to consider DAP 2, at which time interested persons were given an opportunity to give testimony and provide evidence in support of and in opposition to the proposed DAP 2.

NOW THEREFORE, BE IT FURTHER RESOLVED BY THE CITY COUNCIL OF THE CITY OF SANTA CLARA AS FOLLOWS:

1. Recitals. That the City Council hereby finds that the above Recitals are true and correct and by this reference makes them a part hereof.

2. Findings. That the City Council has exercised its independent judgement and reviewed and considered the Final EIR and the First Addendum, together with the proposed Second Addendum thereto, and has determined that the criteria of CEQA Section 21166 and CEQA Guidelines Section 15162 that would have required additional environmental review under CEQA have not been met. Specifically, and without limitation, substantial evidence exists to support the conclusion that no supplemental or subsequent environmental review is required in connection with the City’s consideration of the DAP 2 Application because (1) the Project (as modified by the DAP 2 Application) would not result in any new or more severe significant impacts than those studied in the EIR, (2) there exists no new information of substantial importance that would result in any new or more severe significant impacts as compared to Resolution/Approval of CEQA Addendum for Related SC Project DAP 2 Page 4 of 4 those studied in the EIR; (3) there are no substantial changes in circumstances that would result in any new or more severe significant impacts than those identified in the EIR; and (4) there is no feasible mitigation measure or alternative that is considerably different from others previously analyzed that has not been adopted.

3. Approval. That the City Council hereby adopts the Addendum.

4. Effective date. This resolution shall become effective immediately.

I HEREBY CERTIFY THE FOREGOING TO BE A TRUE COPY OF A RESOLUTION PASSED

AND ADOPTED BY THE CITY OF SANTA CLARA, CALIFORNIA, AT A SPECIAL MEETING THEREOF HELD ON THE 13TH DAY OF JULY, 2020, BY THE FOLLOWING VOTE:

AYES: COUNCILORS:

NOES: COUNCILORS:

ABSENT: COUNCILORS:

ABSTAINED: COUNCILORS:

ATTEST: ______________________________________

NORA PIMENTEL, MMC

ASSISTANT CITY CLERK

CITY OF SANTA CLARA
Attachment Incorporated by Reference:

1. CEQA Addendum
Related Santa Clara Project – Web Link Slip Sheet to
Master Community Plan (MCP) Volume I
https://www.santaclaraca.gov/home/showdocument?id=58715 150 Post Street, Suite 740 | San Francisco, CA 94108 | 415-788-1000 www.bergdavis.com MEMO
FROM: BergDavis Public Affairs
TO: Ruth Shikada, City Manager
DATE: January 22, 2020
RE: Summary of January 15, 2020 Santa Clara Open House
The following is a brief summary of the Related Santa Clara Open House held Wednesday, January 15, 2020 at the Santa Clara Convention Center. At the time this open house was held, the project was fully entitled and slated to begin construction in 2020.

The meeting, which began at 5:30 pm and ended at 7 pm, was held in Room 207 of the Convention Center. Light refreshments of cookies, coffee and water were served.

Approximately 25-30 people attended the open house, including members of the city council, planning commission and planning department.

Stephen Eimer, co-managing partner for the project, gave a two-part slide presentation.

The first part began with an overview of Related Companies and some of its other largemixed use projects in the United States, including Hudson Yards, and then provided an overview of Related Santa Clara’s boundaries and key features, including hotels, retail, office, and housing. The second part of the presentation provided information about the timeline and phasing of the project from construction to opening.

The presentation was followed by questions from the audience that primarily focused on the following topics:

1. Entrances and exits for the project

2. Temporary roads, road closures and traffic circulation during construction

3. Traffic circulation during game days and special events once the project is built

4. Expected street, bicycle and pedestrian improvements

5. Affordable housing

6. Pedestrian safety

7. Project financing
Resolution/Approval of Related Santa Clara Project DAP 2 Page 1 of 6 RESOLUTION NO.

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF

SANTA CLARA, CALIFORNIA, APPROVING A DEVELOPMENT

AREA PLAN FOR PHASE TWO OF THE RELATED SANTA
CLARA PROJECT SITUATED ON APPROXIMATELY 44.5
ACRES OF LAND LOCATED AT 5155 STARS AND STRIPES
DRIVE (APN 104-03-036)
SCH#2014072078
CEQ2014‐11180 (EIR)
PLN2019-14249 (Development Area Plan)

BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF SANTA CLARA AS FOLLOWS:

WHEREAS, on June 28, 2016, the Santa Clara City Council approved a number of entitlements for the proposed construction by Related Santa Clara, LLC (the “Applicant”) of a new multiphased, mixed-use development known as the Related Santa Clara Project (the “Project”); WHEREAS, the Project entitlements approved by the City Council on June 28, 2016, included Resolution No. 16-8339, which rezoned the Project site to the PD-MC (Planned DevelopmentMaster Community) zoning district; WHEREAS, on June 28, 2016, the City Council adopted Resolution No. 16-8337, certifying a Final Environmental Impact Report (“Final EIR”) pursuant to the provisions of the California Environmental Quality Act (Cal. Pub. Res. §§ 21000 et seq.) (“CEQA”) together with the State CEQA Guidelines (14 CCR § 15000 et seq.) (“CEQA Guidelines”) and adopting CEQA findings and a Mitigation Monitoring and Reporting Program (“MMRP”) in accordance with CEQA and the CEQA Guidelines;
WHEREAS, pursuant to Resolution No. 16-8339, buildout of the Project is governed by a Master Community Plan (the “MCP”) dated April 5, 2017, which anticipates up to seven potential phases of development, each of which would be governed by a “Development Area Plan,” or “DAP”;
WHEREAS, after certification of the Final EIR, on March 24, 2020, the City Council adopted a First Addendum to the Environmental Impact Report (“First Addendum”) in connection with the Resolution/Approval of Related Santa Clara Project DAP 2 Page 2 of 6 approval of a Development Area Plan for Phase One of the Project (“DAP 1”), and references to the Final EIR in this Resolution shall include both the Final EIR and the First Addendum; WHEREAS, the Project analyzed in the Final EIR and approved via the MCP consists of up to

