Clovis City Council
December 16, 2024

1307
AGENDA ITEM NO. 15.

HCM 7th TWSC
8: Project Driveway 2 & Behymer Avenue
De Young Properties Peach and Behymer Project
Near Term WP PM Peak Hour
Intersection
Int Delay, s/veh
MovemenF™""

0.2 "EBT EBR WBL WBT NBL NBR
Lane Configurations f 1 r
Traffic Vol. veh/h 343 16 0 358 0 14
Future Vol, veh/h 343 16 0 358 0 14
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -
None -None
Storage Length - - - - -
0 Veh in Median Storage, # 0 - -
0 0 -
Grade, % 0
- -
0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 373 17 0 389 0 15
Major/MlriiaA-atiksMajorl
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
0 382
- 6.22
- 3.318
0 666
0 0
- 666
HCM Control Delay, s/v 0 0 10.53

HCM LOS B
Minor Lane/Major Mvrnt^^ .. NBLn1 EBT
Capacity (veh/h) 666 - . - . .

HCM Lane V/C Ratio 0.023
HCM Control Delay (s/veh) 10.5
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.1 - - -
LSA
08/12/2024
Synchro 12 Report

1308
AGENDA ITEM NO. 15.

HCM 7th TWSC
9: Project Driveway 3 & Behymer Avenue
De Young Properties Peach and Behymer Project
Near Term WP PM Peak Hour
Int Delay, s/veh
Movement EBT EBR WBL WBT NBL NBR
t
326 31 71 358 0 19
326 31 71 358 0 19
0 0 0 0 0 0
Free Free Free Free Stop Stop
-
None -None -None
- -
100 - -0
Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
! 0
- - 0 0
-
0 - - 0 0
-
92 92 92 92 92 92 •SE-;
2 2 2 2 2 2
354 34 77 389 0 21 'r'"'
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
,ch^'^
0 0 388

4.12 - 2.218
- 1170
- 1170
371

6.22 - 3.318
0 675
0 0
- 675
HCM Control Delay, s/v

HCM LOS

1.37 10.5
B
Minor Lane/Malor Mvmt NBLni EBT EBR VVBli
Capacity (veh/h) 675 - 1170
HCM Lane V/C Ratio 0.031 - 0.066
HCM Control Delay (s/veh) 10.5 - 8.3
HCM Lane LOS B A
HCM 95th %tile Q(veh) 0.1 - 0.2
LSA
08/12/2024
Synchro 12 Report

1309
AGENDA ITEM NO. 15.

HCM 7th TWSC
10: Project Driveway 4 & Behymer Avenue
De Young Properties Peach and Behymer Project
Near Term WP PM Peak Hour
Int Delay, s/veh 0.4
Movement EBf EBR WBL WBT NBL NBR
Lane Configurations t f
Traffic Voi, veh/h 321 24 0 429 0 28
Future Vol, veh/h 321 24 0 429 0 28
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -
None -
None -None
Storage Length - - - - -
0 Veh In Median Storage, # 0 - -
0 0 -
Grade, % 0
- -
0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 349 26 0 466 0 30
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Big 1
Critical Hdwy Stg 2
Foiiow-up Hdwy
PotCap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
0 0 362
- 6.22
- 3.318
0 683
0 0
- 683
approach' ^NU LIU
HCM Control Delay, s/v

HCM LOS
Minor Lane/Malor Mvmt .NBLnl EBT EEtR.JflS
Capacity (veh/h) 683
HCM Lane V/C Ratio 0.045
HCM Control Delay (s/veh) 10.5 - -
HCM Lane LOS B
HCM 95th%tlleQ(veh) 0.1

U IMHIH
LSA
08/12/2024
Synchro 12 Report

1310
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary
4: Minnewawa Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Existing Year WP_AM Peak Hour MIT
^ ^ t V I V
Lane Configurations 4* 4* 4^
Traffic Volume (veh/h) 8 162 125 25 222 253 85 240 19 175 207 4 Future Volume (veh/h) 8 162 125 25 222 253 85 240 19 175 207 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1885 1885 1885 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 8 167 129 26 229 261 88 261 20 180 213 4 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.92 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 1 1 1 3 3 3 3 3 3
Cap, veh/h 123 377 282 135 312 334 237 443 31 370 313 5 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 14 971 726 38 803 861 291 1363 95 624 964 16 Grp Volume(v), veh/h 304 0 0 516 0 0 369 0 0 397 0 0
Grp Sat Flow(s),veh/h/ln 1710 0 0 1703 0 0 1749 0 0 1604 0 0 Q Serve(g_s), s 0.0 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 Cycle Q Clear(g_c), s 4.1 0.0 0.0 8.2 0.0 0.0 5.3 0.0 0.0 6.3 0.0 0.0 Prop In Lane 0.03 0.42 0.05 0.51 0.24 0.05 0.45 0.01
Lane Grp Cap(c), veh/h 781 0 0 781 0 0 710 0 0 688 0 0
V/C Ratio(X) 0.39 0.00 0.00 0.66 0.00 0.00 0.52 0.00 0.00 0.58 0.00 0.00 Avail Cap{c_a), veh/h 1094 0 0 1092 0 0 1111 0 0 1038 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.1 0.0 0.0 8.4 0.0 0.0 8.9 0.0 0.0 9.2 0.0 0.0 Incr Delay {d2), s/veh 0.3 0.0 0.0 1.0 0.0 0.0 0.6 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%},veh/ln 0.8 0.0 0.0 1.5 0.0 0.0 1.5 0.0 0.0 1.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay{d), s/veh 7.4 0.0 0.0 9.3 0.0 0.0 9.5 0.0 0.0 9.9 0.0 0.0 LnGrp LOS A A A A
Approach Vol, veh/h 304 516 369 397
Approach Delay, s/veh 7.4 9.3 9.5 9.9
Approach LOS A A A A
Phs Duration (G+Y+Rc), s 14.7 16.7 14.7 16.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+l1), s 7.3 6.1 8.3 10.2 '
Green Ext Time (p_c), s 1.7 1.3 1.9 1.9
Intersection Summaiy
HCM 7th Control Delay, s/veh
HCM 7th LOS

9.2 A
LSA
08/09/2024
Synchro 12 Report

1311
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary De Young Properties Peach and Behymer Project Existing Year WP_PM Peak Hour MIT
> >
V t A
V I y
Movement Kiis EBR WBL WBT WBR^- ■NBL- NBT NBR .iSBlS:-; Lane Configurations 4* 4* 4*
Traffic Volume (veh/h) 5 197 82 15 233 179 127 259 30 187 168 7 Future Volume (veh/h) 5 197 82 15 233 179 127 259 30 187 168 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1,00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1900 1900 1900 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 5 212 88 16 251 192 137 278 32 201 181 8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 0 0 0 2 2 2 3 3 3
Cap, veh/h 118 446 182 125 354 261 296 429 45 411 293 11 /Vrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 Sat Flow, veh/h 8 1251 511 24 994 732 411 1185 123 663 809 31 Grp Volume(v), veh/h 305 0 0 459 0 0 447 0 0 390 0 0
Grp Sat Flow(s),veh/h/ln 1770 0 0 1751 0 0 1719 0 0 1503 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.4 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.3 0.0 0.0 7.2 0.0 0.0 6.6 0.0 0.0 6.4 0.0 0.0 Prop In Lane 0.02 0.29 0.03 0.42 0.31 0.07 0.52 0.02
Lane Grp Cap(c), veh/h 745 0 0 740 0 0 770 0 0 715 0 0
V/C Ratio(X) 0.41 0.00 0.00 0.62 0.00 0.00 0.58 0.00 0.00 0.55 0.00 0.00 Avail Cap(c_a). veh/h 1300 0 0 1287 0 0 1655 0 0 1465 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.0 0.0 0.0 8.9 0.0 0.0 8.6 0.0 0.0 8.5 0.0 0.0 Incr Delay {d2), s/veh 0.4 0.0 0.0 0.9 0.0 0.0 0.7 0.0 0.0 0.7 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.0 1.5 0.0 0.0 1.8 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.4 0.0 0.0 9.8 0.0 0.0 9.3 0.0 0.0 9.1 0.0 0.0 LnGrp LOS A A A A
Approach Vol, veh/h 305 459 447 390
Approach Delay, s/veh 8.4 9.8 9.3 9.1
Approach LOS A A A A
';f
Phs Duration (G+Y+Rc), s 16.1 15.9 16.1 15.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 29.5 21.5 29.5 21.5
Max Q Clear Time (g_c+I1), s 8.6 6.3 8.4 9.2
Green Ext Time (p_c), s 3.0 1.5 2.8 2.2
HCM 7th Control Delay, s/veh
■■
HCM 7th LOS A V.

LSA
08/09/2024
Synchro 12 Report

1312
AGENDA ITEM NO. 15.

HCM 7th AWSC
3: Peach Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Near Term WP AM Peak Hour MIT
Intersection Delay, s/veh 17
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4* 4* 4* 4*
Traffic Vol, veh/h 0 270 29 15 490 2 79 30 15 7 24 0
Future Vol, veh/h 0 270 29 15 490 2 79 30 15 7 24 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 Heavy Vehicles, % 3 3 3 1 1 1 0 0 0 0 0 0
Mvmt Flow 0 293 32 16 533 2 86 33 16 8 26 0
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
approach EB .,WB i NB -| • SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 12.6 21.5 11.1 9.9
HCM LOS B 0 B A
l-ane .... NBLnl EBLnl WBLnl SBLn1
Vol Left. % 64% 0% 3% 23%
Vol Thru. % 24% 90% 97% 77%
Vol Right, % 12% 10% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 124 299 507 31
LTVol 79 0 15 7
Through Vol 30 270 490 24
RTVol 15 29 2 0
Lane Flow Rate 135 325 551 34
Geometry Grp 1 1 1 1
Degree of Util (X) 0.231 0.465 0.755 0.06
Departure Headway (Hd) 6.158 5.152 4.934 6.428
Convergence, Y/N Yes Yes Yes Yes
Cap 582 699 738 555
Service Time 4,207 3.188 2.934 4.488
HCM Lane V/C Ratio 0.232 0.465 0.747 0.061
HCM Control Delay, s/veh 11.1 12.6 21.5 9.9
HCM Lane LOS B B C A
HCM 95th-tlle Q 0.9 2.5 7 0.2
LSA
08/10/2024
Synchro 12 Report

1313
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary
4: Minnewawa Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Near Term WP AM Peak Hour MIT
Movemeni^-
>

EBR WBL
V ^ t A V i V

WBT WBR NBL NBT
A
«BL
Lane Configurations 4*
Traffic Volume (veh/h) 9 184 149 25 280 258 121 275 19 188 282 7 "WMK Future Volume (veh/h) 9 184 149 25 280 258 121 275 19 188 282 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Ad] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Ad] Sat Flow, veh/h/ln 1856 1856 1856 1885 1885 1885 1856 1856 1856 1856 1856 1856 Ad] Flow Rate, veh/h 9 190 154 26 289 266 125 284 20 194 291 7 • h.

Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 1 1 1 3 3 3 3 3 3
Cap, veh/h 77 367 288 87 341 300 160 373 26 244 478 11
Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.09 0.22 0.22 0.14 0.26 0.26 Sat Flow, veh/h 14 962 755 36 894 785 1767 1713 121 1767 1804 43 Grp Volume{v), veh/h 353 0 0 581 0 0 125 0 304 194 0 298 Grp Sat Flow(s),veh/h/ln1730 0 0 1715 0 0 1767 0 1834 1767 0 1848 Q Serve{g_s), s 0.0 0.0 0.0 5.8 0.0 0.0 3.6 0.0 8.0 5.5 0.0 7.3 Cycle Q Clear{g_c), s 8.2 0.0 0.0 16.2 0.0 0.0 3.6 0.0 8.0 5.5 0.0 7.3 Prop In Lane 0.03 0.44 0.04 0.46 1.00 0.07 1.00 0.02
Lane Grp Cap{c), veh/h 732 0 0 728 0 0 160 0 399 244 0 489 V/C Ratio(X) 0.48 0.00 0.00 0.80 0.00 0.00 0.78 0.00 0.76 0.80 0.00 0.61 Avail Cap(c_a), veh/h 826 0 0 822 0 0 258 0 696 327 0 773 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Fi[ter(l) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.4 0.0 0.0 14.8 0.0 0.0 22.9 0.0 18.9 21.5 0.0 16.6 SHHI Incr Delay (d2), s/veh 0.5 0.0 0.0 5.0 0.0 0.0 7.9 0.0 3.0 9.5 0.0 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .mm %iie BackOfQ(50%),veh/l[2.5 0.0 0.0 5.6 0.0 0.0 1.7 0.0 3.4 2.7 0.0 2.9 Unsig. Movement Delay, s/veh ma
LnGrp Deiay(d), s/veh 12.9 0.0 0.0 19.8 0.0 0.0 30.8 0.0 21.9 30.9 0.0 17.8 LnGrp LOS B B C C C B
Approach Vol, veh/h 353 581 429 492
Approach Delay, s/veh 12.9 19.8 24.5 23.0 -
Approach LOS B 8 C C
Phs Duration (G+Y+Rc), 41.6 15.7 24.1 9.2 18.1 24.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (GmaxJtS 19.5 22.5 7.5 21.5 22.5
Max Q Clear Time {g_c+IT},& 10.0 10.2 5.6 9.3 18.2
Green Ext Time (p_c). s 0.1 1.2 1.6 0.1 1.3 1.4
[hfet^ction Summaiy 'MBl
HCM 7th Control Delay, s/veh 20.4
HCM 7th LOS C
ISA
08/09/2024
Synchro 12 Report

1314
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary
5: Minnewawa Avenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Near Term WP AM Peak Hour MIT
>
< ^ t A V i V
Movement
Lane Configurations 4^ 1^
Traffic Volume (veh/h) 34 69 67 8 75 2 61 427 14 2 564 34 Future Volume (veh/h) 34 69 67 8 75 2 61 427 14 2 564 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-BikeAdj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 . tJHHili Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 37 75 73 9 82 2 66 464 15 2 613 37 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 3 3 3 3 3 3 . --rS
Cap, veh/h 145 128 108 112 281 6 115 886 29 5 751 45
Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.06 0.50 0.50 0.00 0.43 0.43 Sat Flow, veh/h 224 780 654 85 1707 39 1767 1787 58 1767 1732 105 Grp Volume(v), veh/h 185 0 0 93 0 0 66 0 479 2 0 650
Grp Sat Flow(s),veh/h/ln1658 0 0 1831 0 0 1767 0 1845 1767 0 1837 Q Serve(g_s), s 2.1 0.0 0.0 0.0 0.0 0.0 1.5 0.0 7.1 0.0 0.0 12.4 Cycle Q Clear(g_c), s 4.1 0.0 0.0 1.8 0.0 0.0 1.5 0.0 7.1 0.0 0.0 12.4 Prop In Lane 0.20 0.39 0.10 0.02 1.00 0.03 1.00 0.06
Lane Grp Cap(c), veh/h 380 0 0 400 0 0 115 0 915 5 0 796 V/C Ratio(X) 0.49 0.00 0.00 0.23 0.00 0.00 0.58 0.00 0.52 0.41 0.00 0.82 mm Avail Cap(c„a), veh/h 846 0 0 910 0 0 225 0 1078 221 0 1068 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ■■^sam Upstream Filter{l) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.7 0.0 0.0 14.7 0.0 0.0 18.2 0.0 6.9 19.9 0.0 9.9 Incr Delay (d2), s/veh 1.0 0.0 0.0 0.3 0,0 0.0 4.5 0.0 0.5 47.6 0.0 3.7 Initial QDe!ay{d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .-wmmm %ile BackOfQ(50%),veh/![li.4 0.0 0.0 0.7 0.0 0.0 0.7 0.0 1.9 0.1 0.0 4.3 Unsig. Movement Delay, s/veh ■. ■
LnGrp Delay{d), s/veh 16.6 0.0 0.0 15.0 0.0 0.0 22.7 0.0 7.3 67.5 0.0 13.6 LnGrp LOS B B C A E B
Approach Vol, veh/h 185 93 545 652
Approach Delay, s/veh 16.6 15.0 9.2 13.8 •• -I.v UO' ■
Approach LOS
inmerjr.AsiLqDgdiBh5b«e^^

B B A B
Phs Duration (G+Y+Rc), s4.6 24.4 11.1 7.1 21.9 11.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (GmaxJ^S 23.4 18.1 5.1 23.3 18.1
Max Q Clear Time (g_c+l1?,ft 9.1 6.1 3.5 14.4 3.8
Green Ext Time (p_c). s 0.0 2.6 0.8 0.0 2.9 0.3
HCM 7th Control Delay, s/veh 12.5
HCM 7th LOS B
LSA
08/09/2024
Synchro 12 Report

1315
AGENDA ITEM NO. 15.

HCM 7th AWSC
3: Peach Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Near Term WP PM Peak Hour MIT
Intersection i
intersection Delay, s/veh 17.3
intersection LOS C
MovemenJ^^ EBL EBT EBR NBT NBR SSL SBT SBR
Lane Configurations 4* 4*
Traffic Voi, veh/h 1 422 49 27 379
Future Voi, veh/h 1 422 49 27 379
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles, % 2 2 2 0 0
Mvmt Flow 1 449 52 29 403
Number of Lanes 0 1 0 0 1
Approach ^ EB . WB
Opposing Approach WB EB
Opposing Lanes 1 1
Conflicting Approach Left SB NB
Conflicting Lanes Left 1 1
Conflicting Approach Right NB SB
Conflicting Lanes Right 1 1
HCM Control Delay, s/veh 19.8 17

HCM LOS C C
Lane NBLnl EBLnl WBLnl CO1
Voi Left, % 56% 0% 7% 5%
Voi Thru, % 29% 89% 92% 93%
Voi Right, % 15% 10% 2% 2%
Sign Control Stop Stop Stop Stop
Traffic Voi by Lane 135 472 413 42
LTVoi 76 1 27 2
Through Voi 39 422 379 39
RTVoi 20 49 7 1
Lane Flow Rate 144 502 439 45
Geometry Grp 1 1 1 1
Degree of Utii (X) 0.253 0.712 0.636 0.082
Departure Headway (Hd) 6.345 5.108 5.213 6.617
Convergence, Y/N Yes Yes Yes Yes
Cap 564 708 690 538
Service Time 4.406 3.149 3.256 4.694
HCM Lane V/C Ratio 0.255 0.709 0.636 0.084
HCM Control Delay, s/veh 11.6 19.8 17 10.3
HCM Lane LOS B C C B
HCM 95th-tiie Q 1 6 4.6 0.3
7 7

0.94 0
7 0
76 76

0.94 0
81 0
MB
SB
1 EB
1 WB
1 11.6
B
39 39

0.94 0
41 1
20 20

0.94 0
21 0
2 2

0.94 0
2 0
NB
1 WB
1 EB
1 10.3
B
39 39

0.94 0
41 1
1 1

0.94 0
1 0
ISA
08/10/2024
Synchro 12 Report

1316
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary
4: Minnewawa Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Near Term WP PM Peak Hour MIT
>
m lis: NBL
t V W
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
Lane Width Adj.

Ped-BlkeAdj(A_pbT)
Parking Bus, Ad]
Work Zone On Approach
Ad] Sat Flow, veh/h/ln 1870
Ad] Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Airive On Green
Sat Flow, veh/h
6 6
0 1.00

1.00 1.00
6 0.93
2 69

0.34 7
257
257
0 1.00

1.00 No
1870
276

0.93 2
405

0.34 1206
122
122
0 1.00

1.00 1.00
1870
131

0.93 2
189

0.34 564
15 15
0 1.00

1.00 1.00
1900
16 0.93
0 75

0.34 21
287
287
0 1.00

1.00 No
1900
309

0.93 0
358

0.34 1067
187
187
0 1.00

1.00 1.00
1900
201

0.93 0
226

0.34 673
172
172
0 1.00

1.00 1.00
1870
185

0.93 2
233

0.13 1781
351
351
0 1.00

1.00 No
1870
377

0.93 2
460

0.27 1695
31 31
0 1.00

1.00 1.00
1870
33 0.93
2 40

0.27 148
194
194
0 1.00

1.00 1.00
1856
209

0.93 3
260

0.15 1767
1^
223
223
0 1.00

1.00 No
1856
240

0.93 3
510

0.29 1777
0 1.00

1.00 1.00
1856
9 0.93
3 19

0.29 67
•Inn:

Grp Volume(v), veh/h 413 0 0 526 0 0 185 0 410 209 0 249 Grp Sat Flow(s),veh/h/ln1777 0 0 1761 0 0 1781 0 1844 1767 0 1844 Q Serve(g_s), s 0.0 0.0 0.0 4.4 0.0 0.0 5.5 0.0 11.4 6.3 0.0 6.1 Cycle Q Clear(g_c), s 11.1 0.0 0.0 15.4 0.0 0.0 5.5 0.0 11.4 6.3 0.0 6.1 Prop In Lane 0.01 0.32 0.03 0.38 1.00 0.08 1.00 0.04
Lane Grp Cap(c), veh/h 663 0 0 659 0 0 233 0 500 260 0 529 V/C Ratio{X) 0.62 0.00 0.00 0.80 0.00 0.00 0.79 0.00 0.82 0.81 0.00 0.47 Avail Cap(c_a), veh/h 730 0 0 726 0 0 315 0 690 339 0 717 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.8 0.0 0.0 17.2 0.0 0.0 23.1 0.0 18.7 22.6 0.0 16.1 Incr Delay (d2). s/veh 1.4 0.0 0.0 5.8 0.0 0.0 9.5 0.0 5.6 10.2 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %lle BackOfQ(50%),veh/ir8.9 0.0 0.0 6.0 0.0 0.0 2.8 0.0 5.1 3.1 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Deiay(d), s/veh 17.2 0.0 0.0 23.0 0.0 0.0 32.6 0.0 24.3 32.9 0.0 16.7 LnGrp LOS B C C C C B
Approach Vol, veh/h 413
Approach Delay, s/veh 17.2
Approach LOS B
526

23.0 C
595

26.9 C
458

24.1 C
Phs Duration (G+Y+Rc), t2.5 19.4 22.9 11.7 20.2 22.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmal^S 20.5 20.5 9.7 21.3 20.5
Max Q Clear Time (9_c+l19,S 13.4 13.1 7.5 8.1 17.4
Green Ext Time (p_c), s 0.1 1.4 1.4 0.1 1.1 0.9
Intersection Summfliy
HCM 7th Control Delay, s/veh 23.2
HCM 7th LOS C
LSA
08/09/2024
Synchro 12 Report

1317
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary
5: Minnewawa Avenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Near Term WP PM Peak Hour MIT
>
Movement iiEBf'i EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations 4*
Traffic Volume (veh/h) 38 98 91 15 96 2 88 616 8 1 436 38 Future Volume (veh/h) 38 98 91 15 96 2 88 616 8 1 436 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Red-Bike Ad](A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Ad] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No ■9m
Ad] Sat Flow/, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 40 103 96 16 101 2 93 648 9 1 459 40 mm Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 3 3 3
Cap, veh/h 144 168 137 129 340 6 145 827 11 5 622 54
Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.08 0.45 0.45 0.00 0.37 0.37 Sat Flow, veh/h 177 822 671 119 1666 31 1781 1840 26 1767 1683 147 Grp Volume(v), veh/h 239 0 0 119 0 0 93 0 657 1 0 499 1 Grp Sat Flow(s),veh/h/ln1670 0 0 1816 0 0 1781 0 1866 1767 0 1829 Q Serve(g_s), s 2.3 0.0 0.0 0.0 0.0 0.0 2.0 0.0 11.7 0.0 0.0 9.2 Cycle Q Clear(g_c), s 5.1 0.0 0.0 2.1 0.0 0.0 2.0 0.0 11.7 0.0 0.0 9.2 Prop In Lane 0.17 0.40 0.13 0.02 1.00 0.01 1.00 0.08
Lane Grp Cap(c), veh/h 448 0 0 475 0 0 145 0 839 5 0 676 V/C Ratio(X) 0.53 0.00 0.00 0.25 0.00 0.00 0.64 0.00 0.78 0.22 0.00 0.74 Avail Cap(c_a), veh/h 878 0 0 931 0 0 228 0 1322 226 0 1296 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(i) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.4 0.0 0.0 13.2 0.0 0.0 17.4 0.0 9.1 19.5 0.0 10.7 Incr Delay (d2), s/veh 1.0 0.0 0.0 0.3 0.0 0.0 4.7 0.0 1.6 23.0 0.0 1.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' wm %ile BackOfQ(5a%),veh/lnl.7 0.0 0.0 0.8 0.0 0.0 0.9 0.0 3.5 0.0 0.0 3.0 Unsig. Movement Delay, s/veh /i,
LnGrp Delay(d), s/veh 15.4 0.0 0.0 13,5 0.0 0.0 22.1 0.0 10.8 42.4 0.0 12.3 LnGrp LOS B B C B D B
Approach Vol, veh/h 239 119 750 500
Approach Delay, s/veh 15.4 13.5 12.2 12.3
Approach LOS B B B 8
Phs Duration (G+Y+Rc), s4.6 22.1 12.5 7.7 19.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax^.a 27.7 18.3 5.0 27.7
Max Q Clear Time (g_c+l1?,ft 13.7 7.1 4.0 11.2
Green Ext Time (p_c), s 0.0 3.9 1.0 0.0 3.0
[ftti^ctioni^ummary '
HCM 7th Control Delay, s/veh 12.8
HCM 7th LOS B

12.5 4.5

18.3 4.1

0.5 ISA
08/09/2024
Synchro 12 Report

1318
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary De Young Properties Peach and Behymer Project 1: Willow Avenue & Behymer Avenue Cumulative Year WP,AM Peak Hour MIT >
> < t A
V i V
i^ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t f f r f f
Traffic Volume (veh/h) 84 223 267 547 293 337 193 784 265 150 913 57 Future Volume (veh/h) 84 223 267 547 293 337 193 784 265 150 913 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Red-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Fiow, veh/h/ln 1856 1856 1856 1870 1870 1870 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 87 230 275 564 302 347 199 808 273 155 941 59 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 2 2 2 2 2 2 3 3 3
Cap, veh/h 123 366 311 615 544 461 223 1592 777 184 1473 457 Arrive On Green 0.07 0.20 0.20 0.18 0.29 0.29 0.13 0.31 0.31 0.10 0.29 0.29 Sat Fiow, veh/h 1767 1856 1572 3456 1870 1585 1781 5106 1585 1767 5066 1572 Grp Volume(v), veh/h 87 230 275 564 302 347 199 808 273 155 941 59 Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1728 1870 1585 1781 1702 1585 1767 1689 1572 Q Serve(g_s), s 5.1 12.0 18.1 17.0 14.5 21.1 11.7 13.7 11.3 9.1 17.2 2.9 Cycle Q Clear(g_c), s 5.1 12.0 18.1 17.0 14.5 21.1 11.7 13.7 11.3 9.1 17.2 2.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 123 366 311 615 544 461 223 1592 777 184 1473 457 V/C Ratio(X) 0.71 0.63 0.89 0.92 0.56 0.75 0.89 0.51 0.35 0.84 0.64 0.13 Avail Cap(c_a), veh/h 147 411 348 615 564 478 223 1761 829 231 1776 551 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.3 39.0 41.4 42.8 31.8 34.2 45.7 29.9 16.7 46.7 32.8 27.7 Incr Delay (d2), s/veh 8.4 2.8 21.7 18.3 2.1 8.0 32.0 0.8 0.9 16.4 1.5 0.4 Initial Q Delay(d3). s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 5.6 8.6 8.6 6.6 8.8 7.1 5.7 4.0 4.8 7.2 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay{d), s/veh 56.7 41.8 63.1 61.1 33.9 42.1 77.7 30.7 17.6 63.1 34.3 28.1 LnGrp LOS E D E E C D E C B E C C
Approach Vol, veh/h 592 1213 1280 1155
Approach Delay, s/veh 53.9 48.9 35.2 37.9
Approach LOS D D D D
Phs Duration (G+Y+Rc), s 18.6 36.6 13.6 37.4 16.4 38.8 23.5 27.5 Change Period (Y+Rc), s 5.3 5.7 6.2 6.5 5.3 5.7 4.6 6.5 ''Ki. '»■ Max Green Setting (Gmax), s 13.3 37.2 8.8 32.0 13.9 36.6 18.9 23.5 Max Q Clear Time (g_c+l1), s 13.7 19.2 7.1 23.1 11.1 15.7 19.0 20.1 ^t4HIKiiiii Green Ext Time (p_c), s 0.0 11.7 0.0 3.7 0.1 13.2 0.0 0.9 HCM 7th Control Delay, s/veh
HCM 7th LOS

42.5 D
ISA
08/09/2024
Synchro 12 Report

1319
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary
2: Willow Avenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP AM Peak Hour MIT
> < K ^ t A V i V
imr- EBR-"dtilA/RI>*2e
Lane Configurations + r f f ttt r ttf r
Traffic Volume (veh/h) 278 126 209 197 200 76 160 861 134 45 1252 449 Future Volume (veh/h) 278 126 209 197 200 76 160 861 134 45 1252 449 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1900 1900 1900 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 287 130 215 203 206 78 165 888 138 46 1291 463 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 0 0 0 2 2 2 3 3 3
Cap, veh/h 337 357 302 249 264 223 270 1979 614 101 1908 592 Arrive On Green 0.19 0.19 0.19 0.14 0.14 0.14 0.08 0.39 0.39 0.06 0.38 0.38 Sat Flow, veh/h 1781 1870 1585 1810 1900 1610 3456 5106 1585 1767 5066 1572 Grp Volume(v), veh/h 287 130 215 203 206 78 165 888 138 46 1291 463 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1810 1900 1610 1728 1702 1585 1767 1689 1572 Q Serve(g_s), s 15.8 6.1 12.9 11.0 10.6 4.4 4.7 13.1 5.9 2.6 21.6 26.4 Cycle Q Clear(g_c), s 15.8 6.1 12.9 11.0 10.6 4.4 4.7 13.1 5.9 2.6 21.6 26.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 337 357 302 249 264 223 270 1979 614 101 1908 592 V/C Ratio(X) 0.85 0.36 0.71 0.82 0.78 0.35 0.61 0.45 0.22 0.45 0.68 0.78 Avail Cap(c_a), veh/h 469 443 375 393 362 307 276 1979 614 152 1949 605 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.7 35.7 38.4 42.5 42.2 39.5 45.2 23.0 20.8 46.2 26.4 27.9 Incr Delay (d2), s/veh 16.7 1.7 9.0 16.4 14.0 2.6 2.7 0.5 0.6 1.2 1.6 8.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/in 8.2 2.9 5.6 6.0 6.0 1.9 2.1 5.2 2.2 1.2 8.7 10.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 56.4 37.4 47.4 58.8 56.1 42.1 47.9 23.5 21.4 47.4 28.0 36.7 LnGrp LOS E D D E E D D C C D C D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
632

49.4 D
487

55.0 E
1191

26.7 C
1800

30.8 C
Phs Duration (G+Y+Rc), s 13.2 43.9 24.5 19.8 12.1 45.0 19.2 25.0 Change Period (Y+Rc), s 5.3 5.7 5.3 5.7 6.3 5.7 5.3 5.7 Max Green Setting (Gmax), s 8.1 39.0 26.7 19.3 8.7 37.3 22.0 24.0 Max Q Ciear Time (g_c+l1), s 6.7 28.4 17.8 12.6 4.6 15.1 13.0 14.9 Green Ext Time (p_c), s 0.0 9.8 1.4 1.4 0.0 13.8 0.9 2.0 rntersection Stirtimary ■ mm mm
HCM 7th Control Delay, s/veh
HCM 7th LOS

35.3 D
LSA
10/09/2024
Synchro 12 Report

1320
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary De Young Properties Peach and Behymer Project 3: Peach Avenue & Rehvmer Avenue Cumulative Year WP_AM Peak Hour MIT >
>
-
< t A
V
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4* 4* 4* 4*
Traffic Volume (veh/h) 0 312 60 45 964 7 70 56 36 36 47 1 Future Volume (veh/h) 0 312 60 45 964 7 70 56 36 36 47 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-BikeAdj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1885 1885 1885 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 0 339 65 49 1048 8 76 61 39 39 51 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 1 1 1 0 0 0 0 0 0
Cap, veh/h 0 1040 199 100 1226 9 183 101 54 172 183 3
Arrive On Green 0.00 0.69 0.69 0.69 0.69 0.69 0.15 0.15 0.15 0.15 0.15 0.15 mm Sat Flow, veh/h 0 1513 290 45 1783 13 602 686 367 527 1235 20 GrpVolume(v),veh/h 0 0 404 1105 0 0 176 0 0 91 0 0
Grp Sat Flow(s),veh/h/ln 0 0 1803 1842 0 0 1654 0 0 1782 0 0 Q Serve{g_s), s 0.0 0.0 4.9 8.7 0.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 4.9 25.1 0.0 0.0 5.4 0.0 0.0 2.3 0.0 0.0 Prop In Lane 0.00 0.16 0.04 0.01 0.43 0.22 0.43 0.01
Lane Grp Cap(c), veh/h 0 0 1240 1335 0 0 339 0 0 358 0 0 V/CRatio(X) 0.00 0.00 0.33 0.83 0.00 0.00 0.52 0.00 0.00 0.25 0.00 0.00 Avail Cap(c_a), veh/h 0 0 1734 1831 0 0 640 0 0 662 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter{l) 0.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 3.4 6.5 0.0 0.0 22.0 0.0 0.0 20.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.2 2.4 0.0 0.0 1.2 0.0 0.0 0.4 0.0 0.0 Initial Q Delay{d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ{50%),veh/lrf).0 0.0 0.8 4.7 0.0 0.0 2.1 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 0.0 3.6 8.9 0.0 0.0 23.3 0.0 0.0 21.2 0.0 0.0 LnGrp LOS A A C C
Approach Vol, veh/h 404
Approach Delay, s/veh 3.6
Approach LOS A
Timer-Assigned Phs
1105

8.9 A
176

23.3 C
91 21.2
C
Phs Duration (G+Y+Rc), s 12.6 42.0 12.6 42.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 52.5 18.5 52.5
Max Q Clear Time (g_c+l1), s 7.4 6.9 4.3 27.1
Green Ext Time (p_c), s 0.7 2.6 0.3 10.5
HCM 7th Control Delay, s/veh 9.7
HCM 7th LOS A
ISA
08/09/2024
Synchro 12 Report

1321
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary
4: Minnewawa Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP AM Peak Hour MIT
>
>
..VVBL. ,WBt W.BE..MBL
t A V i V
Lane Configurations ^ + f f f t f
Traffic Volume (veh/h) 16 259 181 63 525 279 187 317 35 250 544 24 Future Volume (veh/h) 16 259 181 63 525 279 187 317 35 250 544 24 Initial Q (Qb). veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No rnmam
Adj Sat Flow, veh/h/in 1856 1856 1856 1885 1885 1885 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 16 267 187 65 541 288 193 327 36 258 561 25 mm Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 1 1 1 3 3 3 3 3 3 -m
Cap, veh/h 153 641 543 322 651 552 335 640 542 524 655 29 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.10 0.34 0.34 0.12 0.37 0.37 II Sat Flow, veh/h 656 1856 1572 944 1885 1598 1767 1856 1572 1767 1763 79 Grp Volume(v). veh/h 16 267 187 65 541 288 193 327 36 258 0 586 Grp Sat Flow(s),veh/h/ln 656 1856 1572 944 1885 1598 1767 1856 1572 1767 0 1841 Q Serve(g_s), s 1.7 8.0 6.4 4.1 19.1 10.4 5.0 10.2 1.1 6.6 0.0 21.2 Cycle Q Clear(g_c), s 20.7 8.0 6.4 12.1 19.1 10.4 5.0 10.2 1.1 6.6 0.0 21.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.04
Lane Grp Cap(c), veh/h 153 641 543 322 651 552 335 640 542 524 0 684 V/CRatio(X) 0.10 0.42 0.34 0.20 0.83 0.52 0.58 0.51 0.07 0.49 0.00 0.86 Avail Cap(c_a), veh/h 248 909 771 458 924 783 425 920 779 675 0 1025 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 IHl^l Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.3 18.1 17.6 22.7 21.8 18.9 16.0 18.9 15.9 12.9 0.0 21.0 Incr Delay (d2), s/veh 0.3 0.4 0.4 0.3 4.5 0.8 1.6 0.6 0.1 0.7 0,0 4.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lrt).3 3.1 2.1 0.9 8.1 3.5 1.9 4.2 0.4 2.4 0.0 9.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.6 18.6 18.0 23.0 26.3 19.7 17.6 19.5 16.0 13.7 0.0 25.8 LnGrp LOS C B B C C B B B B B C
I ^ • '-f Tif »
■J
Approach Vol, veh/h 470 894 556 844
Approach Delay, s/veh 18.8 23.9 18.6 22.1
Approach LOS B C B C
ffmer" Assigned Phs 1 4' 'a
Phs Duration (G+Y+Rc), t3.4 29.5
Change Period (Y+Rc), s 4.5 4.5
Max Green Setting (Gma1^,t 35.9
Max Q Clear Time {g_c+I19,& 12,2
Green Ext Time {p_c), s 0.4 2.1
HCM 7th Control Delay, s/veh
HCM 7th LOS

29.5 4.5

35.5 22.7

1.8 11.5

4.5 10.7

7.0 0.2

31.4 4.5

40.3 23.2

3.7 29.5

4.5 35.5

21.1 3.9

21.4 C
ISA
08/09/2024
Synchro 12 Report

1322
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary
5: Minnewawa Avenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP AM Peak Hour MIT
>
> < A t A V \ V
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +1+
Traffic Volume (veh/h) 85 129 121 22 144 4 96 533 18 3 990 140 ifwir rj Future Volume (veh/h) 85 129 121 22 144 4 96 533 18 3 990 140 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-BjkeAdj(Aj)bT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 92 140 132 24 157 4 104 579 20 3 1076 152 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 3 3 3 3 3 3 mm
Cap, veh/h 118 172 162 48 281 7 154 1505 52 133 1305 184 Arrive On Green 0.07 0.19 0.19 0.03 0.15 0.15 0.09 0.43 0.43 0.08 0.42 0.42 Sat Flow, veh/h 1781 885 835 1781 1816 46 1767 3477 120 1767 3102 437 Grp Volume(v), veh/h 92 0 272 24 0 161 104 293 306 3 611 617 Grp Sat Flow(s),veh/h/ln1781 0 1720 1781 0 1862 1767 1763 1834 1767 1763 1777 Q Serve(g_s), s 3.4 0.0 10.1 0.9 0.0 5.3 3.8 7.5 7.5 0.1 20.4 20.5 Cycle Q Clear(g_c), s 3.4 0.0 10.1 0.9 0.0 5.3 3.8 7.5 7.5 0.1 20.4 20.5 Prop In Lane 1.00 0.49 1.00 0.02 1.00 0.07 1.00 0.25 '±'i Lane Grp Cap(c), veh/h 118 0 333 48 0 288 154 763 794 133 742 748 V/C Ratio(X) 0.78 0.00 0.82 0.50 0.00 0.56 0.67 0.38 0.38 0.02 0.82 0.83 Avail Cap(c_a), veh/h 148 0 477 137 0 505 173 889 925 133 849 856 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 - fHHI Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.5 0.0 25.6 31.9 0.0 26.0 29.4 12.8 12.8 28.4 17.0 17.1 Incr Delay (d2), s/veh 18.7 0.0 7.2 7.8 0.0 1.7 8.5 0,3 0.3 0.1 5.9 6.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/if2.0 0.0 4.5 0.5 0.0 2.4 1.9 2.7 2.8 0.0 8.5 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.3 0.0 32.8 39.7 0.0 27.7 37.9 13.1 13.1 28.5 22.9 23.0 LnGrp LOS D C D C D B B C C C
Approach Vol, veh/h 364 185 703 1231
Approach Delay, s/veh 37.0 29.2 16.8 23.0
Approach LOS D C B C
Tmer-Assigned Phs
Phs Duration (G+Y+Rc), s9.5 33.3 6.3 17.4 10.3 32.5 8.9 14.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax^.a 33.5 5.1 18.4 6.5 32.0 5.5 18.0 Max Q Clear Time (g_c+l1?,'b 9.5 2.9 12.1 5.8 22.5 5.4 7.3 Green Ext Time (p_c), s 0.0 3.8 0.0 0.8 0.0 5.5 0.0 0.6 HCM 7th Control Delay, s/veh 23.8
HCM 7th LOS C
ISA
08/09/2024
Synchro 12 Report

1323
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary De Young Properties Peach and Behymer Project 6: Minnewawa Avenue & Shepherd Avenue Cumulative Year wp_am Peak Hour MIT ^ A t A V i V
Movement vEBTl -iWBLiiwsicmn NBL NBT,. SBT, ^SBl
Lane Configurations ^ ft f ft f ft f
Traffic Volume (veh^) 150 564 508 106 503 322 260 397 51 297 994 221 Future Volume (veh/h) 150 564 508 106 503 322 260 397 51 297 994 221 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veti/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 163 613 552 115 547 350 283 432 55 323 1080 240 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 190 983 596 160 924 724 344 828 105 351 1272 568 Arrive On Green 0.11 0.28 0.28 0.09 0.26 0.26 0.10 0.26 0.26 0.20 0.36 0.36 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 3428 3148 399 1767 3526 1572 Grp Volume(v), veh/h 163 613 552 115 547 350 283 241 246 323 1080 240 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1572 1714 1763 1784 1767 1763 1572 Q Serve(g_s), s 10.7 18.0 33.0 7.5 16.0 18.3 9.6 13.8 14.0 21.2 33.4 13.6 Cycle Q Clear{g_c), s 10.7 18.0 33.0 7.5 16.0 18.3 9.6 13.8 14.0 21.2 33.4 13.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 1.00
Lane Grp Cap(o), veh/h 190 983 596 160 924 724 344 463 469 351 1272 568 V/C Ratio(X) 0.86 0.62 0.93 0.72 0.59 0.48 0.82 0.52 0.52 0.92 0.85 0.42 Avail Cap(c_a), veh/h 224 983 596 179 924 724 550 536 543 433 1370 611 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Fllter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.9 37.3 35.1 52.3 38.1 22.1 52.2 37.2 37.3 46.5 34.8 28.5 Incr Delay (d2), s/veh 21,5 1.5 20.8 9.0 1.3 0.8 2.5 1.0 1.0 20.3 5.2 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%},veh/lt6.7 7.6 17.6 3.6 6.8 6.4 4.1 5.9 6.0 11.2 15.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 73.4 38.7 56.0 61.4 39.5 23.0 54.7 38.2 38.3 66.8 40.1 29.2 LnGrp LOS E D E E D C D D D E D C
Approach Vol, veh/h 1328 1012 770 1643
Approach Delay, s/veh 50.2 36.2 44.3 43.7
Approach LOS D D D D
Phs Duration (G+Y+Rc), t5.9 48.7 16.7 37.0 27.5 37.1 14.7 39.0 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0 Max Green Setting (Gmal(^.a 46.0 15.0 30.0 29.0 36.0 12.0 33.0 Max Q Clear Time (g_c+tll),& 35.4 12.7 20.3 23.2 16.0 9.5 35.0 Green Ext Time {p_c), s 0.3 7.3 0.0 4.7 0.3 2.7 0.0 0.0 intersection Summary
HCM 7th Control Delay, s/veh
HCM 7th LOS

44.0 D
ISA
08/09/2024
Synchro 12 Report

1324
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary De Young Properties Peach and Behymer Project 1: Willow Avenue & Behymer Avenue Cumulative Year wp_pm Peak Hour MIT >
> <
V t A
V i V
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r t f t+t f r
Traffic Volume (veh/h) 22 259 237 526 255 259 215 889 670 252 655 42 Future Volume (veh/h) 22 259 237 526 255 259 215 889 670 252 655 42 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Fed-Bike Adj(Aj)bT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flovi/, veh/h/in 1870 1870 1870 1900 1900 1900 1885 1885 1885 1900 1900 1900 Adj Flow Rate, veh/h 24 282 258 572 277 282 234 966 728 274 712 46 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 0 0 1 1 1 0 0 0
Cap. veh/h 67 332 281 558 540 457 398 1683 777 243 1244 386 Arrive On Green 0.04 0.18 0.18 0.16 0.28 0.28 0.22 0.33 0.33 0.13 0.24 0.24 Sat Flow, veh/h 1781 1870 1585 3510 1900 1610 1795 5147 1598 1810 5187 1610 Grp Volume(v), veh/h 24 282 258 572 277 282 234 966 728 274 712 46 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1755 1900 1610 1795 1716 1598 1810 1729 1610 Q Serve(g_s), s 1.4 16.0 10.5 17.4 13.4 11.0 12.8 17.0 21.7 14.7 13.2 2.0 Cycle Q Clear(g_c), s 1.4 16.0 10,5 17.4 13.4 11.0 12.8 17.0 21.7 14.7 13.2 2.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 67 332 281 558 540 457 398 1683 777 243 1244 386 V/C Ratlo(X) 0.36 0.85 0.92 1.02 0.51 0.62 0.59 0.57 0.94 1.13 0.57 0.12 Avail Cap(c_a), veh/h 130 402 340 558 544 461 398 1755 799 243 1863 578 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Fllter(l) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.3 43.6 15.9 46.0 32.8 14.9 38.1 30.5 9.0 47.4 36.6 21.2 Incr Delay (d2), s/veh 1.2 14.1 26.5 44.5 1.7 3.7 1.6 1.1 19.5 96.2 1.4 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %lle BackOfQ(50%),veh/ln 0.7 8.5 5.7 10.8 6.2 4.2 5.8 7.1 9.4 13.1 5.7 1.0 Unslg. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.5 57.7 42.4 90.5 34.5 18.6 39.7 31.5 28.5 143.5 38.0 21.6 LnGrp LOS D E D F C B D C C F D C
Approach Vol, veh/h 564 1131 1928 1032
Approach Delay, s/veh 50.5 58.8 31.4 65.3
Approach LOS D E C E
timer - Assigned Phs
Phs Duration (G+Y+Rc), s 29.5 31.9 10.3 37.6 20.0 41.5 22.0 25.9 Change Period (Y+Rc), s 5.3 5.7 6.2 6.5 5.3 5.7 4.6 6.5 Max Green Setting (Gmax), s 12.7 39.3 8.0 31.3 14.7 37,3 17,4 23,5 Max Q Clear Time (g_c+l1), s 14.8 15.2 3.4 15.4 16.7 23.7 19.4 18.0 Green Ext Time (p_c), s 0.0 11.0 0.0 4.6 0.0 12.1 0.0 1.4 HCM 7th Control Delay, s/veh
HCM 7th LOS