9.16 million gross square feet of office buildings, retail and entertainment facilities, residential units, hotel rooms, surface and structured parking facilities, new open space and roads, landscaping and tree replacement, and new/upgraded/expanded infrastructure and utilities; WHEREAS, on December 11, 2019, in conformance with the Development Area Plans and Architectural Review Submittal and Approval Procedures (the “DAP Procedures”) attached as Appendix C to the MCP, the Applicant filed an application for City Council approval of a Development Area Plan (“DAP 2 Application”) for Phase Two of the Project; WHEREAS, the Development Area Plan for Phase Two of the Project (“DAP 2”) consists of components from the DAP 2 Application which incorporate City comments on the DAP 2 Application and that is dated December 11, 2019;
WHEREAS, the DAP 2 Application proposes certain modifications to the Project analyzed in the Final EIR, First Addendum and approved via the MCP, consisting of minor changes to the boundaries of Phase Two of the Project, and minor differences in the square footages proposed within Phase Two of the Project with a decrease in all uses except for office space; WHEREAS, in order to ensure that all potential environmental impacts of the Project as modified by the DAP 2 Application were thoroughly analyzed, the City caused an addendum to the Final EIR (the “Second Addendum”) to be prepared pursuant to CEQA Guidelines 15164; WHEREAS, prior to taking action on this Resolution, the City Council has exercised its independent judgement and reviewed and considered the final EIR, together with the Second Addendum thereto, and determined that no further environmental review is required for the modifications to the Project contemplated by the DAP 2 Application; WHEREAS; the City Council separately has adopted the Second Addendum in connection with its consideration of DAP 2;
Resolution/Approval of Related Santa Clara Project DAP 2 Page 3 of 6 WHEREAS, Section 2.7.2.4 of the DAP Procedures provides for the review and recommendation of the City’s Planning Commission of each DAP application before action is taken by the City Council; and
WHEREAS, on May 27, 2020, the Planning Commission held a duly noticed public hearing to consider DAP 2, at the conclusion of which, the Planning Commission adopted Resolution No. 20-
007 making findings pursuant to Section 2.7.2.6 of the DAP Procedures and recommending that the City Council approve DAP 2 as conditioned in Attachment 1 to Resolution No. 20-007; and WHEREAS, Section 2.7.2.5 of the DAP Procedures provides that the City Council shall consider the DAP application at a public meeting after receiving the Planning Commission’s recommendation; and
WHEREAS, Section 2.7.2.6 of the DAP Procedures provides that the City Council may approve or conditionally approve a DAP application upon making specified findings; and WHEREAS, on July 13, 2020, the City Council held a duly noticed public hearing to consider DAP 2, at which time interested persons were given an opportunity to give testimony and provide evidence in support of and in opposition to the proposed DAP 2.

NOW THEREFORE, BE IT FURTHER RESOLVED BY THE CITY COUNCIL OF THE CITY OF SANTA CLARA AS FOLLOWS:

1. Recitals. That the City Council hereby finds that the above Recitals are true and correct and by this reference makes them a part hereof.

2. Findings. Pursuant to Section 2.7.2.6 of the DAP Procedures, the City Council makes the following findings:
(a) DAP 2 conforms to and is consistent with the applicable Development Requirements and the MCP.

As defined in the MCP, the Development Requirements mean the project approvals taken following certification of the Final EIR, the various project transaction documents, and the Resolution/Approval of Related Santa Clara Project DAP 2 Page 4 of 6 documents approved under the DAP Procedures. Except as specifically modified by the DAP 2 conditions of approval, all of the conditions of approval adopted in connection with the earlier project approvals continue to apply to development within the DAP 2 area. In addition, the Second Addendum identifies which mitigation measures adopted in connection with the Final EIR are applicable to the DAP 2 development. In summary, DAP 2 includes a mixed-use development program featuring approximately 1,750,000 square feet of office, retail, residential, and hotel uses that is within the development program contemplated by the MCP to establish the heart of the City Center Mixed Use Zone on a portion of Parcel 4. As allowed by the MCP, DAP 2 requests a parking reduction of 14% that is justified by the parking demand utilization decreasing from 2016 due to changes in behavioral patterns such as the influx of Transportation Network Companies (TNCs), an anticipated reduction in vehicle ownership, close proximity to Santa Clara / Great America Transit Center, and the proposal to develop serviced apartments.