47.9 D
LSA
08/09/2024
Synchro 12 Report

1325
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary
2: Willow Avenue &Perrin Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP PM Peak Hour MIT
>
< ^ t V i V
Movement 1^ ifeWBliSI ^ mVV P .-'sNBL NBT ,NBR SBL SBt; ■_ -MM Lane Configurations f r t f f f
Traffic Volume (veh/h) 449 255 333 246 210 107 273 1373 280 120 908 401 Future Volume (veh/h) 449 255 333 246 210 107 273 1373 280 120 908 401 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-BikeAdj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1885 1885 1885 1900 1900 1900 Adj Flow Rate, veh/h 473 268 351 259 221 113 287 1445 295 126 956 422 Peak Hour Factor 0,95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 0 0 0
Cap, veh/h 498 467 395 293 251 213 345 1582 491 153 1564 486 Arrive On Green 0.28 0.25 0.25 0.16 0.13 0.13 0.10 0.31 0.31 0.08 0.30 0.30 Sat Flow, veh/h 1810 1900 1610 1810 1900 1610 3483 5147 1598 1810 5187 1610 Grp Volume(v), veh/h 473 268 351 259 221 113 287 1445 295 126 956 422 Grp Sat Flow(s),veh/h/ln 1810 1900 1610 1810 1900 1610 1742 1716 1598 1810 1729 1610 Q Serve(g_s), s 29.4 14.2 24.1 16.0 13.1 7.5 9.3 31.0 18.0 7.8 18.1 28.4 Cycle Q Clear(g_c), s 29.4 14.2 24.1 16.0 13.1 7,5 9,3 31.0 18.0 7.8 18.1 28.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 498 467 395 293 251 213 345 1582 491 153 1564 486 V/C Ratio(X) 0.95 0.57 0.89 0.88 0.88 0.53 0.83 0.91 0.60 0.82 0.61 0.87 Avail Cap(c_a), veh/h 501 467 395 330 254 215 377 1586 492 153 1564 486 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1,00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.7 38.0 41.7 47.0 48.8 46.4 50.7 38.2 33.7 51.6 34.3 37.9 Incr Delay (d2), s/veh 28.8 3.4 22.6 25.9 30.1 5.7 12.5 9.3 4.3 27.6 1.4 17.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.6 6.9 11.8 9.3 8.3 3.3 4.6 14.2 7.3 4.7 7.8 13.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.6 41.3 64.3 72.9 78.9 52.1 63.1 47.5 38.0 79.2 35.7 55.5 LnGrp LOS E D E E E D E D D E D E
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
1092

60.9 E
593

71.2 E
2027

48.3 D
1504

44.9 D
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+l1), s
Green Ext Time (p_c), s
htersection Summary *
HCM 7th Control Delay, s/veh
HCM 7th LOS
7 16.6 40.2 36.8 20.9 16.0 40,9 23.8 33.8

5.3 5.7 5.3 5.7 6.3 5.7 5.3 5.7

12.4 33.6 31.7 15.3 9.7 35.3 20.9 26.1

11.3 30.4 31.4 15.1 9.8 33.0 18.0 26.1

0.1 2.9 0.1 0.1 0.0 2.2 0.5 0.0

52.6 D
ISA
10/09/2024
Synchro 12 Report

1326
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary De Young Properties Peach and Behymer Project 3: Pfiach Avenue A Rehvmer Avenue Cumulative Year WP_PM Peak Hour MIT >
> <
V
t A V i V
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4* 4* 4*
Traffic Volume (veh^) 1 783 85 59 622 36 101 74 59 10 75 1 Future Volume (veh/h) 1 783 85 59 622 36 101 74 59 10 75 1 Initial Q (Qb). veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 1 833 90 63 662 38 107 79 63 11 80 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 0 0 0 0 0 0 0 0 0
Cap, veh/h 80 986 106 135 943 52 233 128 84 108 361 4
Airive On Green 0.59 0.59 0.59 0.59 0.59 0.59 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 0 1659 179 82 1585 87 580 619 406 94 1748 20 Grp Volume(v), veh/h 924 0 0 763 0 0 249 0 0 92 0 0
-
Grp Sat Flow(s),veh/h/ln1838 0 0 1755 0 0 1605 0 0 1863 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 4.7 0.0 0.0 0.0 0.0 0.0 i Cycle Q Clear(g_c), s 18.5 0.0 0.0 12.8 0.0 0,0 6.5 0.0 0,0 1.8 0.0 0.0 Prop In Lane 0.00 0.10 0.08 0.05 0.43 0.25 0.12 0.01
Lane Grp Cap(c), veh/h 1172 0 0 1130 0 0 445 0 0 474 0 0 V/C Ratio(X) 0.79 0.00 0.00 0.68 0.00 0.00 0.56 0.00 0.00 0.19 0.00 0.00 Avail Cap(c_a), veh/h 1601 0 0 1506 0 0 758 0 0 835 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.5 0.0 0.0 6.3 0.0 0.0 16.7 0.0 0.0 15.0 0.0 0.0 Incr Delay (d2), s/veh 1.9 0.0 0.0 0.7 0.0 0.0 1.1 0.0 0.0 0.2 0.0 0.0 Initial Q Delay{d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ{50%),veh/lr8.9 0.0 0.0 2.5 0.0 0.0 2.2 0.0 0.0 0.7 0,0 0,0 Unsig. Movement Delay, s/veh
LnGrp Deiay(d), s/veh 9.4 0.0 0.0 7.0 0.0 0.0 17.8 0.0 0.0 15.2 0.0 0.0 LnGrp LOS A A B B
Approach Vol, veh/h 924
Approach Delay, s/veh 9.4
Approach LOS A
llmer-Assigned Phs
763

7.0 A
249

17.8 B
92 15.2
8 Phs Duration (G+Y+Rc), s 13.9 31.4 13.9 31.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 37.5 18.5 37.5
Max Q Clear Time (g_c+l1), s 8.5 20.5 3.8 14.8
Green ExtTlme (p_c), s 1.0 6.4 0.3 6.0
HCM 7th Control Delay, s/veh 9.8
HCM 7th LOS A
LSA
08/09/2024
Synchro 12 Report

1327
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary
4: Minnewawa Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP PM Peak Hour MIT
>
BMEBlsaJBR.
<
mit A V i V
Lane Configurations ^ f r t t f n
Traffic Volume (veh/h) 17 497 180 35 505 223 260 628 64 226 310 15 Future Volume (veh/h) 17 497 180 35 505 223 260 628 64 226 310 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adi{A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Floiv, veh/h/in 1870 1870 1870 1900 1900 1900 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 18 534 194 38 543 240 280 675 69 243 333 16 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 0 0 0 2 2 2 3 3 3
Cap, veh/h 114 631 535 117 641 543 580 727 616 272 382 18 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.33 0.39 0.39 0.15 0.22 0.22 Sat Flow, veh/h 691 1870 1585 738 1900 1610 1781 1870 1585 1767 1756 84 Grp Volume(v), veh/h 18 534 194 38 543 240 280 675 69 243 0 349 Grp Sat Flow(s),veh/h/ln 691 1870 1585 738 1900 1610 1781 1870 1585 1767 0 1840 Q Serve(g_s), s 2.8 29.8 10.4 5.7 29.9 13.1 14.2 38.9 3.1 15.2 0.0 20.6 Cycle Q Clear(g_c), s 32.7 29.8 10.4 35.5 29.9 13.1 14.2 38.9 3.1 15.2 0.0 20.6 Prop In Lane 1.00 1,00 1.00 1.00 1.00 1.00 1.00 0.05
Lane Grp Cap(c), veh/h 114 631 535 117 641 543 580 727 616 272 0 400 V/CRatio(X) 0.16 0.85 0.36 0.32 0.85 0.44 0.48 0.93 0.11 0.89 0.00 0.87 Avail Cap(c_a), veh/h 117 640 542 121 650 551 580 806 683 306 0 629 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 49.8 34.6 28.2 51.1 34.6 29.1 30.4 32.9 22.0 46.7 0.0 42.5 Incr Delay (d2), s/veh 0.6 10,2 0.4 1.6 10.1 0.6 0.6 16.0 0.1 24.6 0.0 8.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr0.5 14.8 3.9 1.1 14.9 4.9 6.2 20.4 1.2 8.5 0.0 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.4 44.8 28.6 52.6 44.7 29.6 31.0 48.9 22.1 71.4 0.0 50.6 LnGrp LOS D D C D D C C D C E D
m
Approach Vol, veh/h 746 821 1024
Approach Delay, s/veh 40.7 40.7 42.2
Approach LOS O D D
jnmer • ^signed Phs
Phs Duration (G+Y+Rc), 21.8 48.3 42.5 41.1 29.0 42.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmal^,S 48.5 38.5 29.5 38.5 38.5 Max Q Clear Time {g_c+l1fi,2 40.9 34.7 16.2 22.6 37.5 Green Ext Time (p_c). s 0.2 2.9 1.5 0.7 1.9 0.5
592

59.1 E
HCM 7th Control Delay, s/veh 44.6
HCM 7th LOS D
LSA
08/09/2024
Synchro 12 Report

1328
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary
5: Minnewawa Avenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP PM Peak Hour MIT
< ^ t A V i y
Lane Configurations
Traffic Volume (veh/h) 129 179 149 23 177 5 161 1100 18 4 616 111 Future Volume (veh/h) 129 179 149 23 177 5 161 1100 18 4 616 111 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Red-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus. Ad] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Floiw, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1856 1856 1856 Ad] Flow Rate, veh/h 136 188 157 24 186 5 169 1158 19 4 648 117 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh. % 2 2 2 2 2 2 2 2 2 3 3 3
Cap. veh/h 174 231 193 49 317 9 215 1491 24 10 899 162
Arrive On Green 0.10 0.24 0.24 0.03 0.17 0.17 0.12 0.42 0.42 0.01 0.30 0.30 Sat Flow, veh/h 1781 942 787 1781 1813 49 1781 3578 59 1767 2984 538 6rpVolume(v). veh/h 136 0 345 24 0 191 169 575 602 4 382 383 GrpSatFiow{s).veh/h/ln1781 0 1729 1781 0 1862 1781 1777 1860 1767 1763 1759 Q Serve(g_s). s 4.4 0.0 11.1 0.8 0.0 5.6 5.4 16.4 16.5 0.1 11.4 11.4 Cycle Q Clear(g_c), s 4.4 0.0 11.1 0.8 0.0 5.6 5.4 16.4 16.5 0.1 11.4 11.4 Prop in Lane 1.00 0.46 1.00 0.03 1.00 0.03 1.00 0.31
Lane Grp Cap(c), veh/h 174 0 423 49 0 325 215 740 775 10 531 530 V/C Ratio(X) 0.78 0.00 0.81 0.49 0.00 0.59 0.79 0.78 0.78 0.42 0.72 0.72 Avail Cap(c_a). veh/h 257 0 628 154 0 569 348 920 962 150 718 716 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d),s/veh 26.0 0.0 21.0 28.2 0.0 22.4 25.2 14.8 14.8 29.2 18.4 18.4 incr Delay (d2). s/veh 8.9 0.0 5.2 7.3 0.0 1.7 6.2 3.4 3.2 27.0 2.3 2.3 Initial Q Delay(d3). s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%).veh/lf2.2 0.0 4.7 0.4 0.0 2.4 2.5 6.3 6.6 0.1 4.5 4.5 Unsig. Movement Delay, s/veh
LnGrpDelay(d), s/veh 34.8 0.0 26.2 35.6 0.0 24.1 31.4 18.2 18.1 56.2 20.7 20.7 LnGrp LOS C C D C C B B E C C
Approach Vol, veh/h 481 215 1346 769
Approach Delay, s/veh 28.6 25.3 19.8 20.9
Approach LOS C C B C
Phs Duration (G+Y+Rc), s4.8 29.1 6.1 18.9 11.6 22.3 10.3 14.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax^.Q 30.5 5.1 21.4 11.5 24.0 8.5 18.0 Max Q Clear Time {g_c+i %"b 18.5 2.8 13.1 7.4 13.4 6.4 7.6 Green Ext Time {p_c), s 0.0 6.1 0.0 1.3 0.2 3.6 0.1 0.7 Hersection Summary
HCM 7th Control Delay, s/veh
HCM 7th LOS

22.0 C
LSA
08/09/2024
Synchro 12 Report
Pages
1329
AGENDA ITEM NO. 15.

HCM 7th Signalized Intersection Summary
6: Minnewawa Avenue & Shepherd Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP PM Peak Hour MIT
-EBl, £BT
>
■EBR -WBL
< ^ t A V i V
Lane Configurations ^ f *1 +t f' *1^ fI* ft f
Traffic Volume (veh/h) 322 511 441 48 383 329 473 1097 90 199 692 230 Future Volume (veh/ti) 322 511 441 48 383 329 473 1097 90 199 692 230 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-BikeAdj{A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 339 538 464 51 403 346 498 1155 95 209 728 242 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 0 0 0 2 2 2 3 3 3
Cap, veh/h 348 797 709 215 593 466 758 1167 96 222 906 404 Arrive On Green 0.19 0.22 0.22 0.12 0.16 0.16 0.22 0.35 0.35 0.13 0.26 0.26 Sat Flow, veh/h 1810 3610 1610 1810 3610 1610 3456 3325 273 1767 3526 1572 Grp Volume(v), veh/h 339 538 464 51 403 346 498 617 633 209 728 242 Grp Sat Flow(s),veh/h/ln1810 1805 1610 1810 1805 1610 1728 1777 1821 1767 1763 1572 Q Serve{g_s), s 22.3 16.3 0.9 3.1 12.6 7.4 15.7 41.3 41.4 14.0 23.1 10.2 Cycle Q Clear(g_c), s 22.3 16.3 0.9 3.1 12.6 7.4 15.7 41.3 41.4 14.0 23.1 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 1.00 i^dHH Lane Grp Cap{c), veh/h 348 797 709 215 593 466 758 624 639 222 906 404 V/C Ratio(X) 0.97 0.68 0.65 0.24 0.68 0.74 0.66 0.99 0.99 0.94 0.80 0.60 Avail Cap(c_a), veh/h 348 1267 918 215 905 606 758 624 639 222 1061 473 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ■ mmm Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.0 42.7 26.3 47.8 47.0 16.1 42.6 38.6 38.6 51.9 41.6 15.4 Incr Delay (d2), s/veh 41.2 1.5 1.6 0.2 2.3 4.8 1.7 33.1 33.2 44.3 4.4 2.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/[t8.6 7.2 10.0 1.3 5.6 4.8 6.7 22.7 23.4 8.9 10.6 3.6 Unslg. Movement Delay, s/veh -:'wm
LnGrp Delay(d}, s/veh 89.2 44.2 28.0 48.0 49.3 20.9 44.3 71.7 71.8 96.2 46.0 17.6 LnGrp LOS F D C D D C D E E F D B ~ ~ -1
Approach Vol, veh/h 1341
Approach Delay, s/veh 50.0
Approach LOS D
800

36.9 D
1748

63.9 E
1179

49.1 D
t
Phs Duration (G+Y+Rc),30.2 36.8 27.0 25.7 19.0 48.0 20.2 32.4 Change Period (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 6.0 6.0 *6
Max Green Setting (Gma2),.a 36.0 23.0 30.0 15.0 42.0 11.0 *42 Max Q Clear Time (g_c+ltI^,S 25.1 24.3 14.6 16.0 43.4 5.1 18.3 Green Ext Time (p_c), s 0.4 5.6 0.0 5.1 0.0 0.0 0.0 8.1 HCM 7th Control Delay, s/veh 52.5
HCM 7th LOS D
Hotes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

LSA
08/09/2024
Synchro 12 Report

1330
AGENDA ITEM NO. 15.

Transportation Impact Analysis De Young Properties Peach and Behymer Project October 2024 Ciovis, California ISA

APPENDIX F

QUEUING ANALYSIS WORKSHEETS
P:\202311S1 De Young AnnexBtion\Report\De Young Annexation Project TIA.docx (10/09/24) 1331
AGENDA ITEM NO. 15.

Queues
1: WiHow Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Existing Year WP_AM Peak Hour
>
A t A V i V
Lane Group Flow (vph) 82 134 188 93 289 106 714 53 70 630 56 v/c Ratio 0.36 0,28 0.35 0.37 0.62 0.43 0.48 0.09 0.32 0.45 0.10 Control Delay (s/veh) 42.5 30.1 6.9 41,2 32.6 42.8 26.7 0.3 42.3 27.6 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay js/veh) 42.5 30.1 6.9 41.2 32.6 42.8 26.7 0.3 42.3 27.6 0.4 Queue Length 50th (ft) 41 57 0 46 117 53 114 0 35 102 0 Queue Length 95th (ft) 96 124 54 103 235 115 177 0 85 163 0 Internal Link Dist (ft) 2009 2713 2582 1915
Turn Bay Length (ft) 230 240 90 250 105 250 205
Base Capacity (vph) 348 625 655 393 609 375 2860 952 371 2833 944 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.24 0.21 0.29 0.24 0.47 0.28 0.25 0.06 0.19 0.22 0.06 T .-TS
LSA
08/09/2024
Synchro 12 Report

1332
AGENDA ITEM NO. 15.

Queues
2: WillowAvenue &PerrinAvenue
De Young Properties Peach and Behymer Project
Existing Year WP_AM Peak Hour
Lane Group Flow (vph)
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link DIst (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Gap Reductn
Reduced v/c Ratio
> > ^ t I V
177 172 91 720 822 122

0.42 0.34 0.18 0.25 0.43 0.18

24.3 6.0 27.0 6.6 15.3 4.2

0.0 0.0 0.0 0.0 0.0 0.0

24.3 6.0 27.0 6.6 15.3 4.2
59 0 16 39 82 0
115 42 39 69 128 30
1383 1272 2582
230 230 235 130
796 807 857 3247 2689 894
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0 0 0

0.22 0.21 0.11 0.22 0.31 0.14
LSA
08/09/2024
Synchro 12 Report

1333
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
6: Minnewawa Avenue & Shepherd Avenue Existing Year WP„AM Peak Hour Une Group
>
< ^ t A V i V
Lane Group Flow (vph) 37 346 139 15 288 161 130 176 20 132 240 37 v/c Ratio 0.13 0.29 0.23 0.05 0.59 0.33 0.41 0.42 0.05 0.42 0.57 0.09 Control Delay (s/veh) 37.5 20.3 10.0 37.9 32.1 14.7 38.1 31.2 0,2 38.0 34.2 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 37.5 20.3 10.0 37.9 32.1 14.7 38.1 31.2 0.2 38.0 34.2 0.4 Queue Length 50th (ft) 16 53 13 7 125 27 60 76 0 62 107 0 Queue Length 95th (ft) 55 136 71 29 247 88 139 162 0 140 217 0 Internal Link DIst (ft) 1251 861 1224 2572
Turn Bay Length (ft) 230 45 220 60 230 260 15
Base Capacity (vph) 554 1834 865 554 944 849 543 926 833 538 917 825 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.07 0.19 0.16 0.03 0.31 0.19 0.24 0.19 0.02 0.25 0.26 0.04 IriM^ectlbn SUmrtia'ry^
LSA
08/09/2024
Synchro 12 Report

1334
AGENDA ITEM NO. 15.

Queues
1: Willow Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Existing Year WP_PM Peak Hour
^ t A V i V
Lane Group Flow (vph) 24 127 141 109 308
v/c Ratio 0.13 0.3B 0.35 0.48 0.62
Control Delay (s/veh) 41,9 36.1 9.0 44.1 31.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 41.9 36.1 9.0 44.1 31.6
Queue Length 50th (ft) 11 57 0 50 105
Queue Length 95lh (ft) 39 124 45 114 247
Internal Link Dist (ft) 2009 2713
Turn Bay Length (ft) 230 240 90
Base Capacity (vph) 313 562 576 357 566
Starvation Cap Reducfti 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.08 0.23 0.24 0.31 0.54
138

0.57 46.0

0.0 46.0
64 140
250
337
0 0
0 0.41
*
850

0.52 25.2

0.0 25.2
120
195
2582
2593
0 0
0 0.33
140

0.23 5.6

0.0 5.6
0 36
105
877
0 0
0 0.16
120

0.51 44.8

0.0 44.8
55 123
250
341
0 0
0 0.35
651

0.40 24.2

0.0 24.2
89 147
1915
2619
0 0
0 0.25
47 0.08

0.3 0.0

0.3 0
0 205
885
0 0
0 0.05
LSA
08/09/2024
Synchro 12 Report

1335
AGENDA ITEM NO. 15.

Queues
2: Willow Avenue &Perrin Avenue
De Young Properties Peach and Behymer Project
Existing Year WP_PM Peak Hour
>
> t
1 -MiSSIVlJ
i V
Lane Group Flow (vph) 143 203 209 946 734 107
v/c Ratio 0.39 0.41 0.41 0.31 0.42 0.17
Control Delay (s/veh) 24.8 6.7 27.5 6.5 16.3 4.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 24.8 6.7 27.5 6.5 16.3 4.6
Queue Length 50th (ft) 45 0 36 52 70 0
Queue Length 95th (ft) 98 47 72 88 119 30
Internal Link Dist (ft) 1383 1272 2582
Turn Bay Length (ft) 230 230 235 130
Base Capacity (vph) 721 765 789 3050 2475 825
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.20 0.27 0.26 0.31 0.30 0.13
LSA
08/09/2024
Synchro 12 Report

1336
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Existing Year WP_PM Peak Hour
Une Group
> - > < <
.. mi
t
NET..

A
M.m.

V
_SBU
i V
Lane Group Flow (vph) 46 311 117 6 253 129 136 248 25 72 198 38 v/c Ratio 0.15 0.27 0.20 0.02 0.54 0.28 0.42 0.45 0.05 0.24 0.49 0.09 Control Delay (s/veh) 34.4 19.6 8.5 34.3 30.5 11.9 35.4 28.3 0.2 34,9 31.8 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 34.4 19.6 8.5 34.3 30.5 11.9 35.4 28.3 0.2 34.9 31.8 0.4 Queue Length 50th (ft) 19 45 7 2 105 14 59 105 0 30 82 0 Queue Length 95th (ft) 60 117 53 15 206 62 132 197 0 83 170 0 internal Link DIst (ft) 1251 861 1224 2572
Turn Bay Length (ft) 230 45 220 60 230 260 15
Base Capacity (vph) 574 1876 883 574 978 876 563 959 860 557 950 852 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.17 0.13 0.01 0.26 0.15 0.24 0.26 0.03 0.13 0.21 0.04 Intersection SummauL
ISA
08/09/2024
Synchro 12 Report

1337
AGENDA ITEM NO. 15.

Queues
1: Willow Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Near Term NP AM Peak Hour
Mod Summary '
> < ^ ^ t V i V
Lane Group Flow (N^h) 84 159 228 160 366 154 752 100 91 703 57 v/c Ratio 0.44 0.41 0.45 0.65 0.75 0.64 0.46 0.16 0.46 0.54 0.11 Control Delay (s/veh) 48.0 35.3 7.7 51.5 40.5 51.8 27.5 2.5 48.3 31.1 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 48.0 35.3 7.7 51.5 40.5 51.8 27.5 2.5 48.3 31.1 0.4 Queue Length 50lh (ft) 47 78 0 89 176 86 132 0 51 130 0 Queue Length 95th (ft) 100 152 61 169 #373 165 193 17 106 183 0 Internal Link Dist (ft) 2009 2713 2582 1915
Turn Bay Length (ft) 230 240 90 250 105 250 205
Base Capacity (vph) 281 504 594 317 500 302 2324 800 299 2302 794 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.30 0.32 0.38 0.50 0.73 0.51 0.32 0.13 0.30 0.31 0.07 <®Ll
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

LSA
08/09/2024
Synchro 12 Report

1338
AGENDA ITEM NO. 15.

Queues
2: Willow Avenue &Pernn Avenue
De Young Properties Peach and Behymer Project
Near Term NP AM Peak Hour
> > <
V
A t V i V
Une Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 207 72 197 107 98 32 125 782 81 24 916 188 v/c Ratio 0.55 0.19 0.41 0.38 0.35 0.09 0.37 0.35 0.11 0.14 0.57 0.31 Control Delay (s/veh) 39.6 33.8 8.1 42.0 42.1 0.5 45.8 20.4 1.6 46.2 28.0 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 39.6 33.8 8.1 42.0 42.1 0.5 45.8 20.4 1.6 46.2 28.0 7.9 Queue Length 50th (ft) 104 34 0 54 50 0 34 97 0 13 158 11 Queue Length 95th (ft) 207 83 59 125 117 0 77 199 11 44 243 65 Internal Link DIst (ft) 1383 5362 1272 2582
Turn Bay Length (ft) 230 230 100 100 235 145 250 130
Base Capacity (vph) 568 542 600 477 441 471 359 2403 814 168 2259 792 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.13 0.33 0.22 0.22 0.07 0.35 0.33 0.10 0.14 0.41 0.24 LSA
08/09/2024
Synchro 12 Report

1339
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
6: Minnewawa Avenue & Shepherd Avenue Near Term NP_AM Peak Hour >
> < t A
V I V
Une Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 112 436 288 47 368 227 217 335 39 203 589 155 v/c Ratio 0.56 0.42 0.51 0.27 0.80 0.50 0.80 0.59 0.07 0.77 1.05 0.29 Control Delay (s/veh) 60.6 34.5 20.7 56.0 54.8 25.5 69.4 40.7 0.3 67.7 93.1 16.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 60.6 34.5 20.7 56.0 54.8 25.5 69.4 40.7 0.3 67.7 93,1 16.5 Queue Length 50th (ft) 81 143 91 33 254 83 156 213 0 146 -496 35 Queue Length 95th (ft) 148 193 179 77 392 170 #282 353 0 #249 #807 99 Internal Link Dist (ft) 1251 861 1224 2572
Turn Bay Length (ft) 235 50 220 60 230 260 15
Base Capacity (vph) 328 1117 595 328 559 539 328 568 547 328 559 539 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.34 0.39 0.48 0.14 0.66 0.42 0.66 0.59 0.07 0.62 1.05 0.29 Intersection Summary
~ 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.

ISA
08/09/2024
Synchro 12 Report

1340
AGENDA ITEM NO. 15.

Queues
1: Willow Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Near Term NP PM Peak Hour
>
> r t V i V
|.ane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 23 158 196 193 354 189 854 221 145 657 43 v/c Ratio 0.14 0.54 0.48 0.71 0.63 0.71 0.54 0.36 0.62 0.44 0.08 Control Delay (s/veh) 44.7 43.4 9,7 53.3 32.6 54.0 27.8 8.9 51.0 27.4 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 44.7 43.4 9.7 53.3 32.6 54.0 27.8 8.9 51.0 27.4 0.3 Queue Length 50th (ft) 12 82 0 100 134 99 146 18 77 113 0 Queue Length 95th (ft) 41 162 60 #229 #343 #233 213 79 160 161 0 Internal Link Dist (ft) 2009 2713 2582 1915
Turn Bay Length (ft) 230 240 90 250 105 250 205
Base Capacity (vph) 282 506 573 321 568 304 2336 822 307 2360 812 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.31 0.34 0.60 0.62 0.62 0.37 0.27 0.47 0.28 0.05 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown Is maximum after two cycles.

LSA
08/09/2024
Synchro 12 Report

1341
AGENDA ITEM NO. 15.

Queues
2: Willow Avenue &Perrin Avenue
De Young Properties Peach and Behymer Project
Near Term NP PM Peak Hour
l-ane Group >rj
Lane Group Flow (vph) 211 131 257 153 121 58 251 1047 160 59 800 180 v/c Ratio 0.82 0.40 0.55 0.89 0.37 0.14 0.76 0.54 0.23 0.35 0.52 0.30 Control Delay (s/veh) 62.0 23.8 9.9 78.4 23.3 0.7 43.8 15.9 3.5 30.6 17.2 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 62.0 23.8 9.9 78.4 23.3 0.7 43.8 15.9 3.5 30.6 17.2 4.6 Queue Length 50th (ft) -91 39 9 51 36 0 42 103 0 19 74 0 Queue Length 95th (ft) #219 80 60 #159 75 0 #105 161 30 52 119 37 Intemal Link Dist (ft) 1383 5362 1272 2582
Tum Bay Length (ft) 230 230 100 100 235 145 250 130
Base Capacity (vph) 256 650 700 171 650 670 329 1925 711 171 1775 671 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spiliback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.82 0.20 0.37 0.89 0.19 0.09 0.76 0.54 0.23 0.35 0.45 0.27 Intersection Summary -, - — -
- 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.

LSA
08/09/2024
Synchro 12 Report

1342
AGENDA ITEM NO. 15.

Queues
6: Minnewawa Avenue & Shepherd Avenue
De Young Properties Peach and Behymer Project
Near Term NP PM Peak Hour
> > <V
t A
V \ V
Lane Group EBL EBT EBR WBL "WBT " " WBR~ "NBL"" "NBf NBR" "SBL" SBT SBI^ Lane Group Flow (vph) 199 407 273 33 336 216 296 644 55 146 480 160 v/c Ratio 0.78 0.34 0.44 0.20 0.79 0.50 0.94 1.02 0.09 0.67 0.91 0.31 Control Delay (s/veh) 71.8 31.9 17.2 56.8 57.6 26.7 88.2 81.0 2.0 65.9 64.4 18.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 71.8 31.9 17.2 56.8 57.6 26.7 88.2 81.0 2.0 65.9 64.4 18.0 Queue Length 50th (ft) 150 134 79 24 245 82 230 -530 0 110 361 40 Queue Length 95th (ft) 246 179 159 61 364 163 #452 #936 9 186 #633 106 Internal Link Dist (ft) 1251 861 1224 2572
Turn Bay Length (ft) 235 50 220 60 230 260 15
Base Capacity (vph) 320 1192 629 320 546 529 314 632 598 311 530 516 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Splllback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.62 0.34 0.43 0.10 0.62 0.41 0.94 1.02 0.09 0.47 0.91 0.31 intersection Summary
~ 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.

LSA
08/09/2024
Synchro 12 Report

1343
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Near Term WP AM Peak Hour
>
> < -
t A
V i V
'Cbt555 infills
Lane Group Flow (vph) 84 160 228 220 378 154 752 121 93 703 57 v/c Ratio 0.44 0.45 0.47 0.75 0.76 0.65 0.47 0.20 0.48 0.54 0.11 Control Delay (s/veh) 48.6 37.6 8.2 55.5 41.0 52.8 27.8 4.3 48.9 31.3 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 48.6 37.6 8.2 55.5 41.0 52.8 27.8 4.3 48.9 31.3 0.5 Queue Length 50th (ft) 47 82 0 123 185 86 133 0 52 130 0 Queue Length 95th (ft) 101 155 62 #275 #399 167 194 31 109 183 0 Internal Link DIst (ft) 2009 2713 2582 1915
Turn Bay Length (ft) 230 240 90 250 105 250 205
Base Capacity (vph) 274 493 586 310 498 295 2272 786 292 2251 779 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.31 0.32 0.39 0.71 0.76 0.52 0.33 0.15 0.32 0.31 0.07 Intersection Summary 1
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ISA
08/09/2024
Synchro 12 Report

1344
AGENDA ITEM NO. 15.

Queues
2: WillowAvenue &PerrinAvenue
De Young Properties Peach and Behymer Project
Near Term WP AM Peak Hour
>
> r t V 4
Une Group; EEL -WBR NBL NET NBR smi
Lane Group Flow (vph) 214 72 197 107 98 32 125 796 81 24 957 207 v/c Ratio 0.57 0.19 0.41 0.39 0.36 0.09 0.38 0.35 0.10 0.15 0.59 0.33 Control Delay (s/veh) 40.5 34,3 8.1 42,9 43.0 0.5 46.9 20.4 1.5 47.1 28.2 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 40.5 34.3 8.1 42.9 43.0 0.5 46.9 20.4 1.5 47.1 28.2 8.4 Queue Length 50th (ft) 111 35 0 56 52 0 35 101 0 13 169 15 Queue Length 95th (ft) 214 83 59 125 117 0 77 202 11 44 256 74 Internal Link Dist (ft) 1383 5362 1272 2582
Tum Bay Length (ft) 230 230 100 100 235 145 250 130
Base Capacity (vph) 557 532 592 468 432 465 352 2380 808 165 2216 784 Starvation Gap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.38 0.14 0.33 0.23 0.23 0.07 0.36 0.33 0.10 0.15 0.43 0.26 Intersection Summary-1
LSA
08/09/2024
Synchro 12 Report

1345
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Near Term WP AM Peak Hour
H^heGrouFt^HHB
>
mmr-
>
IBll-:-
<
-mmMi?-:

V
vWBR ■- NBLtNBT
A
NBR COA^
i V
Lane Group Flow (vph) 112 436 288 47 368 239 217 346 39 236 620 155 v/c Ratio 0.56 0.42 0.51 0.27 0.80 0.52 0.80 0.64 0.07 0.83 1.11 0.29 Control Delay (s/veh) 60.6 34.5 20,7 56.0 54.8 26.9 69.4 43.2 0.3 70.5 110.2 16.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 60.6 34.5 20.7 56.0 54.8 26.9 69.4 43.2 0.3 70.5 110.2 16.5 Queue Length 50th (ft) 81 143 91 33 254 91 156 229 0 169 -544 35 Queue Length 95th (ft) 148 193 179 77 392 184 #282 366 0 #321 #863 99 Internal Link Dist (ft) 1251 861 1224 2572
Tum Bay Length (ft) 235 50 220 60 230 260 15
Base Capacity (vph) 328 1117 595 328 559 539 328 559 539 328 559 539 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spiilback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.34 0.39 0.48 0.14 0.66 0.44 0.66 0.62 0.07 0.72 1.11 0.29 IRS^tciion Sumrtiarv' "n
- Volume exceeds capacity, queue is theoretically infinite. " Queue shown is maximum after two cycies.
95th percentiie volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycies.

LSA
08/09/2024
Synchro 12 Report

1346
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Near Term WP PM Peak Hour
> > r t A
V
UneGroup: WMm^'€BT EBR ■ SBL -■sBmmm
Lane Group Flow (vph) 23 163 196 236 363 189 854 292 153 657 43 v/c Ratio 0.15 0.57 0.48 0.77 0.62 0.73 0.55 0.45 0.66 0.44 0.08 Control Delay (s/veh) 45.7 45.2 9.7 56.8 32.4 57.0 28.8 9.2 54.0 28.1 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 45.7 45.2 9.7 56.8 32.4 57.0 28.8 9.2 54.0 28.1 0.3 Queue Length 50th (ft) 12 87 0 129 141 101 150 25 83 114 0 Queue Length 95th (ft) 42 168 60 #309 #358 #239 215 98 170 162 0 Internal Link Dist (ft) 2009 2713 2582 1915
Turn Bay Length (ft) 230 240 90 250 105 250 205
Base Capacity (vph) 270 484 556 307 590 290 2233 826 293 2255 782 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.09 0.34 0.35 0.77 0.62 0.65 0.38 0.35 0.52 0.29 0.05 IfiE^ctidn SamihW"^
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

LSA
08/09/2024
Synchro 12 Report

1347
AGENDA ITEM NO. 15.

Queues
2: Willow Avenue &Pernn Avenue
De Young Properties Peach and Behymer Project
Near Term WP PM Peak Hour
> > <V t A
V i V
Une Group EBRi CD WBR- 'MBl' NBT NBR " SBL' ■SBT mi
Lane Group Flow {vph} 234 131 257 153 121 58 251 1094 160 59 827 194 v/c Ratio 0.92 0.40 0.56 0.89 0.37 0.14 0.77 0.57 0.22 0.35 0.54 0.32 Control Delay (s/veh) 76.6 23.8 10,1 78.9 23.3 0.7 43.9 16.2 3.5 30.7 17.4 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 76.6 23.8 10,1 78.9 23.3 0.7 43.9 16.2 3.5 30.7 17.4 4.6 Queue Length 50lh (ft) -108 39 10 51 36 0 42 109 0 19 77 0 Queue Length 95th (ft) #243 80 61 #159 75 0 #106 170 30 52 124 38 Internal Link DIst (ft) 1383 5362 1272 2582
Turn Bay Length (ft) 230 230 100 100 235 145 250 130
Base Capacity (vph) 255 648 697 171 648 669 328 1929 712 171 1770 679 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.92 0.20 0.37 0.89 0.19 0.09 0.77 0.57 0.22 0.35 0.47 0.29 W^cfton Summary 1
- 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.

LSA
08/09/2024
Synchro 12 Report

1348
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
6: Minnewawa Avenue & Shepherd Avenue Near Term WP_PM Peak Hour > > 4^ V t A
V i V
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 199 407 273 33 336 253 296 677 55 167 500 160 v/c Ratio 0.78 0.34 0.44 0.20 0.79 0.58 0.94 1.09 0.09 0.72 0.94 0.31 Control Delay (s/veh) 71.8 31.9 17.2 56.8 57.6 30.6 88.2 102.9 2.0 68.5 70.5 18.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 71.8 31.9 17.2 56.8 57.6 30.6 88.2 102.9 2.0 68.5 70.5 18.0 Queue Length 50th (ft) 150 134 79 24 245 107 230 -601 0 126 381 40 Queue Length 95th (ft) 246 179 159 61 364 200 #452 #995 9 210 #672 106 Internal Link Dist (ft) 1251 861 1224 2572
Turn Bay Length (ft) 235 50 220 60 230 260 15
Base Capacity (vph) 320 1192 629 320 546 532 314 620 587 311 530 516 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spiiiback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.62 0.34 0.43 0.10 0.62 0.48 0.94 1.09 0.09 0.54 0.94 0.31 Intersecfon Summary 'M
- 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 cycies.

IS7
LSA
08/09/2024
Synchro 12 Report

1349
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Cumulative Year NP AM Peak Hour
>
> < A t A
V i
Una Group i^MP ebr: wm ',-NBT NBR> SBT mwagM
Lane Group Flow (vph) 87 229 275 564 638 199 808 273 153 941 59 v/c Ratio 0.49 0.67 0.56 2.02 1.33 0.79 0.52 0.42 0.71 0.65 0.11 Control Delay (s/veh) 54.0 48.8 11.1 496.4 194.6 66.0 30.1 8.4 61.2 33.3 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 54.0 48.8 11.1 496.4 194.6 66.0 30.1 8.4 61.2 33.3 0.4 Queue Length 50th (ft) 54 135 12 -567 -537 123 156 21 93 191 0 Queue Length 95lh (ft) 111 234 88 #882 #870 #273 211 87 #190 250 0 Internal Link Dist (ft) 2009 2713 2582 1915
Turn Bay Length (ft) 230 240 90 250 105 250 205
Base Capacity (vph) 248 444 569 279 478 267 2050 774 264 2030 717 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Splllback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.35 0.52 0.48 2.02 1.33 0.75 0.39 0.35 0.58 0.46 0.08 llpsectloh SuiTii^aiv
- Volume exceeds capacity, queue Is theoretically infinite.

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

LSA
08/09/2024
Synchro 12 Report

1350
AGENDA ITEM NO. 15.

Queues
2: WillowAvenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Cumuiative Year NP PM Peak Hour
Lane Group Flow (vph)
v/o Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link DIst (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Splllback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
< ^ t A V i V
473 245 351 259 207 113 287 1445 295 126 956 422

1.11 0.62 0.70 0.78 0.70 0.32 1.17 0.86 0.46 0.91 0.54 0.54 118.0 48.6 25.8 61.8 58.5 8.3 158.0 42.2 14.5 109.2 31.6 8.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
118.0 48.6 25.8 61.8 58.5 8.3 158.0 42.2 14.5 109.2 31.6 8.4 -406 166 101 183 145 0 -132 367 64 94 208 35
#612 253 212 #298 226 42 #221 430 145 #212 253 122
1383 5362 1272 2582
230 230 100 100 235 145 250 130
426 403 502 351 324 379 245 1693 645 138 1789 788
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0

1.11 0.61 0.70 0.74 0.64 0.30 1.17 0.85 0.46 0.91 0.53 0.54 'wn'iaSi/.'i.n
^ Volume exceeds capacity, queue Is theoretically Infinite.

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

Queue shown Is maximum after two cycles.

LSA
10/09/2024
Synchro 12 Report

1351
AGENDA ITEM NO. 15.

Queues
6: Minnewawa Avenue & Shepherd Avenue
De Young Properties Peach and Behymer Project
Cumulative Year NP AM Peak Hour
>
>
- ;E8R':'
<
mr
<
WBRiA
^ iMBL^
t
NBT
A
NBR
V
" SBL
1 sbH
Lane Group Flow (vph) 163 613 552 115 547 350 283 421 55 323 1050 240 v/c Ratio 0.73 0.60 0.93 0.61 1.09 0.71 0.96 0.84 0.11 1.10 2.09 0.49 Control Delay (s/veh) 71,8 41.2 51.9 67.6 109.7 39.4 95.6 59.4 2.2 129.2 523.4 27.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 71.8 41.2 51.9 67.6 109.7 39.4 95.6 59.4 2.2 129.2 523.4 27.3 Queue Length 50^ (ft) 129 221 302 91 -497 191 230 321 0 -295 -1342 99 Queue Length 95th (ft) 206 301 #560 154 #758 321 #428 #521 9 #507 #1675 190 Internal Link DIst (ft) 1251 861 1224 2572
Turn Bay Length (ft) 235 50 220 60 230 260 15
Base Capacity (vph) 294 1022 593 294 502 493 294 502 493 294 502 493 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Splllback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.55 0.60 0.93 0.39 1.09 0.71 0.96 0.84 0.11 1.10 2.09 0.49 Inte/sectlon Sumiinatv 1
- Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

LSA
08/09/2024
Synchro 12 Report

1352
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Cumulalive Year NP PM Peak Hour
> - > r t A
V i y
Lane Group Flow (vph) 24 276 258 572 550 234 966 728 265 712 46 v/c Ratio 0.18 0.80 0.51 2.29 1.03 0.97 0.56 0.92 1.10 0.41 0.07 Control Delay (s/veh) 53.8 60.8 8.7 615.0 83.4 100.4 31.5 33.7 132.8 29.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 53.8 60.8 8.7 615.0 83.4 100.4 31.5 33.7 132.8 29.1 0.2 Queue Length 50th (ft) 17 193 0 -692 -469 -178 208 265 -229 144 0 Queue Length 95th (ft) 45 #294 69 #917 #686 #345 256 #530 #401 183 0 Internal Link Dist (ft) 2009 2713 2582 1915
Turn Bay Length (ft) 230 240 90 250 105 250 205
Base Capacity (vph) 224 402 544 250 536 241 1854 827 241 1854 667 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.11 0.69 0.47 2.29 1.03 0.97 0.52 0.88 1.10 0.38 0.07 Iffiii^ectlon SUmrhafV"""
- 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.

LSA
08/09/2024
Synchro 12 Report

1353
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
2: Willow Avenue & Perrin Avenue Cumulative Year NP_AM Peak Hour >
> < A t A
V \
Une Group EBR WBL*- . vvBir^-WBR- - t^BL NBT NBR- "SBL-- SBT ^■SBI Lane Group Flow (vph) 287 123 215 203 187 78 165 888 138 46 1291 463 v/c Ratio 0.75 0.33 0.44 0.65 0.63 0.22 0.64 0.47 0.21 0.33 0.74 0.64 Control Delay (s/veh) 53,6 40.8 8.3 52.6 53.5 3.0 62.2 28.7 6.0 56.5 34.7 15.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 53.6 40.8 8.3 52.6 53.5 3.0 62.2 28.7 6.0 56.5 34.7 15.6 Queue Length 50th (ft) 194 76 0 138 127 0 61 185 2 32 300 101 Queue Length 95th (ft) 294 135 63 218 206 11 #107 240 46 71 366 222 Internal Link DIst (ft) 1383 5362 1272 2582
Turn Bay Length (ft) 230 230 100 100 235 145 250 130
Base Capacity (vph) 445 421 524 374 345 396 258 1884 670 160 1852 758 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Splllback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.64 0.29 0.41 0.54 0.54 0.20 0.64 0.47 0.21 0.29 0.70 0.61 |?l»dionSum-mary - - - - -
.• •irT-.tsrjoaEZSBHHa■J J HiLl. t-rr- 1
# 95th percentlle volume exceeds capacity, queue may be longer.

Queue shovi^n Is maximum after two cycles.

LSA Synchro 12 Report
10/09/2024 Page 1
1354
AGENDA ITEM NO. 15.

Queues
6: Minnewawa Avenue & Shepherd Avenue
De Young Properties Peach and Behymer Project
Cumulative Year NP PM Peak Hour
> > < < t V i V
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NOR SBL SBT SBR Lane Group Flow (vph) 339 538 464 51 403 346 498 1122 95 209 708 242 v/c Ratio 1.14 0.43 0.68 0.32 0.87 0.72 1.71 2.09 0.18 0.83 1.44 0.50 Control Delay (s/veh) 143.0 33.8 27.3 61.8 65.3 39.1 365.5 519.8 8.7 79.9 243.4 28.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 143.0 33.8 27.3 61.8 65.3 39.1 365.5 519.8 8.7 79.9 243.4 28.4 Queue Length 50th (ft) -338 184 208 41 320 183 CO CMCM -1528 2 171 -817 106 Queue Length 95th (ft) #529 240 339 85 #474 296 #839 #1799 45 #279 #1055 192 Internal Link DIst (ft) 1251 861 1224 2572
Tum Bay Length (ft) 235 50 220 60 230 260 15
Base Capacity (vph) 297 1256 682 297 507 511 292 538 522 289 493 486 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 1.14 0.43 0.68 0.17 0.79 0.68 1.71 2.09 0.18 0.72 1.44 0.50 Intersection Summary
~ 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.