Shared parking is provided in parking structures and is arranged to maximize shared parking opportunities to reduce the overall demand for parking within the DAP 2 area. The DAP 2 development is further consistent with other MCP standards regarding phasing, lot coverage, massing, floor area ratios, and similar design criteria. The DAP 2 conditions of approval will require all construction documents and building permits to meet applicable City standards.

Accordingly, as proposed and conditioned, DAP 2 conforms to all applicable City standards. (b) The Infrastructure that the Applicant proposes to construct in connection with Phase Two is sufficient to serve the DAP 2 proposed development on the subject property.

As defined in the MCP, Infrastructure means those items identified in the Infrastructure Master Plan, which include open space improvements, streets and transportation improvements, sewer and storm drainage systems, water systems, traffic signal systems, dry utilities, and other necessary improvements. All shared outdoor space improvements required to serve Phases One and Two of the Project are provided in DAP 2. DAP 2 includes conceptual plans for a new network of streets to serve the development. Finally, DAP 2 includes conceptual information Resolution/Approval of Related Santa Clara Project DAP 2 Page 5 of 6 about how the project will accommodate all of the necessary dry utilities and other necessary improvements.

The DAP 2 conditions of approval will require all construction documents and building permits to meet applicable City standards. Accordingly, as proposed and conditioned, DAP 2 will include Infrastructure that is sufficient to serve the proposed development. (c) The proposed shared outdoor space provided for Phase Two in accordance with the MCP is reasonable and appropriate to the proposed level of development under DAP 2.

DAP 1 included residential development triggering the requirement to provide 1.21 acres of open space. Consistent with Section 4.3.5 of the Development Agreement, the applicant deferred the requirement to DAP 2. Based on the deferral and the requirements for DAP 2, the total required open space in DAP 2 is 4.25 acres. DAP 2 would provide 4.25 acres of open space provided in a 3.9-acre park between Avenue C and the rail line (2.9 acres south of Second Street and one acre north of Second Street) and an approximately 0.75-acre private rooftop open space on Block 4D (counted at 50 percent). The proposed open space will serve residents within DAP 1 and DAP 2, and it consistent with the MCP requirements for appropriate open space to serve the proposed development under the first two phases of the Project.

3. Approval. That the City Council hereby approves DAP 2, as conditioned in Attachment 1, which is attached hereto and incorporated by this reference.
//
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Resolution/Approval of Related Santa Clara Project DAP 2 Page 6 of 6

4. Effective date. This resolution shall become effective immediately.

5. Notice of Determination. The Development Review Officer is directed to cause to be filed a Notice of Determination with the appropriate agencies in accordance with CEQA.

I HEREBY CERTIFY THE FOREGOING TO BE A TRUE COPY OF A RESOLUTION PASSED

AND ADOPTED BY THE CITY OF SANTA CLARA, CALIFORNIA, AT A SPECIAL MEETING THEREOF HELD ON THE 13TH DAY OF JULY, 2020, BY THE FOLLOWING VOTE:

AYES: COUNCILORS:

NOES: COUNCILORS:

ABSENT: COUNCILORS:

ABSTAINED: COUNCILORS:

ATTEST: ________________________________________

NORA PIMENTEL, MMC

ASSISTANT CITY CLERK

CITY OF SANTA CLARA
Attachment Incorporated by Reference:

1. Conditions of Approval
1 | P a g e
ATTACHMENT 10 – STAFF REPORT TABLES
RTC 20-628
Related Santa Clara Development Area Plan (DAP) 2
Table 1: Program of Use & Proposed Square Footage
Program Proposed (SF) Permitted Use (MCP Pg. 37)
Office 435,000 Yes
Retail 405,000 Yes
Food & Beverage 150,000 Yes
Hotel 180,000 Yes
Residential 530,000 Yes
Entertainment 50,000 Yes
Total 1,750,000
Table 2: Cumulative Buildout DAP 1 & DAP 2
Program Approved
DAP 1 (SF)
Proposed
DAP 2 (SF)
Approved & Proposed
DAP 1 & 2 (SF)
Office 440,000 435,000 875,000
Retail 21,400 405,000 426,400
Food & Beverage 29,600 150,000 179,600
Hotel 381,000 180,000 561,000
Residential 175,000 530,000 705,000
Entertainment 0 50,000 50,000
Total 1,047,000 1,750,000 2,797,000
Table 3: Summary of Development Obligations
Minimum Initial Building (MIB) Phase 2 (DDA 5.3.2)
Program Phase 2 Min
Required
(SF/Keys/Units)
Phase 2
Proposed
(SF/Keys/Units)
Applied to
Phase 2 MIB
Requirements
Applied to Phase 2
Additional Initial
Building (AIB)
Requirements
Office 200,0001 435,000 200,000 235,000
Retail/Food &
Beverage/
Entertainment
500,000 605,000 500,000 105,000
Residential 200 units in Phase
1 & 22
530,000 SF / 500
units
200 Unit min
met with Phase
1 application
530,000 SF / 500 units
Hotel 300 keys and/or
Office min above
180,000 SF / 220
Keys
Requirement
met with Office
Development
above
No requirement
2 | P a g e
Minimum 700,000 1,570,000 700,000 870,000
Additional Initial Building (AIB) Phase 2 (DDA 5.3.3)
Program Best Effort
Target (SF)
Phase 2
Proposed (SF)
Applied to
Phase 2 MIB
Requirements
Applied to
Phase 2
AIB
Requirements
AIB in
Excess of
Requirements
Office - 435,000 200,000 235,000
Retail/Food &
Beverage/
Entertainment
- 605,000 500,000 105,000
Residential - 530,000 0 530,000
Additional
Requirement
230,000
Total 230,000 1,570,000 700,000 870,000 640,000
Minimum Retail (DDA 5.3.4)
Required
Phase 1 (SF)
Approved Phase
1 (SF)
Aggregate Min
for Phases 2 & 3
combined (SF)
Phase 2
Proposed (SF)
Minimum Balance for
Phase 3 (SF)
50,000 51,000 750,000 605,000 145,000
Additional Retail Buildings (Applicable to Phases 2 and 3 – DDA 5.3.5) Program Phase 2 & 3 (SF)
Best Efforts
Phase 2 (SF)
Proposed
Best Efforts
Balance for
Phase 3
Retail 1,500,000 405,000
Food &
Beverage
150,000
Entertainment 50,000
Total 1,500,000 605,000 895,000
1: Requirement can be fulfilled with either 200,000 SF of office or a 300 key hotel. 2: Residential minimum number of units to be met under Phase 1 or Phase 2. Requirement fulfilled in Phase 1.

Table 4: Anticipated Building Heights
Location MCP
Max.
(FT)
Estimated
Ground Floor
Elevation (FT)
Anticipated
Height (FT)
Total Height
(Above El.
0’=0’) (FT)
Comment
Block 4B 219 34 108 142 Complies
Block 4D 219 39.5 118 157.5 Complies
Block 4D 219 38 118 156 Complies
Block 4E/F 219 38 107 145 Complies
Block 4E/F 219 39 165 204 Complies
Block 4H 219 41 100 141 Complies
Table 5: Summary of Required Parking
3 | P a g e
Use Size (SF / Units /
Rooms)
Parking Ratio Parking required
Retail 405,000 4.5 per 1,000 SF 1,823
Food & Beverage 150,000 1.5 per 1,000 SF 225
Entertainment 50,000 2.5 per 1,000 SF 125
Office 435,000 3.0 per 1,000 SF 1,305
Hotel 220 guestrooms 1.0 per room 220
Residential 500 units 1.5 per unit 750
Total 4,448 spaces
Table 6: Summary of Proposed Parking
Use Size (SF / Units /
Rooms)
Parking Ratio Parking Provided
Retail 405,000 3.9 per 1,000 SF 1,580
Food & Beverage 150,000 1.5 per 1,000 SF 225
Entertainment 50,000 2.5 per 1,000 SF 125
Office 435,000 3.0 per 1,000 SF 1,305
Hotel 220 guestrooms 0.5 per room 110
Residential 500 units 1.0 per unit 500
Total 3,845
Italicized number = Modified from MCP
Table 7: Summary of Open Space
Phase Residential
Units
Required
Acres of Park
Acres
Provided
Comments
1 200 1.21 0 Deferred to Phase 2
2 500 3.04 4.25 Composed of 3.9 acres at City
Center East + 0.75 acres on Block
4D rooftop counted at 50% (0.38
acres)
Total 4.25 4.25 Complies
Related Santa Clara, DAP 2, Phase 2 – Conditions of DAP Approval 1

CONDITIONS OF APPROVAL
The DAP Phase 2 project shall continue to comply with all Conditions of Planned Development – Master Community (PD-MC) Zoning Approval (City Council Resolution 16-8339) and all adopted mitigation measures under the approved MMRP, unless specifically superseded by any of these conditions.

The DAP Phase 2 project will comply with all applicable codes, regulations, standards, ordinances, and resolutions in effect at the time of each DAP 2 plan submission, to the extent applicable under the MCP, DA, DDA and other Project approvals. The following conditions of approval are recommended:

GENERAL
G1. Prior to issuance of a building permit for each building, Developer will submit plan(s) for review and approval by the Community Development Director detailing the following:
a. minimum building setbacks and lot coverage for each building; b. detailed streetscape and landscape plans, including elements of landscape zones described in the MCP;
c. shared outdoor space elements, if any, to the extent known; d. public art installation locations, if any, to the extent known; e. onsite loading/unloading zones for all anticipated uses, including but not limited to delivery vehicles, trash pick-up, ride-share services, bicycle parking facilities, commuter buses, and/or private shuttles;
f. access and circulation plans for all entrances and exits to parking garages; and g. bicycle facilities and amenities.

COMMUNITY DEVELOPMENT
C1. The Residential Serviced Apartments on Block 4D, as residential dwelling units to be constructed under Land Use Scheme A of the Master Community Plan (the land use scheme selected by the Master Developer), are required to be used for more than 30 days under a written contract such that they shall not meet the City's definition of Transient Occupancy in SCCC 3.25.020(g).

C2. Prior to commencement of grading activities, a review meeting conducted by the City and attended by all on-site field superintendent(s) will be held.

C3. Per the Development Agreement, Section 4.5, Voluntary Housing Affordability Provisions, Applicant will provide at least ten percent of all residential units constructed on the Project Site as Affordable Units, in accordance with the terms and requirements of the Development Agreement. Per Section 4.5 of the Development Agreement and the Phase 1 DAP, Applicant elected to defer the Phase 1 Affordable Units to Phase 2.

As such, the total Affordable Units to be provided in Phase 2 shall be 70 units (20 from DAP Phase 1 and 50 from DAP Phase 2) if 200 residential units are constructed in Phase 1 and 500 residential units are constructed in Phase 2.