LSA
08/09/2024
Synchro 12 Report

1355
AGENDA ITEM NO. 15.

Queues
1: Willow Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP AM Peak Hour
li1t&Eg$ction Sumrnafy.

A t A V i V
lane Group WMm- :.^m- EBR ,WBL: • •MWM mm*. "ssr.:

Lane Group Flow (vph) 87 230 275 564 649 199 808 273 155 941 59 v/c Ratio 0.49 0.67 0.56 2.02 1.35 0.80 0.52 0.43 0.71 0.65 0.11 Control Delay (s/veh) 54.1 48.8 11.1 497.1 203.6 66.1 30.1 8.4 61.8 33.3 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 54.1 48.8 11.1 497.1 203.6 66.1 30.1 8.4 61.8 33.3 0.4 Queue Length 50th (ft) 54 136 12 -567 -552 123 156 21 95 191 0 Queue Length 95th (ft) 111 235 88 #882 #887 #273 211 87 #195 250 0 Internal Link Dist (ft) 2009 2713 2582 1915
Tum Bay Length (ft) 230 240 90 250 105 250 205
Base Capacity (vph) 247 444 569 279 479 266 2049 774 264 2029 716 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.35 0.52 0.48 2.02 1.35 0.75 0.39 0.35 0.59 0.46 0.08 - 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.

ISA
08/09/2024
Synchro 12 Report

1356
AGENDA ITEM NO. 15.

Queues
2: Willow Avenue &Perrin Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP AM Peak Hour
>
> r
V t A
V i V
Une Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SET SBR Lane Group Flow (vph) 287 130 215 203 206 78 165 COCOCO 138 46 1291 463 v/c Ratio 0.76 0.34 0.44 0.65 0.67 0.21 0.64 0.48 0.21 0.34 0.75 0.64 Control Delay (s/veh) 54.0 40.9 8.2 53.0 55.5 2.9 62.7 29.4 6.1 57.5 35.0 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 54.0 40.9 8.2 53.0 55.5 2.9 62.7 29.4 6.1 57.5 35.0 15.7 Queue Length 5Qth (ft) 196 81 0 139 142 0 61 190 2 33 304 103 Queue Length 95th (ft) 294 141 63 218 226 11 #107 240 46 72 366 222 Internal Link Dist (ft) 1383 5362 1272 2582
Tum Bay Length (ft) 230 230 100 100 235 145 250 130
Base Capacity (vph) 442 421 524 371 343 394 257 1849 660 142 1839 755 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.65 0.31 0.41 0.55 0.60 0.20 0.64 0.48 0.21 0.32 0.70 0.61 Intersection Summary
# 95th percentile volume exceeds capacity, queue iDay be longer.

Queue shown is maximum after two cycles.

LSA
10/09/2024
Synchro 12 Report

1357
AGENDA ITEM NO. 15.

Queues
6: Minnewawa Avenue & Shepherd Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP AM Peak Hour
>
> r t A
V 4 y
Lane Group ■Hi . mr -,WBR . NB!i^ kiDi^~ mM
Lane Group Flow (vph) 163 613 552 115 547 350 283 432 55 323 1080 240 v/c Ratio 0.73 0.60 0.93 0.61 1.09 0.71 0.96 0.86 0.11 1.10 2.15 0.49 Control Delay (s/veh) 71.8 41.2 51.9 67.6 109.7 39.4 95.6 61.6 2.2 129.2 549.5 27.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 71.8 41.2 51.9 67.6 109.7 39.4 95,6 61.6 2.2 129.2 549.5 27.3 Queue Length 50th (ft) 129 221 302 91 -497 191 230 333 0 -295 -1392 99 Queue Length 95th (ft) 206 301 #560 154 #758 321 #428 #542 9 #507 #1727 190 Internal Link Dlst (ft) 1251 861 1224 2572
Tum Bay Length (ft) 235 50 220 60 230 260 15
Base Capacity (vph) 294 1022 593 294 502 493 294 502 493 294 502 493 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Splllback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.55 0.60 0.93 0.39 1,09 0.71 0.96 0.86 0.11 1.10 2.15 0.49 intersection Summary
- 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.

LSA
08/09/2024
Synchro 12 Report
Pages
1358
AGENDA ITEM NO. 15.

Queues
1: Willow Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP PM Peak Hour
>
> r t A
V \ V
l-ane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 24 282 258 572 559 234 966 728 274 712 46 v/c Ratio 0.18 0.81 0.51 2.25 1.02 0.98 0.56 0.92 1.13 0.41 0.07 Control Delay (s/veh) 53.9 61.4 8.6 601.5 81.3 101.6 31.6 34.5 142.4 29.2 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 53.9 61.4 8.6 601.5 81.3 101.6 31.6 34.5 142.4 29.2 0.2 Queue Length 50th (ft) 17 197 0 -693 -474 T COCO 209 272 CO I 145 0
Queue Length 95th (ft) 45 #313 69 #913 #695 #345 256 #535 #413 183 0 Internal Link Dist (ft) 2009 2713 2582 1915
Turn Bay Length (ft) 230 240 90 250 105 250 205
Base Capacity (vph) 223 400 542 254 548 240 1846 822 242 1864 671 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Splllback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.11 0.71 0.48 2.25 1.02 0.98 0.52 0.89 1.13 0.38 0.07 Intersection Summary
" 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.

ISA
08/09/2024
Synchro 12 Report

1359
AGENDA ITEM NO. 15.

Queues
2: Willow Avenue &Perrin Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP PM Peak Hour
Una Group •
>
EBR.
< ^ t V i V
Lane Group Flow (vph) 473 268 351 259 221 113 287 1445 295 126 956 422 v/c Ratio 1.12 0.67 0.70 0.79 0.73 0.31 1.18 0.86 0.46 0.91 0.54 0.54 Control Delay (s/veh) 119.5 50.7 25.6 62.0 60.6 8.2 159.8 42.5 14.6 109.9 31.7 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 119.5 50.7 25.6 62.0 60.6 8.2 159.8 42.5 14.6 109.9 31.7 8.4 Queue Length 50th (ft) -406 184 101 183 156 0 -132 367 64 94 208 35 Queue Length 95th (ft) #612 278 212 #298 #244 42 #221 430 145 #212 253 122 Internal Link Dist (ft) 1383 5362 1272 2582
Turn Bay Length (ft) 230 230 100 100 235 145 250 130
Base Capacity (vph) 424 402 502 349 322 379 244 1687 643 138 1782 787 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio
t •• • • , —

1.12 0.67 0.70 0.74 0.69 0.30 1.18 0.86 0.46 0.91 0.54 0.54 Intersection Summary * •,v "Tl
- Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

LSA
10/09/2024
Synchro 12 Report

1360
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Cumulative Year WP PM Peak Hour
>
> <
-
V t A
V V
|_ane Qrouo i ,.EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 339 538 464 51 403 346 498 1155 95 209 728 242 v/c Ratio 1.14 0.43 0.68 0.32 0.87 0.72 1.71 2.15 0.18 0.83 1.48 0.50 Control Delay (s/veh) 143.0 33.8 27.3 61.8 65.3 39.1 365.5 546.6 8,7 79.9 260.2 28.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 143.0 33.8 27.3 61.8 65.3 39.1 365.5 546.6 8.7 79.9 260.2 28.4 Queue Length 50th (ft) -338 184 208 41 320 183 -622 -1586 2 171 -852 106 Queue Length 95th (ft) #529 240 339 85 #474 296 #839 #1856 45 #279 #1094 192 Internal Link DIst (ft) 1251 861 1224 2572
Turn Bay Length (ft) 235 50 220 60 230 260 15
Base Capacity (vph) 297 1256 682 297 507 511 292 538 522 289 493 486 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 1.14 0.43 0.68 0.17 0.79 0.68 1.71 2.15 0.18 0.72 1.48 0.50 Intersection Summary - ^ —
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

In'I
LSA
08/09/2024
Synchro 12 Report

1361
AGENDA ITEM NO. 15.

Queues
1: Willow Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Existing Year WP_AM Peak Hour MIT
\ t A V i V
Lane Group Flow (vph) 82 134 188 93 289 106 714 53 70 630 56 v/c Ratio 0.36 0.28 0.35 0.37 0.62 0.43 0.48 0.09 0.32 0.45 0.10 Control Delay (s/veh) 42.5 30.1 6,9 41.2 32.6 42.8 26.7 0.3 42.3 27.6 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 42.5 30.1 6.9 41.2 32.6 42.8 26.7 0.3 42.3 27.6 0.4 Queue Length 50th (ft) 41 57 0 46 117 53 114 0 35 102 0 Queue Length 95th (ft) 96 124 54 103 235 115 177 0 85 163 0 Internal Link Dist (ft) 2009 2713 2582 1915
Turn Bay Length (ft) 230 240 355 300 455 415 205
Base Capacity (vph) 348 625 655 393 609 375 2860 952 371 2833 944 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.24 0.21 0.29 0.24 0.47 0,28 0.25 0.06 0.19 0.22 0.06 ISA
08/12/2024
Synchro 12 Report

1362
AGENDA ITEM NO. 15.

Queues
2: Willow Avenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Existing Year WP_AM Peak Hour MIT
> > ^ t i V
Lane Group Flow (vph) 177 172 91 720 822 122
v/c Ratio 0.42 0.34 0.18 0.25 0.43 0.18
Control Delay (s/veh) 24.3 6.0 27.0 6.6 15.3 4.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 24.3 6.0 27.0 6.6 15.3 4.2
Queue Length 50th (ft) 59 0 16 39 82 0
Queue Length 95th (ft) 115 42 39 69 128 30
Internal Link Dist (ft) 1383 1272 2582
Turn Bay Length (ft) 250 230 300 225
Base Capacity (vph) 796 807 857 3247 2689 894
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.22 0.21 0.11 0.22 0.31 0.14
LSA
08/12/2024
Synchro 12 Report

1363
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
6: Minnewawa Avenue & Shepherd Avenue Existing Year WP_AM Peak Hour MIT < A t A V i V
Lane Group SBT . : SBB
Lane Group Flow (vph) 37 346 139 15 288 161 130 176 20 132 240 37 v/c Ratio 0.13 0.30 0.24 0.05 0.60 0.30 0.42 0.42 0.05 0.42 0.57 0.09 Control Delay (s/veh) 38.1 20.3 10.1 38.5 32.5 6.5 38.5 31.5 0.2 38.4 34.6 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 38.1 20.3 10.1 38.5 32.5 6.5 38.5 31.5 0.2 38.4 34.6 0.4 Queue Length 50th (ft) 16 53 13 7 126 0 61 76 0 62 108 0 Queue Length 95th (ft) 56 137 71 30 249 48 141 163 0 142 219 0 Internal Link DIst (ft) 1251 861 1224 2572
Turn Bay Length (ft) 500 45 220 175 230 425 150
Base Capacity (vph) 534 1778 840 534 911 856 534 911 821 534 911 821 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Splllback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio
lntei5eetiQn.StiiiES^H

0.07 0.19 0.17 0.03 0.32 0.19 0.24 0.19 0.02 0.25 0.26 0.05 LSA
08/12/2024
Synchro 12 Report
Pages
1364
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Existing Year WP_PM Peak Hour M!T
> - > < t V i V
Lane Group Flow (vph) 24 127 141 109 308 138 850 140 120 651 47 v/c Ratio 0.13 0.38 0.35 0.48 0.62 0.57 0.52 0.23 0.51 0.40 0.08 Control Delay (s/veh) 41.9 36.1 9.0 44.1 31.6 46.0 25.2 5.6 44.8 24.2 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 41.9 36.1 9.0 44.1 31.6 46.0 25.2 5.6 44.8 24.2 0.3 Queue Length 50th (ft) 11 57 0 50 105 64 120 0 55 89 0
Queue Length 95th (ft) 39 124 45 114 247 140 195 36 123 147 0 Internal Link Dist (ft) 2009 2713 2582 1915
Turn Bay Length (ft) 230 240 355 300 455 415 205
Base Capacity (vph) 313 562 576 357 566 337 2593 877 341 2619 885 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.23 0.24 0.31 0.54 0.41 0.33 0.16 0.35 0.25 0.05 [Htersection Summaiy
LSA
08/12/2024
Synchro 12 Report

1365
AGENDA ITEM NO. 15.

Queues
2: Willow Avenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Existing YearWP_PM Peak Hour MIT
> > A t i
Lane Group Flow (vph) 143 203 209 946 734 107
v/c Ratio 0.38 0.41 0.41 0.31 0.41 0.17
Control Delay (s/veh) 24.5 6.5 27.3 6.4 16.1 4.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 24.5 6.5 27.3 6.4 16.1 4.6
Queue Length 50th (ft) 45 0 37 52 69 0
Queue Length 95th (ft) 96 47 71 87 117 29
Internal Link DIst (ft) 1383 1272 2582
Turn Bay Length (ft) 300 230 235 225
Base Capacity (vph) 738 780 799 3080 2559 850
Starvation Cap Reductn 0 0 0 0 0 0
Splllback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.19 0.26 0.26 0.31 0.29 0.13 •iLSA
08/12/2024
Synchro 12 Report

1366
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
6: Minnewawa Avenue & Shepherd Avenue Existing Year WP_PM Peak Hour MIT >
> r Vt A
V \ V
Lane Group : EBL EBJ _EBR. ■ ■WBT WBR NBL NBT NBR SSL ^DIa Lane Group Flow (vph) 46 311 117 6 253 129 136 248 25 72 198 38 v/c Ratio 0.15 0.27 0.20 0.02 0.54 0.26 0.42 0.45 0.05 0.24 0.49 0.09 Control Delay (s/veh) 34.4 19.6 8.5 34.3 30.5 6.9 35.4 28.3 0.2 34.9 31.8 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 34.4 19.6 8.5 34.3 30.5 6.9 35.4 28.3 0.2 34.9 31.8 0.4 Queue Length 50th (ft) 19 45 7 2 105 0 59 105 0 30 82 0 Queue Length 95th (ft) 60 117 53 15 206 43 132 197 0 83 170 0 Internal Link Dist (ft) 1251 861 1224 2572
Turn Bay Length (ft) 500 45 220 175 230 260 150
Base Capacity (vph) 574 1876 883 574 978 894 563 959 860 557 950 852 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.17 0.13 0.01 0.26 0.14 0.24 0.26 0.03 0.13 0.21 0.04 intersection Summaiyi
LSA
08/12/2024
Synchro 12 Report

1367
AGENDA ITEM NO. 15.

Queues
1: Willow Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Near Term WP AM Peak Hour MIT
>
^ t V i V
Lane Group WKm . NBR.-' SB.T :sBmm
Lane Group Flow {vph) 84 160 228 220 378 154 752 121 93 703 57 v/c Ratio 0.44 0.45 0.47 0.75 0.76 0.65 0.47 0.20 0.48 0.54 0.11 Control Delay (s/veh) 48.6 37.6 8.2 55.5 41.0 52.8 27.8 4.3 48.9 31.3 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 48.6 37.6 8.2 55.5 41.0 52.8 27.8 4.3 48.9 31.3 0.5 Queue Length 50th (ft) 47 82 0 123 185 86 133 0 52 130 0 Queue Length 95th (ft) 101 155 62 #275 #399 167 194 31 109 183 0 Internal Link Dist (ft) 2009 2713 2582 1915
Tum Bay Length (ft) 230 240 355 300 455 415 205
Base Capacity (vph) 274 493 586 310 498 295 2272 786 292 2251 779 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Splllback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.31 0.32 0.39 0.71 0.76 0.52 0.33 0.15 0.32 0.31 0.07 Intersection Summary
# 95th percentiie volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

LSA
08/12/2024
Synchro 12 Report

1368
AGENDA ITEM NO. 15.

Queues
2: Willow Avenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Near Term WP AM Peak Hour MIT
>
> < Vt V i V
Une Group EBL EBT EBR WBL WOT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 214 72 197 107 98 32 125 796 81 24 957 207 v/c Ratio 0.57 0.19 0.41 0.39 0.36 0,09 0.38 0.35 0.10 0.15 0.59 0.32 Control Delay (s/veh) 40,5 34.3 8,1 42.9 43.0 0.5 46.9 20.4 1.5 47.1 28.2 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 40.5 34.3 8.1 42.9 43.0 0.5 46.9 20.4 1.5 47.1 28.2 5.3 Queue Length 50th (ft) 111 35 0 56 52 0 35 101 0 13 169 0 Queue Length 95th (ft) 214 83 59 125 117 0 77 202 11 44 256 51 Internal Link Dist (ft) 1383 5362 1272 2582
Turn Bay Length (ft) 250 230 300 100 235 145 250 225
Base Capacity (vph) 557 532 592 468 432 465 352 2380 808 165 2216 805 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Splllback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio
Intersection Sumroa,^JH

0.38 0.14 0.33 0.23 0.23 0.07 0.36 0.33 0.10 0.15 0.43 0.26 LSA
08/12/2024
Synchro 12 Report

1369
AGENDA ITEM NO. 15.

Queues
4: Minnewawa Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Near Term WP AM Peak Hour MIT
Une Group ■ ■
Lane Group Flow (vph) 353
v/c Ratio 0.54
Control Delay (s/veh) 16,2
Queue Delay 0.0
Total Delay (s/veh) 16.2
Queue Length 50th (ft) 76
Queue Length 95th (ft) 164
Internal Link Dist (ft) 517
Turn Bay Length (ft)
Base Capacity (vph) 711
Starvation Cap Reductn 0
Splllback Cap Reductn 0
Storage Cap Reductn 0
Reduced v/c Ratio 0.50
htersection Summary "
581

0.87 33.3

0.0 33.3
166
#379
746
718
0 0
0 0.81
^ t V i
125

0.57 38.7

0.0 38.7
44 #114
300
229
0 0
0 0.55
304

0.67 27.6

0.0 27.6
98 169
2579
624
0 0
0 0.49
194

0.70 41.5

0.0 41.5
68 #170
350
290
0 0
0 0.67
298

0.50 20.9

0.0 20.9
92 158
1236
689
0 0
0 0.43
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

LSA
08/12/2024
Synchro 12 Report

1370
AGENDA ITEM NO. 15.

Queues
5: MinnewawaAvenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Near Term WP AM Peak Hour Mil
A t V i
Lane Group Flow (vph) 185 93
v/c Ratio 0.49 0.25
Control Delay (s/veh) 17.5 18.4
Queue Delay 0.0 0.0
Total Delay (s/veh) 17.5 18.4
Queue Length 50th (ft) 35 24
Queue Length 95th (ft) 82 55
Internal Link DIst (ft) 5362 554
Turn Bay Length (ft)
Base Capacity (vph) 722 761
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.26 0.12
Ifftirsgction Summary
# 95th percentiie volume exceeds capacity, queue may be longer.

Queue shown Is maximum after two cycles.
66 0.32

27.0 0.0

27.0 19
54 175
209
0 0
0 0.32
479

0.41 8.7

0.0 8.7
55 205
2572
1226
0 0
0 0.39
2 0.01

23.0 0.0

23.0 1
6 100
204
0 0
0 0.01
650

0.62 16.2

0.0 16.2
153
#370
2579
1087
0 0
0 0.60
LSA
08/12/2024
Synchro 12 Report
Pages
1371
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Near Term WP AM Peak Hour MIT
> > t A
V i V
Lane Group mmi EBT EBR ■mk WBT: wQbBliSw SBT mn
Lane Group Flow {vph) 112 436 288 47 368 239 217 346 39 236 620 155 v/c Ratio 0.56 0.42 0.52 0.27 0.80 0.45 0.80 0.64 0.07 0.83 1.11 0.29 Control Delay (s/veh) 60.6 34.5 21.9 56.0 54.8 11.3 69.4 43.2 0.3 70.5 110.2 16.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 60,6 34.5 21.9 56.0 54.8 11.3 69.4 43.2 0.3 70.5 110.2 16.5 Queue Length 50th (ft) 81 143 97 33 254 25 156 229 0 169 -544 35 Queue Length 95th (ft) 148 193 187 77 392 99 #282 366 0 #321 #863 99 internal Link DIst (ft) 1251 861 1224 2572
Tum Bay Length (ft) 500 45 220 175 230 425 150
Base Capacity (vph) 328 1117 589 328 559 611 328 559 539 328 559 539 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.34 0.39 0.49
— ; —'—•—

0.14 0.66 0.39 0.66 0.62 0.07 0.72 1.11 0.29
Intersection Summary ' '. .;!
- 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.

LSA
08/12/2024
Synchro 12 Report

1372
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Near Term WP PM Peak Hour MIT
> > <
-
t V i V
Lane Group EBL EBT EBR WBL WET NBL NET NBR SBL SET SBR
Lane Group Flow (vph) 23 163 196 236 363 189 854 292 153 657 43 v/c Ratio 0.15 0.57 0.48 0.77 0.62 0.73 0.55 0.43 0.66 0.44 0.08 Control Delay (s/veh) 45.7 45.2 9.7 56.8 32.4 57.0 28.8 5.3 54.0 28.1 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 45.7 45,2 9.7 56,8 32.4 57.0 28.8 5.3 54.0 28.1 0.3 Queue Length 50th (ft) 12 87 0 129 141 101 150 0 83 114 0 Queue Length 95th (ft) 42 168 60 #309 #358 #239 215 59 170 162 0 Internal Link DIst (ft) 2009 2713 2582 1915
Turn Bay Length (ft) 230 240 355 300 455 415 205
Base Capacity (vph) 270 484 556 307 590 290 2233 860 293 2255 782 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.09 0.34 0.35 0.77 0.62 0.65 0.38 0.34 0.52 0.29 0.05 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ISA
08/12/2024
Synchro 12 Report

1373
AGENDA ITEM NO. 15.

Queues
2: Willow Avenue &Perrin Avenue
De Young Properties Peach and Behymer Project
Near Term WP PM Peak Hour MIT
i
Lane Group Flow (vph)
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
intersection Summary
>
< ^ t A V 4 V
Upi lWRItWI
234 131 257 153 121 58 251 1094 160 59 827 194

0.92 0.40 0.56 0.89 0.37 0.14 0.77 0.57 0.22 0.35 0.54 0.32

76.6 23.8 10.1 78.9 23.3 0.7 43.9 16.2 3.5 30.7 17.4 4.6

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

76.6 23.8 10.1 78.9 23.3 0.7 43.9 16.2 3.5 30.7 17.4 4.6 T o oo 39 10 51 36 0 42 109 0 19 77 0
#243 80 61 #159 75 0 #106 170 30 52 124 38
1383 5362 1272 2582
250 230 300 100 235 ■145 250 225
255 648 697 171 648 669 328 1929 712 171 1770 679
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0

0.92 0.20 0.37 0.89 0.19 0.09 0.77 0.57 0.22 0.35 0.47 0.29 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.

LSA
08/12/2024
Synchro 12 Report

1374
AGENDA ITEM NO. 15.

Queues
4: Minnewawa Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Near Term WP PM Peak Hour MIT
A t V
Une Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 413 526 185 410 209 249
v/c Ratio 0.70 0.87 0.68 0.78 0.72 0.46
Control Delay (s/veh) 24.5 36.7 40.6 31.0 41.7 20.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 24.5 36.7 40.6 31.0 41.7 20.2
Queue Length 50th (ft) 123 171 68 138 77 74
Queue Length 95th (ft) #230 #352 #157 #235 #174 132
Internal Link Dist (ft) 517 456 2579 1236
Tum Bay Length (ft) 300 350
Base Capacity (vph) 639 647 290 642 311 663
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.65 0.81 0.64 0.64 0.67 0.38
Intersection Summary - ife
# 95th percentlle volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

LSA
08/12/2024
Synchro 12 Report

1375
AGENDA ITEM NO. 15.

Queues
5: Minnewawa Avenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Near Term WP PM Peak Hour MIT
Una Group > ■
A t V i
Lane Group Flow (vph) 239 119 93 657 1 499
v/c Ratio 0.58 0.29 0.51 0.64 0.01 0.63
Control Delay (s/veh) 20.0 18.7 37,8 14.1 26.0 16.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 20.0 18.7 37.8 14.1 26.0 16.6
Queue Length 50th (ft) 46 27 25 99 0 110
Queue Length 95th (ft) 119 73 #103 #402 4 238
Internal Link Dist (ft) 5362 554 2572 2579
Turn Bay Length (ft) 175 100
Base Capacity (vph) 655 676 184 1110 182 1057 mtm
Starvation Cap Reductn 0 0 0 0 0 0
Spiiiback Cap Reductn 0 0 0 0 0 0 ■■
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.18 0.51 0.59 0.01 0.47
Intersection Summary ' 'r \t:£L
95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ISA
08/12/2024
Synchro 12 Report

1376
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
6: Minnewawa Avenue & Shepherd Avenue Near Term WP_PM Peak Hour MiT > > < V t V i V
Lane Group EBL EBT EBR WBL "Wit WBR NBL NBT SBL" SBT SBR Lane Group Flow (vph) 199 407 273 33 336 253 296 732 167 500 160 v/c Ratio 0.87 0.37 0.46 0.20 0.82 0.49 0.90 0.59 0.72 0.90 0.29 Control Delay (s/veh) 87.9 36.3 21.6 58.3 62.6 11.9 79.1 34.7 69.5 61.8 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 87.9 36.3 21.6 58.3 62.6 11.9 79.1 34.7 69.5 61.8 10.7 Queue Length 50th (ft) 167 149 96 26 266 24 245 254 137 397 20 Queue Length 95th (ft) #312 199 185 61 #397 101 #416 339 210 #597 74 Internal Link Dist (ft) 1251 861 1224 2572
Turn Bay Length (ft) 500 45 220 175 230 425 150
Base Capacity (vph) 241 1117 593 166 476 567 355 1323 308 617 608 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Splllback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.83 0.36 0.46 0.20 0.71 0.45 0.83 0.55 0.54 0.81 0.26 Intersection Summary
95th percentiie volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ISA
08/12/2024
Synchro 12 Report

1377
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Cumulative Year WP AM Peak Hour MIT
> > <
■4— A t A
V i V
Une Group tiigBKiffl ..JiBL, NBX NBR sbM
Lane Group Flow (vph) 87 230 275 564 302 347 199 808 273 155 941 59 v/c Ratio 0.59 0.71 0.58 0.87 0.55 0.51 0.85 0.54 0.28 0.74 0.66 0.10 Control Delay (s/veh) 64.6 52.8 12.3 57.3 36.7 8.6 76.5 31.9 3.6 65.9 34.5 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 64.6 52.8 12.3 57.3 36.7 8.6 76.5 31.9 3.6 65.9 34.5 0.4 Queue Length 50th (ft) 55 141 16 184 172 20 128 164 12 96 195 0 Queue Length 95th (ft) #137 241 96 #336 286 103 #299 219 55 #212 257 0 Internal Link Dist (ft) 2009 2713 2582 1915
Tum Bay Length (ft) 230 240 355 150 300 455 415 205
Base Capacity (vph) 153 431 555 645 606 721 234 1850 964 242 1863 697 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Splllback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio
4 < .• A

0.57 0.53 0.50 0.87 0.50 0.48 0.85 0.44 0.28 0.64 0.51 0.08 Intersection Summary - t-'l
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shovk'n is maximum after two cycles.

LSA
08/12/2024
Synchro 12 Report

1378
AGENDA ITEM NO. 15.

Queues
4: Minnewawa Avenue & Behymer Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP AM Peak Hour MIT
Une Group
Lane Group Flow (vph)
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link DIst (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Splllback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
intersection Summary
< \ t A V i
- vSBL;"
16 267 187 65 541 288 193 327 36 258 586

0.16 0.42 0.28 0.21 0.84 0.42 0.61 0.51 0.06 0.50 0.85

27.1 25.4 4.8 24.0 40.7 9.3 22.8 26.4 2.1 14.5 38.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

27.1 25.4 4.8 24.0 40.7 9.3 22.8 26.4 2.1 14.5 38.3
6 118 0 26 287 32 55 150 0 77 309
25 198 45 62 #480 99 #114 244 9 128 #467
517 746 2579 1236
100 125 100 150 300 350
123 796 783 396 812 808 334 806 721 584 900
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0

0.13 0.34 0.24 0.16 0.67 0.36 0.58 0.41 0.05 0.44 0.65
SI
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

LSA
08/12/2024
Synchro 12 Report

1379
AGENDA ITEM NO. 15.

Queues
5: Minnewawa Avenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP AM Peak Hour MIT
> < t V i
Una Group jfeyin't' •
Lane Group Flow (vph) 92 272 24 161 104 599 3 1228
v/c Ratio 0.65 0.60 0.18 0.48 0.63 0.38 0.02 0.83
Control Delay (s/veh) 59.5 26.5 38.3 32.5 54.2 14.9 35.3 25.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 59.5 26.5 38.3 32.5 54.2 14.9 35.3 25.5 Queue Length 50th (ft) 42 80 11 68 47 88 1 242
Queue Length 95th (ft) #124 176 35 123 #131 148 10 #418 Internal Link Dist (ft) 5362 554 2572 2579
Turn Bay Length (ft) 175 100 175 100
Base Capacity (vph) 141 523 131 486 165 1702 127 1613
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.65 0.52 0.18 0.33 0.63 0.35 0.02 0.76 fntersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ISA
08/12/2024
Synchro 12 Report
Pages
1380
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
6: Minnewawa Avenue & Shepherd Avenue Cumulative Year WP_AM Peak Hour MIT >
> r t V i V
Une Group • .t/w .-'! EEL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 163 613 552 115 547 350 283 487 323 1080 240 v/c Ratio 0.78 0.74 0.78 0.65 0.72 0.42 0.66 0.51 0.87 0.85 0.37 Control Delay (s/veh) 76.3 47.7 33.7 71.3 49.1 12.5 58.1 38.1 68.0 42.4 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 76.3 47.7 33.7 71.3 49.1 12.5 58.1 38.1 68.0 42.4 15.0 Queue Length 50th (ft) 124 234 320 88 212 94 110 164 240 390 58 Queue Length 951h (ft) #255 314 469 #186 286 174 163 234 #412 539 138 Internal Link Dist (ft) 1251 861 1224 2572
Turn Bay Length (ft) 500 45 220 175 230 425 150
Base Capacity (vph) 229 1009 763 183 917 890 563 1089 443 1407 705 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.71 0.61 0.72 0.63 0.60 0.39 0.50 0.45 0.73 0.77 0.34 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

LSA Synchro 12 Report
08/12/2024 Page 6
1381
AGENDA ITEM NO. 15.

Queuing and Blocking Report
De Young Properties Peach and Behymer Project
Cumulative Year WP AM Peak Hour MIT
Intersection: 9: Project Driveway 3 & Behymer Avenue
Movement
Directions Served L R
Maximum Queue (ft) 28 103
Average Queue (ft) 3 22
95th Queue (ft) 17 60
Link Distance (ft) 399
Upstream BIk Time (%) . ^
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage BIk Time (%)
Queuing Penalty (veh)
LSA
08/12/2024
SimTraffic Report

1382
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Cumulative Year WP PM Peak Hour MIT
>
> r Vt A
V i V
Une Group EBL. MbTT|| _ NET NBR SBL
Lane Group Flow (vph) 24 282 258 572 277 282 234 966 728 274 712 46 v/c Ratio 0.18 0.79 0.50 0.97 0.41 0.37 0.68 0.67 0.90 1.07 0.59 0.09 Control Delay (s/veh) 51.3 56.5 8.4 74.4 30.2 5.3 51.9 35.7 27.9 119.4 37.9 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 51.3 56.5 8.4 74.4 30.2 5.3 51.9 35.7 27.9 119.4 37.9 0.3 Queue Length 50th (ft) 15 178 0 198 124 0 147 211 191 -205 156 0 Queue Length 95th (ft) 45 #308 68 #352 260 64 #264 263 #453 #410 205 0 Internal Link Dlst (ft) 2009 2713 2582 1915
Tum Bay Length (ft) 230 240 355 150 300 455 415 205
Base Capacity (vph) 137 424 559 591 676 756 342 1858 810 257 1978 731 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.18 0.67 0.46 0.97 0.41 0.37 0.68 0.52 0.90 1.07 0.36 0.06 Intersection Summary
" 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.

ISA
08/12/2024
Synchro 12 Report

1383
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
2: Willow Avenue & Perrin Avenue Cumulative Year wp_pm Peak Hour MIT >
> r t A
V i V
Une Group EBR WBL WBT WBR- NBL NBT NBR SBIl ■ SBT SBR
Lane Group Flow (vph) 473 268 351 259 221 113 287 1445 295 126 956 422 v/c Ratio 0.95 0.60 0.64 0.82 0.87 0.30 0.80 0.92 0.48 0.85 0.63 0.55 Control Delay (s/veh) 71.2 46,3 20.0 66.3 81.5 2,3 67.2 48.4 14.5 94.4 37.2 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 71.2 46.3 20.0 66.3 81.5 2.3 67.2 48.4 14.5 94.4 37.2 5.9 Queue Length 50th (ft) 344 180 80 185 163 0 108 377 60 93 224 0 Queue Length 95th (ft) #551 271 186 #312 #302 3 #168 #467 142 #200 273 75 Internal Link Dist (ft) 1383 5362 1272 2582
Tum Bay Length (ft) 250 230 300 100 235 145 250 225
Base Capacity (vph) 498 443 550 329 253 376 374 1579 620 152 1529 773 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.95 0.60 0.64 0.79 0.87 0.30 0.77 0.92 0.48 0.83 0.63 0.55 imhrtarv/ • * \ : .-—OS
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

LSA Synchro 12 Report
10/09/2024 Page 1
1384
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
Cumulative Year WP PM Peak Hour MIT
>
> r
V t A
V
Lane Group L.. EBL EBT EBR mm tr mi NBT NBR SBL .

Lane Group Flow (vph) 18 534 194 38 543 240 280 675 69 243 349 v/c Ratio 0.27 0.91 0.34 0.57 0.91 0.40 0.50 0.92 0.10 0.84 0.79 Control Delay (s/veh) 43.3 58.4 17.4 68.6 57.8 15.6 37.0 51.2 8.1 72.7 53.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 43.3 58.4 17.4 68.6 57.8 15.6 37.0 51.2 8.1 72.7 53.0 Queue Length 50th (ft) 10 393 55 24 399 58 171 482 6 185 255 Queue Length 95th (ft) 34 #595 118 #81 #602 129 286 #712 35 #327 332 Internal Link Dist (ft) 517 624 2579 1236
Tum Bay Length (ft) 100 125 100 150 300 350
Base Capacity (vph) 73 653 618 75 666 656 566 823 731 311 644 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.82 0.31 0.51 0.82 0.37 0.49 0.82 0.09 0.78 0.54 intersection Summary " ' mmmm
95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ISA
08/12/2024
Synchro 12 Report

1385
AGENDA ITEM NO. 15.

Queues
5: Minnewawa Avenue & Perrin Avenue
De Young Properties Peach and Behymer Project
Cumulative Year WP PM Peak Hour MIT
Lane Group'
>
HiBL ' - EBTr
■WBT ^NBL^
t
■ NBT
V
my--
i
Lane Group Flow (vph) 136 345 24 191 169 1177 4 765
v/c Ratio 0.65 0.59 0.18 0.56 0.65 0.69 0.03 0.75
Control Delay (s/veh) 49.9 24.1 38.3 33.5 43.7 18.8 35.5 28.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 49.9 24.1 38.3 33.5 43.7 18.8 35.5 28.0 Queue Length 50th (ft) 60 103 10 79 72 184 2 154
Queue Length 95th (ft) #153 224 35 144 #162 #404 11 237 Internal Link Dlst (ft) 5362 554 2572 2579
Turn Bay Length (ft) 175 100 175 100
Base Capacity (vph) 217 601 130 483 293 1753 126 1203
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.63 0.57 0.18 0.40 0.58 0.67 0.03 0.64 Intersection Surnrh^ry 1
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown Is maximum after two cycles.

LSA
08/12/2024
Synchro 12 Report

1386
AGENDA ITEM NO. 15.

Queues De Young Properties Peach and Behymer Project
6: Minnewawa Avenue & Shepherd Avenue Cumulative Year WP_PM Peak Hour MIT < ^ t V i V
Une Group & EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flovi/ (vph)
v/c Ratio
Control Delay (s/veh)
Queue Delay
Total Delay (s/veh)
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Splllback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Intersection Summary
~ 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.
339 538 464 51 403 346 498 1250 209 728 242

0.98 0.61 0.53 0.20 0.67 0.64 0.68 1.02 0.95 0.79 0.45

92.9 44.9 18.6 48.3 52.8 22.5 50.5 68.7 103.2 48.1 14.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

92.9 44.9 18.6 48.3 52.8 22.5 50.5 68.7 103.2 48.1 14.2 263 207 188 35 155 114 186 -518 163 272 43
#480 263 301 77 210 175 #291 #721 #332 349 117
1251 861 1224 2572
500 45 220 175 230 425 150
346 1264 881 250 902 538 731 1230 219 1052 588
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0

0.98 0.43 0.53 0.20 0.45 0.64 0.68 1.02 0.95 0.69 0.41
LSA
08/12/2024
Synchro 12 Report

1387
AGENDA ITEM NO. 15.

Queuing and Blocking Report
De Young Properties Peach and Behymer Project
Cumulative Year WP PM Peak Hour MIT
Intersection: 9: Project Driveway 3 & Behymer Avenue
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream BIk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage BIk Time (%)
Queuing Penalty (veh)
L
51 23
44 100
R
32 9
30 399
ISA
08/12/2024
SimTraffic Report

1388
AGENDA ITEM NO. 15.

TRANSPORTATION IMPACT ANALYSIS

DE YOUNG PROPERTIES PEACH AND BEHYMER PROJECT

CLOVIS, CALIFORNIA
ISA
October 2024
1389
AGENDA ITEM NO. 15.

TRANSPORTATION IMPACT ANALYSIS

DE YOUNG PROPERTIES PEACH AND BEHYMER PROJECT

CLOVIS, CALIFORNIA
Prepared for:

City of Clovis
1033 Fifth Street
Clovis, California 93612
Prepared by:

LSA
1500 Iowa Avenue, Suite 200
Riverside, California 92507
951.781.9310
Project No. 20231181
LSA
October 2024
1390
AGENDA ITEM NO. 15.

Trans(>ortation Impact Analysis Oe Younc Properties Peach and Behymer Project October 2024 Ciovis, California LSA

TABLE OF CONTENTS
TABLE OF CONTENTS i
TABLES AND FIGURES lii
LIST OF ABBREVIATIONS AND ACRONYMS v

1.0 INTRODUCTION 1-1

1.1 Project Description 1-1

1.2 CEQA Vehicle Miles Traveled Analysis 1-2

1.3 Local Transportation Analysis Study Area 1-2

1.3.1 Study Intersections 1-3

1.4 List of Chapter 1.0 Figures 1-3
2,0 VEHICLE MILES TRAVELED ANALYSIS 2-1

2.1 Methodology 2-1

2.1.1 Thresholdsof Significance 2-1

2.1.2 Project Traffic AnalysisZone Update 2-2

2.1.3 Model Runs and Project Vehicle Miles TraveledEstimation 2-2

2.2 Project Vehicle Miles Traveled Analysis 2-2

2.3 VMT Mitigation Measures 2-2

2.4 List of Chapter 2.0 Tables 2-3

3.0 LOCAL TRANSPORTATION ANALYSIS METHODOLOGY 3-1

3.1 Level of Service Definitions 3-1

3.2 Level of Service Procedures and Standards 3-1

3.3 List of Chapter 3.0 Tables 3-2

4.0 CIRCULATION NETWORK SETTING 4-1

4.1 Existing Circulation Network 4-1

4.2 Bicycles, Pedestrians, and Transit 4-1

4.2.1 Bicycle Network 4-1

4.2.2 Pedestrian Network 4-2

4.2.3 Transit Network 4-2

4.3 List of Chapter 4.0 Figures 4-2

5.0 TRAFFIC VOLUMES FOR WITHOUT PROJECT SCENARIOS 5-1

5.1 Existing Traffic Volumes 5-1

5.2 Near-Term (2028) Without Project Traffic Volumes 5-1

5.3 Cumulative (2046) Without Project Traffic Volumes 5-2

5.4 List of Chapter 5.0 Figures and Tables 5-2

6.0 PROJECT TRAFFIC 6-1

6.1 Project Trip Generation 6-1

6.2 ProjectTrip Distribution and Assignment 6-1

6.3 List of Chapter 6.0 Figures and Tables 6-2

7.0 TRAFFIC VOLUMES FOR PLUS PROJECT SCENARIOS 7-1

7.1 List of Chapter 7.0 Figures 7-1
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Transportation Impact Analysis D£ Young Properties Peach and Behymer Project October 2024 Clovis, California LSA

8.0 INTERSEaiON LEVELS OF SERVICE 8-1

8.1 Existing Levels of Service 8-1

8.2 Existing Plus Project Levels of Service 8-1

8.3 Near-Term (2028) Plus Project Levels of Service 8-1

8.4 Cumulative (2046) Without Project Levels of Service 8-2

8.5 Cumulative (2046) Plus Project Levels of Service 8-2

8.6 List of Chapter 8.0 Tables 8-3

9.0 SIGNAL WARRANT ANALYSIS 9-1

9.1 Peach Avenue/Behymer Avenue 9-1

9.2 Minnewawa Avenue/Behymer Avenue 9-1

9.3 Minnewawa Avenue /Perrin Avenue 9-1

9.4 List of Chapter 9.0 Figures 9-1

10.0 CIRCULATIONIMPROVEMENTSAND FUNDINGSOURCES 10-1

10.1 Recommended Improvements 10-1

10.2 Funding Sources and Mechanisms 10-1

10.2.1 City of Clovis Development Impact Fee Program and Operations 10-1

10.2.2 Fresno County Regional Transportation Mitigation Fee Program 10-2

10.2.3 Project Fair Share 10-2

10.3 List of Chapter 10.0 Figures and Tables 10-2

11.0 INTERSECTION QUEUING ANALYSIS 11-1

11.1 List of Chapter 11.0 Tables 11-1

12.0 SITE DISTANCE ANALYSIS AND SAFE ROUTES TO SCHOOL ANALYSIS 12-1

12.1 Sight Distance Analysis 12-1

12.2 Safe Routes to School 12-2

12.3 List of Chapter 12.0 Figures 12-3

13.0 SUMMARY AND CONCLUSIONS 13-1

13.1 Vehicle Miles Traveled Analysis Summary 13-1

13.2 Existing Conditions Summary 13-1

13.3 Near-term (2028) Conditions Summary 13-1

13.4 Cumulative (2046) Conditions Summary 13-1

13.5 Improvements Summary 13-1

13.6 Queueing Analysis Summary 13-1

13.7 Sight Distance Analysis Summary 13-1

13.8 Safe Routes to School Analysis Summary 13-2

APPENDICES
A: SCOPING AGREEMENT
B: VMT CALCULATION WORKSHEETS
C: TRAFFIC COUNT SHEETS AND SIGNAL TIMING SHEETS
D: VOLUME DEVELOPMENT WORKSHEETS
E; LEVEL OF SERVICE WORKSHEETS
F: QUEUING ANALYSIS WORKSHEETS
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Transportation Impact Analysis De Young Propcrtics Peach ano Behymer Project October 2024 Ciovis, California LSA

FIGURES
Figure 1-1: Regional and Project Location 1-4
Figure 1-2: Conceptual Site Plan 1-5
Figure 1-3: Study Area Intersections 1-6
Figure 4-1: City of Ciovis Roadway Classification 4-3
Figure 4-2: Existing Plus Project Study Intersection Geometries and Traffic Control 4-4 Figure 4-3: Cumulative Plus Project Study Intersection Geometries and Traffic Control 4-5 Figure 4-4: City of Ciovis Existing and Proposed Bikeways 4-6 Figure 4-5: City of Ciovis Existing Pedestrian Infrastructure 4-7 Figure 4-6: City of Ciovis Existing and Proposed Trails and Paseos 4-8 Figure 4-7: City of Ciovis Transit System 4-9
Figure 5-1: Existing Peak-Hour Traffic Volumes 5-3
Figure 5-2: Approved and Pending Project Locations 5-4
Figure 5-3: Near-Term (2028) without Project Peak-Hour Traffic Volumes 5-5 Figure 5-4: Cumulative (2046) without Project Peak-Hour Traffic Volumes 5-6 Figure 6-1: Existing and Near-Term Project Trip Distribution 6-3 Figure 6-2: Cumulative Project Trip Distribution 6-4
Figure 6-3: Existing and Near-Term Project Trip Assignment 6-5 Figure 6-4: Cumulative Project Trip Assignment 6-6
Figure 7-1: Existing Plus Project Peak-Hour Traffic Volumes 7-2 Figure 7-2: Near-Term (2028) Plus Project Peak-Hour Traffic Volumes 7-3 Figure 7-3: Cumulative (2046) Plus Project Peak-Hour Traffic Volumes 7-4 Figure 9-1: Warrant 3: Peak Hour - Peach Avenue/Behymer Avenue - Near-Term Conditions 9-2 Figure 9-2: Warrant 3: Peak Hour - Peach Avenue/Behymer Avenue - Cumulative Conditions 9-3 Figure 9-3: Warrant 3: Peak Hour - Minnewawa Avenue/Behymer Avenue - Existing Conditions 9-4
Figure 9-4: Warrant 3: Peak Hour - Minnewawa Avenue/Behymer Avenue - Near-Term Conditions 9-5
Figure 9-5: Warrant 3: Peak Hour - Minnewawa Avenue/Behymer Avenue - Cumulative Conditions 9-6
Figure 9-6: Warrant 3: Peak Hour - Minnewawa Avenue/Perrin Avenue - Near-Term Conditions 9-7
Figure 9-7: Warrant 3: Peak Hour - Minnewawa Avenue/Perrin Avenue - Cumulative Conditions 9-8
Figure 10-1: Existing Plus Project with Improvements Study Intersection Geometries and Traffic Control 10-3
Figure 10-2: Near-Term (2028) Plus Project with Improvements Study Intersection Geometries and Traffic Control 10-4
Figure 10-3: Cumulative (2046) Plus Project with Improvements Study Intersection Geometries and Traffic Control 10-5
Figure 12-1: Sight Distance Analysis at Peach Avenue/Project Driveway 1 12-4 Figure 12-2: Sight Distance Analysis at Project Driveway 2/Behymer Avenue 12-5 Figure 12-3: Sight Distance Analysis at Project Driveway 3/Behymer Avenue 12-6 Figure 12-4: Sight Distance Analysis at Project Driveway 4/Behymer Avenue 12-7 P:\20231181DeYoungAnnexation\Report\OeYoungAnnexation Project TIA.dou (10/09/24) jjj 1393
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TABLES
Table 2.A; Existing Regional and Project VMT per Capita 2-4 Table 3.A: Intersection Level of Service Definitions 3-3 Table 3.B: Level of Service Criteria for Unsignalized and Signalized Intersections 3-3 Table 5.A: Approved and Pending Projects 5-7
Table 6.A: Project Trip Generation 6-7
Table 8.A: Existing Intersection Levels of Service 8-4
Table 8.B: Near-Term (2028) Intersection Levels of Service 8-5 Table 8.C: Cumulative (2046) Intersection Levels of Service 8-6 Table lO.A: Recommended Improvements for Intersections 10-6 Table lO.B: Existing Plus Project with Recommended Improvements Intersection Levels of Service 10-7
Table 10.C: Near-Term (2028) Plus Project with Recommended Improvements Intersection Levels of Service 10-8
Table 10.D: Cumulative (2046) Plus Project with Recommended Improvements Intersection Levels of Service 10-9
Table lO.E: Intersection Improvement Funding Mechanism 10-10 Table 11.A: Existing Queuing Analysis 11-2
Table 11.B: Near-Term (2028) Queuing Analysis 11-3
Table 11.C: Cumulative (2046) Queuing Analysis 11-4
Table 11.D: Existing Pius Project with Improvements Queuing Analysis 11-5 Table 11.E: Near-Term (2028) Plus Project with Improvements Queuing Analysis 11-6 Table 11.F: Cumulative (2046) Plus Project with Improvements Queuing Analysis 11-7 P:\20231181 De Young Annexatlon\Report\Oe Young Annexation Project TIA.docx (10/09/24) jy 1394
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Tkansportation Impact Analysis
October 2024
De Young Properties Peach ano Behtmer Project
Ciovis, California LSA

LIST OF ABBREVIATIONS AND ACRONYMS
ABM Activity Based Model
ADA Americans with Disabilities Act
ATP Active Transportation Plan
Caltrans California Department of Transportation
CEQA California Environmental Quality Act
City City of Ciovis
CUSD Ciovis Unified School District
FAX Fresno Area Express
Fresno COG Fresno Council of Governments
FTIP Federal Transportation Improvement Program
HCM Highway Capacity Manuai
HCM7 Highway Capacity Manual 7th Edition
HDM Highway Design Manuai
HQTA High-Quality Transit Area
HE Institute of Transportation Engineers
LOS level of service
LTA Local Transportation Analysis
mph miles per hour
NCHRP National Cooperative Flighway Research Program
project De Young Properties Peach and Behymer Project
RIP Regional Transportation Plan
Slip State Transportation Improvement Program
TAZ traffic analysis zone
TIA Traffic Impact Analysis
TIA Guidelines Transportation Impact Analysis Guidelines TIZ Traffic Impact Zone
TWLTL two-way-left-turn lane
VMT vehicle miles traveled
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Transportation Impact Analtsis De Young Properties Peach and Behtmer Project October 2024 Ciovis, Calitornia LSA

1.0 INTRODUCTION
This Transportation Impact Analysis (TIA) has been prepared to assess the potential circulation impacts associated with the proposed De Young Properties Peach and Behymer Project (project) within Fresno County (County) and proposed to be annexed In the City of Clovis (City). The approximately 37-acre project site is located at the southwest corner of Minnewawa Avenue and Behymer Avenue on parcels 556-01-028 and 556-01-029. The project site is currently occupied by one residential unit and agricultural uses. Figure 1-1 illustrates the regional and project location. (Figures and tables are provided at the end of each chapter.) This report has been prepared based on the City of Clovis (City) Transportation Impact Analysis Guidelines (TIA Guidelines), dated September 15,2022.