C4. Per Development Agreement Section 4.5.3, prior to the issuance of Building Permits for any buildings providing the required affordable housing, Developer shall enter into an Affordable Housing Agreement (AHA) with the City that will govern the provision of the Affordable Units within such building, to the mutual satisfaction of the Director of Community Development and the Developer, and consistent with the terms of the Development Agreement.

C5. This Condition of Approval shall replace Condition of Approval C3 from the DAP Phase 1 Conditions of Approval (which replaced Condition of Approval P15 from the Master Community (PD-MC) Zoning Approval). The Comprehensive Sign Program required by the MCP for Parcels 4 and 5 shall be considered and approved or conditionally Related Santa Clara, DAP 2, Phase 2 – Conditions of DAP Approval 2 approved by the City Council before the issuance of the first building permit (for buildings excluding below grade Tasman garage) development undertaken pursuant to the DAP for Phase 1 or Phase 2. The Comprehensive Sign Program required by the MCP for Parcels 1 and 2 shall be submitted with the initial DAP submission for Parcel 1 or 2, whichever is submitted first, and shall be considered concurrently with and approved or conditionally approved as a part of the applicable DAP by the City Council.

ENGINEERING
E1. Storm drain mains and laterals, and sanitary sewer mains and laterals, shall be outside the drip line of mature trees or 10 feet clear of the tree trunk, whichever is greater. Provide root barriers when the future drip line of the project installed trees will cover the sidewalk. Root barriers for sidewalk protection shall be 16' long or extend to drip line of the mature tree, whichever is greater, and be 1.5' deep, and centered on trees. Root barriers for curb and gutter protection shall be 16' long or extend to drip line of the mature tree, whichever is greater, and be 2’ deep, and centered on trees.

E2. In conjunction with installation of off-site improvements, the applicant shall perform pavement reconstruction for the entire east side of Great America Parkway along the DAP 2 Project frontage.

E3. If required, relocate existing Valley Transportation Authority (VTA) bus stops that are affected by the proposed site access during construction and/or in final condition, as necessary based upon consultation between Developer, City, and VTA.

E4. The detailed design and construction of streets and sidewalks (including landscape strips) shall be in substantial conformance with the MCP, to the satisfaction of the Director of Public Works, recognizing the changes in street configuration and site design that have been made between conceptual MCP and the DAP.

E5. Detailed traffic signal and intersection design at the intersections including but not limited to Great America Parkway/CityPlace Parkway and Avenue A/CityPlace Parkway shall be approved by the Traffic Division of the Department of Public Works.

E6. Developer and City shall cooperate to establish time limits for parking along the public roadways with parking including Avenue A, Avenue C and Creekside Drive.

E7. Avenue A shall include minimum 6’ wide Class 2 bicycle facilities in its entirety.

E8. Comply with mitigation and avoidance measures TRA 1.2 and TRA-1a.1 of the MMRP for a partial mitigation to add a second eastbound turn lane at intersection #60 Great America Parkway and Old Mountain View Alviso Road.

E9. This Condition of Approval shall replace Condition of Approval E2 from the Master Community (PD-MC) Zoning Approval, as it was amended by Condition of Approval E10 from the DAP 1 Approval. Following approval of Tentative Maps and/or Vesting Tentative Maps by Council, the Developer shall file Final Maps for approval and recordation to the satisfaction of the Director of Public Works prior to the issuance of building permits for the DAP, except as follows:
a. For DAP 1, a Tentative Map or Vesting Tentative Map shall be approved by Council prior to the issuance of building permits for buildings located on property covered by DAP 1, and a Final Map approved to the satisfaction of the Director of Public Works shall have been filed for recordation covering property on which the building is located prior to the issuance of any certificate of occupancy for any building within DAP 1.
b. For DAP 2, a Tentative Map or Vesting Tentative Map shall be approved by Council prior to the issuance of building permits for buildings located on property covered by DAP 2, and a Final Map approved to the satisfaction of the Director of Public Works shall have been filed for recordation covering property on which the building is located prior to the issuance of any certificate of occupancy for any building within DAP 2.

E.10 Microsimulation analysis shall be completed at Developer’s cost, reviewed, and accepted prior to the City’s issuance of building permits for buildings in Phase 2. City and Developer Related Santa Clara, DAP 2, Phase 2 – Conditions of DAP Approval 3 will mutually agree on the scope, cost and schedule for the microsimulation analysis. • The microsimulation study shall test for off-site intersections but not for intersections internal to the Related Santa Clara development parcels. • The microsimulation will not result in additional traffic mitigation requirements, changes to the MMRP (including timing of implementation of mitigation measures) or the need for additional rights of way/property.
• City will be responsible for any cost associated with traffic signal timing adjustments that may be suggested by the microsimulation study findings. • City will work cooperatively with Developer to ensure that any changes in left turn pocket lengths provide benefit to both parties and that the scope is reasonable and implementable.

E11. Provide cumulative 2040 plus Full Buildout analysis of internal intersections of public streets to determine lane geometry and intersection control with the initial submission of the DAP 2 streets Encroachment Permit package for Traffic Division review and approval.