While level of service (LOS) analysis is no longer a determinant of California Environmental Quality Act (CEQA) impacts, consistency with the City's General Plan goals and policies is still required.

Therefore, this TIA includes a Vehicle Miles Traveled (VMT) Analysis for a CEQA Transportation Impact evaluation, and a Local Transportation Analysis (LTA) to satisfy the City's General Plan transportation goals and policies. The scope of work for this TIA, Including scope for the CEQA VMT Analysis and LTA with trip generation, trip distribution, study area, and analysis methodologies, has been approved by City staff via the Scoping Agreement process. A copy of the Scoping Agreement is included as Appendix A.

1.1 PROJECT DESCRIPTION
The proposed project is located within City's sphere of influence (501) and within the northwest urban center growth area. The project is proposing to annex approximately 37 acres from Fresno County into the City and includes the development of 266 single family dwelling units and 32,974 square-feet (sf) of park space. The project is consistent with the City's General Plan. For purposes of this TIA, the entire buildout condition of this project has been considered under all 'plus project' conditions. It is anticipated that the project buildout will occur in year 2028. Figure 1-2 illustrates the conceptual site plan for the project.

As illustrated in Figure 1-2, access to the project will be provided by four driveways:
• Project Driveway 1; This driveway will be located along Peach Avenue and will be a fullaccess driveway. • Project Driveway 2: This driveway will be located along Behymer Avenue and will be a right in-right-out (RIRO) only driveway.
• Project Driveway 3: This driveway will be located along Behymer Avenue and will be a right in-right-out-left-in driveway. Left-out access will be restricted. • Project Driveway 4: This driveway will be located along Behymer Avenue and will be a RIRO only driveway.

It should be noted that the project Is also anticipated to have connections to adjacent future residential development located immediately south of the project site.

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1.2 CEQA VEHICLE MILES TRAVELED ANALYSIS
As per the City's TIA Guidelines, the project cannot be considered small because It exceeds 53 dwelling units {City's threshold for screening out single-family home projects from a VMT analysis).

Therefore, a detailed VMT analysis has been conducted for the project. For purposes of this analysis, the project-generated VMT per capita has been calculated using the Fresno Council of Governments (Fresno COG) Activity Based Model (ABM). As per the City's TIA Guidelines, a significant projectgenerated VMT impact would occur if the project's VMT per capita exceeds a level of 13 percent below the existing County average VMT per capita provided in the guidelines. The detailed VMT analysis, including the screening criteria evaluation, VMT analysis methodology, results, and appropriate mitigation measures for the proposed project are discussed in Chapter 2.0.

1.3 LOCAL TRANSPORTATION ANALYSIS STUDY AREA
The LTA for the project examines traffic operations In the vicinity of the proposed project under the following five scenarios:

Existing Conditions;
Existing Plus Project Conditions;
Near-Term Plus Project Conditions;
Cumulative V/ithout Project Conditions; and
Cumulative Plus Project Conditions.

Traffic conditions at study intersections were examined for weekday a.m. and p.m. peak-hour conditions. The a.m. peak hour is defined as the 1 hour of highest traffic volumes occurring between 7:00 a.m. and 9:00 a.m. The p.m. peak hour is the 1 hour of highest traffic volumes occurring between 4:00 p.m. and 6:00 p.m. Additionally, since the project is estimated to be completed in 2028, the Near-Term condition was evaluated for the year 2028.

As per the City's TIA Guidelines, the extent of the study area should include the following:
• Pedestrian, bicycle, and transit facilities within 0.5 mile from the project site boundary • All intersections of major streets that would provide direct access to the project • Ail signalized intersections within 0.5 mile of the project site boundary where the project would add 50 or more peak-hour trips, and signalized intersections beyond 0.5 mile where the project would add 100 or more peak-hour trips
• All unsignalized intersections within a 0.5 mile of the project site boundary where the project would add more than 50 peak-hour trips
Based on the aforementioned criteria and as per discussion with the City and adjacent jurisdictions during the scoping agreement process, the following intersections have been included in the LTA.

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Transportation tMPACT Analysis De Young Properties Peach and Behymer Project October 2024 Ciovis, California LSA

1.3.1 Study intersections
Per the Scoping Agreement (Appendix A), intersections analyzed in the LTA and their jurisdictions are as follows:

1. Willow Avenue/Behymer Avenue (City of Clovis/City of Fresno);

2. Willow Avenue/Perrin Avenue (City of Clovis/City of Fresno);

3. Peach Avenue/Behymer Avenue (City of Clovis);

4. Minnewawa Avenue/Behymer Avenue (City of Clovis);

5. Minnewawa Avenue/Perrin Road (City of Clovis);

6. Minnewawa Avenue/Shepherd Avenue (City of Clovis);

7. Peach Avenue/Project Driveway 1 (City of Clovis);

8. Project Driveway 2/Behymer Avenue (City of Clovis);

9. Project Driveway 3/Behymer Avenue (City of Clovis); and

10. Project Driveway 4/Behymer Avenue (City of Clovis).

Figure 1-3 illustrates the study area intersections.

1.4 LIST OF CHAPTER 1.0 FIGURES
• Figure 1-1: Regional and Project Location
• Figure 1-2: Conceptual Site Plan
• Figure 1-3: Study Area Intersections
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De Young Properties Peach and Behymer
Transportation Impact Analysis
Regional and Project Location
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De Young Properties Peach and Behymer Project
Transportation impact Analysis
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BEHYMER AVENUE

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De Young Properties Peach and Behymer
Transportation Impact Analysis
Study Intersections
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Transportation Impact Analysis De Young Properties Peach and Behymer Project October 2024 Ciovis, California LSA

2.0 VEHICLE MILES TRAVELED ANALYSIS
On December 28, 2018, the California Office of Administrative Law cleared the revised CEQA Guidelines for use. Among the changes to the CEQA Guidelines was the removal of vehicle delay and LOS from consideration under CEQA. With the adopted CEQA Guidelines, transportation impacts are to be evaluated based on a project's effect on VMT.

The City's TIA Guidelines includes screening criteria, VMT analysis methodology, VMT impact thresholds, and VMT mitigation measures. Therefore, the City's TIA Guidelines were used in the evaluation of the project's VMT analysis.

2.1 METHODOLOGY
The TIA Guidelines provide multiple project types and thresholds for land use projects. The project was compared with the screening criteria established in the "Project Screening" section of the TIA Guidelines to check if the project can be screened out. The following is a brief description of the project in relation with the project screening criteria:
• Small Project: The TIA Guidelines states that projects generating less than 500 daily trips could be screened out of a detailed VMT analysis. As discussed in Section 6.1, Project Trip Generation, the project is estimated to generate 2,508 daily trips. Therefore, the project does not satisfy this screening criteria.
• Provision of Affordable Housing: The project proposes to develop market-rate, single-family dwelling units. Therefore, this screening criteria does not apply to the project. • Local-Serving Retail: The project consists of residential land use only; therefore, this screening criteria does not apply to the project.
• Project Located in a High-Quality Transit Area (HQTA): The project is not located within an HQTA; therefore, this screening criteria does not apply to the project.

Project Located in Low VMT Area: The project is not located in a low VMT area; therefore, this criterion does not apply to the project.

As shown above, the project could not be screened out from a detailed VMT analysis. As such, pursuant to the TIA Guidelines, a detailed VMT analysis was conducted to assess the project's VMT impact.

2.1.1 Thresholds of Significance
The project consists of residential land use. The TIA Guidelines established VMT per capita as the appropriate metric to evaluate residential land use projects while defining Fresno County as the "region" for determining VMT thresholds. The project would have a significant VMT Impact if the project VMT per capita is greater than 87 percent of the baseline Fresno County VMT per capita.

Based on the TIA Guidelines, baseline Fresno County VMT per capita is 16.1 and the corresponding P:\20231181 Oe Young Anne*3tion\Report\0e Young Annexation Project TIA-docx (10/09/24) 2-1 1402 AGENDA ITEM NO. 15.

Transportation Impact Analysis De Young Properties Peach ano Behymer Project October 2024 Ciovis, California LSA
threshold Is 14.1 (which is 87 percent of 16.1). Therefore, the project will have a significant VMT impact if the project VMT per capita is greater than 14.1.

As recommended in the TIA Guidelines, the Fresno COG ABM was used for the project VMT analysis.

The model inputs were updated with the project land uses to calculate project VMT. The project VMT was calculated from a Fresno COG ABM model run as described in the following sections.

2.1.2 Project Traffic Analysis Zone Update
The first step in preparation of this analysis was to update the traffic analysis zones (TAZs) in the model that include the project area. The Fresno COG ABM includes the ability to add or split zones.

In order to isolate the project VMT, a new zone was created in the model. The project households were included in the newly created zone for modeling purposes. No project-specific network modifications were required for the model run. A model run was conducted for the existing/base scenario with updated model inputs. The outputs from this updated model run were used to calculate the project VMT per capita.

2.1.3 Model Runs and Project Vehicle Miles Traveled Estimation A model run was conducted for this updated model upon completion of the socioeconomic data update. The outputs from this updated model run were used to calculate the project VMT per capita.

2.2 PROJECT VEHICLE MILES TRAVELED ANALYSIS
Table 2.A summarizes the regional threshold and project VMT per capita. As shown in Table 2.A, the project VMT per capita is 14.9 which is 5.5 percent higher than the City's VMT per capita threshold.

Therefore, based on the TIA Guidelines, the project will have a significant VMT impact.

Detailed VMT calculation for the project is included in Appendix B.

2.3 VMT MITIGATION MEASURES
When a lead agency identifies a significant CEQA impact, the agency must identify feasible mitigation measures in order to avoid or substantially reduce that impact. VMT impacts can be mitigated through more behavioral changes. Enforcement of mitigation measures will be subject to the mitigation monitoring requirements under CEQA, as well as the regular police powers of the agency. These measures can also be incorporated as a part of plans, policies, regulations, or project designs.

As previously noted, the project is consistent with the City's General Plan. While preparation of the General Plan, an Environmental Impact Report was prepared, along with a statement of Overriding consideration, that discussed the potential environmental impacts and required mitigation measures to be implemented/followed by all future projects that are consistent with the General Plan. The project will be conditioned to implement and follow these measures. Therefore, though project will have a significant and unavoidable transportation impact under CEQA, no further mitigation measure would be required for the project.

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2.4 LIST OF CHAPTER 2.0 TABLES
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Table 2.A: Existing Regional and Project VMT per Capita Regional Threshold (Fresno County)^ Project Difference Percentage Difference

14.1 14.9 0.8 5.5%
Source; Fresno Council of Governments' Activity-Based Model. ' The Fresno County VMT per capita was obtained from the Transportation Impact Guidelines, City of Clovis (September 15,2022).

VMT = vehicle miles traveled
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3.0 LOCAL TRANSPORTATION ANALYSIS METHODOLOGY

3.1 LEVEL OF SERVICE DEFINITIONS
LOS can be characterized for the whole intersection, each intersection approach, and by each lane group. Control delay alone Is used to characterize LOS for the entire intersection. Control delay quantifies the increase in travel time due to the traffic signal control and is a surrogate measure of driver discomfort and fuel consumption.

A complete description of the meaning of LOS can be found in Transportation Research Board Special Report 209, Highway Capacity Manual (HCM). The HCM establishes LOS A through F for intersections. A description of LOS for signalized and unslgnalized intersections is summarized in Table 3.A.

Table 3.B shows the LOS criteria for unsignalized and signalized intersections. For all study area intersections, the Highway Capacity Manual Edition (HCM 7) analysis methodologies were used to determine intersection LOS. Intersection LOS was calculated using the Synchro 12 software, which uses the HCM 7 methodologies.

3.2 LEVEL OF SERVICE PROCEDURESAND STANDARDS
Study intersections analyzed In this report are completely under the jurisdiction of the City of Clovis or lie at the borders of Clovis and Fresno. The City of Clovis considers LOS D as the LOS standard for study intersections under near-term conditions, unless a finding of overriding consideration was adopted in the City's General Plan EIR. The same criterion holds for cumulative conditions. The City's TIA Guidelines do not define an LOS standard under Existing Plus Project conditions. For the purpose of this analysis, an LOS standard of D has been considered for intersections under Existing Plus Project conditions. The City considers the following operational deficiency criteria for study intersections:
• Signalized Intersections
o
If the project triggers a signalized intersection operating at an acceptable LOS to operate at an unacceptable LOS; OR
o If the project increases the average delay for a signalized intersection that is already operating at an unacceptable LOS.
• Unsignalized Intersections
o If the project triggers an unsignalized Intersection operating at acceptable LOS to operate at unacceptable LOS (from E or better to F) and meet the signal warrants criteria; OR o If the project increases the applicable delay for an unsignalized study intersection that is already operating at unacceptable LOS and meets the signal warrant criteria.

Per the City of Fresno Traffic Impact Study Report Guidelines, updated February 2009, LOS D is considered the LOS standard for study intersections under near-term conditions. The same criterion P:\20231181 Oe Young Annexation\Report\De Young Annexation Project TIA.docx (10/09/24) 3.^ 1406 AGENDA ITEM NO. 15.

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holds for long-term conditions. The City's TIA Guidelines do not define an LOS standard under Existing Plus Project conditions.

It should be noted that all City of Fresno study intersections are located within the City of Fresno Traffic Impact Zone (TIZ) III. Per the City of Fresno's General Plan, all intersections within TIZ III should maintain a peak-hour LOS standard of D or better. Therefore, an LOS standard of D has been considered for intersections shared with Fresno for all analysis conditions. The City of Fresno considers the following operational deficiency criteria for study intersections:
• An operational deficiency is created if the addition of the project traffic results in any one of the following:
o Causes the intersection LOS to change from acceptable to unacceptable levels; OR o Causes the intersection LOS to change from an unacceptable LOS (LOS E) to LOS F; OR o Increases the average delay at a study intersection that is already operating at an unacceptable LOS.

3.3 LIST OF CHAPTER 3.0 TABLES
• Table 3.A: Intersection Level of Service Definitions
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Table 3.A: Intersection Level of Service Definitions
LOS Description
A
Traffic operations with a control delay of 10 seconds per vehicle or less and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the voiume-to-capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If LOS A is the result of favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping.

B
Traffic operations with control delay between 10 seconds per vehicle and 20 seconds per vehicle and a voiume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capaclty ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A.

C
Traffic operations with control delay between 20 and 35 seconds per vehicle and a voiume-to-capacity ratio no greater than

1.0. This level is typically assigned when progression is favorable or the cycle length is moderate, individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of the Insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping.

D
Traffic operations with control delay between 35 and 55 seconds per vehicle and a voiume-to-capacity ratio no greater than

1.0. This level is typically assigned when the voiume-to-capacity ratio is high and either progression is ineffective or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable.

E
Traffic operations with control delay between 55 and 80 seconds per vehicle and a voiume-to-capacity ratio no greater than

1.0. This level is typically assigned when voiume-to-capacity ratio is high, progression is unfavorable, and the cycle length is long, individual cycle failures are frequent.

F
Traffrc operations with control delay exceeding 80 seconds per vehicle or a voiume-to-capacity ratio greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue.

Source: Highway Capacity Manual {T"" Edition).

Table 3.B: Level of Service Criteria for Unsignalized and Signalized Intersections
Level of Service Unsignalized intersection
Average Delay per Vehicle (sec)
Signalized Intersection
Average Delay per Vehicle (sec)
A <10 < 10
B > 10 and < 15 > 10 and < 20
C > 15 and < 25 > 20 and < 35
0 >25 and <35 >35 and <55
E > 35 and < 50 > 55 and < 80
F >50 >80
Source; Highway Capacity Manual (7'" Edition),
sec = seconds
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Transportation Impact Analysis De Young Properties Peach and Bekymer Project October 2024 Clovis, California LSA

4.0 CIRCULATION NETWORK SETTING

4.1 EXISTING CIRCULATION NETWORK
The project study area includes the following major roadways as classified based on the roadway classification provided in the Circulation Element of the City's General Plan. Figure 4-1 summarizes the classifications of major roadways within the study area. Following is a brief description of these roadways:
• Willow Avenue: Willow Avenue is designated as an Arterial in the City's General Plan. Between Behymer Avenue and Shepherd Avenue, Willow Avenue is a six-lane, divided Arterial with a raised median. There are bicycle lanes along both directions of this segment. However, there Is no provision for on-street parking.
• Minnewawa Avenue: Within the study area, Minnewawa Avenue is designated as an Arterial between Behymer Avenue and Shepherd Avenue in the City's General Plan. Minnewawa Avenue is a two-lane, undivided road. There are bicycle lanes along both directions of this segment.

However, there is no provision for on-street parking.
• Behymer Avenue: Within the study area, Behymer Avenue is designated as an Arterial between Willow Avenue and Minnewawa Avenue in the City's General Plan. Between Willow Avenue and Minnewawa Avenue, Behymer Avenue is a two-lane, undivided road. There are no bicycle facilities along both directions of this segment and no provision for on-street parking. • Shepherd Avenue: Within the study area, Shepherd Avenue is designated as an Arterial between Willow Avenue and Minnewawa Avenue In the City's General Plan. Shepherd Avenue is a three-lane, divided road with a raised median. There are bicycle lanes along both directions of the segment. There is no provision for on-street parking along any of these segments. • Perrin Avenue: Within the study area, Perrin Avenue is designated as a Collector in the City's General Plan and is a two-lane, undivided roadway with no bicycle lanes along both directions of these segments and there is no provision for on-street parking.

Figure 4-2 illustrates the existing plus project study intersection geometries and traffic control, and Figure 4-3 illustrates the cumulative plus project study intersection geometries and traffic control.

4.2 BICYCLES, PEDESTRIANS, AND TRANSIT

4.2.1 Bicycle Network
The vision of the City of Clovis Act/Ve Transportation Plan (ATP), September 2023, is a "city with a complete and connected network of trails, walkways, and bikeways that provides convenient and intuitive connections to key destinations and supports travel within and between neighborhoods.

The network improves quality of life by encouraging walking and bicycling for transportation and recreation." The ATP identifies different strategies to improve safety and accessibility for active P:\20231181 Oe Young Annexatlon\Report\De Young Annexation Project TIA.docx (10/09/24) 4-1 1409
AGENDA ITEM NO. 15.

TaANSPORTATION IMPACT ANALYSIS Dt YOUNG PROPERTIES PEACH AND BEHYMER PROJECT October 2024 Ciovis. California LSA
modes of transportation such as walking and biking. There are four different types of existing bicycle facilities In the City:
• Class I {Trails)
• Class ii (Bicycle Lanes)
• Class ii (Buffered Bicycle Lanes)
• Class til (Bicycle Routes)
One of the long-term visions of the City includes upgrading existing or recommended Class 11 Bicycle Lanes and Buffered Bicycle Lanes to Class iV Separated Bicycle Lanes.

Figures 4-4 illustrate the existing and proposed bicycle facilities within the City. At present, Class ii bicycle lanes exist along Willow Avenue, Minnewawa Avenue and Shepherd Avenue within the study area. However, as shown in Figure 4-4, Class ii bicycle facilities are proposed along Behymer Avenue and Peach Avenue roadways within the study.

4.2.2 Pedestrian Network
The City has an extensive pedestrian network, with sidewalks along most of the major roads.

However, since a portion of the study area falls within recently incorporated areas of the City, sidewalks are not present because they were previously developed as per unincorporated Fresno County design guidelines. Figure 4-5 illustrates the existing sidewalk facilities within Ciovis.

The City's ATP has identified improvements to the pedestrian network based on a citywide sidewalk network gap analysis. Additionally, several potential locations have been identified to install midblock crossings to improve trail connectivity throughout Ciovis. Figure 4-6 illustrates the existing and proposed trails and paseos in Ciovis. As shown on Figure 4-6, Ciovis Old Town Trail exists on the southbound direction of Willow Avenue within the study area. However, additional trails are being proposed in the study area such as along Shepherd Avenue and Minnewawa Avenue.

4.2.3 Transit Network
Fresno Area Express (FAX) Route 03 operates within the study area along Willow Avenue, 7 days a week. The route connects communities in Fresno to the different campuses of Ciovis Community College, in addition to fixed route services. Round Up is the Ciovis paratransit service for disabled City residents. Round Up transit vehicles are ail accessible in accordance with the Americans with Disabilities Act (ADA) standards. Figure 4-7 illustrates the existing transit system within Ciovis.

4.3 LIST OF CHAPTER 4.0 FIGURES
• Figure 4-1: City of Ciovis Roadway Classification
• Figure 4-2: Existing Pius Project Study intersection Geometries and Traffic Control • Figure 4-3: Cumulative Pius Project Study intersection Geometries and Traffic Control • Figure 4-4: City of Ciovis Existing and Proposed Bikeways • Figure 4-5: City of Ciovis Existing Pedestrian infrastructure • Figure 4-6: City of Ciovis Existing and Proposed Trails and Paseos • Figure 4-7: City of Ciovis Transit System
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aO<i44 12/9/»14
0 05 1
Shepherd
V
fa
utsbw
/
5 StMtS I

LSA LEGEND
FIGURE 4-1
' Freeway
Conceplual 2-4 Una Stale Highway
' Slale Highway
' Eagnuny
' Mtitai
■ RurK Adertal
' Cnlieclor
■ fbral Coileclof
' bcal
^ EmefgentyAecess<hily
SOURCE: Clovis General Plan, August 2014
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
City of Clovis Roadway Classification
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AGENDA ITEM NO. 15.

BEHYMER AVENUE
n

PERRIN AVENUE O

SHEPHERD AVENUE
LEGEND
Project Location
^ Study Intersections
---• Project Driveway
Future Roadway
0- a
^^tft
TT
4^
-r
H
4*
4 4^ "
I4^ ^
I4>
I Willow Avenue/Behymer Avenue I Willow Avenue/Perrin Avenue Peach Avenue/Behymer Avenue IMinnewawa Avenue Avenue/Behymer IMinnewawa Avenue Avenue/Perrin d- -r
^ I
I ^
IMinnewawa Avenue Avenue/Shepherd I Peach Avenue/Project Driveway 1 B!! Project Driveway 2/Behvmer Avenuel I Avenue Project Driveway 3/Behymer G Project Driveway A/Behymer
Avenue
LSA
Legend
D Signal ■■ Project Driveway
H Stop Sign "" Future Driveway
♦«, U-Turn Movement
FIGURE 4-2
De Young Properties Peach and Behymer Project
Transportation impact Analysis
Existing Plus Project Study Intersection Geometries and Traffic Control P:\20231181 De Young Annexation\g30_Geo_Exist.xlsx\Figure (8/12/2024) 1412 AGENDA ITEM NO. 15.

PERRIN AVENUE

BEHYMER AVENUE
I ? ?
LEGEND
Project Location
• Study Intersections
Project Driveway
Future Roadway

SHEPHERD AVENUE
' HU
Q-
■r
0 H H
T
4^
4^ "
h h
4^
Willow Avenue/6«hymer Avenue Willow Avenue/Perrin Avenue I Peach Avenue/Behytner Avenue IMInnewawa Avenue Avenue/Behymer IMInnewawa Avenue Avenue/Perrin IMInnewawa Avenue Avenue/Shepherd Peach Avenue/Project Driveway 1 «■ Project Driveway Z/Behymer Avenuel ^ 1^
I
I Avenue Project Driveway 3/Behymer f
Project Driveway 4/Behymer
Avenue
LSA FIGURE 4-3
Legend
□ Signal " Project Driveway
H Stop Sign "" Future Driveway
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Cumulative Plus Project Study Intersection Geometries and Traffic Control P:\20231181 De Young Annexation\g30_Geo_Cumul.xlsx\Figure (8/12/2024) 1413 AGENDA ITEM NO. 15.

CbpoMAve
BtfiriMr Ave
UfMwd Tnil t
HtHMwrd'Ave
Teague Ave~
Nee« Ave
Altinial Ave
Herndon-Ave
SiemAve
Su ard Ave
BarstowAve
ShawAve
Gettysburg Ave A-^ii -
AshlanAve
/
*nd rf»J Dakota Avo
Existing and Proposed BIkeways
School Sites —
Sphere of Influence ■■'
Hi Existing Parks "'
Planned Parks
Existing Trails
.... Planned Trails
Existing Paseos
Planned Paseos
— Existing Bike Lane (Class II)
'" Proposed Bike Lane (Class II)
'" Proposed Buffered Bike Lane (Class II)
Existing Bike Route (Class III)
Proposed Bike Route (Class III)
. Proposed Neighborhood
Greenway (Class III)
.SA FIGURE4-4
SOURCE; City of Clovis Active Transportation Pian, September 2023.

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Transportation Impact Analysis
City of Clovis Existing and Proposed Bikeways 1414
AGENDA ITEM NO. 15.

CMper Ave
BwyiMf Ave
sMphtrdATC
TeagM Ave
NeeeAve
ADuvial Ave
HemdonAve
Siefra Ave
BullardAve
Barttow Ave
ShawAve
Gettysburg Ave
AshlanAve
Dakota Ave
Pedestrian Infrastructure
<r School Sites
Sphere of Influence
HI Existing Parks
Planned Parks
Existing Sidewalks
LSA FIGURE4-5
SOURCE: CItyofClovis Active Transportation Plan, September 2023.

De Young Properties Peach and Behymer Project
Transportation Impact Analysis
City of Clovis Existing Pedestrian Infrastructure
P:\20231181 De Young Annexation\GIS\Report\fig4-4_E*_Sidewalks.ai (06/18/2024) 1415
AGENDA ITEM NO. 15.

Copper Ave
BMnner Ave
mlSmL^JSH ShepherdAve
TetgueAve
HtttAtt .t
Alluvial Ave
Kemdon'Ave
Sierra Ave
Billiard Ave
Barstow Ave
Shaw'Ave
Gettys biff g Ave
CaacVtsU
Jnd Ash an Ave OWrfCA/Tj/ TwI
S£££y/r,^ Dakota Ave
Trails and Paseos
er School Sites —
Sphere of Influence * ■
Existing Parks —
Planned Parks
Existing Trails
Planned Trails
Existing Paseos
Planned Paseos
LSA FIGURE4-6
SOURCE: CityofClovis Active Transportation Plan, September 2023.

De Young Properties Peach and Behymer Project
Transportation Impact Analysis
City of Clevis Existing and Proposed Trails and Paseos
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AGENDA ITEM NO. 15.
aO'UP umtou
I—
inwmaeiiALiA
.Bnraw^
Stttpiwd
HindM
EUntM
■Gettr^btfC'

LSA LEGEND
— FAX Routes
Clovis Slageline Route
(__| City Boundary
SOURCE: Clovis General Plan, August 2014
FIGURE4-7
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
City of Clovis Transit System
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Transportation Impact Analysis De Young Properties Peach and Behymer Project October 2024 Ciovis, California LSA

5.0 TRAFFIC VOLUMES FOR WITHOUT PROJECT SCENARIOS

5.1 EXISTING TRAFFIC VOLUMES
Traffic volumes for existing conditions were developed using existing count data collected by Counts Unlimited in May 2024 at study intersections, when schools were In session. Vehicle classification counts were collected at selected study area intersections. Truck percentages for every approach at these intersections were obtained from the vehicle classification counts. As for the remaining study intersections without classification counts, truck percentages for the various approaches were applied based on the truck percentages at the adjacent intersections. This truck percentages were applied in Synchro for intersection LOS analysis.

Figure 5-1 illustrates peak-hour traffic volumes at study intersections under existing conditions.

Detailed count sheets are included in Appendix C.

5.2 NEAR-TERM (2028) WITHOUT PROJECT TRAFFIC VOLUMES
Traffic volumes under the Near-term (2028) and Cumulative (2046) were developed using the Fresno Council of Governments' (COG's) Activity-Based Model (ABM) growth projections. The current base year for Fresno COG ABM is 2019, while the forecast year is 2046.

The forecast year model socioeconomic data were evaluated to check whether it includes information regarding the approved and pending projects in the region. Information concerning approved and pending projects within the vicinity of the study area were obtained from the City of Ciovis, City of Fresno, and County of Fresno, and were compared with the future year socioeconomic data for their respective TAZ. In case it was determined that the respective project was not included, the project information was manually added into the model for generating future year traffic volumes. As such, the updated model included all potential approved and pending projects as provided by the City of Ciovis and adjacent Jurisdictions to be built by future year conditions. Figure 5-2 illustrates these approved and pending project locations. Table 5.A summarizes the proposed land uses and quantities for these projects.

Growth from the model base to the model future was applied to existing traffic volumes to develop Near-Term (2028) without project traffic volumes. The methodology used to develop cumulative traffic volumes at all study intersections is consistent with the National Cooperative Highway Research Program (NCHRP) and Fresno COG's procedures for post-processing of modeled traffic volumes. As such, Near-Term (2028) without project traffic volumes were developed by interpolating between Existing (2024) and Cumulative (2046) traffic volumes. Figure 5-3 illustrates the peak-hour traffic volumes at study intersections under near-term without project conditions.

It should be noted that volume development for this scenario have been conducted as an intermediate step for the development of traffic volumes for the Near-Term Plus Project Conditions.

As such, as recommended in the City's TIA Guidelines and approved during the scoping agreement process, this scenario has not been analyzed in the LTA.

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TftANSPOHTATION IMPACT ANALYSIS DE YOUNQ PROPERTIES PEACH ANO BEHYMER PROJECT October 2024 Ciovis, California LSA

5.3 CUMULATIVE (2046) WITHOUT PROJECT TRAFFIC VOLUMES
As previously mentioned, traffic volumes for cumulative conditions were developed using the Fresno COG ABM. The methodology used to develop cumulative traffic volumes at all study intersections is consistent with the National Cooperative Highway Research Program (NCHRP) and Fresno COG's procedures for post-processing of modeled traffic volumes. Figure 5-4 illustrates the peak-hour traffic volumes at study intersections under cumulative without project conditions.

Detailed volume development worksheets are included in Appendix D.

5.4 LIST OF CHAPTER 5.0 FIGURES AND TABLES
Figure 5-1: Existing Peak-Hour Traffic Volumes
Figure 5-2: Approved and Pending Project Locations
Figure 5-3: Near-Term (2028) without Project Peak-Hour Traffic Volumes Figure 5-4: Cumulative (2046) without Project Peak-Hour Traffic Volumes Table 5.A: Approved and Pending Projects
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BEHYMER AVENUE
I 9 9 <p—j

PERRIN AVENUE
LEGEND
CD Project Location
^ Study Intersections
---• Project Driveway
Future Roadway

SHEPHERD AVENUE
-y- I
6UU uao
s
CO CM L 2/2
i u r 4/9
8/0 J
3/2 1 3/0 J 309 /338 -► 1/12
L 135/119 o
iS s <s - 135/138 S K o »- t_ 1/0
i u r 32/55 .J i ^ u - 344 / 293
80/21 J
129/104 -
182/121 1 /101139 J 6/13379 -» 3/145 1
165/114 J
167/193 1
889/19 J 658 /558-
0/1 J
224 / 241 -
eo r^
CO
t. 253/179
CO S J: c- 220 / 225
.J i U r 25/15
ill f *1 t r*
155/192 o> o
67/43 1 m o>
CO o *-
CM
I Willow Avenue/Behymer Avenue Willow Avenue/Penin Avenue I Peach Avenue/Behymer Avenue I IMInnewawa Avenue Avenue/Behymer IMInnewawa Avenue Avenue/Perrtn <0 CO
^
S ? 5
♦J I L.
34/44 J
318/295 -
128/111 1
t_ 137/88
- 265 / 240
r 14/6
*1 T r*
CM O
IMInnewawa Avenue Avenue/Shepherd I 1Peach Avenue/Project Driveway 288 / 288
226 / 237
(Project Avenue Driveway 2/Behymer
288/288
226 / 237
I Avenue Project Driveway 3/Behymer
288 / 288
1 226/237
Project Driveway 4/Behymer
Avenue
ISA FIGURE 5-1

XXX/YYY
AM / PM Peak Hour Traffic Volumes De Young Properties Peach and Behymer Project Transportation Impact Analysis
Existing Peak Hour Traffic Volumes
P:\20231181 De Young Annexation\z30_Voi_Exist_NP.xisx\Figure (8/13/2024) 1420 AGENDA ITEM NO. 15.
.i
m
1 I
LSA
I
0 FEET
4000 80CO
LEGEND
City of Clovis
9 City of Fresno
A County of Fresno
FIGURE 5-2
SOURCF; Google Fanh 707t; FSRI Strcrtmap, 707)
De Young Properties Peach and Behymer Project
Transportation impact Analysis
Approved and Pending Project Locations
P:\70731181 Oc Voung Anni;xation\Gt$WcG>S Pra\Cumul_Proj.apn( (8/13/7074) 1421
AGENDA ITEM NO. 15.

BEHYMER AVENUE
9—<P—P
PE/?1 1UE

SHEPHERD AVENUE
too 1200
LEGEND
B=] Project Location
^ Study Intersections
.... Project Driveway
Future Roadway
4055/ t 268 /046- r/13388 t_ 180/154
- 175/172
r 155/178
81/21 J '-I 1 r
154/145 -> s g s
221 /180 1
? a s
^ O
C«l CO CO
« esi
•J i u
201/200 J
70/124 -»
191/244 T,
L 31/55
- 95/115
r 104/145
-I 1 r'
S S0> *-
^ O) o> CM lf> h1_ 2/7
469 / 365
r 13/19
0/1 J
248 / 351
27/41 1
5; g S
S 5 -si to CM ^
»J i u
5/3 J
177 / 252 -
91/83 1
t. 258/187
^ 278/279
r 25/15
♦n I rS io n
«- CO
— — O) •- to «-
s g
cJ i
34 / 38 J
69 / 98 -
67/91 1
t 2/2
- 75/96
r 8/15
1 t r
<0 o <0
I Willow Avenue/Behymer Avenue ^9 Willow Avenue/Perrln Avenue [peach Avenue/GehymerAvenue I IMInnewawa Avenue Avenue/Behymer IMInnewawa Avenue Avenue/Perrin ^ ^ ^
<0 CM
5 S S2
cJ i U
103/189 J
401 /387 ^
265/259 1
L 209/205
339/319
r 43/31
♦-I T r*
f- CM CM
CO •- 10
O «0 CO
IMInnewawa Avenue Avenue/Shepherd I 1Peach Avenue/Project Driveway 326/336
259 / 288
(Project Avenue Driveway 2/6ehymer
- 326 / 336
259 / 288 ■r
326 / 336
I Avenue Project Driveway 3/Behymer 1
259/288
Project Driveway 4/Behymer
Avenue
ISA FIGURE 5-3

XXX / YYY
AM / PM Peak Hour Traffic Volumes De Young Properties Peach and Behymer Project Transportation Impact Analysis
Near-Term (2028) without Project Peak Hour Traffic Volumes P:\20231181 De Young Annexatlon\z30_Vol_NearTerm_NP.xlsx\Figure (8/13/2024) 1422 AGENDA ITEM NO. 15.

BEHYMERAVENUE
9—9 9
iZl ■9—0

PERRIN AVENUE'
-i
LEGEND
! -■ I Project Location
^ Study Intersections
Project Driveway
Future Roadway

SHEPHERD AVENUE
/2457 L 156/359 - 4/12448 r
L 330/254
- 289/252
r 547 / 526 4/01449 .t 1/022589 45/012 r
t 76/107
181 /197
£_197 / 246
ir> o
•— <o
CO
.J i U
t_ 7/36
- 961 / 620
r 39/48
84/22 J
222 / 254 -
267 / 237 1
1/12359 J /789488 - 2/05667 1
278/449 J
119/233 -
209/333 1,
T
CO g
CM CO fsi
i E i^
a
0/1 J
309/772 ^
60 / 83 1 62/59f_ 5647/- 35/451
O
« Si
^ i u
12/14 J
222/472 -
153/161 1
t_ 279 / 223
- 512/463
r 63 / 35
♦-I t r
ass
I Willow Avenue/Behymer Avenue Willow Avenue/Perrin Avenue I Peach Avenue/Behymer Avenue IMinnewawa Avenue Avenue/Behymer Ifl
T- 0> m
^ i L.
85/129 J
129/179 -
121/149 1
t. 4/5
- 144/177
r 22/23
*1 T r
CO ^ s z
IMinnewawa Avenue Avenue/Perrin
O
<o
Si s a
J i u
150/322 J
564/511 -
508/441 1
L 322/329
- 503 / 383
r 106/48
*-i t
IMinnewawa Avenue Avenue/Shepherd
?i
^1
*!r~ I
IE
I 1Peach Avenue/Project Driveway
390/414
310/375
1 Avenue Project Driveway 2/Behymer
390 / 414
310/375
I Avenue Project Driveway 3/Behymer
390/414
1 310/375
Project Driveway 4/Behymer
Avenue
ISA FIGURE 5-4

XXXX / YYYY
AM / PM Peak Hour Traffic Volumes De Young Properties Peach and Behymer Project Transportation Impact Analysis
Cumulative (2046) without Project Peak Hour Traffic Volumes P:\20231181 De Young Annexat[on\230_Vol_Cumul_NP.xlsx\Figure (8/13/2024) 1423 AGENDA ITEM NO. 15.

LSA
Table 5.A - Approved and Pending Projects
ID lurtsdicdon rrojoct K»m«/A«(mnce AddressAMtlon Project Ocecrlptlon Project Unhs/ArM/Oth«r C1 Citv of Clcpvis SPfi 2021-0$ 19S8N Willow Avenue Commerdal Expansion 24.287 TSF C2 City of Clovis MPDR 2021 02 SEC of Willow Ave/Shepherd Ave Mulli•Family Dwelling Units 2SS MFOU C3 City of Clovis TM6348 N6C of Tim my Ave/Ness Ave Single Family Development 10 &FDU C4 City oF Clovis TM 6262 NWC of Peach Ave/Hemden Ave Single Family Development 18S SFDU C5 City of Clevis TM612S NWC of Peach Ave/Stuart Ave Single Family Development 25&FOU C6 City of Clovis PM 2022-<3D2 NSVC of VUU Ave/Sierra Ave Single Family Devclopmrnt 4 SFDU C7 City of Clovis SPR 201S002 hkirth of Spruce Ave and West of Hahfas Ave DfTtce/Warehouse 37.66 TSF C9 City of Clovis The Well Cofivnunity Church NWC Of CovIS Ave/Nees Ave Churth Expansion B0T5F C9 Ctty of Oovis SPR 21X«-016A2 NtC of Fairfat Ave/Palo Aho Ave Offke/Warehouse 4.486 TSF ClO Dry of O^vis &PH 2021 014 S20 Part Creek Warehouse 9 897 TSF cn Oty of Oovis SPR2022-OOS NEC of Polasky Ave/Park Creek Or Office/Warehouse 19 TSF cu City of Oovis SRR 2022-002 NEC of Poilasky Ave/Park Creek Or Office/Warehouse 14 218 TSF C13 Oty of Clovis 60aii62aPoi«slcyAv«no« NEC of Poilasky Ave/Parb Creek Or OfTKe/Warehouse U 641 TSF c:4 City of Oovti Urtdmarit Common Cfvtc Center North (CIP lS-03) NSC of Clovis Ave/3 rd Street Mixed-use development consisting of approximately 67 TSF of community and office uses
SO TSF Senior Acthity Center; 8.766 TSF Transit Center; 30 TSP Library.

CIS City of Clovis HeritiM Orovo Specific Plar> North Oovis Specrfic Plan 27S TSP Retail; 50 TSF Commercial/Office; ISO RM Hotel.

C16 Clfy of Oovfs TM 60S0 (TM 632R:TM 6329) NEC of Clovis Ave/Shepherd Ave Single-Family Dwelling Units 2S5SP0U C17 Oty of Clovis TM 6343 NEC of Clovis Ave/Shepherd Ave Slngle-Famjly Dwelling Units S905FDU C16 City o' Clovis TM 6200 (TM64S2; TM6292; TM6a44;TM6342.TM6406) On Shepherd Ave. between Clovis Ave and Sunnyskde Ave Single-Family Owellmg Units 676 SFDU C19 City of Clovis TM 620S •Shepherd North NEC of Shepherd Ave/Sunnyside Ave Singte-Family Dwelling Units 60$ SFOU C2Q City of Clovis TM 6263 South side of Teague Avenue near Purdue Avenue Single>Fsmily Dwelling Units 74 SFDU C2l Crty of Clovis TM6266 SWC of Oovfs Ave and Rtordan Ave SIngtq ramify Dwelhr^ Units 10 SFDU C2l City of Clovis TM62&4 South side of Teague Avenue near Purdue Ave Single-Family Dwelbng Units 74 SFDU C2i Cftv of Clovis TM 6JS4 NWC of Powler Aveand Teattue Aven SingSe'Family Dwelling UmtS 9$ SFOU C24 Ctv of Clovis TMSSSO 1991 Trenton Ave Singte-Famlly Dwelling units 31 SFDU CJS Cilv of Clovis The Palms IS NEC of Sunnyside Ave/Aliuvial Ave Muitl-Famtfy DwefHrtg Units 12MFDU C26 City of Clovis Oovis Unffled School Distnct Fowier-Hendersori Campus SEC of Fowler Ave/Hemdon Ave Educational Institution 62 Employess: 170 Students; 50 Staff; 90 TSF Ofhce; Future Admin dulldlng.

C27 Oty of Oovis SPR 2003-017A2 NWC of Armstrong Ave/Herndon Ave Medical Office 7.02 TSF C2S City of Clovis SPR 2019-016 NEC of Armstrong Ave/Hemdon Ave VA Site - Current phase will be parking only, no building building will start l-yr after parking Is completed. 2UTSP C39 City of Clovis TM 6367 West of Temperance Ave and Ness Ave Sfngle Family Owelilng Units 8 SFDU CM Oty of Oovis SPR 2023010 NWC of Temperance Ave/Afluvial Ave Office/Warehouse Admin building - 62 emptoyces and 30 students; Online
education budding • 60 staff and 140 students; Schoof distnct office-90 k.t.f.

C31 Oty of Oovis SPR9^088At2 275S Herndon Ave Medksi Hospital Expansion ISO Occupied beds Hotel; 220.000 TSF Retail; 468.944 TSF Hospttal; 354.392 TSF MOB; 100 Occupied Bed Assisted Livmg C32 Cty of Oovts SPR 2018-020 SEC of Hemdon Ave/Coventry Ave Assisted Uving ISO Beds C33 Oty of Oovis SPR 2007-02SA2 East of Temperance Ave and Coventry Ave Omce/Warehouse 3.373 TSF C34 City of Clovis TM643B-Visla Ranch NEC of Ternperance Ave/Shepherd Ave Slngle Familv Dwelling Units and Muhi-Famiiy Dwelling Units 3149 MFDU; 137 SFDU; 200 TSF Commercial; 421 TSF Mini Storage, 3 Acres Public Park.
cas City of Clovis 1M6301 SEC of Temperance Ave/Powers Ave Single-family DwelHrut Units SSSFDU cas City of CloviS TM 6209 SEC of Temperance Ave/Powers Ave Single-Famify Dweillng Units 71SFDU C37 City of Clovis TM6109 SEC of Temperance Ave/Pcwers Ave Single-Family Dwelling Units 101 SFDU cas City of Clovis tM6339 South of Moody Ave and East of Lxan Avenue Single-Family Dwelling Units 37SfOU r^2SU KUl Ot T«wv VMUiioA\GlSSambtt*t WCwiiWe WlMOie
1424
AGENDA ITEM NO. 15.

LSA
Table 5.A - Approved and Pending Projects
ID turhdlctlon Project Name/Referertea AddreuAocatlon Project Oescrlptfon Project UnKi/Area/Other C39 Citv ol Ciovis TM 6239 Cast of locart Avenue and South of Shepherd Ave. Single-Family Dwelling Units 162SFDU C«0 C^tv of Clevis 7M6277 NEC of locan Ay«/Tea|ue Ave Single-Family DweH^rtg Units 6DU Cil City of Clovis TM8332 NCC of Locan Ave/Teague Ave Single-Family Dwelling Umts S90U C44 City of Clovis TMS389 N{C of Locan AveAeague Ave Singk-Family Dwelllr^g Units 41DU C4S City of Clovis Home Place Master Plart NEC of Leonard Ave/Ashtan Ave Single-Family Owellirtg Unrts. Multk-Famlly Dwelling Units & Commerclat Development J174SFDU; 132 Mf.

F1 Cftyo'Fresno McDonald Homes Plan 11479 N Willow Ave SLn^e-famliy Dwelling Units in the Copper RJver Ranch Specific Plan 22 SFDU
F2 C/ty el Fresno New S>n^ie Famey Residence 2442 Copper Rfdge Seigle-Famay Dwelling Units in the Copper River Ranch Specific Plan ISFDU
f3 City of Fresno Classow Project Custom 2-story 112 IS Glasgow Dr Sfngle-Family Dwelling Units in the Copper River Ranch Specific Plan ISFDU
F4 City of Fresno lennar Tcwnhomes Plan 1003 2814ETeaberrv Or Singfe-Familv Dwelling Unit 15FDU F5 Cftv of f resrro New S'rtgie Famdy Residence lOS 1T urn berry Ave 1 1 1 1 2 SFDU
F7 City of Fresno Shell Buiidmg The Row • Pad J 2696 Shepherd Ave Comercial •Shell Building (All Occuparscies) 4.013 TSF ft Gtv of Fresno Shell BuildtnB -The Row • Pad 4 2B64 C Shepherd Ave Comerckal • SheB Buildrv (All Occupancies) 4.46 TSF F9 Ctvol Fresno SheU Building • Park Crossing • Shops C 6472 Friant Rd Comercul • SheB Bcdidirtg (All 0c(upan6es] 1 6&4TSf no Ctry of Fresno Change of Occvoa ncy Banyan Tree Retail 207 SKrraAve Comercial - Restaurants. Cafes, etc. 3 TSF Fll Ctiy of Fresno Shaw/Fresno Commercial 417 Shaw Ave Comercial • Shed Building (All Occupancies) 2.24 rSF F12 Cily of Fresno MFR Avaion CompIeK 7S21 Chestnut Ave Muttl-Family Owelfing Urwtt MMfDU F13 City of Fresno Comm Misc. 2777 Nees Ave Cross City Church - 6 EV Chargers 6 Site Lighting 2000611 F14 Ctfy of Fresno New Residential Buildings 2606 AlluvlalAve MuHi-Family Dwelling Urslts 2BMfOU F15 Ctlyof Fresno MFR Bgildir\g 7346 Wdiow Ave MuHi Famify Dwelling Units 176MFOU f:6 City of Fresno Community/OfrKe 6uddlrs| 73SS WUIcrwAve Industrie • Storage 8.362 TSF T1 Courtty of Fresno Fhant Rar^eh Specific Plan Specifk Pl»rt s mrfes north of Qty of Fresno Singk-famAy and iTHjftl-fami>y residential units, commeroai village center, and recreation center.

2.270 Housing (SS» age reslrtcted), 180 MFOU (non-age
restnrted); 16.1 acre Recreation and Frtness Complex and Communrty Lodge: 2S0 TSF commefcial and retail space; 50 DU housing at the Village Center; 6 acre Depot Commercial. n Courrtv of Fresno CUP 3667 • Pete LoCastro CMEX West of Frtant Road Quarry Site 349 acres Quarry Site; 122 acres Plant Site; lnterplar>t haul of 225 truckloads per day (or 4S0 truck trips per day); 110 Existing Emotoyees. T3 County of FresJno CUP 3666 -PeteloCattroCM&K NWC of Frtant Rd/Blrfchead Ave ^arst Site 74 County of Fresno VA4IS$ SWC of Old Frtant Rd/Birtd>ead Ave Single-famiv Dwelling Unit ISFDU TS County of Fresno VA 3989 NEC of OU Fnant Rd/Friant Road Single-family Dwelling Unit ISFDU 76 County of Fresno va4012 NWC of Auherry Road/Garonne Rd Slngk-Familv Dwelling Units 3 SFDU n County of Fresno DRA4711 123 29 N Armstrong Ave Single-Family Dwelling Unit ISFDU 78 County of Fresno DRA 4666 92S4N Fowler Ave Slngk-Family Dwelling Units 2 SFDU T9 County of Fresno DRA 473S S366 E Shepherd Ave Single-family Dwelling unit ISFDU Notes:
• Muin-f «m»r o«»k^ u 'r^ewuntfSouvef««c A
PrUtBJllU D»yww|*<e^«tooSe«t»nw«liOie 0mra«}
1425
AGENDA ITEM NO. 15.

Toansportatiom Impact Anaiysis Dc Younq Properties Peach and Behymer Project October 2024 Ciovis, California LSA

6.0 PROJECT TRAFFIC

6.1 PROJEa TRIP GENERATION
The trip generation for the proposed project was developed using rates from the ITE Trip Generation Manual (11th Edition) for Land Use 210 - "Single-Family Detached Housing - Setting/Location General Urban/Suburban." Table 6.A summarizes the project trip generation. As shown in Table S.A, the project is anticipated to generate 186 trips in the a.m. peak hour, 250 trips in the p.m. peak hour, and 2,508 daily trips.

6.2 PROJECT TRIP DISTRIBUTION AND ASSIGNMENT
The project trip distribution was developed using select zone model runs obtained from the Fresno COG ABM. Appendix A includes the select zone model plots for the proposed project. This was further refined to reflect existing and future circulation network in the vicinity of the proposed project.

Currently, within the project vicinity, Peach Avenue, north of Shepherd Avenue, and Perrin Avenue east of Willow Avenue, are yet to be constructed. As such, it is estimated that this segment of Peach Avenue (between southern end of the project and Shepherd Avenue) along with Perrin Avenue east of Willow Avenue (between Willow Avenue and Peach Avenue) would be constructed along with other major developments within the area as part of the Heritage Grove Specific Plan Project envelop. However, since there is no determined timeline for these circulation improvements, two separate project trip distribution patterns were developed for the project, one for existing and nearterm scenario, which reflects the existing circulation network in the project vicinity, and another for cumulative long-term scenario, which accounts for completion of Peach Avenue, Ciovis Avenue and Perrin Avenue, among other circulation network improvements.

Additionally, as previously mentioned, upon completion of the adjacent residential projects south of the project limit, project trips may utilize the expanded circulation network to travel south and access Peach Avenue, Perrin Avenue or Minnewawa Avenue. However, as a conservative estimate since these developments are yet to be developed and the circulation network is not finalized, it was estimated that all project trips will be utilizing the four project driveways. This would provide a more conservative estimate in determination of operational efficiencies at the project driveways.

Figure 6-1 Illustrates the existing and near-term project trip distribution. Figure 6-2 illustrates the cumulative scenario project trip distribution. The project trip assignment at the study area intersections is the product of the project trip generation and the corresponding trip distribution percentages. Figure 6-3 illustrates the existing and near-term conditions project trip assignment at the study area intersections. Figure 6-4 illustrates the cumulative conditions project trip assignment at the study area intersections.

P:\20231181 De Young Annexation\Report\De Young Annexation Project TIA.docx (10/09/24] 1426
AGENDA ITEM NO. 15.

Transportation Impact Analysis Oe Young Properties Peach and Behymer Project October 2024 Clovis, Calipornia LSA

6.3 LIST OF CHAPTER 6.0 FIGURES AND TABLES
Figure 6-1: Existing and Near-Term Project Trip Distribution Figure 6-2: Cumulative Project Trip Distribution
Figure 6-3: Existing and Near-Term Project Trip Assignment Figure 6-4: Cumulative Project Trip Assignment
Table 6.A: Project Trip Generation
P;\20231181 Oe Young Annexatian\Report\De Young Annexation Project TIA.docx (10/09/24) g_2 1427
AGENDA ITEM NO. 15.

BEHYMER AVENUE

PERRIN AVENUE
—0
LEGEND
I I Project Location
^ Study Intersections
Project Driveway
Future Roadway

SHEPHERD A VENUE
600 1200
ae
tn
t- (5%)
- (3%)
u r (42%)
3% ^ r*
ss
^ 1
14% J
(15%)
r 5%
45% - 1
5% 1
£2-
I Willow Avenue/Behymer Avenue Willow Avenue/Perrin Avenue I
I Peach Avenue/Behymer Avenue
SS
.J 5%
(15%) *3
(3%) J
as
(5%) -
(42%) 1
t
4%2
IMInnewawa Avenue Avenue/Behymer IMInnewawa Avenue Avenue/Perrin se s8
o rvi
1 L. t_ 22%
IMinnewawa Avenue Avenue/Shepherd
5%(15%)
I 1Peach Avenue/Project Driveway
35%
10%
I Avenue Project Driveway 2/Behymer
♦- 5%{15%)
r 45%
15%(15%) 20% -;l5
I
(Project Avenue Driveway 3/Behymer
50%(15%)
e
(35%) -'ir
15%
■ A
|s
I
Project Driveway 4/Behymer
Avenue
ISA
XX% (YY%)
Inbound (Outbound) Trip Distribution
Project Driveway
Future Roadway
FIGURE 6-1
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Existing and Near-Term Project Trip Distribution
P:\20231181 De Young Annexation\z30_0ist_Exist_NT.xlsx\figure (8/10/2024) 1428 AGENDA ITEM NO. 15.

BEHYMER AVENUE
I— —<P—0

PERRIN AVENUE
LEGEND
I I Project Location
^ Study Intersections
Project Driveway
FuUjre Roadway

SHEPHERD AVENUE
4-
600 1200
FtEr
2%0)[
t
35 t (5%)
u -(3%)
3% ^
(14%|_
14% -
- (2%)
r 5%/3%)
7% - *1 f
1% 1
s <•>
35 27%
(5%) £3
(3%) J
38 (27%) -
(20%) 1.

IWlllow Avenue/Behymer Avenue Willow Avenue/Perrin Avenue Peach Avenue/Behymer Avenue IMInnewawa Avenue Avenue/Behymer IMInnewawa Avenue Avenue/Penin X
t
2%0
IMInnewawa Avenue Avenue/Shepherd
E2. £| 1_ (6%)
liCO i^
I
I
I 1Peach Avenue/Project Driveway
5%I5%1
9%
1%
(Project Avenue Driveway 2/6ehymer
- 5%(5%)
r 45%
5%{15%) -jr' 4% -ilgI Avenue Project Driveway 3/Behymer 50%{5%)
(35%)
5%
1 I
Project Driveway 4/Behymer
Avenue
ISA FiGURE 6-2
XX% (YY%)
inbound (Outbound) Trip Distribution
Project Driveway
_ Future Roadway
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Cumulative Project Trip Distribution
P;\20231181 De Young Annexation\z30_Dist_Cumul.xlsx\Figure (8/10/2024) 1429 AGENDA ITEM NO. 15.

I BEHYMER AVENUE

PERRIN AVENUE

SHEPHERD AVENUE
LEGEND
cn Project Location
^ Study Intersections
Project Driveway
---■ Future Roadway
t- 7/5
eg - 4/3
u r 58/39
1/5 ^ r*
o
eg
j i
7/22 J
- 21/14
r 2/8
22/71 ^
2/8 1 n
I Willow Avenue/Behymer Avenue Willow Avenue/Perrin Avenue I
I Peach Avenue/Behymer Avenue
«J
21/14 tj
4/3 J
7/5 -
58 / 39 "i
2/8
IMfnnewawa Avenue Avenue/Behymer IUinnewawa Avenue Avenue/Perrin 0> o
TCO o
<N m
I U L 11/35
t
o
IMinnewawa Avenue Avenue/Shepherd
S|
U|l^4^3^
I 1Peach Avenue/Project Driveway
23/22
17/55 -^|r* 5/16 1,15
1 =
I
I Avenue Project Driveway 2/Behymer
♦-23/22
r 22/71
28/38 10/31 lls
I Avenue Project Driveway 3/Behymer
45/93
M
48/33 -Jr- 7/24 lIS
Project Driveway 4/Behymer
Avenue
ISA FiGURE 6-3
XX/YY
AM / PM Peak Hour Trips
..... Project Driveway
Future Roadway
De Young Properties Peach and Behymer Project
Transportation impact Analysis
Existing and Near-Term Project Trip Assignment
P:\20231181 De Young Annexation\z30_Asgn_Exist_NT.xlsx\Figure (8/10/2024) 1430 AGENDA ITEM NO. 15.

BEHYMER AVENUE

PERRIN AVENUE

SHEPHERD AVENUE
uoo
LEGEND
CD Project Location
^ Study Intersections
-— Project Driveway
Future Roadway
CJ t. 7/5
U ^ 4/3
1/5 -
^ 19/13
7/22 ^
3/2
r 6/11
3/11 - *1 r*
0/2 1
<o m
CO ^
4- 13/42
7/5 'I
4/3 J ro
37/25 - a
28/19 1,
Iwillow Avenue/Behviner Avenue BlwlllcwAvenue/Penln Avenue I Peach Avenue/Behymer Avenue IMinnewatva Avenue Avenue/Behymer IMInnewawa Avenue Avenue/Perrin e>
O)
I
t
CO
IMInnewawa Avenue Avenue/Shepherd
I u
t_ 8/6
t r "
m ■—
I 1Peach Avenue/Project Driveway
9/13
4/14 -\r 0/2 "il?
1^
I
(Project Avenue Driveway 2/Behymer
9/13
r 22/71
23/22 2/6 ll?
(Project Avenue Driveway 3/Behymer
31/84
1 48/33 ^\r 2/8 ll?!
I
Project Driveway 4/Behymer
Avenue
ISA FIGURE 6-4
XX/YY
AM / PM Peak Hour Trips
Project Driveway
Future Roadway
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Cumulative Project Trip Assignment
P:\20231181 De Young Annexation\z30_Asgn_Cumul.xisx\Flgure (8/10/2024} 1431 AGENDA ITEM NO. 15.

LSA
Table 6.A - Project Trip Generation
A.M. Peak Hour P.M. Peak Hour
Dally Land Use Units In Out Total In Out Total
Single*FamiiY Detached Housing 266 DU
Trips/Unit^ 0.18 0.52 0.70 0.S9 0.35 0.94 9.43
Trip Generation 48 138 186 157 93 250 2,508
Notes:

DU = Dwelling Units
^ Rates based on Land Use 210 - "Single-Family Detached Housing" from the Institute of Transportation Engineers (ITE)rf/p Generation Manual, ll" Edition, Setting/Location - "General Urban/Suburban."
P:\20231181 De Young Annexation\TripGen.xl5x\Trip Gen (8/5/2024) 1432 AGENDA ITEM NO. 15.

Transportation Impact Analysis De Young Properties Peach and Behymer Project October 2024 Ciovis, California LSA

7.0 TRAFFIC VOLUMES FOR PLUS PROJECT SCENARIOS
Existing, near-term, and cumulative plus project traffic volumes were developed by adding project traffic to the traffic for the corresponding without project scenarios. Figures 7-1, 7-2 and 7-3 illustrate "plus project" peak-hour traffic volumes at study intersections under existing, near-term, and cumulative conditions, respectively.

Detailed volume development worksheets are included in Appendix D.

7.1 LIST OF CHAPTER 7.0 FIGURES
• Figure 7-1: Existing Plus Project Peak-Hour Traffic Volumes • Figure 7-2: Near-Term (2028) Plus Project Peak-Hour Traffic Volumes • Figure 7-3: Cumulative (2046) Plus Project Peak-Hour Traffic Volumes P;\20231181 De Young Annexation\Report\De Young Annexation ProjectTIA.docx (10/09/24) ~l-\ 1433 AGENDA ITEM NO. 15.

BEHYMERAVENUE
PERRIN AVENUE^

SHEPHERD AVENUE
LEGEND
cn Project Location
^ Study Intersections
- - - • Project Driveway
Future Roadway
44/05 1_ 6/01156 r103/ 68 1 142 /124
- 139/141
r 90/94
80/21 J *1 T
130/109 -
CT) o
182/121 1
S S IS
^ i
172/136 J
167/193 T,
t
o> en
■- o t 1/0
O »- ^ 365 / 307
►J U r 2/8
0/1 J ♦n
246/312 -
2/8 1
5 ^ CM «-
.J I u
21/14 t:
8/5 J
162/197 -
125/82 1
L 253/179
^ 222/233
r 25/15
t r*
s s s
e>
to
CM
'-Jo~-
(C r> CM
.J 4 U
t. 2/2
r 4/9
8/0 J -1 t r*
3/2 1 2 S 2!
I Willow Avenue/Behytner Avenue »■ Willow Avenue^errin Avenue I Peach Avenue/Behymer Avenue I IMinnewawa Avenue Avenue/Behymer IMinnewawa Avenue Avenue/Perrin S a pi
^ 1 U
34 / 44 J
318/295
128/111 1
■L 148/123
- 265/240
r 14/6
*1 T r
Oi to
^
"I
IMinnewawa Avenue Avenue/Shepherd
311/310
I 1Peach Avenue/Project Driveway
243 / 292 -»|f- 5/16 lU
(Project Avenue Driveway 2/Behymer
^ 311/310
r 22/71
254 / 275 -Jr 10/31 lIs
[Project Avenue Driveway 3/Behymer
333 / 381
1 274 / 270 -Jr 7/24 1,1s
Project Driveway 4/Behymer
Avenue
LSA FIGURE 7-1

XXX/YYY
AM / PM Peak Hour Traffic Volumes De Young Properties Peach and Behymer Project Transportation Impact Analysis
Existing Plus Project Peak Hour Traffic Volumes
P;\20231181 De Young Annexation\z30_Vol_Exist_WP.xlsx\Figure (8/10/2024) 1434 AGENDA ITEM NO. 15.

BEHYMER AVENUE

PERRIN AVENUE
LEGEND
EH Project Location
0 Study Intersections
---• Project Driveway
Future Roadway

SHEPHERD AVENUE
o § 5 ^
— CM —
m CO o
m to A
iJ i U
L 187/159
- 179/175
r 213/217
81/21 J ♦-I 1 r»
155/150 -
to 05
221/180 1. T- h- CM
§ S t
<D
O to
.J I U
208 / 222 J
70/124
191 /244 Tt. 31/55
f 95/115
r 104/145
♦1 T r*
CO o) rM
to to lO
<N O »-
o>
CM tsi r-.

CM L 2/7
O <N l«- - 490 / 379
^ i L, r 15/27
0/1 f *1 t r
270 / 422 <o o
29/49 1 0> O lA
to
I Willow Avenue/Behymer Avenue »■ Willow Avenue/Perrin Avenue I
I Peach Avenue/Behymer Avenue I
«J i U
t_ 258/187
- 280 / 287
r 25/15
♦i t r
CM T- T21/14 tj
9/6 J
184/257 -
149/122 "i
IMInnewawa Avenue Avenue/Behymer
S -
lO CM
i u
34/38 J
69/98 ^
67/91 1.

L 2/2
- 75/96
r 8/15
*n 1 r»
<o CO
IMInnewawa Avenue Avenue/PerrIn
CM It)
lA l>- S
to o
2 S
L 220 / 240
- 339/319
J I U r 43/31
103/189 J 1
401 / 387 -► 200 /128 3/13468 /3526 265 / 259 1.

IMInnewawa Avenue Avenue/Shepherd
i U 349/358
I 1Peach Avenue/Project Driveway
276 / 343 5/16 ll?
I Avenue Project Driveway 2/Behymer
«- 349 / 358
r 22/71
287/326 10/31 lIs
I Avenue Project Driveway 3/Behymer
371/429
1 307 / 321
7/24
Project Driveway 4/Behymer
Avenue
ISA FiGURE 7-2

XXXX / YYYY
AM / PM Peak Hour Traffic Volumes De Young Properties Peach and Behymer Project Transportation Impact Analysis
Near-Term (2028) Plus Project Peak Hour Traffic Volumes P:\20231181 De Young Annexation\z30_Vol_NearTerm_WP.xlsx\Figure (8/10/2024) 1435 AGENDA ITEM NO. 15.

BEHYMER AVENUE

PERRIN AVENUE
C
-9—9—0
LEGEND
lO Project Location
^ Study Intersections
- - - • Project Driveway
Future Roadway

SHEPHERD AVENUE
i I
m CM
vy u> CM (^1
^9 -H
O
lo 5 ^
4J A U
L 337/259
^ 293/255
r 547/526
84/22 J f r
223/259 m o) 0
267/237 1
CM eo ^
^ CM
C» lO
3 !?
,J i u
278 / 449 J
126/255 -
209/333 1
•L 76/107
^ 200/210
^19^/2«
♦n t r
m CA
r«. <o
^ ; u
0/1 J
312 / 783
60 / 85 1
t 7/36
»- 964/622
r 45/59
I r
^ o>
0 lf>
1 s i
to SI
i i s fvj to PJ
.J i U
t_ 279 / 223
- 525 / 505
r 63/35
•-I t r*
O CS «
to (N CC
to ^
I V\fillow Avenue/Behymer Avenue »■ Willow Avenue/Penin Avenue I Peach Avenue/Behymer Avenue 7/5
16/17 J
259/497 -
181/180 1
IMInnewawa Avenue Avenue/Behymer
§ S '
^ CJ «
*J A U
85/129 J
129/179
121/149 I
t_ 4/5
»- 144/177
r 22/23
•-I t r*
o «0 to o
— *" 00
to
IMInnewawa Avenue Avenue/Perrin
O <S| C)
<o ^
S s s pg 0> CN
i u
150/322 J
564 / 511 ^
508 / 441 1
t. 322 / 329
- 503/383
r 106/48
T
<n r~-
5: g
r*
- rt|lL 8/6
Sir* 399/427
314 / 389 -.'r- 0/2 ll?
I
- 399 / 427
r 22/71
DUInnewawa Avenue Avenue/Shepherd B|PeachAvenue/Pro]ectOriveway |B|Project ^Avenue Driveway 2/Behymer Ml ISA

XXXX / YYYY
AM / PM Peak Hour Traffic Volumes
333/397 -If 2/6 -lls2
Project Driveway 3/Behymer
Avenue
421 / 498
1 358/408 -|f 2/8 "aIs?
Project Driveway 4/Behymer
Avenue
FIGURE 7-3
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Cumulative (2046) Plus Project Peak Hour Traffic Volumes P:\20231181 De Young Annexation\z30_Vol_Cumul_WP.xlsx\Figure (8/10/2024) 1436 AGENDA ITEM NO. 15.

Transportation Impact Analysis Oe Young Properties Peach and Behymer Project October 2024 Ciovis, California LSA

8.0 INTERSECTION LEVELS OF SERVICE

8.1 EXISTING LEVELS OF SERVICE
An intersection LOS analysis was conducted for existing conditions using the methodologies previously discussed. Existing signal timing sheets were obtained from the City for all signalized analysis intersections. The signal timing sheets are included in Appendix C. It should be noted that the existing signal timings were utilized to analyze traffic operations under near-term and cumulative (2046) scenarios as a conservative approach. Table 8.A summarizes the results of this analysis and shows that the following Intersection operates at an unsatisfactory LOS under existing conditions:
• Minnewawa Avenue/Behymer Avenue (a.m. and p.m. peak hours) All other study intersections operate at a satisfactory LOS under existing conditions.

8.2 EXISTING PLUS PROJECT LEVELS OF SERVICE
Previously referenced Figure 4-2 illustrates existing plus project study area Intersection geometries and traffic control. Analysis of the existing plus project scenario Is provided to identify direct project-related operational deficiency if the project were to be built and in operation today. This scenario eliminates the effects of ambient growth and other approved/pending projects and deals specifically with operational deficiencies only due to the project traffic.

An intersection LOS analysis was conducted for existing plus project conditions using the methodologies previously discussed. Table 8.A summarizes the results of this analysis and shows that the following intersection is forecasted to operate at an unsatisfactory LOS under existing plus project conditions:
• Minnewawa Avenue/Behymer Avenue (a.m. and p.m. peak hours) All other study Intersections are forecasted to operate at a satisfactory LOS under existing plus project conditions.

It should be noted that this intersection is currently operating at a deficient LOS under existing conditions. As such, the project will be adding to the existing deficiencies at this Intersection.

8.3 NEAR-TERM (2028) PLUS PROJECT LEVELS OF SERVICE
An Intersection LOS analysis was conducted for near-term plus project conditions using the methodologies previously discussed. Table 8.B summarizes the results of this analysis and shows that the following intersections are forecasted to operate at an unsatisfactory LOS under near-term plus project conditions:
• Peach Avenue/Behymer Avenue (p.m. peak hour only)
• Minnewawa Avenue/Behymer Avenue (a.m. and p.m. peak hours) P:\20231181 Oe Young Annexation\Report\De Young Annexation ProjeCTTIA.docx (10/09/24) 1437
AGENDA ITEM NO. 15.

Transportation Impact Analysis Ot Young Properties Peach and Behymer Project October 2024 Ciovis, California LSA
• Minnewawa Avenue/Perrin Avenue (a.m. and p.m. peak hours) Based on the operational deficiency criteria stated in Section 3.2 of this TIA, the project is forecasted to create an operational deficiency at these intersections. All other study Intersections are forecasted to operate at a satisfactory LOS under near-term plus project conditions.

8.4 CUMULATIVE (2046) WITHOUT PROJECT LEVELS OF SERVICE An intersection LOS analysis was conducted for cumulative without project conditions using the methodologies previously discussed. Table 8.C summarizes the results of this analysis and shows that the following intersections are forecasted to operate at an unsatisfactory LOS under cumulative without project conditions:

Willow Avenue/Behymer Avenue (a.m. and p.m. peak hours) Willow Avenue/Perrin Avenue (p.m. peak hour only)
Peach Avenue/Behymer Avenue (a.m. and p.m. peak hours)
Minnewawa Avenue/ Behymer Avenue (a.m. peak hour only)
Minnewawa Avenue/Perrin Avenue (a.m. and p.m. peak hours) Minnewawa Avenue/Shepherd Avenue (a.m. and p.m. peak hours) All other study intersections are forecasted to operate at a satisfactory LOS under cumulative (2046) without project conditions.

8.5 CUMULATIVE (2046) PLUS PROJECT LEVELS OF SERVICE
An intersection LOS analysis was conducted for cumulative plus project conditions using the methodologies previously discussed. Table 8.C summarizes the results of this analysis and shows that the following intersections are forecasted to operate at an unsatisfactory LOS under cumulative plus project conditions:

Willow Avenue/Behymer Avenue (a.m. and p.m. peak hours) Willow Avenue/Perrin Avenue (p.m. peak hour only)
Peach Avenue/Behymer Avenue (a.m. and p.m. peak hours)
Minnewawa Avenue/ Behymer Avenue (a.m. peak hour only)
Minnewawa Avenue/Perrin Avenue (a.m. and p.m. peak hours) Minnewawa Avenue/Shepherd Avenue (a.m. and p.m. peak hours) Based on the operational deficiency criteria stated In Section 3.2 of this TIA, the project is forecasted to create an operational deficiency at these Intersections. All other study intersections are forecasted to operate at a satisfactory LOS under cumulative plus project conditions.

It should be noted that all these 6 intersections are forecast to operate at a deficient LOS under cumulative (2046) without project conditions. As such, the project will be adding to the forecasted deficiencies at these intersections.

Detailed intersection LOS worksheets are included in Appendix E.

P:\20231181 Oe Young Annexation\Report\Oe Young Annexation Project TIA.docx (10/09/24) 8-2 1438 AGENDA ITEM NO. 15.

Transportation Impact Analysis Oe Young Properties Peach and Behymer Project October 2024 Ciovis, California LSA

8.6 LIST OF CHAPTER 8.0 TABLES
• Table 8.A; Existing Intersection Levels of Service
• Table 8.B: Near-Term (2028) Intersection Levels of Service • Table 8.C: Cumulative (2046) Intersection Levels of Service P:\20231181 Do Young Annexation\Report\Oe Young Annexation Project TIA.docx (10/09/24) 8-3 1439 AGENDA ITEM NO. 15.

LSA
Table 8. A * Existing Intersection Levels of Service
Without Project Plus Project
A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour LOS Deiay May Delay Delay
Intanection Jurisdiction Standard Control (sec.) LOS <sec.l LOS Control (sec.) LOS (sec.| LOS 1 . Willow Avenue/Behymer Avenue aovis/Fresno D Signal 24.8 C 2S.0 C Signal 25.7 C 25.8 C 2 . Willow Avenue/Perrin Avenue Clovis/Frcsno D Signal 12.1 B 12.9 B Signal 12.3 B 13.1 B 3, Peach Avenue/Behymer Avenue Clovis D OWSC 15,2 C 9.9 A TWSC 18.7 C 16.0 C 4 . Mlnnewawa Avenue/Behymer Avenue Clovis D AWSC S9.5 F • 56.1 F • AWSC 89.2 F 91.1 F *

5. Mlnnewawa Avenue/Perrln Avenue Clovis D TWSC 14.4 B 13.6 6 TWSC 1S.8 C 15.3 C

6. Mlnnewawa Avenue/Shepherd Avenue Clovis D Signal 21.2 C 20.0 B Signal 21.9 c 20.8 C 7 . Peach Avenue/Project Driveway 1 Clovis D future Inrenection future Intersection OWSC No Con/llcTing Movements No Conpiaing Movements 8 . Project Drtveway 2/Behvmer Avenue Clovis 0 future Intersection future Infersecf/on TWSC 9.8 A 10.1 B

9. Project Driveway 3/Behymer Avenue Clovis D future Intersection Future Intersection TWSC 10.0 A 10.1 6 10 . Project DriyewsvA/Behymer Avenue Clovis D future Intersection future Intersection TWSC 10.2 B 10.1 e AW$C« W«v S(c« OWSC • One-W«y St«p Control; TWSC • Tw>-Wav Step Centrel; LOS « Level of Service DellV ■ Aver^ control deler »n secondi {Ht OWSC/IWSC interMOtom. reported detiy it for wortl-caie movement). * Eaceodt COS Stenderd
P:\2O2aiUl Do Yeunf AnncatienVLOSjhAZOlA Eilct Ifl/U/202A) 1440
AGENDA ITEM NO. 15.

LSA
Table 8.B • Near-Term (2028) Intersection Levels of Service Intersection Jurisdiction
LOS
Standard
Plus Project
Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec.) LOS
Delay
(sec.) LOS
1 . Willow Avenue/Behymer Avenue Clovis/fresno D Signal 32.6 C 33.4 C 2 . Willow Avenue/Perrfn Avenue Clovis/Fresno D Signal 25.2 C 34.3 C 3 . Peach Avenue/Behymer Avenue Clovis D TWSC 30.8 D 42.9 E ' 4 . Minnewawa Avenue/Behymer Avenue Clovis D AWSC 170.6 F * >200 F • 5 . Minnewawa Avenue/Perrin Avenue Clovis D TWSC 198.4 F >200 F • 6 . Minnewawa Avenue/Shepherd Avenue Clovis D Signal 48.3 D 52.6 D 7 . Peach Avenue/Project Driveway 1 Clovis D OWSC 8.9 A 8.9 A 8 . Project Driveway 2/Behymer Avenue Clovis D TWSC 10.0 A 10.5 B 9 . Project Driveway 3/Behymer Avenue Clovis D TWSC 10.2 B 10.5 B 10 . Project Driveway 4/Behymer Avenue Clovis D TWSC 10.5 B 10.5 B AWSC= All-Way Stop Control; OWSC s One-Way Stop Control; TWSC s Two-Way Stop Control; LOS = Level of Service Delay ° Average control delay In seconds (For OWSC/TWSC Intersections, reported delay is for worst-case movement}.

Exceeds LOS Standard
P:\20231181 De Young Annexatlon\lOS.xlsx\2D28 NT (8/13/2024) 1441
AGENDA ITEM NO. 15.

LSA
Table 8.C - Cumulative (2046) Intersection Levels of Service Without Pro ect PiusProfect
A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour IDS Delay Delay Delay Delay
Intersection Jurisdiction Standard Control {see.) LOS (sec.) LOS Control (sec.) LOS (sec.) LOS 1 . Willow Avenue/Behvirer Avenue Clovis/Fresno 0 Siena! 137.3 F 160.1 F • Siena! 139.2 F 158.6 F 2 . Willow Avenue/Perrin Avenue ClovlsAresno 0 Siena! 34.4 C S7.5 £ 3S.3 D 57.9 E 3 . Peach Avenue/Behvmer Avenue Clovis D OWSC >200 f >200 f • TWSC >200 F >200 F 4 . Mlnnewawa Avenue/Behvmer Avenue Clovis 0 AWSC >200 f >200 F • AWSC >200 F >200 F 5 . Mlnnewawa Avenue/PerrIn Avenue Cfovis D TWSC >200 f >200 F TWSC >200 F >200 F • 6 . Mlnnewawa Avenue/Shepherd Avenue Clovis D Siena! 175.8 f • >200 F Siena! 183.7 F >200 F 7 . Peach Avenue/Project DrIvewav 1 Clovis D Future Intersection Future Intersection OWSC 10.6 B 11.7 B 8 . Prolect DrIvewav 2/Behvmer Avenue Clovis D
- Future Intersection Future Intersection TWSC 10.3 B 10.9 6 9 . ProlectDrlvewavB/BehvmerAvenue Clovis 0
- Future Intersectiorr Future Intersection TWSC 10.5 B 11.0 B 10 . ProlectDrlvewav4/BehvmerAvenue Clovis D - Future (ntersecWon Future Intersection TWSC 10.7 B 11.1 B AWSC* AH-Way Stop Comr^; OWSC • One-Way Stop Control: TWSC « TwoWay Stop Control: LOS «Level of Service Delay « Average control delay ir> seceridt (For OWSC/TWSC Intersections, reported delay is for worst-case movement}. * Exceeds LOS Standard
P;\20231U1 DerouneArtneMlion\LOS.xl$i\20<6Cuirnil 110/9/2024) 1442
AGENDA ITEM NO. 15.

Transportation Impact Anaiysis De Young Properties Peach and Behymer Project October 2024 Ciovis, California LSA

9.0 SIGNAL WARRANT ANALYSIS
As recommended during the scoping agreement process, a signal warrant analysis was conducted at study intersections where installing a signal could be an appropriate and potential operational improvement measure. A Peak Hour Warrant (Warrant 3) was conducted for such locations. Peak hour approach volumes for the study intersections were examined to determine whether signalization is warranted per the criteria defined In the latest version California supplement of the Manual on Uniform Traffic Control Devices (CA-MUTCD). Following is a brief summary of signal warrant analysis:

9.1 PEACH AVENUE/BEHYMER AVENUE
Figures 9-1 and Figure 9-2 illustrate the Warrant 3 (Peak Hour) for this intersection under near-term and cumulative year conditions, respectively. As shown in these figures, this intersection does not meet the signal warrant under near-term conditions. However, it does meet the signal warrant under cumulative conditions. As such, a signal is warranted at this location.

9.2 MINNEWAWA AVENUE/BEHYMER AVENUE
Figures 9-3, Figure 9-4, and Figure 9-5 illustrate the Warrant 3 (Peak Hour) for this intersection under existing, near-term and cumulative conditions, respectively. As shown in these figures, this intersection does meet the signal warrant under existing, near-term and cumulative conditions. As such, a signal is warranted at this location.

9.3 MINNEWAWA AVENUE/PERRIN AVENUE
Figures 9-6 and Figure 9-7 illustrate the Warrant 3 (Peak Hour) for this intersection under near-term and cumulative year conditions, respectively. As shown in these figures, this intersection does meet the signal warrant under near-term and cumulative year conditions. As such, a signal is warranted at this location.

9.4 LIST OF CHAPTER 9.0 FIGURES
• Figure 9-1: Warrant 3: Peak Hour - Peach Avenue/Behymer Avenue - Near-Term Conditions • Figure 9-2: Warrant 3: Peak Hour - Peach Avenue/Behymer Avenue - Cumulative Conditions • Figure 9-3: Warrant 3: Peak Hour - Minnewawa Avenue/Behymer Avenue - Existing Conditions • Figure 9-4: Warrant 3: Peak Hour - Minnewawa Avenue/Behymer Avenue - Near-Term Conditions
• Figure 9-5: Warrant 3: Peak Hour - Minnewawa Avenue/Behymer Avenue - Cumulative Conditions
• Figure 9-6: Warrant 3: Peak Hour - Minnewawa Avenue/Perrin Avenue - Near-Term Conditions • Figure 9-7: Warrant 3: Peak Hour - Minnewawa Avenue/Perrin Avenue - Cumulative Conditions P:\20231iai De Young Annexation\Report\De Young Annexation Project DA.docx (10/09/24) 9-1 1443
AGENDA ITEM NO. 15.

WARRANT 3, PEAK HOUR
fc <
UI o
o: ¥
700
600
500
400
300
200
100
0 n I i i I \ I
2 OR MORE UNES (Major) & 2 OR MORE LANES (Minor)
> ♦ I88S. 1
^ (806.124)
(784. 1021
(759.761 /
ILANE Major) & 1 LANE (Minor)
2 OR MORE LANES (Major) & 1 UNE (Minor)
OR 1 LANE (Major) & 2 OR MORE LANES (Minor)
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800

MAJOR STREET

TOTAL OF BOTH APPROACHES - VPH
150 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 100 VPH applies as the lower threshold volume for a minor street approaching with one lane.

ISA
I♦[ No Project AM Peak Hour Qwith Project AM Peak Hour
a No Project PM Peak Hour Qwith Project PM Peak Hour
SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C-3 FIGURE 9-1
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Warrant 3: Peak Hour - Peach Avenue/Behymer Avenue - Near-Term Conditions P;\20231181 Oe Young Annexation\Warrant\01_lnt3_NT.xI» (8/10/2024) 1444
AGENDA ITEM NO. 15.
fc <
g §
WARRANT 3, PEAK HOUR
700
600
500
400
300
200
100
0 7
1 ^ I I I I (
2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor)
7 1 LANE (Major) & 1 LANE (Minor)
2 OR MORE LANES (Major) & 1 LANE (Minor)
OR 1 LANE (Major) & 2 OR MORE LANES (Minor)
(1586, 234}
(1560, 223) —
(1388,162)
(1376,153)
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800

MAJOR STREET
TOTAL OF BOTH APPROACHES • VPH
* 150 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 100 VPH applies as the lower threshold volume for a minor street approaching with one lane.

LSA
0 No Project AM Peak Hour ^|with Project AM Peak Hour
a No Project PM Peak Hour ^Wlth Project PM Peak Hour
SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C-3 FIGURE 9-2
De Young Properties Peach and Behymer Project
Transportation impact Analysis
Warrant 3: Peak Hour - Peach Avenue/Behymer Avenue - Cumulative Conditions P:\2023118l Oe Young Anne*atlon\Warrant\02_lnt3_Cumui.xi$* (8/10/2024) 1445
AGENDA ITEM NO. 15.

WARRANT 3, PEAK HOUR
^UJ oo
O
z 2
^ 3
700
600
500
400
300
200
100
0 /
OR MOR E LANES { Major) & 2 OR MORE LANES (Minor)
7 ♦ (725 ,416) -
OR MOR
RILANE

E LANES (
(Major)
Major) &
(■2 0RM
1LANE(

ORE LAN
Vlinor)
S (Minor 724, 385) • '
556. 357)
riT (816, 386) ■ - /
0 )
/
ILAN E (Major &1UN :(Minor]
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800

MAJOR STREET

TOTAL OF BOTH APPROACHES - VPN
* ISO VPN applies as the lower threshold volume for a minor street approach with two or more lanes and 100 VPH applies as the lower threshold volume for a minor street approaching with one lane.

LSA
No Project AM Peak Hour |^With Project AM Peak Hour
0 No Project PM Peak Hour [^With Project PM Peak Hour
SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C-3 FIGURE 9-3
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Warrant 3: Peak Hour - MInnewawa Avenue/Behymer Avenue - Existing Conditions P;\20231181 De Young Anne*atlon\Warram\03_lnt4_E*tSt-xl5x (8/10/2024) 1446
AGENDA ITEM NO. 15.

WARRANT 3, PEAK HOUR
700 -
^ ri uj o
600
500
400
300
200
100
0 —i 1 1 1 1 1
2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor)
1 LANE (Major) & 1 LANE (Minor)
(871,561) mA (692,563)
(908, 481 W (979,489)
2 OR MORE LANES (Major) & 1 LANE (Minor)
OR 1 LANE (Major) & 2 OR MORE LANES (Minor)
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800

MAJOR STREET

TOTAL OF BOTH APPROACHES - VPH
^ 150 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 100 VPH applies as the lower threshold volume for a minor street approaching with one lane.

ISA
I ♦] No Project AM Peak Hour fXIwith Project AM Peak Hour H No Project PM Peak Hour Qwith Project PM Peak Hour
SOURCE; MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C-3 FIGURE 9-4
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Warrant 3: Peak Hour - Minnewawa Avenue/Behymer Avenue - Near-Term Conditions P:\20231181 De Young Annexatlon\Warrant\04Jol4_NT.xlsx (8/10/2024) 1447
AGENDA ITEM NO. 15.
c <
is

WARRANTS, PEAK HOUR
700
600
A-(1357,857)
• -(1346. 854) ♦ -:i503.763) ■->(1467, 721)
n I I I I ^ r
2 OR MORE LANES (Ma)or) & 2 OR MORE LANES (Minor)
2 OR MORE LANES (Major) & 1 LANE (Minor)
OR 1 LANE (Major) & 2 OR MORE LANES (Minor)
1 LANE (Major & 1 LANE Minor)
400 500 600 700 800 900 1000 1100 1200 1300 1400 ISOO 1600 1700 1800

MAJOR STREET

TOTAL OF BOTH APPROACHES - VPN
^ 150 V/PH applies as the lower threshold volume for a minor street approach with two or more lanes and 100 VPH applies as the lower threshold volume for a minor street approaching with one lane.

ISA
No Project AM Peak Hour j^With Project AM Peak Hour
H No Project PM Peak Hour Qwith Project PM Peak Hour
SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C-3 FIGURE 9-5
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Warrant 3: Peak Hour- Minnewawa Avenue/Behymer Avenue-Cumulative Conditions P:\20231181 De Young Annei<ation\WarT3nt\05_lnt4_Cumul.xi5x (8/10/2024) 1448
AGENDA ITEM NO. 15.
t < s §

WARRANTS, PEAK HOUR
700
600
500
400
300
200
100
0 n ^ I I I I
2 OR MORE LANES (Major) & 2 OR MORE UNES (Minor)
1 (1082,227)
(1187, 227
(1024. 1701 1102, 170
2 OR MORE LANES (Major) & 1 LANE (Minor)
OR : LANE (Major) & 2 OR MORE LANES (Minor)
1 LANE (Major) & 1 LANE (Minor)
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800

MAJOR STREET

TOTAL OF BOTH APPROACHES - VPH
* 150 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and ICQ VPH applies as the lower threshold volume for a minor street approaching with one lane.

LSA
S No Project AM Peak Hour [^Wlth Projea AM Peak Hour
H No Project PM Peak Hour j^With Project PM Peak Hour
SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C-3 FIGURE 9-6
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Warrant 3: Peak Hour - Minnewawa Avenue/Perrin Avenue - Near-Term Conditions P:\202311S1 De Young Annexatlon\Warrattl\06_lnt5_NT.>lsx (8/10/2024) 1449
AGENDA ITEM NO. 15.