E12. Provide a minimum 10’ wide Class I bicycle path along the San Tomas Aquino Creek frontage. Provide a minimum 2’ shoulder on both sides of the bicycle path. The minimum clearance to signs along the bicycle path shall be 3’. Street design and striping plans shall address bicycle path conflicts with pedestrians and vehicles at the intersections of Creekside Drive with CityPlace Parkway, First Street, Second Street and Stars and Strips through appropriate traffic controls, signage and striping.

E13. Provide access for bicyclists to enter and exit the Class I bicycle path along San Tomas Aquino Creek at the intersection of Creekside Drive and First Street.

E14. Provide a minimum 10’ wide Class I bicycle path within East Park. Provide a minimum 2’ shoulder on both sides of the bicycle path. The minimum clearance to signs along the bicycle path shall be 3’. Street design and striping plans shall address bicycle path conflicts with pedestrians and vehicles at the intersections of Station Road and Second Street through appropriate traffic controls, signage and striping.

E15. The midblock crossing facilities on City Place Parkway between First Street and Second Street shall be removed.

WATER
W1. If, during the design process, deficiencies are identified in the existing water and/or sanitary sewer system resulting specifically from the projected additional demands or loads from the DAP 2 development, prior to issuance of the first building permit for a building within DAP 2, the Developer shall submit design documents which correct the identified deficiencies in a manner consistent with City and/or other applicable regulatory standards. Any and all water and recycled water distribution systems in the proposed DAP 2 area shall be subject to State Department of Drinking Water requirements and approval to the extent specifically required by State law.

W2. Developer shall collaborate with the City and its third-party consultant in the development of a Water Distribution System Operations and Maintenance Plan, which includes ongoing monitoring and sampling program, emergency response plan, and landfill gas and leachate collection system operations and maintenance that meets DDW approval for the long-term protection of the public water system.

FIRE
F1. The maximum fire flow reduction for the development for installation of fire sprinklers will be limited to 50-percent. The number of fire hydrants will be based on the fire-flow without fire sprinkler reduction.

F2. The Fire Department connections shall be on the street front for which the building street name is assigned. The final location will be determined by the Fire Department.

Related Santa Clara, DAP 2, Phase 2 – Conditions of DAP Approval 4

STREETS
ST1. Prior to issuance of the first building permit, a Stormwater Management Plan shall be completed for the DAP 2 area.

PARKS AND RECREATION
PR1. Developer shall close the golf cart bridge crossing over Lafayette Street prior to the completion of the park improvements. Upon the completion of the Second Street crossing or City Place Parkway crossing over Lafayette Street (whichever is built first), the Developer shall remove the golf cart bridge crossing, relocate the associated utilities located thereon, and improve the disturbed area of the park in accordance with the standards approved by the City.

PR2. Developer shall include interim improvements within the park at the future location of the Second Street extension and crossing over Lafayette Street in order to ensure continuity of the park, bicycle path, and associated amenities prior to the construction of the Second Street extension through and over the park.

PR3. Developer shall provide sufficient parking for East Park visitors in the East Garage known as WH and include a crosswalk from the park to the garage. This parking requirement can be satisfied using retail or guest parking provided there is signage to make it clear to visitors that they can park there free while in the park.

PR4. A public restroom(s) shall be identified and available for park visitors during park operating hours within the WH garage structure.

PR5. Developer will obtain a site address for each park at Developer’s sole cost. A round number for park addresses is preferred.

PR6. Parkland improvements required for DAP 1 shall be constructed prior to occupancy of the 1st unit of DAP 2. The remaining acreage required for the DAP 2 residential units shall be constructed prior to occupancy of the 500th unit in DAP 2.

SVP (Electrical)
SVP1. All utilities proposed/approved/installed as part of DAP 1 shall be shown on the plans and coordinated accordingly with the DAP 2 proposals.

SVP2. Electrical service shall be underground. No subsurface SVP transformers and switches will be allowed for this development.

SVP3. In the event the Developer cannot meet SVP design standards and requirements for the installation of SVP equipment, Developer shall submit alternative designs for SVP’s review and approval.

SVP4. A special facility agreement will be required for any nonstandard SVP equipment and installation describing the responsibilities regarding ownership and maintenance requirements for the developer and the City.

SVP5. Developer shall be responsible for performing an electric study, at Developer’s sole cost, required for all nonstandard installations including but not limited to the design of grounding system for SVP distribution system, thermal cable ampacity, and SVP equipment installation details on podium surface or indoors.

SVP6. Encroachment permits will not be signed off by Silicon Valley Power until Developer’s work substructure construction drawing has been completed.

SVP7. All SVP-owned equipment is to be covered by an Underground Electric Easement (U.G.E.E. (Underground Electrical Easement)), not a PUE (Public Utility Easement). Only publicly owned dry utilities can be in a UGEE. Other facilities can be in a joint trench configuration with SVP, separated by a 1’ clearance, providing that they are constructed simultaneously with SVP facilities. See UG 1000 for details.

SVP8. The permanent electric utility power for electrical services required for DAP 2 shall be provided by New Esperanca Substation.

Gensler
DEVELOPMENT AREA PLAN (DAP) 2
PHASE 2, PARCEL 4
City Place Santa Clara
DAP-2 - DATA CHARTS
TOTAL 4.25 4.25 0.00 Complies
DAP 2, Phase 2 3.04 4.25 4.25 Includes deferral from Phase 1 DAP 1, Phase 1 1.21 - 1.21 Deferred area per Development Agreement.