WARRANT 3, PEAK HOUR
E <
700
600
500
400
300
200
100
0 -
1 i I ^ i i r
2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor)
1 LANE (Major) & 1 LANE (Minor)
2 OR MORE LANES (Major) & 1 LANE (Minor)
OR 1 LANE (Major) & 2 OR MORE LANES (Minor)
(1742,335)
• ->[2010, 457)
I- (1960,457)
0 ^ (1780,335)
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800

MAJOR STREET

TOTAL OF BOTH APPROACHES - VPH
* 150 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 100 VPH applies as the lower threshold volume for a minor street approaching with one lane.

ISA
Q No Project AM Peak Hour [^With Project AM Peak Hour
0 No Project PM Peak Hour [^With Project PM Peak Hour
SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, FIGURE 4C-3 FIGURE 9-7
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Warrant 3: Peak Hour-Minnewawa Avenue/Perrin Avenue-Cumulative Conditions P:\20231181 De Young Annexation\Warrant\07_lntS_Cumul.xls* (B/10/2024) 1450
AGENDA ITEM NO. 15.

Transpohtation Impact Anaiysis Oe Younc Properties Peach and Behymer Project October 2024 Ciovis, California LSA

10.0 CIRCULATION IMPROVEMENTS AND FUNDING SOURCES

10.1 RECOMMENDED IMPROVEMENTS
Improvements have been recommended at study intersections where an operational deficiency has been identified based on the results of the LOS analysis. Table 10.A summarizes the recommended improvements for study intersections for all analysis scenarios. Tables IG.B, ID.C, and lO.D summarize the post-improvement intersection LOS under existing, near-term, and cumulative conditions, respectively. Detailed LOS worksheets are included in Appendix E. Figures 10-1,10-2, and 10-3 illustrate the with recommended improvements intersection geometries and traffic control under existing, near-term, and cumulative conditions, respectively.

It should be noted that peak-hour signal warrant analyses have been conducted for the intersections where a signal has been proposed. As such, a signal was only recommended as an improvement if it meets the peak-hour signal warrant.

10.2 FUNDING SOURCES AND MECHANISMS
Where there is a funding mechanism (fee program) for the recommended improvements, payment into the fee program would be considered sufficient project obligation to alleviate project-related operational deficiencies. At study locations where the addition of project traffic creates an operational deficiency (existing plus project conditions) and there is no funding mechanism in place, the project will be responsible for the implementation of the improvement. At locations where the project adds to or creates a forecast deficiency and there is no funding mechanism in place, the project is responsible for its fair-share payment.

10.2.1 City of Ciovis Development Impact Fee Program and Operations Several recommended improvements are part of City of Ciovis operations or Ciovis Development Impact Fee (DIF) Program. As such, improvements that proposes optimizing the signal timings or modifications of existing signal operations only would be implemented by City of Ciovis operations.

Additionally, Improvements that are included in the City's DIF program, the project will be paying into this fee program for these improvements. The City currently have three mechanisms within its DIF program which will be responsible for these improvements. Following is a summary of these three mechanisms within the City's DIF program:
• Traffic Signal Fee: The Traffic Signal fee pays for the construction and financing of those certain planned traffic signals at the intersection of Major Streets and the interconnecting fiber optic system.
• Outside Travel Lane Fee: The Outside Travel Lane fee pays for the construction and financing of those certain planned travel lanes of a Major Street that are located between the frontage improvements and the Center Travel Lanes.
• Center Travel Lane Fee: The Center Travel Lane fee pays for the construction and financing of those certain planned travel lanes of a Major Street that are located within the median area. The fee also includes the adjacent travel lane on roads with 4 lanes or less, or the 2 adjacent lanes on 6-lane roads.

P:\20231181DeYoungAnnexBtion\Report\0eYoungAnnexation Project TIA.docx (10/09/24) 10-1 1451
AGENDA ITEM NO. 15.

Transportation Impact Analysis Di Young Properties Peach and Behymer Project October 2024 Ctovis. Caiieornia LSA

10.2.2 Fresno County Regional Transportation Mitigation Fee Program The Fresno County Regional Transportation Mitigation Fee (RTMF) was created to fulfill one of the terms of the Measure 'C Extension ballot measure, which was approved by Fresno County voters in 2006. The RTMF became effective on January 1, 2010. The RTMF is "intended to ensure that future development contributes to its fair share towards the cost of infrastructure to mitigate the cumulative, indirect regional transportation impacts of new growth in a manner consistent with the provisions of the State of California Mitigation Fee Act". The fees help fund improvements needed to maintain the target level of service in the face of higher traffic volumes brought on by new developments. As such, any new development within Fresno County, including developments within the City are required to pay the RTMF fee based on the adopted fee structure. The project will also be paying the RTMF fee which will help fund improvements and maintenance of the regional roadway network, specifically improvements under Caltrans jurisdiction. However, within the study area none of the intersections are under Caltrans jurisdiction.

10.2.3 Project Fair Share
In the absence of a fee program where the project has an impact on the roadway network, the project will pay its respective fair share for the proposed improvements. The project's fair share has been calculated based on project traffic as a percentage of total growth of existing traffic plus project volumes. However, none of the improvements require a fair share payment. Table 10.E summarizes the recommended Improvement for the deficient intersections and the corresponding unding mechanism (Clovis Operations and Development Impact Fee).

10.3 LIST OF CHAPTER 10.0 FIGURES AND TABLES
Figure 10-1: Existing Plus Project with Improvements Study Intersection Geometries and Traffic Control
Figure 10-2: Near-Term (2028) Plus Project with Improvements Study Intersection Geometries and Traffic Control
Figure 10-3: Cumulative (2046) Plus Project with Improvements Study Intersection Geometries and Traffic Control
Table lO.A: Recommended Improvements for Intersections
Table lO.B: Existing Plus Project with Recommended Improvements Intersection Levels of Service
Table 10.C: Near-Term (2028) Plus Project with Recommended Improvements Intersection Levels of Service
Table 10.D: Cumulative (2046) Plus Project with Improvements with Recommended Improvements Intersection Levels of Service
Table 10.E: Intersection Improvement Funding Mechanism
P;\20231181 Oe Young Anneution\Report\Oe Young Annexation Project TIA.docx (10/09/24) 10-2 1452
AGENDA ITEM NO. 15.
i BEHYMER AVENUE
n

PERRIN AVENUE
LEGEND
ft-oject Location
^ Study Intersections
Project Driveway
Future Roadway

SHEPHERD AVENUE
1=' I
^llt^
o-
■r ^111^
Q
-V wtt
t
i
P
k
4^ 4^
h
I Willow Avflnue/Bohymer Avenue Wm Willow Avenue/Perrin Avenue I Peach Avflnue/Behytner Avenue IMInnewawa Avenue Avenue/Behymer IMInnewawa Avenue Avenue/Perrin o-
■r
♦itr*
IH
I
I ^
I I I ^
IMInnewawa Avenue Avenue/Shepherd I Peach Avenue/Project Driveway 1 b!! Project Driveway Z/Behymer Avenuel I Avenue Project Driveway S/Behymer jgProject Driveway A/Behyiner Avenue
LSA FIGURE 10-1
Legend U-Turn Movement
n Signal -- Project Driveway Q Install Traffic Signal De Young Properties Peach and Behymer Project H Stop Sign ~~ Future Driveway Recommended Improvements Transportation Impact Analysis Existing Plus Project with Improvements Study Intersection Geometries and Traffic Control P;\20231181 De Young Annexation\g30_Geo_Exist_MIT.xlsx\Figure {8/13/20241 1453 AGENDA ITEM NO. 15.
i BEHYMER AVENUE
]

PEFRIN AVENUE
r
LEGEND
I I Project Location
^ Study Intersections
Project Driveway
Future Roadway

SHEPHERD AVENUE
vnjw
U-
■r
^ttv
^tlt^
I Willow Avenue/Behymer Avenue
■t-
■r
0 willow Avenue/Perrin Avenue
e
r
I Peach Avenue/Behymer Avenue IMInnewawa Avenue Avenue/Behymer IMInnewawa Avenue Avenue/Perrln H
! >
I I ^ I
IMInnewawa Avenue Avenue/Shepherd I Peach Avenue/Project Driveway 1 Kl Project Driveway 2/Behymer Avenue I [Project Avenue Driveway 3/Behymer 1 Project Ortveway A/Behymer
Avenue
ISA FIGURE 10-2
Legend O Optimize Signal Timing
D Signal ■" Project Driveway D Install Traffic Signal De Young Properties Peach and Behymer Project H Stop Sign "" Future Driveway ^ Recommended Improvements Transportation Impact Analysis Near-Term (2028) Plus Project with Improvements Study Intersection Geometries and Traffic Control P:\20231181 De Young Annexation\g30_Geo_NT_MIT.xlsx\Figure (8/13/2024) 1454 AGENDA ITEM NO. 15.

BEHYMER AVENUE
u
■9—<p- T
]

PERWN AVENUE
LEGEND
C3 Project Location
• Study Intersections
—
Project Driveway
—
Future Roadway

SHEPHERD AVENUE
I
^111^
O
v||i^ ■r
^ j 4*
I
Hl^ ■r
I Willow Avenue/Behymer Avenue I Willow Avenue/Perrin Avenue I Peach Avenue/Behymer Avenue IMInnewawa Avenue Avenue/Behymer IMInnewawa Avenue Avenue/Perrin IMInnewawa Avenue Avenue/Shepherd I Peach Avenue/Project Driveway 1 Project Driveway 2/Behvnier Avenuel -V
I Avenue Project Oriveway 3/Behymer 1
Project Driveway 4/8ehymer
Avenue
LSA
Legend
□ Signal Project Driveway
H Stop Sign "" Future Driveway
FIGURE 10-3
U Optimize Signal Timing
E3 Install Traffic Signal
Recommended Improvements
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Cumulative (2046) Plus Project with Improvements Study Intersection Geometries and Traffic Control P:\20231181 De Young Annexation\g30_Geo_Cumul_MIT.xl5x\Figure (10/9/2024) 1455 AGENDA ITEM NO. 15.

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Table lO.A - Recommended Improvements for Intersections InttrsMtioA
JufHdktion
Existini
Plua Project Impfovements
Near-Tefm (2028)
Plui Project Improvements
CumuUthre (2048)
Plui Project Improvements

1. Willow Avenue/Behymor Avenue Clovis/Fresno Add Wfil. W8P, NBR overlap. Optimize signal timings. 2 . Willow Avcnue/Perrin Avenue Oovis/Fresno Optimize signal timings. 3 . OeachAvenue/Behymer Avenue Oovi(/Frey>o Convert lo fourwray stop controlled. Install a signal. 4 . Mlnr>ew«wa Avenue/Behymer Avenue OovH/Fresoo fiutaii a signal. Insull a sigrval with N/S protected phasing. Add NBL. S6L Install a signal with N/S protected phasing .Add NSL continuous NdK SBL EBUEBR, WBL WBR.
5, Mlnoewawa Avenue/Perrin Avenue Oovis/^resno Install a signal with N/S protected phasing. Add NBL. S8L Install a signal with protected phasing. Add NBL. NBTR, SBU SBTR, EBL. WBL.
6 , MInnewawa Avenue/5hep/ierd Avenue Covii/Fresno Restripe NBR to NBTR. Add NBL. SBT.Wdr Add EBR and WBR overlap phasing. Optimize the signal timing.

Nft • Nonhbev^d. Se • Soutnbw^d, (ft « W9 <
L • U4t. T - T)irowch. H • Pl«h(
^\2023UB10«Vow^AftfMUtten\lniproven«ntijtsx\MtlLOSMITAU (10/9/20241 1456
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Table lO.B - Existing Pius Project with Recommended improvements intersection Leveis of Service Interjection Jurisdiction
LOS
Standard
Plus Project Without improvements Pius Project With Improvements Control
A.M. Peak Hour P.M. Peak Hour
Control
A.M. Peak Hour P.M. Peak Hour
Delay
(see.) LOS
Delay
(sec.) LOS
Delay
(see.) LOS
Delay
(sec.) LOS
4 . Minnewawa Avenue/Behymer Avenue Clovis 0 AWSC 89.2 f 91.1 f • signal 9.2 A 9.2 A owsc « Or^e-W»Y Slop Control; TWSC • fwo Wiy Slop Control; LOS = Level of Service Delay ■ Aver^ control delay In seconds (Tor OWSC^rNVSC intersections^ repotted delay Ls for wcrst-case r ' Cjiceeds LOS Standatd
SI m De Young Annexatk>nMOSj[ls[\2(U4 &iHtMlt (B/13/2024) 1457
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Table lO.C - Near-Term (2028) Plus Project with Recommended Improvements Intersection Levels of Service tntersectlon Jurisdiction
LOS
Standard
Plus Project Without Improvements Plus Project With Improvements Control
A.M. Peak Hour P.M. Peak Hour
Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec.) LOS
Delay
(sec.) LOS
Delay
(sec.) LOS
Delay
(sec.) LOS
3 . Peach Avenje/Behymer Avenue Clovis D TWSC 30.8 0 42.9 £ • AWSC 17.0 C 17.3 C 4 , Mirnewawa Avenue/Sehymer Avenue Clovis D AWSC 170.6 F • >200 F Signal 20.4 C 23.2 C S . MinncwawaAvenue/Perrln Avenue Ciovij D TWSC 198.4 F >200 F • Signal 12.S 6 13.3 B OW$C ■ 0|>»-Wav Stop Control; TWSC • Two-W4y Step Control: lOS • lovtl of S«rvlc« OeiiT * Av(r»|« control rteUy in MCorxH (For OWSC/TWSC inierwcuons, reported ftelev is br wont<Jse movement |. * Exceeds COS Stenderd
P:\20231 U10erouiltAAnautton\L05j()s(\2028 NT MK (B/U/2034} 1458
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Table lO.D - Cumulative (2046) Plus Project with Recommended Improvements Intersection Levels of Service Plus Project Without Improvements Plus Project With Improvements A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour LOS Delay Delay Delay Delay
Intersection Jurisdiction Standard Control isec.) LOS (sec.) LOS Control (sec.) LOS (tee.) LOS 1 . Willow Avenue/Behvmer Avenue Clovls/Fresno 0 Signal 139.2 F 158.6 F • Signal 42.S D 47.9 0 2 . Willow Avenue/Perrln Avenue Clovls/Fresno 0 Signal 3S.3 D 57.9 E • Signal 3S.3 0 52.6 0 3 . PeacltAvenue/Behvmer Avenue Clovis 0 TWSC >200 f ' >200 F • Signal 9.7 A 9.8 A 4 . MlnnewawaAvenue/Betiviner Avenue Clovis 0 AWSC >200 F • >200 F Signal 21.4 C 44.6 0 S . MInnewawa Avenue/Perrln Avenue Clovis 0 TWSC >200 F • >200 F • Signal 23.S C 22.0 c

6. MInnewawa Avenue/Sheoherd Avenue Clovis 0 Signel 183.7 F • >200 F • Signal 44.0 D S2.S 0 OWSC ■ One-W»v Stop Conuol, TWSC • Two-W«y Stop Control; LOS * Level of Service Oefey ■ Avcraie control delay in seconds t^or OWSC/TMrSC Intersecrions. reported delay Is for worst-case movement |. * Exceeds lOS Standard
P:\20231181 De You ng Anr^eitatlonUOSjdsx\2046 Cumu IMil 110/9/2024) 1459
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Table lO.E - Intersection Improvement Funding Mechanism Intersection jurisdiction
Recommended
Improvements
Funding
Mechanism
Improvements
Covered by Clovis
Development Improvement Fee Program/Operations

1. Willow Avenue/Bel^vmer Avenue Clovls/Fresno Add WBl, WBR, NBR overlap. Optimize signal timings. CtovisOIF Add WBL, WBR, NBR overlap. Optimize signal timings. 2- Willow Avenue/PerrinAvenue Clovis/Fresno Add EBL. Optimize signal timings. Clovis DIF Add EBL. Optimize signal timings. 3 Peech Avenue/Behvmer Avenue Clovis/Fresno Install a signal. ClovisDIF Install a signal. 4 MInnewawa Avenue/Behymer Avenue Clovis/Fresno Insiall a signal with N/S protected phasing .Add N6L. continuous NBR, SBL, EBL.EBR. WBL WBR.

Clovis OIF Install a signal with N/S protected phasing. Add NBL, continuous NBR. SBL. EBL.EBR. WSL, WBR.
5 Minnewawa Avenue/Perrln Avenue Clovis/Fresno Install a signal with protected phasing. Add MBL, NBTR, SBU S6TR, EBL, WBL.
aovlsOIF Install a signal with protected phasing. Add NBL NBTR, SBL.

SBTR, EBL, WBL.
6 MInnewawa Avenue/Shepherd Avenue Oovis/Fresno Restripe NBR to NBTR, Add N6L, SBT.WBT. Add EBR and WBR overlap phasing. Optimize the signal timing.

Clovis Operations Restripe NBR to NBTR. Add NBL, SBT.WBT. Add EBR and WBR overlap phasing. Optimize the signal timing.

N9 = Nombound« = Southbound, E8 » Easlbourvd, WB ~ Westbound t« left, T s Through, R B RJeht
P;\2025tlBl Oe Voting AnnexstionVmorovernenQ.xinVint Furidfnf mechdnlvn |8/1^024) 1460
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Taansportation Impact Analvsis De Young Properties Peach and Behymer Project October 2024 Ciovis, Caiifornia LSA

11.0 INTERSECTION QUEUING ANALYSIS
Tables 11.A, 11.B, and 11.C list the available turn-pocket storage lengths and summarize the 95^^ percentile back-of-queue lengths at the study intersections under existing, near-term (2028), and cumulative (2046) conditions. The queues for the signalized intersections have been reported from Synchro, while unsignalized intersections, the SimTraffic queues have been reported since Synchro does not appropriately report queues at unsignalized intersections.

Tables 11.D, 11.E, and 11.F lists the 95^^^ percentile back-of-queue lengths at the study intersections for plus project and plus project with improvements conditions, under existing, near-term (2028), and cumulative (2046) scenarios. It also includes the recommended turn-pocket storage lengths at these intersections. The recommended turn pocket storage lengths have been calculated based on recommended lane geometry with improvements and availability of adequate right-of-way.

Detailed queuing worksheets are included in Appendix F.

11.1 LIST OF CHAPTER 11.0 TABLES
Table ll.A: Existing Queuing Analysis
Table 11.B: Near-Term (2028) Queuing Analysis
Table 11.C: Cumulative (2046) Queuing Analysis
Table 11.D: Existing Plus Project with Improvements Queuing Analysis Table 11.E: Near-Term (2028) Plus Project with Improvements Queuing Analysis Table 11.F: Cumulative (2046) Plus Project with Improvements Queuing Analysis P:\20231181 De Young Annexat)on\Re|>ort\De Young Annexation Project TIA.docx (10/09/24) 11-1 1461
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Table ll.A - Existing Queuing Analysis
Intersection Movement
Existing Storage
Length^ (ft/In)
Existing
Without Project^ Plus Project ^

AM PM AM PM
1 ■ Willow Avenue/Behymer Avenue NBL 250 115 140 115 140 Signal NBR 105 0 0 0 40
SBL 250 85 115 85 125
SBR 205 0 0 0 0
EEL 230 100 40 100 40
WBL 90 50 80 105 115

2. Willow Avenue/Perrin Avenue 2xNBL 235 40 70 40 75
Signal NBR 145 - - - - -
SBL 250 0 0 0 0
SBR 130 30 30 30 30
6 . Minnewawa Avenue/Shepherd Avenue NBL 230 140 130 140 135 Signal SBL 260 110 65 140 85
SBR 15 0 0 0 0
EBL 230 55 60 55 60
EBR 45 70 55 75 55
WBL 220 30 15 30 15
WBR 60 80 40 90 65
Notes:
ft/In = feet per lane
E6 - Eastbound; WB - Westbound; NB ° Northbound; SB = Southbound L 3 Left; R = Right
Bold 3 Queue exceeds available storage.
' Storage length for all movements obtained from Google Earth measurements. 2 All queues reported are 9Sth percentlle queues. Queues for signalized Intersections have been taken from Synchro and queues for stop controlled Intersections have been taken from SimTraffic.

P:\20231181 Oe Young Annexation\lntersectlon Queue.xlsx (8/12/2024) 1462 AGENDA ITEM NO. 15.

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Table ll.B - Near-Term (2028) Queuing Analysis
Intersection Movement
Existing Storage
Length^ (ft/In)
Near Term Year (2028)
Plus Project ^
AM PM

1. Willow Avenue/Behymer Avenue NBL 250 170 240
Signal NBR 105 35 100
SBL 250 110 170
SBR 205 0 0
EBL 230 105 45
WBL 90 275 310

2. Willow Avenue/Perrin Avenue ZxNBL 235 80 110
Signal NBR 145 35 30
SBL 250 45 55
SBR 130 75 40
EBL 230 215 245
WBL 100 125 160
WBR 100 0 0
6 . Minnewawa Avenue/Shepherd Avenue NBL 230 285 455
Signal SBL 260 325 210
SBR 15 100 110
EBL 230 150 250
EBR 45 180 160
WBL 220 80 65
WBR 60 185 200
Notes:
ft/In = feet per lane
EB = Eastbound; WB = Westbound; NB = Northbound; SB = Southbound L = Left; R = Right
Bold = Queue exceeds available storage.
^ Storage length for all movements obtained from Google Earth measurements. 2 All queues reported are 95th percentile queues. Queues for signalized intersections have been taken from Synchro and queues for stop controlled Intersections have been taken from SimTraffic.

P;\20231181 De Young Annexation\intersection Queue.xisx (8/12/2024) 1463 AGENDA ITEM NO. 15.

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Table 11.C - Cumulative (2046) Queueing Analysis
Intersection Movement
Existing Storage
Length^ {ft/In)
Cumulative (2046)
Without Project^ Plus Project ^

AM PM AM PM

1. Willow Avenue/Behymer Avenue NBL 250 275 345 275 345 Signal NBR 105 90 530 90 535
SBL 250 190 405 195 415
SBR 205 0 0 0 0
EBL 230 115 45 115 45
WBL 90 885 920 885 915

2. Willow Avenue/Perrin Avenue 2xNBL 235 110 225 110 225 Signal NBR 145 46 145 50 145
SBL 250 75 215 75 215
SBR 130 225 125 225 125
EBL 230 295 615 295 615
WBL 100 220 300 220 300
WBR 100 15 45 15 45
6 . MInnewawa Avenue/Shepherd Avenue NBL 230 430 840 430 840 Signal SBL 260 510 280 510 280
SBR 15 190 195 190 195
EBL 230 210 530 210 530
E6R 45 560 340 560 340
WBL 220 155 85 155 85
WBR 60 325 300 325 300
Notes:
ft/In = feet per lane
EB = Eastbound; WB = Westbound; NB s Northbound; SB ^ Southbound L = Left; ft = Right
Bold = Queue exceeds available storage.
' Storage length For all movements obtained from Google Earth measurements. 2 All queues reported are 95th percentile queues. Queues for signalized Intersections have been taken from Synchro and queues for stop controlled intersections have been taken from SimTraffic.

P:\20231181 De Young Annexatlon\lrttersection Queues.xisx (10/9/2024) 1464 AGENDA ITEM NO. 15.

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Table 11.D • Existing Pius Project with Improvements Queuing Analysis Intersection Movement
Existing Storage
Length' (ft/In)
Plus Project
Recommended
Storage Length'
(ft/In)
Existing
Plus Project with
Improvements^
AM PM
1 . Willow Avenue/Behymer Avenue NBL 250 300 115 140
Signal NBR 105 455 0 40
SBL 250 415 85 125
SBR 205 205 0 0
EBL 230 230 100 40
WBL 90 355 105 115

2. Willow Avenue/Perrin Avenue ZxNBL 235 235 40 75
Signal NBR 145 145 - -
SBL 250 250 ~ -
SBR 130 225 30 30

EBL - - - - - -
EBR - - - - • • - -
6 . Minnewawa Avenue/Shepherd Avenue NBL 230 230 145 135 Signal SBL 260 425 145 85
SBR 15 150 0 0
EBL 230 500 60 60
EBR 45 45 75 55
WBL 220 220 30 15
WBR 60 175 50 45
Notes:
ft/In = feet per lane
EB = Eastbound; WB - Westbound; NB = Northbound; SB = Southbound L = Left; R = Right
Bold = Queue exceeds available storage.
^ Storage length for all movements obtained from Google Earth measurements. 2 All queues reported are 95th percentile queues. Queues for signalized Intersections have been taken from Synchro and queues for stop controlled Intersections have been taken from SimTraffic.

P:\20231181 De Young Annexatlon\lntersection Queue.xisx (8/12/2024) 1465 AGENDA ITEM NO. 15.

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Table 11.E - Near-Term (2028) Plus Project with Improvements Queuing Analysis Intersection Movement
Existing Storage
Length^ (ft/In)
Plus Project
Recommended
Storage Length'
(ft/In)
Near Term Year(2028)
Plus Project with
Improvements'
AM PM
1- Willow Avenue/Behymer Avenue NBL 250 300 170 240
Signal NBR 105 455 35 60
SBL 250 415 110 170
SBR 205 205 0 0
EBL 230 230 105 45
WBL 90 355 275 310

2. Willow Avenue/Perrin Avenue 2xNBL 235 235 80 110
Signal NBR 145 145 IS 30
SBL 250 250 45 55
SBR 130 225 55 40
EBL 230 250 215 245

EBR - - - --
WBL 100 300 125 160
WBR 100 100 0 0

4. Willow Avenue/Perrin Avenue NBL -
300 115 160
Signal NBR - -
170 175
SBL - -350 - -
EBL -100 - -
EBR -
125 - -
WBL 100 - -

WBR - -
175 - -

5. Minnewawa Avenue/Perrin Avenue NBL - -
175 55 105
Signal SBL - -
100 10 5
EBL -
175 - -
WBL -
100 - -
6 . rvllnnewawa Avenue/Shepherd Avenue NBL 230 230 28S 420 Signal SBL 260 425 325 210
SBR 15 150 100 75
EBL 230 500 150 315
EBR 45 45 190 185
WBL 220 220 185 65
WBR 60 175 100 105
Notes;
ft/In : feet per lane
EB = Eastbound; WB = Westbound: NB - Northbound: SB = Southbound U= Left; R = Right
Bold ° Queue exceeds available storage.
^ Storage length for all movements obtained from Google Earth measurements. 2 All queues reported are 95th percentlle queues. Queues for signalized intersectioru have been taken from Synchro and queues for stop controlled intersections have been taken from SimTraffic.

P:\2023n8L Oe Young Annexatlon\lntersection Queue.xisx (6/12/2024) 1466 AGENDA ITEM NO. 15.

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Table ll.F - Cumulative (2046) Plus Project with Improvements Queuing Analysis Intersection Movement
Existing Storage
Length^ (ft/In)
Plus Project
Recommended
Storage Length^
(ft/In)
Cumulative (2046)
Plus Project with
Improvements^
AM PM
1 . Willow Avenue/Behvmer Avenue NBL 250 300 300 265
Signal NBR 105 455 55 455
SBL 250 415 215 410
SBR 205 205 0 0
EBL 230 230 140 45
WBL 90 355 340 355
WBR -
150 105 65
2 . Willow Avenue/Perrin Avenue 2xNBL 235 235 110 170
Signal NBR 145 145 50 145
SBL 250 250 75 200
SBR 130 225 225 75
2x EBL 230 250 295 555

EBR - - - -
WBL 100 300 220 315
WBR 100 100 15 5

4. Minnewawa Avenue/Behvmer Avenue NBL - - 300 115 290
Signal NBR - - -
10 35
SBL - - 350 130 330
EBL -
100 25 35
EBR -125 45 120
WBL -
100 65 85
WBR -
150 100 120

5. Minnewawa Avenue/Perrin Avenue NBL -
175 135 165
Signal SBL -
100 10 15
EBL -175 125 155
WBL - - 100 35 35
6 . Minnewawa Avenue/Shepherd Avenue NBL 230 230 165 295 Signal SBL 260 425 415 335
SBR 15 150 140 120
EBL 230 500 255 480
EBR 45 45 470 305
WBL 220 220 190 80
WBR 60 175 175 175
P:\2023il81 De Young Annexation\lntersection Queues.xisx (10/9/2024) 1467 AGENDA ITEM NO. 15.

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Table ll.F - Cumulative (2046) Plus Project with Improvements Queuing Analysis Intersection Movement
Existing Storage
Length^ (ft/In)
Plus Project
Recommended
Storage Length^
(ft/in)
Cumulative (2046)
Plus Project with
Improvements^
AM PM
9 . Project Driveway 3/Behymer Avenue WBL -
100 20 45
owsc
Notes:
ft/In = feet per lane
ES = Eastbound; WB - Westbound; NB ^ Northbound; SB = Southbound L = Left; R = Right
Bold 3 Queue exceeds available storage.
^ Storage length for ail movements obtained from Google Earth measurements. 2 All queues reported are 95th percentile queues. Queues for signalized intersections have been taken from Synchro and queues for stop controlled intersections have been taken from SimTraffic.

P:\20231181 Oe Young Annexatlon\lntersection Queues.xisx (10/9/2024) 1468 AGENDA ITEM NO. 15.

Transportation Impact Analysis De Young Properties Peach and Behymer Project October 2024 Clovis, California LSA

12.0 SITE DISTANCE ANALYSIS AND SAFE ROUTES TO SCHOOL ANALYSIS As discussed previously and shown on Figure 1-2, access to the project will be provided by four driveways: one full-access driveway on future Peach Avenue and two RiRO access and one right-inright-out-left-in driveway along Behymer Avenue.

12.1 SIGHT DISTANCE ANALYSIS
A sight distance analysis was conducted at the project driveways along Behymer Avenue and future roadway on Peach Avenue. Sight distance is the length of the visible roadway a driver can see approaching vehicles before their line of sight is blocked by any object. For purposes of this analysis, only the stopping sight distance and corner sight distance have been evaluated. That is because those are the only two sight distance issues that would affect safe maneuver of ingress/egress traffic from the project driveway.

According to the Caltrans Highway Design Manual (HDM) (dated July 2020), the stopping sight distance is the minimum sight distance along a roadway required to allow a driver to decrease their speed from the design speed to a complete stop. The corner sight distance is the minimum sight distance in which a driver at a stop-controlled approach can see oncoming traffic on the major street to safely maneuver onto the roadway.

The stopping sight distance was evaluated on the roadways along the project frontage (I.e., Peach Avenue and Behymer Avenue). For purposes of this analysis, the posted speed limit of 30 mph has been considered as the design speed for Peach Avenue and the posted speed limit is 40 mph on Behymer Avenue. As stated in Table 201.1 of the HDM, the minimum stopping sight distance is 200 feet for a design speed of 30 mph and 300 feet for a design speed of 40 mph. Therefore, the minimum stopping sight distance has been considered as 200 feet for Project Driveway 1 (along Peach Avenue) and 300 feet for Project Driveway 2, Project Driveway 3, and Project Driveway 4 (along Behymer Avenue).

As for corner sight distance, Section 405.1 of the HDM states that corner sight distance requirements are not applicable for urban driveways unless signalized. However, as a conservative approach, corner sight distance were also evaluated for the project driveway. The minimum corner sight distance was based on design speed, time gap, and type of vehicles from the minor roads (project driveways) to enter the major roads (Peach Avenue and Behymer Avenue). Based on the requirements established in the HDM, it was determined that a minimum corner sight distance of 335 feet would be required for left-turn maneuvers coming out of Project Driveway 1. Furthermore, a minimum corner sight distance of 290 feet would be required for right-turn maneuvers coming out of Project Driveway 1 and 385 feet would be required for right-turn maneuvers coming out of Project Driveway 2, Project Driveway 3, and Project Driveway 4.

Since the corner sight distance required at the project driveway would be greater than the stopping sight distance, sight triangle figures were created using the corner sight distance. As a conservative measure, left-turn corner sight distance was used for both right- and left-turn sight triangles for the project driveway 1. As Illustrated in Figure 12-1, Project Driveway 1 will provide adequate sight P:\20231161 De Young Annexation\Report\De Young Annexation Project TIA.docx (10/09/24) 12-1 1469 AGENDA ITEM NO. 15.

Transportation Impact Analysis Oe Young Properties Peach and Behymer Project October 2024 Ciovis, California LSA
distance for left- and right-turn maneuvers onto Peach Avenue. Similarly, as illustrated in Figure 12- 2, Figure 12-3 and Figure 12-4, the Project Driveways will provide adequate sight distance for rightturn maneuvers onto Behymer Avenue.

12.2 SAFE ROUTES TO SCHOOL
The project will be under the jurisdiction of the Ciovis Unified School District (CUSD). The CUSD provides transportation for students who live in excess of an established radius zone. The zones are a radius of 1.00 mile for grades Kindergarten through 6'^ and 2.50 miles for grades 7"" through 12*^.

The nearest elementary school is Riverview Elementary School, which is located at the southeast corner of the intersection of Chestnut Avenue/Behymer Avenue. The distance between the project corner and the school along Chestnut Avenue/Behymer Avenue is approximately 0.9 mile.

Therefore, it is estimated that children from the project will be accessing the elementary school by car, bike, or by walking. This school can be accessed from the project site by traveling west along Behymer Avenue to the intersection of Willow Avenue/Behymer Avenue and continuing west along Beymer Avenue to the intersection of Chestnut Avenue/Behymer Avenue.

It should be noted that the project is within the vicinity of the proposed Heritage Grove Specific Plan project. Based on the project description of the Specific Plan, an elementary school is being proposed within Planning Area 9 of the Specific Plan. Though the completion date for this elementary school is still undetermined, elementary school students from the project are anticipated to attend this school once completed. This new school will be within close proximity of the project site. The Heritage Grove Specific Plan project will also be constructing sidewalks and bike lanes as part of internal circulation network to provide safe route for walking and biking to school.

As such, no further safety improvements may be required for the elementary school students upon construction of this elementary school.

Currently, sidewalks are present along both sides of Behymer Avenue between Chestnut and Willow Avenue. The project will be adding sidewalks along Behymer Avenue along the project frontage. The intersections of Willow Avenue/Behymer Avenue and Chestnut Avenue/Behymer Avenue are signalized intersections with marked crosswalks for pedestrians. As such, with these proposed improvements, people could safely walk using the sidewalks described above and also could safely cross these intersections when permitted without any conflicting vehicular movements. The intersection of Peach Avenue/Behymer Avenue is currently stop controlled along the minor lanes.

However, a signal has been recommended at this intersection. Therefore, a signal will be installed at this Intersection with marked crosswalks and other safety improvements. As such, a safe walking route to the elementary school would be present for elementary school students from the project.

The nearest middle school from the project is Granite Ridge Intermediate School and nearest high school is the Ciovis North High School, both of which are located at the northwest corner of the intersection of Willow Avenue/International Avenue. The distance between the schools and the project is approximately 1 mile and additionally, the project Is included within the school's walking radius area. The most direct connection to these schools from the project is using the same routes toward Riverview Elementary School and continue northbound on Willow Avenue. Ciovis Old Town Trail Is present on the southbound direction of Willow Avenue between Behymer Avenue and P:\20231181 Oe Young Annexation\Report\Oe Young Annexation Project TIA.docx (10/09/24) 12-2 1470 AGENDA ITEM NO. 15.

Transportation Impact Analysis De Young Properties Peach ano Behtmer Project October 2024 Ciovis, California LSA
International Avenue. Additionally, the intersection of Willow Avenue/International Avenue is a signalized intersection with a marked crosswalk. As such, a safe walking route would exist between the project and the schools and no further safety improvements will be required.

12.3 LIST OF CHAPTER 12.0 FIGURES
• Figure 12-1: Sight Distance Analysis at Peach Avenue/Project Driveway 1 • Figure 12-2: Sight Distance Analysis at Project Driveway 2/Behymer Avenue • Figure 12-3: Sight Distance Analysis at Project Driveway 3/Behymer Avenue • Figure 12-4: Sight Distance Analysis at Project Driveway 4/Behymer Avenue P:\202311B1 De Young Annexaaon\Repoft\Oe Young Annexation Project TlA.docx (10/09/24) 12-3 1471 AGENDA ITEM NO. 15.
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Sight Distance Analysis at Peach Avenue/Project Driveway 1 1472 AGENDA ITEM NO. 15.
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Sght Otstance Analysis at Projea Driveway 2/Behymer Avenue 1473
AGENDA ITEM NO. 15.

BEHYMER AVENUE
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Oe Young Fropentts Peoch and Behymtr Project
Trantportatfon /mpocf Study
Sight Distance Analysis at Projea Driveway 3/Behymer Avenue 1474
AGENDA ITEM NO. 15.
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BEHYMER AVENUE
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Sight Distance Analysis at Proiect Driveway 4/Behymer Avenue 1475
AGENDA ITEM NO. 15.

Transportation Impact Analysis Oe Young Properties Peach and Behymer Proiict October 2024 Ciovis. California LSA

13.0 SUMMARY AND CONCLUSIONS
The proposed project will consist of 266 single-family homes on approximately 37 acres of the site.

The remaining 32,974 sf of the site will be used for park space. It is anticipated that the project buildout will occur In year 2028. Access to the project will be provided by four driveways.

13.1 VEHICLE MILES TRAVELED ANALYSIS SUMMARY
The project's VMT per capita Is 14.9 which is 5.5 percent higher than the City's VMT per capita threshold. Therefore, based on the TIA Guidelines, the project will have a significant VMT impact.

However, given the project is consistent with the City's General Plan, it would fall under the Statement of Overriding Considerations for the City's General Plan EIR and would Implement the mitigation measures recommended In the EIR. As such, the project would not require any additional mitigation measures than what has been recommended In the General Plan EIR.

13.2 EXISTING CONDITIONS SUMMARY
All study Intersections operate at a satisfactory LOS under existing without and plus project conditions with the exception of Intersection at Minnewawa Avenue/Behymer Avenue.

13.3 NEAR-TERM (2028) CONDITIONS SUMMARY
All intersections are forecast to operate at a satisfactory LOS under near-term (2028) plus project conditions with the exception of 3 Intersections.

13.4 CUMULATIVE (2046) CONDITIONS SUMMARY
All Intersections are forecast to operate at a satisfactory LOS under cumulative (2046) without and plus project conditions with the exception of 6 Intersections.

13.5 IMPROVEMENTS SUMMARY
Based on the Improvements discussed in Section 10.1 'Recommended Improvements', of this report, all Intersections are estimated to operate satisfactorily. All of the recommended circulation Improvements are covered by the Clovis Operations and Development Impact Fee.

13.6 QUEUEING ANALYSIS SUMMARY
The recommended storage lengths have been proposed at intersections based on the availability of right-of-way and 95th percentlle back-of-queue lengths at the study intersections.

13.7 SIGHT DISTANCE ANALYSIS SUMMARY
A sight distance analysis was conducted at the project driveways. Based on the sight distance analysis, the proposed project driveways achieve adequate sight distances and have clear sight triangles for the drivers.

P:\20231181 Oe Young Annexatlon\Report\De Young Annexation Project TlA.docx (10/09/24) 13-1 1476 AGENDA ITEM NO. 15.

Tl^ANSPORTATtON IMPACT ANALYSIS DE YOUNG PROPERTIES PEACH AND BEHYMER PROJECT October 2024 Ciovis, California LSA
13,8 SAFE ROUTES TO SCHOOL ANALYSIS SUMMARY
The project is well connected with the nearby elementary school, intermediate school and the high school for non-motorized modes of commute due to existing and proposed sidewalks as well as signalized intersections with marked crosswalks.

P:\20231181 De Young AnnexBtlon\Re[>ort\De Young Annexation Project nA.docx (10/09/24) 13-2 1477
AGENDA ITEM NO. 15.

TRANSI>ORTATiaN IMPACT ANALYSIS OE YOUNG PROPERTIES PEACH AND BEHYMER PROJECT October 2024 Ciovis, California LSA

APPENDIX A

SCOPING AGREEMENT
P:\20231161 De Young Annexatjon\Report\De Young Annexation Project TIA.docx (10/09/24) 1478 AGENDA ITEM NO. 15.

LSA CARLSBAD
CLOVIS
IRVINE

LOS ANGELES

PALM SPRINGS

POINT RICHMOND

RIVERSIDE

ROSEVILLE

SAN LUISOBISPO
April 19, 2024
Mr. Sean K. Smith
Supervising Civil Engineer
Engineering Division, City of Clovis
1033 Fifth Street
Clovis, California 93612
Subject: Scope of Work for De Young Properties Peach and Behymer Project Transportation Impact Analysis (LSA Project No. 20231181}
Dear Sean:

LSA will be preparing a Transportation Impact Analysis (TIA) for the De Young Properties Peach and Behymer Project (project) in Clovis (City). The approximately 37 acres project site is located at the southwest corner of Minnewawa Avenue and Behymer Avenue on parcels 556-01-028 and 556-01- 029. The project site is currently occupied by one residential unit and agricultural uses. Figure 1 (all figures, tables, and appendices attached) illustrates the regional and project location.

The proposed project is located within City's sphere of influence (501) and within the northwest urban center growth area. The project is proposing to annex approximately 37 acres from Fresno County into the City and Includes the development of 266 single family dwelling units and 32,974 square-feet (sf) of park space. Figure 2 illustrates the tentative subdivision map for the residential development in the project. Access to the project site will be provided via four project driveways - one on future extension of Peach Avenue, and three on Behymer Avenue. The following provides a brief description of proposed access controls for all project driveways:
• Project Driveway 1: This driveway will be located along Peach Avenue and will be a full access driveway.
• Project Driveway 2: This driveway will be located along Behymer Avenue and will be a rightin-right-out (RIRO) only driveway. • Project Driveway 3: This driveway will be located along Behymer Avenue and will be a rightin-right-out-left-in driveway. Left-out access will be restricted. • Project Driveway 4: This driveway will be located along Behymer Avenue and will be a RIRO only driveway.

It should be noted that the project is also anticipated to have connections to adjacent future residential development located immediately south of the project site.

The City requires preparation of TIAs using the City of Clovis Transportation Impact Analysis Guidelines for land uses projects within the City. As recommended in the City's TIA Guidelines, a Local Transportation Analysis (LTA) would be required for City's General Plan consistency 4/19/24 (P:\20231181 Oe Young Annexat!on\Scoplng\De Young Properties Peach and Behymer Scoping Agreement.docx) 1500 Iowa Avenue, Suite 200, Riverside, California 92507 951.781.9310 www.isa.net 1479 AGENDA ITEM NO. 15.

LSA
requirement purposes, while a vehicle Miles Traveled Analysis will be required for California Environmental Quality Act (CEQA) Transportation Impact Assessment purposes. As such, LSA anticipates that the following scope of work will be required to prepare the TIA for the proposed project.

LOCAL TRANSPORTATION ANALYSIS
Study Area Intersections
An LTA will be prepared to satisfy the requirements established by the City's TIA Guidelines to evaluate the project's effect on General Plan level of service (LOS) requirements. Traffic operations at all study intersections will be analyzed during the weekday a.m. and p.m. peak hours. The a.m. peak hour is defined as the one-hour period of the highest traffic volume occurring between 7:00 and 9:00 a.m. while the p.m. peak hour is defined as the one-hour period of the highest traffic volume occurring between 4:00 and 6:00 p.m. Intersection LOS will be calculated using the Highway Capacity Manual 7'^ Edition (HCM 7) analysis methodologies and by using the Synchro 12 software.

As per the City's TIA guidelines, the extent of the study area should include the following:
• Pedestrian, bicycle, and transit facilities within a half-mile distance from the project site boundary;
• Alt intersections of major streets that would provide direct access to the project; • All signalized intersections within one-half mile of the project site boundary where the project would add 50 or more peak hour trips, and signalized intersections beyond one-half mile where the project would add ICQ or more peak hour trips; and • All unsignalized intersections within a half-mile of the project site boundary where the project would add more than 50 peak hour trips.

As such, the TIA will examine the following intersections:

1. Willow Avenue/Behymer Avenue (City of Clovis/City of Fresno);

2. Willow Avenue/Perrin Avenue (City of Clovis/City of Fresno);

3. Peach Avenue/Behymer Avenue (City of Clovis);

4. Minnewawa Avenue/Behymer Avenue (City of Clovis);

5. Minnewawa Avenue/Shepherd Avenue (City of Clovis);

6. Peach Avenue/Perrin Avenue [Future intersection] (City of Clovis);

7. Peach Avenue/Project Driveway 1 (City of Clovis);

8. Project Driveway 2/Behymer Avenue (City of Clovis);

9. Project Driveway 3/Behymer Avenue (City of Clovis); and

10. Project Driveway 4/Behymer Avenue (City of Clovis). 4/19/2024 (P;\20231181 Oe Young Annexation\Scoping\De Young Properties Peach and Behymer Scoping Agreement.docx) 1480 AGENDA ITEM NO. 15.

LSA
Figure 3 illustrates the study area intersections.

Project Trip Generation, Trip Distribution, and Trip Assignment The trip generation for the proposed project was developed using rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual (11'^ Edition) for Land Uses 210 - "SingleFamily Detached Housing-Setting/Location General Urban/Suburban." The project trip generation is summarized in Table A. The project is anticipated to generate 2,508 total daily trips, with 186 trips occurring during the a.m. peak hour and 250 trips occurring during the p.m. peak hour.

The project trip distribution patterns were derived from the select zone model run obtained from the Fresno Council of Governments' (COG's) Activity-Based Model (ABM). The select zone model plot is included in Appendix A. This was further refined to reflect existing and future circulation network in the vicinity of the proposed project.

Currently, within the project vicinity. Peach Avenue, north of Shepherd Avenue, and Perrin Avenue east of Willow Avenue, are yet to be constructed. As such, it is estimated that this segment of Peach Avenue (between southern end of the project and Shepherd Avenue) along with Perrin Avenue east of Willow Avenue (between Willow Avenue and Peach Avenue) would be constructed along with other major developments within the area as part of the Heritage Grove Specific Plan Project envelop. However, since there is no determined timeline for these circulation improvements, two separate project trip distribution patterns were developed for the project, one for existing and nearterm scenario, which reflects the existing circulation network in the project vicinity, and another for cumulative long-term scenario, which accounts for completion of Peach Avenue, Clovis Avenue and Perrin Avenue, among other circulation network improvements.

Additionally, as previously mentioned, upon completion of the adjacent residential projects south of the project limit, project trips may utilize the expanded circulation network to travel south and access Peach Avenue, Perrin Avenue or MinnewawaAvenue. However,as a conservativeestimate since these developments are yet to be developed and the circulation network is not finalized, it was estimated that all project trips will be utilizing the four project driveways. This would provide a more conservative estimate in determination of operational efficiencies at the project driveways.

Figure 4 illustrates the existing and near-term project trip distribution. Figure 5 illustrates the cumulative scenario project trip distribution. The project trip assignment at the study area intersections is the product of the project trip generation and the corresponding trip distribution percentages. Figure 6 illustrates the existing and near-term conditions project trip assignment at the study area intersections. Figure 7 illustrates the cumulative conditions project trip assignment at the study area intersections.

Analysis Scenarios
The LTA will be prepared based on consultation with City staff and meet the requirements recommended in the City's TIA Guidelines. As recommended in the City's TIA Guidelines, the LOS analysis will examine traffic operations at the study intersections under the following scenarios:
• Existing Conditions;
• Existing Plus Project Conditions;
4/19/2024 (P:\20231181 Oe Young Annexation\Scoping\De Young Properties Peach and Behymer Scoping Agreement.docx) 1481 AGENDA ITEM NO. 15.

LSA
• Near-Term Plus Project Conditions;
• Cumulative Long-Range Without Project Conditions; and • Cumulative Long-Range Plus Project Conditions.

Volume Development and Analysis Methodology
Traffic volumes for existing conditions will be developed using existing count data collected at study intersections.

Traffic volumes under near-term plus project conditions will be developed by adding traffic volumes from approved and pending development projects located near the study area and project traffic to existing traffic volumes. LSA will contact City staff and adjacent jurisdictions for a list of approved and pending development projects that are estimated to be completed by the project completion year.

Traffic volumes for cumulative year without project conditions will be developed by using forecast volumes obtained from the Fresno COG ABM. The methodology to develop cumulative year without project traffic volumes at study area intersections will be consistent with the COG's procedures for post-processing of modeled traffic volumes.

Existing and cumulative year plus project traffic volumes will be developed by adding project traffic to the traffic volumes for the corresponding without project scenarios.

For all analysis scenarios, intersection LOS will be calculated using the Highway Capacity Manual 7'^ Edition (HCM 7) analysis methodologies and by using the Synchro 12 software.

Intersection Queuing Analysis
An intersection queuing analysis will be performed at all study intersections. The queuing analysis will be performed using Synchro for signalized intersections and using SimTrafflc for unsignalized intersections.

Analysis of Traffic Operations and Recommended Circulation Improvements LOS without the project will be compared with LOS under plus project scenarios for all analysis scenarios to determine operational deficiencies based on the LOS standards and operational deficiency criteria as applicable for the City. Furthermore, necessary Improvements will be recommended to offset any operational deficiencies. Improvements may include addition of intersection turn lanes, changes in traffic control, signalization, etc. The LOS with the proposed improvements will be calculated and summarized, along with a comparison of the LOS without Improvements.

Signal Warrant Analysis (if Required)
A peak hour signal warrant analysis would be conducted at unsignalized intersections if a signal is recommended as an improvement. Peak hour approach volumes for study intersections will be examined to determine whether signalization may be warranted per the criteria defined in the California supplement of the Manual on Uniform Traffic Control Devices (CA-MUTCD). 4/19/2024 (P:\20231181 Oe Young Annexation\Scoping\De Young Properties Peach and Behymer Scoping Agreement.docx) 1482 AGENDA ITEM NO. 15.

LSA
Fair-Share Contributions (if Required)
A fair share percentage will be calculated for study intersection improvements recommended in the TIA that are not included in the Measure C program, the City's Development Fee program, or any other funding program. The percentage of fair share for the project will be calculated at each location using the total trips generated by the project divided by the total "new" traffic, which is the net increase in traffic volumes from existing to cumulative year conditions.

Site Access and Circulation Analysis
A site access and circulation analysis will be conducted as per the criteria stated in the City's TIA guidelines. The following issues will be evaluated as part of this analysis:
• Anticipated queues and minimum required throat depth (MRTD) at all project access locations;
• A sight distance analysis at the project driveways including recommended improvements in cases of unsafe traffic conditions; and
• Safety of potential pedestrian paths of travels from the project site to schools, commercial areas, and nearby bus stops.

Safe Routes to School Analysis
Since the project is residential in nature, a safe route to school analysis would be included as part of the LTA. This would analyze the pedestrian and bike facilities en route to school from the project and discuss necessary improvements, if required.

PROJECT VEHICLE MILES TRAVELED ANALYSIS
The TIA will include a Vehicle Miles Traveled (VMT) analysis to meet CEQA requirements. The project VMT analysis will be prepared consistent with the City's TIA Guidelines. As per the City's TIA Guidelines, the project cannot be considered as a small project given that the project exceeds 53 dwelling units. Therefore, a full VMT analysis will be required for the project. For purposes of this analysis, the project-generated VMT per capita will be obtained from the Fresno COG ABM. As per the City's TIA Guidelines, a significant project-generated VMT impact would occur if the project's VMT per capita exceeds a level of 13 percent below the existing County average VMT per capita provided in the guidelines. However, it should be noted that since the project is consistent with the City's General Plan, it may fall under the Statement of Overriding Considerations for the City's General Plan EIR and may not require any additional project specific mitigation measures. 4/19/2024 {P:\20231181 De YounB Annexation\Scoplng\De Young Properties Peach and Behymer Scoping Agreement.docx) 1483 AGENDA ITEM NO. 15.

LSA
Should you have any questions, please do not hesitate to contact me at (951) 781-9310 or email me at [email protected].

Sincerely,
LSA ASSOCIATES^ INC.

Ambarish Mukherjee, AlCP, PE
Principal

ATTACHMENTS
Table A: Project Trip Generation
Figure 1: Regional and Project Location
Figure 2: Tentative Subdivision Map
Figure 3: Study Area Intersections
Figure 4: Existing and Near-Term Project Trip Distribution Figure 5: Cumulative Project Trip Distribution
Figure 6: Existing and Near-Term Project Trip Assignment Figure 7: Cumulative Project Trip Assignment
Appendix A: Fresno COG ABM Select Zone Model Plots
4/19/2024 (P:\20231181 De Young Annexatlon\Scop!ng\De Young Properties Peach and Behymer Scoping Agreement.docx) 1484 AGENDA ITEM NO. 15.

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TABLES
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Table A - Project Trip Generation
A.M. Peak Hour P.M. Peak Hour Daily Land Use Units In Out Total In Out Total Single-Family Detached Housing 266 DU
Trips/Unit^ 0.18 0.52 0.70 0.59 0.35 0.94 9.43
Trip Generation 48 138 186 157 93 250 2,508
Notes:

DU = Dwelling Units
^ Rates based on Land Use 210 - "Single-FamilY Detached Housing" from the Institute of Transportation Engineers (ITE) Trip Generation Manual, ll"* Edition, Setting/Location - "General Urban/Suburban."
P:\20231181 De Young Annexation\TripGen,xlsx\Trip Gen (4/19/2024) 1486 AGENDA ITEM NO. 15.

LSA

FIGURES
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AGENDA ITEM NO. 15.

12. e
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Project
Location
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location Project
1 FIGURE
1200 24KI
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(3/27/7074| Pro\DDYoung.4pri Ancut>on\GI$VXrcGIS Voung Oc P:\70231181 1488
AGENDA ITEM NO. 15.
eEHYUER AVENUE
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I
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10 LOTS
79 LOTS
82 LOTS
95 LOTS
Q PARK
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FIGURE 2
De Young Properties Peach and Behymer Project
Transportadon Impact Analysis
SOURCE: De Young Propertlet. February 2024. Conceptual Site Plan P:\20231181 De Young Anex«tton\6IS\Report\Slte Plan (4/OS/2024) 1489
AGENDA ITEM NO. 15.

BEHYMER AVENUE
—p -<p « o

SHEPHERD AVENUE
ISA
I
COI 12C0
LEGEND
r~l Project Location
9 Study Intersections
Project Driveway
— Future Roadway

FIGURES
De Young Properties Peach and Behymer
Study Intersections
P V?0?31185 Dc Vour^AnncuHan\GISV^cGISPra\Dp Voung Propcrtei Peach and Bchymcr-aprx {4/4/7074) 1490
AGENDA ITEM NO. 15.

BEHYMER AVENUE

PERRIN AVENUE
t— —<p o
LEGEND
i I Project Location
^ Study Intersections
Project Driveway
Future Roadway

SHEPHERD AVENUE
600 1200
5? L (5%)
- (3%)
u r (42%)
3% ^ c
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S? as
? §
^ i
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II
I Avenue Project Driveway 2/Behynier
L%3 «- 5%
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(3%) J
a8
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Minnewawa Avenue/Behymer
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15%(15%) 20% l\^
50%(15%)
I Project Driveway 3/Behymer
■ Avenue JB
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la
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Project Driveway 4/Behymer
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ISA FIGURE 4
XX% (Wo)
Inbound (Outbound) Trip Distribution
Project Driveway
Future Roadway
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Existing and Near-Term Project Trip Distribution
P:\20231181 De Young Annexatlon\z30_Dist_Exist_NT.xlsx\Figure (8/10/2024) 1491 AGENDA ITEM NO. 15.

BEHYMER AVENUE
^ 9 P ■9—0

PERRIN AVENUE
LEGEND
CD Project Location
• Study Intersections
—
Project Driveway
—
Future Roadway

SHEPHERD A VENUE
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LSA FIGURES
XX% (YY%)
Inbound (Outbound) Trip Distribution
—— Project Driveway
Future Roadway
De Young Properties Peach and Behymer Project
Transportation Impact Anaiysis
Cumulative Project Trip Distribution
P:\20231181 De Young Annexation\z30_Dist_Cumul.xlsx\Figure (8/10/2024) 1492 AGENDA ITEM NO. 15.

AVENUE BEHYMER
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ISA

FIGURES
XX/YY
Trips Hour Peak PM / AM
Driveway Project .....

Roadway .....

Project Behymer and Peach Properties Young De
Analysis Impact Transportation
Assignment Trip Project Near-Term and Existing
(8/10/2024) Annexation\z30_Asgn_Exist_NT.xlsx\Figure Young De P:\20231181 1493
AGENDA ITEM NO. 15.

BEHYMER AVENUE

PERRIN AVENUE
LEGEND
I i Project Location
^ Study Intersections
Project Driveway
Future Roadway

SHEPHERD AVENUE
FEET
CO
L 7/5
u ^ 4/3
1/5 -
«- 19/13
7/22 -
*- 3/2
r 6/11
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Peach Avenue/Behymer Avenue I
ta
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•«"
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t r*
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4/U 0/2 lIs
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r 22/71
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I
I Avenue Project Driveway 3/Behymer
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1 48/33 -*\r* 2/8
li
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Avenue
LSA
XX/YY
AM / PM Peak Hour Trips
Project Driveway
Future Roadway
FIGURE?
De Young Properties Peach and Behymer Project
Transportation Impact Analysis
Cumulative Project Trip Assignment
P:\20231181 De Young Annexation\z30_Asgn_Cumul.xlsx\Figure (8/10/2024) 1494 AGENDA ITEM NO. 15.

LSA

APPENDIX A

FRESNO COG ABM SELECT ZONE MODEL PLOTS
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Freyo COS 2046 Travel Model - PM pe»h houraeteet tone dbtribuBon (OaYoung Retldentlal) 1496
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Transportation Impact Anaitsis De Young Properties Peach ano Bekymer Project I A October 2024 Clovis, Caiifornia L

APPENDIX B

VMT CALCULATION WORKSHEETS
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Appendix B
VMT Calculations
De Young Single Family Residential Development
2019
De Young Single Family
(Project) * City of Clovis**
Total project households 266
Total project population (a) 896
Percent Population traveling to outside (b) * 7.79%
Project Population traveling to outside (c=b*a} 70
Total Internal-Internal (11) Project VMT (d) ** 11.132
Internal project population (e=a-c) 826
II VMT per capita (f=d/e) 13.5
IX VMT per capita (g) *•* 31.5
Total IX VMT(h=g*c) 2,199
Total project VMT (i=d+h) 13,331
VMT per capita U=i/a) 14.9 14.1
': Obtained from "Fresno_worker_ixxifractions.dat" from model inputs. Used same percentages/values as the parent TAZ(248} Includes all tours and all sub-tours from the ABM model run for VMT estimation IX VMT per capita was estimated as weighted average for all TAZs in the CSTDM Zone 2569 P:\30231181 D« Young Annexation\vmt_summ.xl5x\AppendU A (8/12/2024} 1498
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Transportation Impact Analysis De Younc Properties Peach and Behymer Proiect October 2024 Ciovis, California LSA

APPENDIX C

TRAFFIC COUNT SHEETS AND SIGNAL TIMING SHEETS
P;\20231181 Oe Young Annexatlon\Report\Oe Young Annexation Project TiA.docx (10/09/24) 1499 AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO 80x1178
Corona. CA 92878
(951)268-6268
City of Clovis
N/S: Wiiiow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_Will_Beh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Willow Avenue
Southbound
Behymer Avenue
Westbound
Willow Avenue Behymer Avenue
Start Time Left Thru Riaht 1Add. Total Left 1 Thru Right Add. Total Left Thru Riaht Add. Total Left 1 Thru Riaht Add. Total Int. Total 07:00 AM 11 47 5 63 6 12 9 27 7 44 10 61 8 19 22 49 200 07:15 AM 5 82 8 95 14 31 13 58 6 70 3 79 1 22 24 47 279 07:30 AM 6 132 9 147 12 65 34 111 29 106 7 142 9 32 58 99 499 07:45 AM 9 114 3 126 12 62 38 112 24 151 10 185 18 56 75 149 572 Total 31 375 25 431 44 170 94 308 66 371 30 467 36 129 179 344 1550 08:00 AM 20 128 8 156 4 26 42 72 21 172 13 206 21 30 38 89 523 08:15 AM 20 170 23 213 11 18 22 51 30 194 4 228 34 22 36 92 584 08:30 AM 17 199 20 236 5 29 33 67 28 176 4 208 7 21 33 61 572 08:45 AM 13 130 3 146 8 30 42 80 22 143 9 174 1 23 27 51 451 Total 70 627 54 751 28 103 139 270 101 685 30 816 63 96 134 293 2130 Grand Total 101 1002 79 1182 72 273 233 578 167 1056 60 1283 99 225 313 637 3680 Apprch % 8.5 84.8 6.7 12.5 47.2 40.3 13 82.3 4.7 15.5 35.3 49.1 Total % 2.7 27.2 2.1 32.1 2 7.4 6.3 15.7 4.5 28.7 1.6 34.9 2.7 6.1 8.5 17.3 Passenger Vehicles 95 982 79 1156 71 268 229 568 158 1040 57 1255 97 225 301 623 3602 % Pessenoor Vehicles 94.1 98 100 97.8 98.6 98.2 98.3 98.3 94.6 98.5 95 97.8 98 100 96.2 97.8 97.9 Large 2 Axle Vehicles 4 16 0 20 0 5 0 5 9 12 1 22 1 0 12 13 60 %L«fM2Axl«V«hiclM 4 1.6 0 1.7 0 1.8 0 0.9 5.4 1.1 1.7 1.7 1 0 3.8 2 1.6 3 Axle Vehicles 1 2 0 3 0 0 2 2 0 3 2 5 0 0 0 0 10
% 3 Axle Vehides 1 0.2 0 0.3 0 0 0.9 0.3 0 0.3 3.3 0.4 0 0 0 0 0.3 4+ Axle Trucks 1 2 0 3 1 0 2 3 0 1 0 1 1 0 0 1 8
% 4+ Axle Trucks 1 0.2 0 0.3 1.4 0 0.9 0.5 0 0.1 0 0.1 1 0 0 0.2 0.2 Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Riaht 1Add. Total Left 1 Thru Right App. Tptpl Left Thru Right Add. Total Left 1 Thru Right Add. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 9 114 3 126 12 62 38 112 24 151 10 185 18 56 75 149 572 08:00 AM 20 128 8 156 4 26 42 72 21 172 13 206 21 30 38 89 523 08:15 AM 20 170 23 213 11 18 22 51 30 194 4 228 34 22 36 92 584 08:30 AM 17 199 20 236 5 29 33 67 28 176 4 208 7 21 33 61 572 Total Volume 66 611 54 731 32 135 135 302 103 693 31 827 80 129 182 391 2251 % Add. Total 9 83.6 7.4 10.6 44.7 44.7 12.5 83.8 3.7 20.5 33 46.5 PHF .825 .768 .587 .774 .667 .544 .804 .674 .858 .893 .596 .907 .588 .576 .607 .656 .964 1500
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Wiilow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_WilLBeh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
< c
CDS
O
o—I
Willow Avenue
^Qui-^ Tslsl
I 908! I pil I 16391
541 611!
Right Thru
^ i
Left
u
Peak Hour Data
T
North
Peak Hour Begins at 07:45 A^|l
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
I—®
3 — CD
sr
5""
I
Left Thru Richt
I 1031 6931 31!
~825l Resa]
Out In Total
WlUftw AwflnifQ
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 08:00 AM 07:15 AM 07:45 AM 07:30 AM
+0 mins. 20 128 8 156 14 31 13 58 24 151 10 185 9 32 58 99 +15 mins. 20 170 23 213 12 65 34 111 21 172 13 206 18 56 75 149 +30 mins. 17 199 20 236 12 62 38 112 30 194 4 228 21 30 38 89 +45 mins. 13 130 3 146 4 26 42 72 28 176 4 208 34 22 36 92 Total Volume 70 627 54 751 42 184 127 353 103 693 31 827 82 140 207 429 % Add. Total 9.3 83.5 7.2 11.9 52.1 36 12.5 83.8 3.7 19.1 32.6 48.3 PHF .875 .788 .587 .796 .750 .708 .756 .788 .858 .893 .596 .907 .603 .625 .690 .720 1501
AGENDA ITEM NO. 15.

Counts Unlimited. Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
EM: Behymer Avenue
Weather: Clear
File Name : 13_CVS_Will_Beh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- Passenger Vehicles
Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Riaht 1Add. Total Left 1 Thru Riaht 1Add. Total Left Thru Riaht 1Add. Total Left 1 Thru Right Add. Total Int. Total 07:00 AM 11 45 5 61 6 11 8 25 5 43 9 57 8 19 22 49 192
07:15 AM 5 80 8 93 14 31 12 57 5 68 3 76 1 22 22 45 271 07:30 AM 6 131 9 146 12 64 33 109 28 104 7 139 9 32 57 98 492 07:45 AM 8 114 3 125 12 62 38 112 23 150 8 181 18 56 72 146 564 Totai 30 370 25 425 44 168 91 303 61 365 27 453 36 129 173 338 1519 08:00 AM 18 121 8 147 4 23 41 68 18 168 13 199 20 30 38 88 502 08:15 AM 18 165 23 206 10 18 22 50 30 191 4 225 33 22 33 88 569 08:30 AM 17 196 20 233 5 29 33 67 27 175 4 206 7 21 31 59 565 08:45 AM 12 130 3 145 8 30 42 80 22 141 9 172 1 23 26 50 447 Total 65 612 54 731 27 100 138 265 97 675 30 802 61 96 128 285 2083 Grand Total 95 982 79 1156 71 268 229 568 158 1040 57 1255 97 225 301 623 3602 Apprch % 8.2 84.9 6.8 12.5 47.2 40.3 12.6 82.9 4.5 15.6 36.1 48.3 Total % 2.6 27.3 2.2 32.1 2 7.4 6.4 15.8 4.4 28.9 1.6 34.8 2.7 6.2 8.4 17.3 Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Rloht 1Add. Total Left 1 Thru Riaht 1Ad. j. Total Left Thru Riaht 1Add. Total Left 1 Thru Riaht Add. Total Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 8 114 3 125 12 62 38 112 23 150 8 181 18 56 72 146 564 08:00 AM 18 121 8 147 4 23 41 68 18 168 13 199 20 30 38 88 502 08:15 AM 18 165 23 206 10 18 22 50 30 191 4 225 33 22 33 88 569 08:30 AM 17 196 20 233 5 29 33 67 27 175 4 206 7 21 31 59 565 Total Volume 61 596 54 711 31 132 134 297 98 684 29 811 78 129 174 381 2200 % Add. Total 8.6 83.8 7.6 10.4 44.4 45.1 12.1 84.3 3.6 20.5 33.9 45.7 PHF .847 .760 .587 .763 .646 .532 .817 .663 .817 .895 .558 .901 .591 .576 .604 .652 .967 1502
AGENDA ITEM NO. 15.

Counts Unlimtted, Inc.

PO 80x1178
Corona, CA 92878
(951) 268-6268
City of Clovis
N/S: Willow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_Will_Beh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Willow Avenue
Out , , [n Total 9961 I 711! CjsSI
541 5961 6T1
^ht Thru Left
L>
< c
CO a
(g 't' Q 1
■tlr
Peak Hour Data
T
North
Peak Hour Begins at 07:45 AAjl
Passenger Vehicies
I ®
3 — (D
T
Left Thm Right 981 6841 29l
loil
Out
IB] RiBl
in Total
Wlllfiw AwniiP
Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 07:45 AM 07:45 AM 07:45 AM 07:45 AM
+0 mins. 8 114 3 125 12 62 38 112 23 150 8 181 18 56 72 146 +15 mins. 18 121 8 147 4 23 41 68 18 168 13 199 20 30 38 88 +30 mins. 18 165 23 206 10 18 22 50 30 191 4 225 33 22 33 88 +45 mins. 17 196 20 233 5 29 33 67 27 175 4 206 7 21 31 59 Total Volume 61 596 54 711 31 132 134 297 98 684 29 811 78 129 174 381 % Add. Total 8.6 83.8 7.6 10.4 44.4 45.1 12.1 84.3 3.6 20.5 33.9 45.7 PHF .847 .760 .587 .763 .646 .532 .817 .663 .817 .895 .558 .901 .591 .576 .604 .652 1503
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_Will_Beh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- Large 2 Axle Vehicles
Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Riqht 1App. Total Left 1 Thru Rioht 1App. Total Left Thru Rioht 1App. Total Left 1 Thru Riqht App. Total Int. Total 07:00 AM 0 2 0 2 0 1 0 1 2 0 1 3 0 0 0 0 6
07:15 AM 0 2 0 2 0 0 0 0 1 2 0 3 0 0 2 2 7
07:30 AM 0 1 0 1 0 1 0 1 1 1 0 2 0 0 1 1 5
07:45 AM 0 0 0 0 0 0 0 0 1 1 0 2 0 0 3 3 5
Total 0 5 0 5 0 2 0 2 5 4 1 10 0 0 6 6 23
08:00 AM 2 4 0 6 0 3 0 3 3 3 0 6 0 0 0 0 15
08:15 AM 2 4 0 6 0 0 0 0 0 3 0 3 1 0 3 4 13
08:30 AM 0 3 0 3 0 0 0 0 1 1 0 2 0 0 2 2 7
08:45 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 1 2
Total 4 11 0 15 0 3 0 3 4 8 0 12 1 0 6 7 37
Grand Total 4 16 0 20 0 5 0 5 9 12 1 22 1 0 12 13 60
Apprch % 20 80 0 0 100 0 40.9 54.5 4.5 7.7 0 92.3
Total % 6.7 26.7 0 33.3 0 8.3 0 8.3 15 20 1.7 36.7 1.7 0 20 21.7 Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru 1Riaht 1aod. Total Left 1 Thru Riaht 1Add. Total Left Thru Riaht 1Add, Total Left 1 Thru Riqht App. Total Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 0 0 0 0 0 0 0 1 1 0 2 0 0 3 3 5
08:00 AM 2 4 0 6 0 3 0 3 3 3 0 6 0 0 0 0 15
08:15 AM 2 4 0 6 0 0 0 0 0 3 0 3 1 0 3 4 13
08:30 AM 0 3 0 3 0 0 0 0 1 1 0 2 0 0 2 2 7
Total Volume 4 11 0 15 0 3 0 3 5 8 0 13 1 0 8 9 40
% Add. Total 26.7 73.3 0 0 100 0 38.5 61.5 0 11.1 0 88.9 PHF .500 .688 .000 .625 .000 .250 .000 .250 .417 .667 .000 .542 .250 .000 .667 .563 .667 1504
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_WIILBeh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Willow Avenue
Out In Total I 91 I^15) I 241
I Oi 11I 41
Right Thru Left J I L,
Peak Hour Data
€0 3
tgm—I^
ilr
North
Peak Hour Begins at 07:45 A^{l
Large 2 Axle Vehicles
H
I 3-
I-®
^ T
Left Thru Rioht
51 81 01
jD J1 I 321
Out In Total
Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 07:45 AM 07:45 AM 07:45 AM 07:45 AM
+0 mins. 0 0 0 0 0 0 0 0 1 1 0 2 0 0 3 3
+15 mins. 2 4 0 6 0 3 0 3 3 3 0 6 0 0 0 0
+30 mins. 2 4 0 6 0 0 0 0 0 3 0 3 1 0 3 4
+45 mins. 0 3 0 3 0 0 0 0 1 1 0 2 0 0 2 2
Total Volume 4 11 0 15 0 3 0 3 5 8 0 13 1 0 8 9
% Add. Total 26.7 73.3 0 0 100 0 38.5 61.5 0 11.1 0 88.9 PHF .500 .688 .000 .625 .000 .250 .000 .250 .417 .667 .000 .542 .250 .000 .667 .563 1505
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S; Willow Avenue
E/W; Behymer Avenue
Weather: Clear
File Name : 13_CVS_Will_Beh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- 3 Axle Vehicles
Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Rioht 1Add. Total Left 1 Thru RIaht Add. Total Left Thru RlOht 1Add. Total Left 1 Thru Rioht 1Add. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1
07:30 AM 0 0 0 0 0 0 1 1 0 1 0 1 0 0 0 0 2
07:45 AM 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 2
Total 0 0 0 0 0 0 2 2 0 1 2 3 0 0 0 0 5
08:00 AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2
08:15 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 1 0 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2
Total 1 2 0 3 0 0 0 0 0 2 0 2 0 0 0 0 5
Grand Total 1 2 0 3 0 0 2 2 0 3 2 5 0 0 0 0 10
Apprch % 33.3 66.7 0 0 0 100 0 60 40 0 0 0
Total % 10 20 0 30 0 0 20 20 0 30 20 50 0 0 0 0
Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Rioht 1Add. Total Left 1 Thru Right Add. Total Left Thru Rioht 1Add. Total Left 1 Thru Rioht 1Add. Total Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 2
08:00 AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2
08:15 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 2 0 2 0 0 0 0 0 1 2 3 0 0 0 0 5
% Add. Total 0 100 0 0 0 0 0 33.3 66.7 0 0 0
PHF .000 .500 .000 .500 .000 .000 .000 .000 .000 .250 .250 .375 .000 .000 .000 .000 .625 1506
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
N/S:

City of Clevis
Willow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_Will_Beh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Willow Avenue
Out In Total
[_i] CZZi
01 21 d
Right Thru Left
u
Right Thn
^ i
< c
E '
m 3
o.—'
Peak Hour Data
T
North
Peak Hour Begins at 07:45 AAjl
3 Axle Vehicles
I ®
^ 1 r*
Left Thru Right
Ql 11
1 Out In Total
Willnw AvAnna
r
Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 07:45 AM 07:45 AM 07:45 AM 07:45 AM
+0 mins. 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0
+15 mins. 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0
+30 mins. 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 2 0 2 0 0 0 0 0 1 2 3 0 0 0 0
% Add. Total 0 100 0 0 0 0 0 33.3 66.7 0 0 0
PHF .000 .500 .000 .500 .000 .000 .000 .000 .000 .250 .250 .375 .000 .000 .000 .000 1507
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO 80x1178
Corona. CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_WilLBeh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- 4+ Axle Trucks
Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru 1Riqht 1app. Total Left 1 Thru Riaht App. Total Left Thru Rioht 1App. Total Left 1 Thru Rioht 1App. Total Int. Total 07:00 AM 0 0 0 0 0 0 1 1 0 1 0 1 0 0 0 0 2
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
Total 1 0 0 1 0 0 1 1 0 1 0 1 0 0 0 0 3
08:00 AM 0 2 0 2 0 0 1 1 0 0 0 0 1 0 0 1 4
08:15 AM 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 2 0 2 1 0 1 2 0 0 0 0 1 0 0 1 5
Grand Total 1 2 0 3 1 0 2 3 0 1 0 1 1 0 0 1 8
Apprch % 33.3 66.7 0 33.3 0 66.7 0 100 0 100 0 0
Total % 12.5 25 0 37.5 12.5 0 25 37.5 0 12.5 0 12.5 12.5 0 0 12.5 Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound Start Time Left Thru Rioht 1App. Total Left 1 Thru Rioht App. Total Left Thru Rioht 1App. Total Left 1 Thru Rioht 1App. Total Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
08:00 AM 0 2 0 2 0 0 1 1 0 0 0 0 1 0 0 1 4
08:15 AM 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 1 2 0 3 1 0 1 2 0 0 0 0 1 0 0 1 6
% /Vdd. Total 33.3 66.7 0 50 0 50 0 0 0 100 0 0
PHF .250 .250 .000 .375 .250 .000 .250 .500 .000 .000 .000 .000 .250 .000 .000 .250 .375 1508
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO 00x1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
EM: Behymer Avenue
Weather: Clear
File Name : 13_CVS_Will_Beh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Willow Avenue
Out In TolaL
I . I I Oi 2l 1I
Right Thru Left ™ I U
Peak Hour Data
< c
OJ 3
O 1
■Hr
North
Peak Hour Begins at 07:45 A^|l
4+ Axle Trucks
tj
5 H
I ^
' 2
I-®
_ <D
>
*1 I r*
Left Thru Rioht 01 01 ^
I ^ I 01 I 31
Out In Total
Willnw AwniiB
Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 07:45 AM 07:45 AM 07:45 AM 07:45 AM
+0 mins. 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 2 0 2 0 0 1 1 0 0 0 0 1 0 0 1
+30 mins. 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 1 2 0 3 1 0 1 2 0 0 0 0 1 0 0 1
% Add. Total 33.3 66.7 0 50 0 50 0 0 0 100 0 0
PHF .250 .250 .000 .375 .250 .000 .250 .500 .000 .000 .000 .000 .250 .000 .000 .250 1509
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Ciovis
N/S: Wiiiow Avenue
EM: Behymer Avenue
Weather: Ciear
File Name : 13_CVS_Will_Beh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Grouos Printed- Passenger Vehicles - Large 2 Axie Vehicles - 3 Axie Vehicles - 4+ Axie Trucks Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Riaht 1Add. Total Left 1 Thru Riaht Add. Total Left Thru Riaht 1Add. Total Left 1 Thru Riaht Add. Total Int. Total 04:00 PM 37 127 3 167 17 34 21 72 28 138 15 181 9 20 36 65 485 04:15 PM 21 119 3 143 15 30 14 59 18 114 14 146 5 20 20 45 393 04:30 PM 40 145 11 196 7 29 18 54 26 157 18 201 5 18 22 45 496 04:45 PM 20 123 8 151 10 30 20 60 23 139 16 178 4 18 33 55 444 Total 118 514 25 657 49 123 73 245 95 548 63 706 23 76 111 210 1818 05:00 PM 37 170 14 221 9 37 21 67 24 162 14 200 4 40 39 83 571 05:15 PM 26 121 5 152 17 38 25 80 35 169 15 219 4 23 28 55 506 05:30 PM 18 144 13 175 13 25 34 72 25 182 14 221 7 25 30 62 530 05:45 PM 14 125 8 147 16 38 39 93 35 218 11 264 6 16 24 46 550 Total 95 560 40 695 55 138 119 312 119 731 54 904 21 104 121 246 2157 Grand Total 213 1074 65 1352 104 261 192 557 214 1279 117 1610 44 180 232 456 3975 Apprch % 15.8 79.4 4.8 18.7 46.9 34.5 13.3 79.4 7.3 9.6 39.5 50.9 Total % 5.4 27 1.6 34 2.6 6.6 4.8 14 5.4 32.2 2.9 40.5 1.1 4.5 5.8 11.5 Passenger Vehid6« 212 1067 65 1344 104 261 190 555 210 1271 116 1597 44 174 230 448 3944 % Passenoor VeWdes 99.5 99.3 100 99.4 100 100 99 99.6 98.1 99.4 99.1 99.2 100 96.7 99.1 98.2 99.2 Large 2 Axlo Vehides 1 6 0 7 0 0 2 2 4 4 1 9 0 6 2 8 26 %Lar«2AxhVeNelM 0.5 0.6 0 0.5 0 0 1 0.4 1.9 0.3 0.9 0.6 0 3.3 0.9 1.8 0.7 3 Axle Vehicles 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 3
% 3 Axle Vehicles 0 0 0 0 0 0 0 0 0 0.2 0 0.2 0 0 0 0 0.1 4+ Axle Trucks 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2
% 4+Axle Trucks 0 0.1 0 0.1 0 0 0 0 0 0.1 0 0.1 0 0 0 0 0.1 Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound Start Time Left Thru 1RiOht 1Add. Total Left Thru 1Right 1Add. Total Left Thru 1Riaht 1Add. Total Left 1 Thru 1Riaht Add .Total Int. Total Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 37 170 14 221 9 37 21 67 24 162 14 200 4 40 39 83 571 05:15 PM 26 121 5 152 17 38 25 80 35 169 15 219 4 23 28 55 506 05:30 PM 18 144 13 175 13 25 34 72 25 182 14 221 7 25 30 62 530 05:45 PM 14 125 8 147 16 38 39 93 35 218 11 264 6 16 24 46 550 Total Volume 95 560 40 695 55 138 119 312 119 731 54 904 21 104 121 246 2157 % Add. Total 13.7 80.6 5.8 17.6 44.2 38.1 13.2 80.9 6 8.5 42.3 49.2 PHP .642 .824 .714 .786 .809 .908 .763 .839 .850 .838 .900 .856 .750 .650 .776 .741 .944 1510
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
City of Clovis
N/S: Willow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_WilLBeh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
< c
£0 a
O
ig ^ o—'
Willow Avenue
^2yl_^ iiL JfilaL I 8711 I 695! I 15661
I 401 5601 'flSl
Right Thru Left ™ I U
Peak Hour Data
North
Peak Hour Begins at 05:00 Phjl
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4-» Axle Trucks
3 — (0
^ I r*
Left Thru Right
1191 7311
236] r~9o^ risioi
Out In Total
Willnw
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 04:30 PM 05:00 PM 05:00 PM 04:45 PM
+0 mins. 40 145 11 196 9 37 21 67 24 162 14 200 4 18 33 55 +15 mins. 20 123 8 151 17 38 25 80 35 169 15 219 4 40 39 83 +30 mins. 37 170 14 221 13 25 34 72 25 182 14 221 4 23 28 55 +45 mins. 26 121 5 152 16 38 39 93 35 218 11 264 7 25 30 62 Total Volume 123 559 38 720 55 138 119 312 119 731 54 904 19 106 130 255 % Add. Total 17.1 77.6 5.3 17.6 44.2 38.1 13.2 80.9 6 7.5 41.6 51 PHF .769 .822 .679 .814 .809 .908 .763 .839 .850 .838 .900 .856 .679 .663 .833 .768 1511
AGENDA ITEM NO. 15.

Counts Unlimited, inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Wiilow Avenue
E/W: Behymer Avenue
Weather: Ciear
File Name : 13_CVS_WilLBeh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- Passenger Vehicies
Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Rioht 1Aod. Total Left 1 Thru Rioht Add. Total Left Thru Rioht 1Add. Total Left 1 Thru Rioht Add. Total Int. Total 04:00 PM 37 125 3 165 17 34 21 72 28 137 15 180 9 19 36 64 481 04:15 PM 20 118 3 141 15 30 14 59 17 113 14 144 5 19 19 43 387 04:30 PM 40 144 11 195 7 29 18 54 25 157 17 199 5 18 22 45 493 04:45 PM 20 122 8 150 10 30 18 58 23 138 16 177 4 18 33 55 440 Totai 117 509 25 651 49 123 71 243 93 545 62 700 23 74 110 207 1801 05:00 PM 37 169 14 220 9 37 21 67 24 160 14 198 4 37 38 79 564 05:15 PM 26 121 5 152 17 38 25 80 34 167 15 216 4 23 28 55 503 05:30 PM 18 143 13 174 13 25 34 72 25 181 14 220 7 25 30 62 528 05:45 PM 14 125 8 147 16 38 39 93 34 218 11 263 6 15 24 45 548 Totai 95 558 40 693 55 138 119 312 117 726 54 897 21 100 120 241 2143 Grand Total 212 1067 65 1344 104 261 190 555 210 1271 116 1597 44 174 230 448 3944 Apprch % 15.8 79.4 4.8 18.7 47 34.2 13.1 79.6 7.3 9.8 38.8 51.3 Total % 5.4 27.1 1.6 34.1 2.6 6.6 4.8 14.1 5.3 32.2 2.9 40.5 1.1 4.4 5.8 11.4 Willow Avenue Behymer Avenue Wiiiow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Rioht 1Add. Total Left 1 Thru Right Add. Total Left Thru Rioht 1Add. Total Left 1 Thru Rioht Add. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 37 169 14 220 9 37 21 67 24 160 14 198 4 37 38 79 564 05:15 PM 26 121 5 152 17 38 25 80 34 167 15 216 4 23 28 55 503 05:30 PM 18 143 13 174 13 25 34 72 25 181 14 220 7 25 30 62 528 05:45 PM 14 125 8 147 16 38 39 93 34 218 11 263 6 15 24 45 548 Total Volume 95 558 40 693 55 138 119 312 117 726 54 897 21 100 120 241 2143 % Add. Total 13.7 80.5 5.8 17.6 44.2 38.1 13 80.9 6 8.7 41.5 49.8 PHF .642 .825 .714 .788 .809 .908 .763 .839 .860 .833 .900 .853 .750 .676 .789 .763 .950 1512
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
City of Clovis
N/S: Willow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_Will_Beh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Willow Avenue
Out , In Total 8661 I 6931 I 15591
5581 951
Right Thru Left
L>
Peak Hour Data
< c
E ^
® — tn 3
O
0)—I North
Peak Hour Begins at 05:00 P^|l
Passenger Vehicles
2 H
I rr ' s
r*
r^cD
I
3 ^ <D
^ I r*
Left Thru Right
1171 7261 54l
Out in Totai
Willnui Aucntio
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 37 169 14 220 9 37 21 67 24 160 14 198 4 37 38 79 +15 mins. 26 121 5 152 17 38 25 80 34 167 15 216 4 23 28 55 +30 mins. 18 143 13 174 13 25 34 72 25 181 14 220 7 25 30 62 +45 mins. 14 125 8 147 16 38 39 93 34 218 11 263 6 15 24 45 Totai Volume 95 558 40 693 55 138 119 312 117 726 54 897 21 100 120 241 % Add. Totai 13.7 80.5 5.8 17.6 44.2 38.1 13 80.9 6 8.7 41.5 49.8 PHF .642 .825 .714 .788 .809 .908 .763 .839 .860 .833 .900 .853 .750 .676 .789 .763 1513
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
City of Clovis
N/S: Willow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_W]ll_Beh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
GrouDS Printed- Lara e 2 Axle Vehicles
Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Riaht 1Add. Total Left 1 Thru Riaht 1Add. Total Left Thru Riaht 1Add. Total Left 1 Thru Riaht 1Add. Total Int. Total 04:00 PM 0 2 0 2 0 0 0 0 0 1 0 1 0 1 0 1 4
04:15 PM 1 0 0 1 0 0 0 0 1 1 0 2 0 1 1 2 5
04:30 PM 0 1 0 1 0 0 0 0 1 0 1 2 0 0 0 0 3
04:45 PM 0 1 0 1 0 0 2 2 0 0 0 0 0 0 0 0 3
Total 1 4 0 5 0 0 2 2 2 2 1 5 0 2 1 3 15
05:00 PM 0 1 0 1 0 0 0 0 0 1 0 1 0 3 1 4 6
05:15 PM 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 2
05:30 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
05:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 2
Total 0 2 0 2 0 0 0 0 2 2 0 4 0 4 1 5 11
Grand Total 1 6 0 7 0 0 2 2 4 4 1 9 0 6 2 8 26
Apprch % 14.3 85.7 0 0 0 100 44.4 44.4 11.1 0 75 25
Total % 3.8 23.1 0 26.9 0 0 7.7 7.7 15.4 15.4 3.8 34.6 0 23.1 7.7 30.8 Willow Avenue
Southbound
Behymer Avenue
Westbound
Willow Avenue
Northbound
Behymer Avenue
Eastbound
Start Time Left 1 Thru 1Riaht 1add. Total Left 1 Thru 1Riaht 1add. Total Left 1 Thru 1Riaht 1add. Total Left 1 Thru 1Riaht 1add. Total Int. Total 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 1 0 1 0 0 0 0 0 1 0 1 0 3 1 4 6
05:15 PM 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 2
05:30 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
05:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 2
Total Volume 0 2 0 2 0 0 0 0 2 2 0 4 0 4 1 5 11
% Add. Total 0 100 0 0 0 0 50 50 0 0 80 20
PHP .000 .500 .000 .500 .000 .000 .000 .000 .500 .500 .000 .500 .000 .333 .250 .313 .458 1514
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Wiilow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_Will_Beh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Willow Avenue
Out , [n Total _2]
I Qi
Right Thru Leftu
Right Thn ^ i
o
E
>
c
0 J
Q—I
Peak Hour Data
T
North
Peak Hour Begins at 05:00 Pl\|l
Laroe 2 Axle Vehides
I—®
[>±J 1
=- o
>
^ I r*
Left Thru Rioht
21 2l Ol
I ^ 3
Out in Total
Willow Avftniift
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 1 0 1 0 0 0 0 0 1 0 1 0 3 1 4
+15 mins. 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0
+30 mins. 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1
Total Volume 0 2 0 2 0 0 0 0 2 2 0 4 0 4 1 5
% Add. Total 0 100 0 0 0 0 50 50 0 0 80 20
PHF .000 .500 .000 .500 .000 .000 .000 .000 .500 .500 .000 .500 .000 .333 .250 .313 1515
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO 00x1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_Will_Beh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- 3 Axle Vehicles
Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Riaht 1Add. Total Left 1 Thru Riaht 1Add. Total Left Thru Right 1App. Total Left 1 Thru Right 1Add. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
Total 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
05:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2
Grand Total 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 3
Apprch % 0 0 0 0 0 0 0 100 0 0 0 0
Total % 0 0 0 0 0 0 0 0 0 100 0 100 0 0 0 0
Willow Avenue
Southbound
Behymer Avenue
Westbound
Willow Avenue
Northbound
Behymer Avenue
Eastbound
start Time Left 1 Thru 1Riaht 1add. Total Left 1 Thru 1Riaht 1add. Total Left 1 Thru 1Riaht 1add. Total Left 1 Thru 1Riaht 1add. Total Int. Total 1 Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
05:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2
% Add. Total 0 0 0 0 0 0 0 100 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .500 1516
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO 00x1178
Corona, CA 92878
(951) 268-6268
City of Clovis
N/S: Wiiiow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS Wiil_Beh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Willow Avenue
Out . , ln__ ,Total 2i r o\ r2\
ol ol
Right Thru Left
Peak Hour Data
< c
o „
Cm—I't'
North
Peak Hour Begins at 05:00 PA{I
3 Axle Vehides
3;
H
I 3" ' 5
r-ST
at
to
3 1
A
>
*1 I
Left Thru Rioht
^Ol 21
J]
Out In Total
Willnw Awniift
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0
% Add. Total 0 0 0 0 0 0 0 100 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 1517
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona. CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_Will_Beh PMC
Site Code -.00324176 f
Start Date : 3/6/2024
Page No : 1
Groups Printed- 4+ Axle Trucks
Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Riqht 1App. Total Left 1 Thru Right 1 App. Total Left Thru Right 1 App. Total Left 1 Thru Right 1Add. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
05:00 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
Grand Total 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2
Apprch % 0 100 0 0 0 0 0 100 0 0 0 0
Total % 0 50 0 50 0 0 0 0 0 50 0 50 0 0 0 0
Willow Avenue Behymer Avenue Wiiiow Avenue Behymer Avenue Southbound Westbound Northbound Eastbound
Start Time Left Thru Riaht 1Add. Total Left 1 Thru Right 1Add. Total Left Thru Right 1Add. Total Left 1 Thru Right 1Add. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
% Add. Total 0 0 0 0 0 0 0 100 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .250 1518
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO 80x1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 13_CVS_Will_Beh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Willow Avenue
Out ^ in Total _i] rroi I ii
I '01 01 'Ql
Right Thru Left u
Rignt nn ^ 1
Peak Hour Data
< c
e
>(0 3
North
Peak Hour Begins at 05:00 PAjl
4» Axle Trucks
I ®
^ T
Left Thru Right
. 01 11 01 I . I
^ I i1 I II
Out In Total
UVillrnju Ai/Aiti IQ
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
% Add. Total 0 0 0 0 0 0 0 100 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 1519
AGENDA ITEM NO. 15.