Refer to 4.3. to Phase 2.

OPEN SPACE
FAR 1.14 0.90 0.24 Complies
AREA 35.0 44.5 9.5 Complies

UNIT MCP
(ACRES)

PROPOSED
(ACRES)

DIFFERENCE
(ACRES)

COMMENT
TOTAL 2,448,500 1,750,000 (698,500)
ENTERTAINMENT 190,000 50,000 (140,000) Permissible
RESIDENTIAL APTS./

RESIDENTIAL SERVICED

APARTMENTS
680,000 530,000 (150,000) Permissible
HOTEL 298,000 180,000 (118,000) Permissible
FOOD & BEVERAGE 195,000 150,000 (45,000) Permissible
RETAIL 789,500 405,000 (384,500) Permissible
OFFICE 296,000 435,000 139,000 Permissible

PROGRAM MCP
Vol 1, Table

3.21, pg. 41
(SF) / (UNITS)

PROPOSED
(SF) / (UNITS)

DIFFERENCE
(SF)

PERMISSABLE OR CONDITIONAL
See MCP Vol 1, Section 3.2, pg. 37
TOTAL 2,448,500 1,750,000 (698,500)
ENTERTAINMENT 190,000 50,000 (140,000)
RESIDENTIAL APTS./

RESIDENTIAL SERVICED

APARTMENTS
680,000 530,000 (150,000)
HOTEL 298,000 180,000 (118,000)
FOOD & BEVERAGE 195,000 150,000 (45,000)
RETAIL 789,500 405,000 (384,500)
OFFICE 296,000 435,000 139,000

PROGRAM MCP
(SF) / (UNITS)

PROPOSED
(SF) /
(UNITS)

DIFFERENCE
(SF) COMMENTS
BLOCK 4H 219 38 88 126 Complies
BLOCK 4E/4F 219 39 165 204 Office. Complies
BLOCK 4E/4F 219 38 107 145 Global Food Market. Complies BLOCK 4D 219 38 118 156 Complies
BLOCK 4D 219 39.5 118 157.5 Complies
BLOCK 4B 219 34 108 142 Complies
LOCATION MCP MAX.
(FT)

ESTIMATED

GROUND FLOOR

ELEVATION
(FT)

ANTICIPATED

HEIGHT (FT)

TOTAL HEIGHT
(ABOVE EL. 0'=0')
(FT)

COMMENT
TOTAL 4,448 3,845
SUBTOTAL 2,275 1,915
RESIDENTIAL APTS./ RESIDENTIAL
SERVICED APARTMENTS 500 1.5 / UNIT 750 1.0 / UNIT 500
HOTEL 220 1.0 / KEY 220 0.5 / KEY 110
OFFICE 435,000 3.0 / 1,000 SF 1,305 3.0 / 1,000 SF 1,305 SUB-TOTAL 2,173 1,930
ENTERTAINMENT 50,000 2.5 / 1,000 SF 125 2.5 / 1,000 SF 125 FOOD & BEVERAGE 150,000 1.5 / 1,000 SF 225 1.5 / 1,000 SF 225 RETAIL 405,000 4.5 / 1,000 SF 1,823 3.9 / 1,000 SF 1,580

LAND USE SIZE
(SF/KEYS/UNITS)

MCP SUGGESTED PARKING
RATIO per TABLE 3.3, MCP pg.
46 MCP PARKING

DEMAND PROPOSED PARKING RATIO PROPOSED PARKINGDEMAND
TOTAL 873,000 1,047,000 2,448,500 1,750,000 3,321,500 2,797,000 ENTERTAINMENT - - 190,000 50,000 190,000 50,000
RESIDENTIAL APTS./

RESIDENTIAL SERVICED

APARTMENTS
200,000 175,000 680,000 530,000 880,000 705,000
HOTEL 280,000 381,000 298,000 180,000 578,000 561,000
FOOD & BEVERAGE 25,000 29,600 195,000 150,000 220,000 179,600 RETAIL 62,000 21,400 789,500 405,000 851,500 426,400
OFFICE 306,000 440,000 296,000 435,000 602,000 875,000

APPROVED

DEVELOPMENT
(SF)
DAP 1
(SF)

APPROVED

DEVELOPMENT
(SF)
DAP 2
(SF)

APPROVED

DEVELOPMENT
(SF)
DAP 1 &
DAP 2
(SF)

PROGRAM
PREVIOUS DAPs CURRENT DAP TOTAL

1.2.1 PROGRAM OF USE AND APPROXIMATE AGGREGATE SQUARE

FOOTAGE OF USE INCLUDING OPEN SPACE

1.2.4 PARKING DATA TABLE

1.2.2 ESTIMATED PHASE OF AGGREGATED DEVELOPMENT VS. 1.2.5 OVERALL DEVELOPMENT BUILDOUT

TOTAL ALLOWABLE DEVELOPMENT PROGRAM

1.2.3.ANTICIPATED BUILDING HEIGHTS

1.2-1

Gensler
DEVELOPMENT AREA PLAN (DAP) 2
PHASE 2, PARCEL 4
City Place Santa Clara
DAP-2 - 1.4 DEVELOPMENT OBLIGATIONS
1 80-hotel keys moved to Phase 1 reviewed in advance with the City of Santa Clara Footnote:

MINIMUM 700,000 SF 1,750,000
ENTERTAINMENT - 50,000

RESIDENTIAL APTS /

RESIDENTIAL SERVICED APARTMENTS
200-units in Phases 1 & 2 in
aggregate 500

RETAIL /FOOD & BEVERAGE /
ENTERTAINMENT 750000 in aggegate in Phases 2 & 3 605,000 HOTEL1 And/or requirement satisfied with
Office SF 220
OFFICE 200,000 435,000

PROGRAM
PHASE 2

MINIMUM REQUIRED
PER DDA SECTION 5.3.2
(SF/KEYS/UNITS)
PHASE 2 PROPOSED
(SF/KEYS/
UNITS)
TOTAL MINIMUM & BEST EFFORTS 930,000 1,750,000
MINIMUM REQUIREMENT PER DDA 5.3.3 700,000 -
TOTAL 230,000 1,750,000
RESIDENTIAL SERVICED APARTMENTS - 200,000
RESIDENTIAL APARTMENTS - 330,000
RETAIL / FOOD & BEVERAGE / ENTERTAINMENT - 605,000
HOTEL - 180,000
OFFICE - 435,000

PROGRAM

BEST EFFORT TARGET
PER DDA 5.3.3
(SF)
PHASE 2 PROPOSED
(SF)
AGGREGATE (SF) 1,300,000 430,000 - 1,500,000 1,047,000 1,750,000 2,797,000 0 0

AREA (SF) - - - - - - - -

QUANTITY - - - - - - - -

MAJOR DEPARTMENT STORES - - - - - - - -
RESIDENTIAL APTS./

RESIDENTIAL SERVICED

APARTMENTS (SF)
- - - - 175,000 530,000 - 705,000
RESIDENTIAL APTS./

RESIDENTIAL SERVICED

APARTMENTS (UNITS)
200 - - - 200 500 - 700

RETAIL / FOOD & BEVERAGE /
ENTERTAINMENT (SF) - - 800,000 1,500,000 51,000 605,000 - 656,000 144,000 844,000 HOTEL (SF) - - - 381,000 180,000 - 561,000
HOTEL (KEYS) 300 - - - 480 220 - 700
OFFICE (SF) - - - - 440,000 435,000 - 875,000

PROGRAM
PHASES 1- 3

MINIMUM INITIAL

BUILDINGS

OFFICE/HOTEL/RETAIL
DDA Section 5.3.2
PHASES 1-2

ADDITIONAL INITIAL

BUIDLINGS

OFFICE/RETAIL/

RESTIDENTIAL
(BEST EFFORTS)
DDA Section 5.3.3
PHASES 1-3

MINIMUM RETAIL

BUILDINGS
DDA Section 5.3.4
PHASES 1-3

ADDITIONAL
RETAIL

BUILDINGS
(BEST EFFORTS)
DDA Section 5.3.5
PHASE 1

PROPOSED
PHASE 2

PROPOSED
PHASE 3

PROPOSED

AGGREGATE

TO DATE

MINIMUM

INITIAL

BUILDINGS

BALANCE

ADDITIONAL

INITIAL

BUILDINGS
(BEST EFFORTS)

BALANCE

MINIMUM RETAIL

BUILDINGS

BALANCE

ADDITIONAL
RETAIL

BUILDINGS
(BEST EFFORTS)

BALANCE
TOTAL 1,500,000 605,000
ENTERTAINMENT 50,000
FOOD & BEVERAGE 150,000
RETAIL 1,500,000 405,000

REQUIRED PROPOSED

PROGRAM
PHASE 2 & 3
(SF)
PHASE 2
(SF)
MINIMUM RETAIL BUILDINGS AREA SUMMARY PER DDA SECTION 5.3.2

1.4. : PHASING OF ADDITIONAL BUILDINGS

1.4. : ADDITIONAL RETAIL BUILDINGS
Applicable to Phases 2 and 3. See DDA Section 5.3.5

1.4. : MINIMUM INITIAL BUILDING (MIB) PHASE 2
For locations of land uses defined below refer to 1.1.(a)

1.4. : ADDITIONAL INITIAL BUILDING (AIB) PHASE 2 MATRIX For locations of land uses defined below refer to 1.1.(a)

1.4. SUMMARY OF MINIMUM AND ADDITIONAL BUILDINGS USES

AND AREAS TO DATE
Reference DDA Sections 5.3.2 through 5.3.

RETAIL + FOOD &
BEVERAGE +

ENTERTAINMENT (SF)
800,000 1,500,000 51,000 605,000 656,000 144,000 844,000

PROGRAM
PHASES 1- 3

MINIMUM
(SF)
PHASES 2&3

ADDITIONAL
(BEST EFFORTS)
(SF)
PHASE 1

PROPOSED
(SF )
PHASE 2

PROPOSED
(SF)

AGGREGATE
PHASES 1&2
(SF)

MINIMUM

BALANCE -
DEFERRED to
PHASE 3
(SF)

ADDITIONAL (BEST

EFFORTS) BALANCE
(SF)

1.4. : PROPOSED LOCATION OF MAJOR DEPARTMENT STORES

1.4 DEVELOPMENT OBLIGATIONS

1.4-1
NO MAJOR DEPARTMENT STORES ARE PLANNED FOR DAP-2, PHASE 2.

ADDRESSED IN ALTERNATE LEASING PLAN PROPOSAL
1 2
3 4
5 7

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