Location:

N/S:

E/W:

Clevis
Willow Avenue
Behymer Avenue
Date: 3/6/2024
Day: Wednesday

PEDESTRIANS
North Leg East Leg South Leg West Leg
Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Pedestrians Pedestrians Pedestrians Pedestrians
7:00 AM 0 0 0 1 1
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 1 1
7:45 AM 0 0 0 1 1
8:00 AM 0 0 0 4 4
8:15 AM 0 0 0 2 2
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
TOTAL VOLUMES: 0 0 0 9 9
North Leg East Leg South Leg West Leg
Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Pedestrians Pedestrians Pedestrians Pedestrians
4:00 PM 0 0 0 1 1
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 1 1
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 0 0
5:15 PM 0 0 0 0 0
5:30 PM 0 0 0 0 0
5:45 PM 0 0 0 0 0
TOTAL VOLUMES: 0 0 0 2 2
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
1520
AGENDA ITEM NO. 15.

Location:

N/S:

E/W:

Clovis
Willow Avenue
Behymer Avenue
Date: 3/6/2024
Day: Wednesday

BICYCLES
Southbound
Willow Avenue
Westbound
Behymer Avenue
Northbound
Willow Avenue
Eastbound
Behymer Avenue
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 2 0 0 0 1 3
7:30 AM 0 0 0 0 0 0 0 0 0 1 0 0 1
7:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 1
8:00 AM 0 0 0 0 0 0 0 3 0 2 0 0 s
8:15 AM 0 0 0 0 0 0 0 3 0 0 0 0 3
8:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 1
8:45 AM 0 0 0 0 0 0 0 1 0 1 0 0 2
TOTAL VOLUMES: 0 0 0 0 0 0 0 11 0 4 0 1 16
Southbounc Westbound Northbounc Eastbound
Willow Avenue Behymer Avenue Willow Avenue Behymer Avenue Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1
4:15 PM 0 3 0 0 0 0 0 1 0 0 0 0 4
4:30 PM 0 0 0 0 0 0 0 2 0 0 0 0 2
4:45 PM 0 2 0 0 0 0 0 3 0 0 0 0 5
5:00 PM 0 4 0 0 0 0 0 0 0 0 0 0 4
5:15 PM 0 2 1 0 0 0 0 0 0 0 0 0 3
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 1
TOTAL VOLUMES: 0 12 1 0 0 0 0 6 0 1 0 0 20
Counts Unlimited, inc.

PO Box 1178
Corona, CA 92878
951-268-6268
1521
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Perrin Avenue
Weather: Clear
File Name : 14_CVS_Will_Per AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Willow Avenue Willow Avenue Perrin Avenue
Southbound Northbound Eastbound
Start Time Thai 1 RIaht 1 Add. Total LeftI Thru 1 Add. Total Left 1 RIaht 1 Add. Total Int. Total 07:00 AM 73 6 79 24 45 69 13 47 60 208
07:15 AM 124 10 134 22 84 106 10 56 66 306
07:30 AM 177 21 198 46 108 154 29 69 98 450
07:45 AM 181 22 203 24 170 194 29 59 88 485
Total 555 59 614 116 407 523 81 231 312 1449
08:00 AM 171 16 187 29 165 194 56 29 85 466
08:15 AM 181 27 208 16 168 184 51 46 97 489
08:30 AM 225 34 259 19 182 201 29 33 62 522
08:45 AM 159 12 171 29 149 178 25 25 50 399
Total 736 89 825 93 664 757 161 133 294 1876
Grand Total 1291 148 1439 209 1071 1280 242 364 606 3325 Apprch % 89.7 10.3 16.3 83.7 39.9 60.1
Total % 38.8 4.5 43.3 6.3 32.2 38.5 7.3 10.9 18.2
Passenger Vehicles 1258 147 1405 208 1046 1254 239 358 597 3256 % Passencier Vehicles 97.4 99.3 97.6 99.5 97.7 98 98.8 98.4 98.5 97.9 Large 2 /\xle Vehicles 28 1 29 0 19 19 2 4 6 54
% Larae 2 Axle Vehicles 2.2 0.7 2 0 1.8 1.5 0.8 1.1 1 1.6 3 Axle Vehicles 3 0 3 1 5 6 1 1 2 11
% 3 Axle Vehicles 0.2 0 0.2 0.5 0.5 0.5 0.4 0.3 0.3 0.3 4+Axle Trucks 2 0 2 0 1 1 0 1 1 4
% 4+ Axle Trucks 0.2 0 0.1 0 0.1 0.1 0 0.3 0.2 0.1
Willow Avenue Willow Avenue Perrin Avenue
Southbound Northbound Eastbound
Start Time Thru 1 Right 1 App. Total LeftI Thru 1 Add. Total Left Riaht 1 Add. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 07:45 AM 181 22 203 24 170 194 29 59 88 485
08:00 AM 171 16 187 29 165 194 56 29 85 466
08:15 AM 181 27 208 16 168 184 51 46 97 489
08:30 AM 225 34 259 19 182 201 29 33 62 522
Total Volume 758 99 857 88 685 773 165 167 332 1962
% Add. Total 88.4 11.6 11.4 88.6 49.7 50.3
PHF .842 .728 .827 .759 .941 .961 .737 .708 .856 .940
1522
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
EM: Perrin Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
14_CVS_Will
00324176
3/6/2024
2 PerAMC
Willow Avenue
TslsL rasol I 8571 riro^
*991 7581
Right Thru ™ I
©—I
Peak Hour Data
T
North
Peak Hour Begins at 07:45 Ahjl
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4-»- Axie Trucks
^ I
Left Thru
88! 6851
i25] (7^
Out in Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 07:45 AM 07:45 AM 07:30 AM
+0 mins. 181 22 203 24 170 194 29 69 98
+15 mins. 171 16 187 29 165 194 29 59 88
+30 mins. 181 27 208 16 168 184 56 29 85
+45 mins. 225 34 259 19 182 201 51 46 97
Total Volume 758 99 857 88 685 773 165 203 368
% Add. Total 88.4 11.6 11.4 88.6 44.8 55.2
PHF .842 .728 .827 .759 .941 .961 .737 .736 .939
1523
AGENDA ITEM NO. 15.

Counts Unlimited, inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
BAN: Perrin Avenue
Weather: Clear
File Name : 14_CVS_WiII_Per AMC
Site Code : 00324176
Start Date : ZIQI2Q2A
Page No : 1
Groups Printed- Passenger Vehicles
Willow Avenue
Southbound
Willow Avenue
Northbound
Perrin Avenue
Eastbound
Start Time Thru 1 RIaht 1 Ado. Total Left 1 Thru 1 Add. Total Left 1 Riaht 1 Add. Total Int. Total 07:00 AM 71 6 77 24 42 66 13 47 60 203
07:15 AM 120 10 130 22 80 102 10 55 65 297
07:30 AM 175 21 196 46 106 152 29 67 96 444
07:45 AM 178 22 200 23 165 188 28 57 85 473
Total 544 59 603 115 393 508 80 226 306 1417
08:00 AM 163 16 179 29 161 190 54 28 82 451
08:15 AM 173 26 199 16 165 181 51 46 97 477
08:30 AM 220 34 254 19 179 198 29 33 62 514
08:45 AM 158 12 170 29 148 177 25 25 50 397
Total 714 88 802 93 653 746 159 132 291 1839
Grand Total 1258 147 1405 208 1046 1254 239 358 597 3256 Apprch % 89.5 10.5 16.6 83.4 40 60
Total % 38.6 4.5 43.2 6.4 32.1 38.5 7.3 11 18.3
Willow Avenue
Southbound
Willow Avenue
Northbound
Pemn Avenue
Eastbound
Start Time Thru 1 Riaht 1 Add. Total Left 1 Thru 1 Add. Total Left 1 Riaht 1 Add. Totai Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 07:45 AM 178 22 200 23 165 188 28 57 85 473
08:00 AM 163 16 179 29 161 190 54 28 82 451
08:15 AM 173 26 199 16 165 181 51 46 97 477
08:30 AM 220 34 254 19 179 198 29 33 62 514
Total Volume 734 98 832 87 670 757 162 164 326 1915
% Add. Total 88.2 11.8 11.5 88.5 49.7 50.3
PHF .834 .721 .819 .750 .936 .956 .750 .719 .840 .931
1524
AGENDA ITEM NO. 15.

Counts Unlimited, inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
City of Clovis
N/S: Willow Avenue
E/W; Perrin Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
14_CVS_WIII
00324176
3/6/2024
2 PerAMC
Willow Avenue
,-Qi^ In—, r-Islal I 8321 I 832! I 1664!
98! 734!
Right Thru ^ i
Peak Hour Data
< ^
e
E
0 Q.
^ A CC c T ^ 0—'
North
Peak Hour Begins at 07:45 A^|l
Passenger Vehicles
*1 I
Left Thru
^87! pol
8981 I 757! I 1655!
Out In Total
Peak Hour /Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 07:45 AM 07:45 AM 07:45 AM
+0 mins. 178 22 200 23 165 188 28 57 85
+15 mins. 163 16 179 29 161 190 54 28 82
+30 mins. 173 26 199 16 165 181 51 46 97
+45 mins. 220 34 254 19 179 198 29 33 62
Total Volume 734 98 832 87 670 757 162 164 326
% Add. Total 88.2 11.8 11.5 88.5 49.7 50.3
PHF .834 .721 .819 .750 .936 .956 .750 .719 .840
1525
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
EM: Perrin Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
14_CVS_WiII
00324176
3/6/2024
1 PerAMC
Groups Printed- Laroe 2 Axle Vehicles
Wiiiow Avenue
Southbound
Willow Avenue
Northbound
Perrin Avenue
Eastbound
Start Time Thru 1 Riaht 1 Add. Total Left 1 Thru 1 Add. Total Left 1 Riaht 1 Add. Total Int. Total 07:00 AM 2 0 2 0 2 2 0 0 0 4
07:15 AM 4 0 4 0 4 4 0 0 0 8
07:30 AM 2 0 2 0 1 1 0 1 1 4
07:45 AM 3 0 3 0 2 2 1 2 3 8
Total 11 0 11 0 9 9 1 3 4 24
08:00 AM 5 0 5 0 4 4 1 1 2 11
08:15 AM 6 1 7 0 3 3 0 0 0 10
08:30 AM 5 0 5 0 3 3 0 0 0 8
08:45 AM 1 0 1 0 0 0 0 0 0 1
Total 17 1 18 0 10 10 1 1 2 30
Grand Total 28 1 29 0 19 19 2 4 6 54
Apprch % 96.6 3.4 0 100 33.3 66.7
Total % 51.9 1.9 53.7 0 35.2 35.2 3.7 7.4 11.1
Willow Avenue
Southbound
Willow Avenue
Northbound
Perrin Avenue
Eastbound
Start Time Thru 1 Riaht 1 Add. Total Left 1 Thru 1 Add. Total Left 1 Riaht 1 Add. Total Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 07:45 AM 3 0 3 0 2 2 1 2 3 8
08:00 AM 5 0 5 0 4 4 1 1 2 11
08:15 AM 6 1 7 0 3 3 0 0 0 10
08:30 AM 5 0 5 0 3 3 0 0 0 8
Total Volume 19 1 20 0 12 12 2 3 5 37
% Add. Total 95 5 0 100 40 60
PHF .792 .250 .714 .000 .750 .750 .500 .375 .417 .841
1526
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clevis
N/S: Willow Avenue
E/W: Perrin Avenue
Weather; Clear
File Name
Site Code
Start Date
Page No
14_CVS_Will
00324176
3/6/2024
2 PerAMC
Willow Avenue
Out , tn Total 141 I 201 I 34!
I 'll 'l9l
Right Thru ^ i
Q 1
Peak Hour Data
T
North
Peak Hour Begins at 07:45 Al\|l
Large 2 Axle Vehicles
^ T
Left Thru
. 01 ,121 I I
121
Out In Total
WitlAw A»or..,o
Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 07:45 AM 07:45 AM 07:45 AM
+0 mins. 3 0 3 0 2 2 1 2 3
+15 mins. 5 0 5 0 4 4 1 1 2
+30 mins. 6 1 7 0 3 3 0 0 0
+45 mins. 5 0 5 0 3 3 0 0 0
Total Volume 19 1 20 0 12 12 2 3 5
% Add. Total 95 5 0 100 40 60
PHF .792 .250 .714 .000 .750 .750 .500 .375 .417
1527
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO 00x1178
Corona, CA 92878
(951)268-6268
City of Ciovis
N/S: Willow Avenue
E/W; Perrin Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
14_CVS_WiII
00324176
3/6/2024
1 PerAMC
Groups Printed- 3 Axle Vehicies
Willow Avenue
Southbound
Willow Avenue
Northbound
Perrin Avenue
Eastbound
Start Time Thru 1 Rioht 1 Add. Total Left 1 Thru 1 Add. Total Left 1 Rioht 1 Add. Totai Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 1 1 0 1 1 2
07:45 AM 0 0 0 1 3 4 0 0 0 4
Total 0 0 0 1 4 5 0 1 1 6
08:00 AM 2 0 2 0 0 0 1 0 1 3
08:15 AM 1 0 1 0 0 0 0 0 0 1
08:30 AM 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 1 1 0 0 0 1
Total 3 0 3 0 1 1 1 0 1 5
Grand Total 3 0 3 1 5 6 1 1 2 11
Apprch % 100 0 16.7 83.3 50 50
Total % 27.3 0 27.3 9.1 45.5 54.5 9.1 9.1 18.2
Willow Avenue
Southbound
Willow Avenue
Northbound
Perrin Avenue
Eastbound
Start Time Thru 1 Right 1 Add. Total Left 1 Thru 1 Add. Total Left 1 Rioht 1 Add. Total Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 07:45 AM 0 0 0 1 3 4 0 0 0 4
08:00 AM 2 0 2 0 0 0 1 0 1 3
08:15 AM 1 0 1 0 0 0 0 0 0 1
08:30 AM 0 0 0 0 0 0 0 0 0 0
Total Volume 3 0 3 1 3 4 1 0 1 8
% Add. Total 100 0 25 75 100 0
PHF .375 .000 .375 .250 .250 .250 .250 .000 .250 .500
1528
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

POBox 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Perrin Avenue
Weather: Clear
File Name
Site Code
14_CVS_Wili
00324176
PerAMC
Start Date : 3/6/2024
Page No : 2
Willow Avenue
Otit , , !n_ ,Total,
i 01 3l
Right Thru ^ i
ig 'T
£
Peak Hour Data
T
North
Peak Hour Begins at 07:45 A^|l
3 Axle Vehicles
Left Thru
I ^ I 41 I 7l
Out In Total
W»lr»w AwniiA
Peak Hour Anaiysis From 07:45 AM to 08:30 AM - Peak 1 of 1 07:45 AM 07:45 AM 07:45 AM
+0 mins. 0 0 0 1 3 4 0 0 0
+15 mins. 2 0 2 0 0 0 1 0 1
+30 mins. 1 0 1 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0
Total Volume 3 0 3 1 3 4 1 0 1
% Add. Total 100 0 25 75 100 0
PHF .375 .000 .375 .250 .250 .250 .250 .000 .250
1529
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona. CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
EA/V: Perrin Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
14_CVS_Will
00324176
3/6/2024
1 Per AMC
Groups Printed- 4+ Axle Trucks
Willow Avenue
Southbound
Willow Avenue
Northbound
Perrin Avenue
Eastbound
Start Time Thru 1 Riaht \ Add. Total Left 1 Thru 1 Add. Total Left 1 Riaht 1 Add. Total Int. Total 07:00 AM 0 0 0 0 1 1 0 0 0 1
07:15 AM 0 0 0 0 0 0 0 1 1 1
07:30 AM 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 1 1 0 1 1 2
08:00 AM 1 0 1 0 0 0 0 0 0 1
08:15 AM 1 0 1 0 0 0 0 0 0 1
08:30 AM 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0
Total 2 0 2 0 0 0 0 0 0 2
Grand Total 2 0 2 0 1 1 0 1 1 4
Apprch % 100 0 0 100 0 100
Total % 50 0 50 0 25 25 0 25 25
Willow Avenue
Southbound
Willow Avenue
Northbound
Perrin Avenue
Eastbound
Start Time Thru 1 RIahtl Add. Total Left 1 Thru 1 Add. Total Left 1 Riaht 1 Add. Total Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 07:45 AM 0 0 0 0 0 0 0 0 0 0
08:00 AM 1 0 1 0 0 0 0 0 0 1
08:15 AM 1 0 1 0 0 0 0 0 0 1
08:30 AM 0 0 0 0 0 0 0 0 0 0
Total Volume 2 0 2 0 0 0 0 0 0 2
% Add. Total 100 0 0 0 0 0
PHF .500 .000 .500 .000 .000 .000 .000 .000 .000 .500
1530
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Perrin Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
14_CVS_Wiil
00324176
3/6/2024
2 PerAMC
Willow Avenue
Out ^ !n Total ZI2 I ^
Qi 2!
^ht Thru
<-
c
"E
0) 0. J
3 o
%-f
■tlr
Peak Hour Data
T
North
Peak Hour Begins at 07:45 AAjl
4+ Axle Trucks
I
Left Thru
CD
I ^ I ^ I ^
Out In Total
Witlnw Awn»»
Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 07:45 AM 07:45 AM 07:45 AM
+0 mins. 0 0 0 0 0 0 0 0 0
+15 mins. 1 0 1 0 0 0 0 0 0
+30 mins. 1 0 1 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0
Total Volume 2 0 2 0 0 0 0 0 0
% Add. Total 100 0 0 0 0 0
PHF .500 .000 .500 .000 .000 .000 .000 .000 .000
1531
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Perrin Avenue
Weather: Clear
File Name : 14_CVS_Will_Per PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Willow Avenue Willow Avenue Perrin Avenue
Southbound Northbound Eastbound
Start Time Thru 1 Riaht 1 Add. Total Left 1 Thru 1 Add. Total Left 1 Riaht 1 Add. Total Int. Total 04:00 PM 170 19 189 42 171 213 27 36 63 465
04:15 PM 135 20 155 47 144 191 21 40 61 407
04:30 PM 164 13 177 47 168 215 17 44 61 453
04:45 PM 149 17 166 63 178 241 21 39 60 467
Total 618 69 687 199 661 860 86 159 245 1792
05:00 PM 213 20 233 39 194 233 26 47 73 539
05:15 PM 148 22 170 60 203 263 26 48 74 507
05:30 PM 166 26 192 45 210 255 29 54 83 530
05:45 PM 144 21 165 55 248 303 33 44 77 545
Total 671 89 760 199 855 1054 114 193 307 2121
Grand Total 1289 158 1447 398 1516 1914 200 352 552 3913 Apprch % 89.1 10.9 20.8 79.2 36.2 63.8
Total % 32.9 4 37 10.2 38.7 48.9 5.1 9 14.1
Passenger Vehicles 1280 158 1438 396 1502 1898 200 351 551 3887 % Passenaer Vehicles 99.3 100 99.4 99.5 99.1 99.2 100 99.7 99.8 99.3 Large 2 Axle Vehicles 8 0 8 1 9 10 0 1 1 19
% Larae 2 Axle Vehicles 0.6 0 0.6 0.3 0.6 0.5 0 0.3 0.2 0.5 3 Axle Vehicles 0 0 0 1 0 1 0 0 0 1
% 3 Axle Vehicles 0 0 0 0.3 0 0.1 0 0 0 0
4+ /^le Trucks 1 0 1 0 5 5 0 0 0 6
% 4+ Axle Trucks 0.1 0 0.1 0 0.3 0.3 0 0 0 0.2
Willow Avenue Willow Avenue Perrin Avenue
Southbound Northbound Eastbound
Start Time Thru 1 Riaht 1 Add. Total Left 1 Thru 1 Add. Total Left 1 Riaht 1 Add. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 213 20 233 39 194 233 26 47 73 539
05:15 PM 148 22 170 60 203 263 26 48 74 507
05:30 PM 166 26 192 45 210 255 29 54 83 530
05:45 PM 144 21 165 55 248 303 33 44 77 545
Total Volume 671 89 760 199 855 1054 114 193 307 2121
% Add. Total 88.3 11.7 18.9 81.1 37.1 62.9
PHF .788 .856 .815 .829 .862 .870 .864 .894 .925 .973
1532
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

POBox 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Wiiiow Avenue
E/W: Perrin Avenue
Weather: Ciear
FiieName : 14_CVS_WiiLPer PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Willow Avenue
TotsL 196^ 1 7601 I 17291
891 6711
Right Thru ^ i
Peak Hour Data
E
0)
Q. ^
3 o
■tl.

North
Peak Hour Begins at 05:00 PAjl
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
^ T
Left Thru
i 1991 8551
Riil
Out In Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 04:45 PM 05:00 PM 05:00 PM
+0 mins. 149 17 166 39 194 233 26 47 73
+15 mins. 213 20 233 60 203 263 26 48 74
+30 mins. 148 22 170 45 210 255 29 54 83
+45 mins. 166 26 192 55 248 303 33 44 77
Total Volume 676 85 761 199 855 1054 114 193 307
% Add. Total 88.8 11.2 18.9 81.1 37.1 62.9
PHF .793 .817 .817 .829 .862 .870 .864 .894 .925
1533
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
City of Ciovis
N/S: Wiiiow Avenue
EA/V: Perrin Avenue
Weather; Clear
File Name : 14_CVS_Will_Per PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- Passenger Vehicles
Willow Avenue
Southbound
Willow Avenue
Northbound
Pemn Avenue
Eastbound
Start Time Thru 1 RIaht 1 Add. Totai Left 1 Thru 1 Add. Total Left 1 Riaht 1 Add. Total Int. Total 04:00 PM 168 19 187 42 170 212 27 36 63 462
04:15 PM 133 20 153 47 142 189 21 40 61 403
04:30 PM 163 13 176 47 166 213 17 44 61 450
04:45 PM 148 17 165 63 177 240 21 39 60 465
Totai 612 69 681 199 655 854 86 159 245 1780
05:00 PM 211 20 231 39 191 230 26 47 73 534
05:15 PM 148 22 170 59 201 260 26 48 74 504
05:30 PM 165 26 191 44 208 252 29 53 82 525
05:45 PM 144 21 165 55 247 302 33 44 77 544
Totai 668 89 757 197 847 1044 114 192 306 2107
Grand Totai 1280 158 1438 396 1502 1898 200 351 551 3887 Apprch % 89 11 20.9 79.1 36.3 63.7
Total % 32.9 4.1 37 10.2 38.6 48.8 5.1 9 14.2
Wiiiow Avenue
Southbound
Willow Avenue
Northbound
Perrin Avenue
Eastbound
Start Time Thru 1 Rioht 1 Add. Total Left 1 Thru 1 /Vdd. Total Left 1 Riaht 1 Add. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 211 20 231 39 191 230 26 47 73 534
05:15 PM 148 22 170 59 201 260 26 48 74 504
05:30 PM 165 26 191 44 208 252 29 53 82 525
05:45 PM 144 21 165 55 247 302 33 44 77 544
Total Volume 668 89 757 197 847 1044 114 192 306 2107
% Add. Total 88.2 11.8 18.9 81.1 37.3 62.7
PHF .791 .856 .819 .835 .857 .864 .864 .906 .933 .968
1534
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Perrin Avenue
Weather: Clear
File Name : 14_CVS_Will_Per PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Willow Avenue
Out JCfitaL Isii] 11718]
89! 668!
Right Thru ^ i
Peak Hour Data
North
Peak Hour Begins at 05:00 PAjl
Passenoer Vehicles
T
Left Thai
1971 847
niol I 1044! riio^
Out In Total
Willciw Aucrmo
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Ai3Droach Beains at:
05:00 PM 05:00 PM 05:00 PM
+0 mins. 211 20 231 39 191 230 26 47 73
+15 mins. 148 22 170 59 201 260 26 48 74
+30 mins. 165 26 191 44 208 252 29 53 82
+45 mins. 144 21 165 55 247 302 33 44 77
Total Volume 668 89 757 197 847 1044 114 192 306
% Add. Total 88.2 11.8 18.9 81.1 37.3 62.7
PHF .791 .856 .819 .835 .857 .864 .864 .906 .933
1535
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
City of Clovis
N/S: Willow Avenue
EJ\N: Perrin Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
14_CVS_Will
00324176
3/6/2024
1 Per PMC
Groups Printed- Large 2 Axle Vehicles
Willow Avenue Willow Avenue Perrin Avenue
Southbound Northbound Eastbound
Start Time Thru 1 Riaht 1 Add. Totai Left 1 Thru 1 Add. Totai Left 1 Riaht 1 Add. Totai Int. Total 04:00 PM 2 0 2 0 1 1 0 0 0 3
04:15 PM 1 0 1 0 2 2 0 0 0 3
04:30 PM 1 0 1 0 2 2 0 0 0 3
04:45 PM 1 0 1 0 0 0 0 0 0 1
Totai 5 0 5 0 5 5 0 0 0 10
05:00 PM 2 0 2 0 2 2 0 0 0 4
05:15 PM 0 0 0 1 1 2 0 0 0 2
05:30 PM 1 0 1 0 0 0 0 1 1 2
05:45 PM 0 0 0 0 1 1 0 0 0 1
Total 3 0 3 1 4 5 0 1 1 9
Grand Totai 8 0 8 1 9 10 0 1 1 19
Apprch % 100 0 10 90 0 100
Total % 42.1 0 42.1 5.3 47.4 52.6 0 5.3 5.3
Willow Avenue Willow Avenue Perrin Avenue
Southbound Northbound Eastbound
Start Time Thru 1 Riaht 1 Add. Total Left 1 Thru 1 Add. Totai Left 1 Riaht 1 Add. Total Int. Totai Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 2 0 2 0 2 2 0 0 0 4
05:15 PM 0 0 0 1 1 2 0 0 0 2
05:30 PM 1 0 1 0 0 0 0 1 1 2
05:45 PM 0 0 0 0 1 1 0 0 0 1
Totai Volume 3 0 3 1 4 5 0 1 1 9
% Add. Total 100 0 20 80 0 100
PHF .375 .000 .375 .250 .500 .625 .000 .250 .250 .563
1536
AGENDA ITEM NO. 15.

Counts Unlimited, inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Wiliow Avenue
E/W; Perrin Avenue
Weather: Clear
File Name : 14_CVS_Will_Per PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Willow Avenue
Out , In ■ .Total __5l r7\
01 3l
Right Thru ^ i
Peak Hour Data
< -
c
■E
«> Q. J
a
O
1"^ North
Peak Hour Begins at 05:00 PAjl
Large 2 Axle Vehicles
T
Left Thru
JJ
I ^ i 51 I 91
Out In Total
Willow A»or.i.o
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each AiSDroach Beains at:
+0 mins.
+15 mins.
+30 mins.
+45 mins.
05:00 PM
2 0 2
0 0 0
1 0 1
0 0 0
05:00 PM
0 2 2
1 1 2
0 0 0
0 1 1
05:00 PM
0 0 0
0 0 0
0 1 1
0 0 0
Total Volume
% Add. Total
3 0 3
100 0
1 4 5
20 80
0 1 1
0 100
PHF .375 .000 .375 .250 .500 .625 .000 .250 .250
1537
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO 80x1178
Corona, CA 92878
(951)268-8268
City of Clovis
N/S: Wiiiow Avenue
EM: Perrin Avenue
Weather: Clear
File Name : 14_CVS_WilLPer PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- 3 Axle Vehicies
Willow Avenue Willow Avenue Perrin Avenue
Southbound Northbound Eastbound
Start Time Thru 1 Rioht 1 Add. Total Left 1 Thru 1 Add. Total Left 1 Right 1 Add. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 1 0 1 0 0 0 1
05:45 PM 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 1 0 1 0 0 0 1
Grand Total 0 0 0 1 0 1 0 0 0 1
Apprch % 0 0 100 0 0 0
Total % 0 0 0 100 0 100 0 0 0
Willow Avenue Willow Avenue Perrin Avenue
Southbound Northbound Eastbound
Start Time Thru 1 Riaht 1 Add. Total Left 1 Thru 1 Add. Total Left 1 Right 1 Add. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 1 0 1 0 0 0 1
05:45 PM 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 1 0 1 0 0 0 1
% Add. Total 0 0 100 0 0 0
PHF .000 .000 .000 .250 .000 .250 .000 .000 .000 .250
1538
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Perrin Avenue
Weather: Clear
File Name : 14_CVS_Will_Per PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Willow Avenue
Out In ,Total ^
oi r Q\
Ql Ql
Right Thru i
I
C
F
o
Q. J
3 o
c 't' ffl—I
Peak Hour Data
T
North
Peak Hour Begins at 05:00 PKjl
3 Axle Vehides
^ I
Left Thru
3 mni
Out In Total
Willnw AwmiB
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 1 0 1 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 1 0 1 0 0 0
% Add. Total 0 0 100 0 0 0
PHF .000 .000 .000 .250 .000 .250 .000 .000 .000
1539
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
E/W: Perrin Avenue
Weather; Clear
File Name
Site Code
Start Date
Page No
14_CVS_Will
00324176
3/6/2024
1 Per PMC
Groups Printed- 4+ Axle Trucks
Willow Avenue Willow Avenue Perrin Avenue
Southbound Northbound Eastbound
Start Time Thru 1 Riaht 1 Add. Total Left 1 Thru 1 Add. Total Left 1 Right 1 App. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0
04:15 PM 1 0 1 0 0 0 0 0 0 1
04:30 PM 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 1 1 0 0 0 1
Total 1 0 1 0 1 1 0 0 0 2
05:00 PM 0 0 0 0 1 1 0 0 0 1
05:15 PM 0 0 0 0 1 1 0 0 0 1
05:30 PM 0 0 0 0 2 2 0 0 0 2
05:45 PM 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 4 4 0 0 0 4
Grand Total 1 0 1 0 5 5 0 0 0 6
Apprch % 100 0 0 100 0 0
Total % 16.7 0 16.7 0 83.3 83.3 0 0 0
Willow Avenue Willow Avenue Perrin Avenue
Southbound Northbound Eastbound
Start Time Thru 1 Riaht 1 Add. Total Left 1 Thru 1 Add. Total Left 1 Riaht 1 Add. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 1 1 0 0 0 1
05:15 PM 0 0 0 0 1 1 0 0 0 1
05:30 PM 0 0 0 0 2 2 0 0 0 2
05:45 PM 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 4 4 0 0 0 4
% Add. Total 0 0 0 100 0 0
PHF .000 .000 .000 .000 .500 .500 .000 .000 .000 .500
1540
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

POBox 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Willow Avenue
EJ\N: Perrin Avenue
Weather: Clear
File Name : 14_CVS_WiII_Per PMC
Site Code : 00324176
Start Date : 31612024
Page No : 2
Willow Avenue
Out , li]_, ,Tvtal I
ZI3 r4]
Right Thru ^ i
n
Peak Hour Data
T
North
Peak Hour Begins at 05:00 PAjl
4-t- Axle Trucks
Left Thru
01 4!
izza IJ
Out In Total
Willnw Amaniio
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 1 1 0 0 0
+15 mins. 0 0 0 0 1 1 0 0 0
+30 mins. 0 0 0 0 2 2 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 4 4 0 0 0
% Add. Total 0 0 0 100 0 0
PHF .000 .000 .000 .000 .500 .500 .000 .000 .000
1541
AGENDA ITEM NO. 15.

Location:

N/S:

E/W:

Clovis
Willow Avenue
Perrln Avenue
Date: 3/6/2024
Day: Wednesday

PEDESTRIANS
North Leg East Leg South Leg West Leg
Willow Avenue Dead End Willow Avenue Perrin Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 2 2
8:00 AM 0 0 0 1 1
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 1 1
TOTAL VOLUMES: 0 0 0 4 4
North Leg East Leg South Leg West Leg
Willow Avenue Dead End Willow Avenue Perrin Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 2 2
5:15 PM 0 0 0 2 2
5:30 PM 0 0 0 0 0
5:45 PM 0 0 0 0 0
TOTAL VOLUMES: 0 0 0 4 4
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
1542
AGENDA ITEM NO. 15.

Location:

N/S:
e/W:

Clevis
Willow Avenue
Perrin Avenue ttfffttj Date: 3/6/2024
Day: Wednesday

BICYCLES
Southbounc Westbounc Northbounc Eastbound
Willow Avenue Dead End Willow Avenue Perrin Avenue
Left Thru Right left Thru Right Left Thru Right Left Thru Right 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 2 0 0 0 0 2
7:30 AM 0 1 0 0 0 0 0 1 0 0 0 0 2
7:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 1
8:00 AM 0 0 0 0 0 0 0 3 0 0 0 0 3
8:15 AM 0 0 0 0 0 0 0 2 0 0 0 0 2
8:30 AM 0 0 0 0 0 0 0 2 0 0 0 0 2
8:45 AM 0 0 0 0 0 0 0 3 0 1 0 0 4
TOTAL VOLUMES: 0 1 0 0 0 0 0 14 0 1 0 0 16
Southbounc Westbounc Northbounc Eastbound
Willow Avenue Dead End Willow Avenue Perrin Avenue
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1
4:15 PM 0 3 0 0 0 0 0 2 0 0 0 0 5
4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1
4:45 PM 0 2 0 0 0 0 1 3 0 0 0 0 6
5:00 PM 0 4 0 0 0 0 2 0 0 0 0 2 8
5:15 PM 0 2 0 0 0 0 0 0 0 0 0 0 2
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 2 0 0 0 0 2
TOTAL VOLUMES: 0 12 0 0 0 0 3 8 0 0 0 2 25
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
1543
AGENDA ITEM NO. 15.

Counts Unlimited, inc.

PO Box 1178
Corona. CA 92878
(951)268-6268
City of Ciovis
N/S: Peach Avenue
EAW: Behymer Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
20_CVS_Peach
00324176
3/6/2024
1 Beh AMC
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Total LeftI Thru 1 Add. Total Int. Total 07:00 AM 1 0 1 34 0 34 0 39 39 74
07:15 AM 0 0 0 58 0 58 0 32 32 90
07:30 AM 0 0 0 118 1 119 0 42 42 161
07:45 AM 0 0 0 104 0 104 0 69 69 173
Total 1 0 1 314 1 315 0 182 182 498
08:00 AM 0 0 0 72 0 72 0 65 65 137
08:15 AM 1 0 1 50 0 50 0 48 48 99
08:30 AM 0 0 0 69 0 69 1 42 43 112
08:45 AM 0 0 0 70 0 70 0 43 43 113
Total 1 0 1 261 0 261 1 198 199 461
Grand Total 2 0 2 575 1 576 1 380 381 959
Apprch % 100 0 99.8 0.2 0.3 99.7
Total % 0.2 0 0.2 60 0.1 60.1 0.1 39.6 39.7
Passenger Vehicles 2 0 2 566 1 567 1 368 369 938
% Passenaer Vehicles 100 0 100 98.4 100 98.4 100 96.8 96.9 97.8 Large 2 Axle Vehicles 0 0 0 6 0 6 0 8 8 14
% Larae 2 Axle Vehicles 0 0 0 1 0 1 0 2.1 2.1 1.5
3 Axle Vehicles 0 0 0 1 0 1 0 1 1 2
% 3 Axle Vehicles 0 0 0 0.2 0 0.2 0 0.3 0.3 0.2
4+ Axle Trucks 0 0 0 2 0 2 0 3 3 5
% 4+ Axle Trucks 0 0 0 0.3 0 0.3 0 0.8 0.8 0.5
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 App. Total Thru Riaht 1 Add. Total Lefll Thru 1 App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 07:30 AM 0 0 0 118 1 119 0 42 42 161
07:45 AM 0 0 0 104 0 104 0 69 69 173
08:00 AM 0 0 0 72 0 72 0 65 65 137
08:15 AM 1 0 1 50 0 50 0 48 48 99
Total Volume 1 0 1 344 1 345 0 224 224 570
% Add. Total 100 0 99.7 0.3 0 100
PHF .250 .000 .250 .729 .250 .725 .000 .812 .812 .824
1544
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
City of Clovis
N/S: Peach Avenue
E/W: Behymer Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
20_CVS_Peach
00324176
3/6/2024
2 Beh AMC
Peach Avenue
Out , in_ .Total zij] rii I 2i
I 01 11
Right Leftu
< c
m 3
O
O—'
Peak Hour Data
T
North
Peak Hour Begins at 07:30 A^jl
Passenger Vehicles
Large 2 Axie Vehlcies
3 Axle Vehlcies
4* Axle Trucks
— o
>
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 07:00 AM 07:15 AM 07:45 AM
+0 mins. 1 0 1 58 0 58 0 69 69
+15 mins. 0 0 0 118 1 119 0 65 65
+30 mins. 0 0 0 104 0 104 0 48 48
+45 mins. 0 0 0 72 0 72 1 42 43
Total Volume 1 0 1 352 1 353 1 224 225
% Add. Total 100 0 99.7 0.3 0.4 99.6
PHF .250 .000 .250 .746 .250 .742 .250 .812 .815
1545
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Peach Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 20_CVS_Peach_Beh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- Passenger Vehicles
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Totai LeftI Thru 1 Add. Total Int. Total 07:00 AM 1 0 1 32 0 32 0 39 39 72
07:15 AM 0 0 0 56 0 56 0 29 29 85
07:30 AM 0 0 0 117 1 118 0 42 42 160
07:45 AM 0 0 0 104 0 104 0 66 66 170
Total 1 0 1 309 1 310 0 176 176 487
08:00 AM 0 0 0 68 0 68 0 63 63 131
08:15 AM 1 0 1 50 0 50 0 46 46 97
08:30 AM 0 0 0 69 0 69 1 41 42 111
08:45 AM 0 0 0 70 0 70 0 42 42 112
Total 1 0 1 257 0 257 1 192 193 451
Grand Total 2 0 2 566 1 567 1 368 369 938
Apprch % 100 0 99.8 0.2 0.3 99.7
Total % 0.2 0 0.2 60.3 0.1 60.4 0.1 39.2 39.3
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Total LeftI Thru 1 Add. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 07:30 AM 0 0 0 117 1 118 0 42 42 160
07:45 AM 0 0 0 104 0 104 0 66 66 170
08:00 AM 0 0 0 68 0 68 0 63 63 131
08:15 AM 1 0 1 50 0 50 0 46 46 97
Total Volume 1 0 1 339 1 340 0 217 217 558
% Add. Total 100 0 99.7 0.3 0 100
PHF .250 .000 .250 .724 .250 .720 .000 .822 .822 .821
1546
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
City of Clovis
N/S: Peach Avenue
E/W: Behymer Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
20_CVS_Peach
00324176
3/6/2024
2 Beh AMC
Peach Avenue
Out , In , .Total zm irn ,I rh01 il,
Right Left ^ u
Peak Hour Data
< c
E '
o ^
c ^ «—'
North
Peak Hour Begins at 07:30 AAjl
Passenger Vehicles
Peak Hour Anaiysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
+0 mins.
+15 mins.
+30 mins.
+45 mins.
07:30 AM
0 0
0 1
07:30 AM
117
104
68 50
118
104
68 50
07:30 AM
0 0
0 0
42 66
63 46
42 66
63 46
Totai Voiume
% Add. Totai
1 100
339

99.7 1

0.3 340 217
100
217
PHF .250 .000 .250 .724 .250 .720 .000 .822 .822
1547
AGENDA ITEM NO. 15.

Counts Unlimited, inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
City of Ciovis
N/S: Peach Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 20_CVS_Peach_Beh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- Large 2 Axle Vehicles
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Rioht 1 Add. Total Thru RIaht 1 Add. Total LeftI Thru 1 Add. Total Int. Total 07:00 AM 0 0 0 1 0 1 0 0 0 1
07:15 AM 0 0 0 2 0 2 0 3 3 5
07:30 AM 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 1 1 1
Total 0 0 0 3 0 3 0 4 4 7
08:00 AM 0 0 0 3 0 3 0 2 2 5
08:15 AM 0 0 0 0 0 0 0 2 2 2
08:30 AM 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 3 0 3 0 4 4 7
Grand Total 0 0 0 6 0 6 0 8 8 14
Apprch % 0 0 100 0 0 100
Total % 0 0 0 42.9 0 42.9 0 57.1 57.1
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 RIaht 1 Add. Total Thru Rioht 1 Add. Total LeftI Thru 1 Add. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 07:30 AM 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 1 1 1
08:00 AM 0 0 0 3 0 3 0 2 2 5
08:15 AM 0 0 0 0 0 0 0 2 2 2
Total Volume 0 0 0 3 0 3 0 5 5 8
% Aop. Total 0 0 100 0 0 100
PHF .000 .000 .000 .250 .000 .250 .000 .625 .625 .400
1548
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO 00x1178
Corona, CA 92878
(951) 268-6268
City of Clovis
N/S: Peach Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 20_CVS_Peach_Beh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Peach Avenue
Out , In Total, Z_3 ro\
I Ql Ql
Right Left U
<,
O
E
>1
c
® iJ €□ 3
Peak Hour Data
T
North
Peak Hour Begins at 07:30 A^jl
Large 2 Axle Vehicles
H
Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
+0 mins.
+15 mins.
+30 mins.
+45 mins.
07:30 AM
0 0
0 0
07:30 AM
0 0
3 0
07:30 AM
0 0
0 0
Total Volume
% Add. Total
3 100
5 100
PHF .000 .000 .000 .250 .000 .250 .000 .625 .625
1549
AGENDA ITEM NO. 15.

Counts Unlimited, inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
City of Clovis
N/S: Peach Avenue
EJ\N: Behymer Avenue
Weather: Clear
File Name : 20_CVS_Peach_Beh AMC
Site Code : 00324176
Start Date : 316/2024
Page No : 1
Groups Printed- 3 Axle Vehicles
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Total LeftI Thru 1 Add. Totai Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 1 0 1 0 0 0 1
07:45 AM 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 1 0 1 0 0 0 1
08:00 AM 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 1 1 1
Total 0 0 0 0 0 0 0 1 1 1
Grand Total 0 0 0 1 0 1 0 1 1 2
Apprch % 0 0 100 0 0 100
Total % 0 0 0 50 0 50 0 50 50
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Totai LeftI Thru 1 Add. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 07:30 AM 0 0 0 1 0 1 0 0 0 1
07:45 AM 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 1 0 1 0 0 0 1
% Add. Total 0 0 100 0 0 0
PHF .000 .000 .000 .250 .000 .250 .000 .000 .000 .250
1550
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 288-6268
City of Clovis
N/S: Peach Avenue
EA/V: Behymer Avenue
Weather: Ciear
File Name : 20_CVS_Peach_Beh AMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Peach Avenue
Out , [n_ ,Total zzo] roi I ^
I oi ol
Right Left
Peak Hour Data
T
North
Peak Hour Begins at 07:30 A^|l
3 Axle Vehicles
"L-i 3
_ CD
Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 07:30 AM 07:30 AM 07:30 AM
+0 mins. 0 0 0 1 0 1 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 1 0 1 0 0 0
% Add. Total 0 0 100 0 0 0
PHF .000 .000 .000 .250 .000 .250 .000 .000 .000
1551
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Peach Avenue
E/W: Behymer Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
20_CVS_Peach
00324176
3/6/2024
1 Beh AMC
Groups Printed- 4+ Axle Trucks
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Total LeftI Thru 1 Add. Total Int. Total 07:00 AM 0 0 0 1 0 1 0 0 0 1
07:15 AM 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 2 2 2
Total 0 0 0 1 0 1 0 2 2 3
08:00 AM 0 0 0 1 0 1 0 0 0 1
08:15 AM 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 1 1 1
08:45 AM 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 1 0 1 0 1 1 2
Grand Total 0 0 0 2 0 2 0 3 3 5
Apprch % 0 0 100 0 0 100
Total % 0 0 0 40 0 40 0 60 60
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Total LeftI Thru 1 Add. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 07:30 AM 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 2 2 2
08:00 AM 0 0 0 1 0 1 0 0 0 1
08:15 AM 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 1 0 1 0 2 2 3
% Add. Total 0 0 100 0 0 100
PHF .000 .000 .000 .250 .000 .250 .000 .250 .250 .375
1552
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
HIS:

City of Clovis
Peach Avenue
E/W; Behymer Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No 2
3/6/2024
00324176
20_CVS_Peach Beh AMC
Peach Avenue
Out In TelaL
r~^ f oi
r~S
^ht
Left
u
Peak Hour Data
< C
®
£
>
E
a
J
m
O
3 North
Peak Hour Begins at 07:30 AA{I
4» Axle Trucks
— (B
S
>
-«
Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 07:30 AM 07:30 AM 07:30 AM
+0 mins. 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 2 2
+30 mins. 0 0 0 1 0 1 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 1 0 1 0 2 2
% Add. Total 0 0 100 0 0 100
PHF .000 .000 .000 .250 .000 .250 .000 .250 .250
1553
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO 80x1178
Corona. CA 92878
(951) 268-6268
City of Clovis
N/S: Peach Avenue
E/W: Behymer Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
20_CVS_Peach
00324176
3/6/2024
1 Beh PMC
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axie Vehicles - 4+ Axie Trucks Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Total LeftI Thru 1 Add. Total Int. Total 04:00 PM 0 0 0 67 0 67 0 69 69 136
04:15 PM 0 0 0 59 0 59 0 45 45 104
04:30 PM 0 0 0 56 0 56 0 72 72 128
04:45 PM 0 0 0 66 2 68 0 46 46 114
Total 0 0 0 248 2 250 0 232 232 482
05:00 PM 0 0 0 59 0 59 0 82 82 141
05:15 PM 0 1 1 74 0 74 1 61 62 137
05:30 PM 0 0 0 72 0 72 0 50 50 122
05:45 PM 0 0 0 88 0 88 0 48 48 136
Total 0 1 1 293 0 293 1 241 242 536
Grand Total 0 1 1 541 2 543 1 473 474 1018
Apprch % 0 100 99.6 0.4 0.2 99.8
Total % 0 0.1 0.1 53.1 0.2 53.3 0.1 46.5 46.6
Passenger Vehicles 0 1 1 539 2 541 1 467 468 1010
% Passencer Vehicles 0 100 100 99.6 100 99.6 100 98.7 98.7 99.2 Large 2 Axle Vehicles 0 0 0 2 0 2 0 6 6 8
% Lame 2 Axle Vehicles 0 0 0 0.4 0 0.4 0 1.3 1.3 0.8
3 Axle Vehicles 0 0 0 0 0 0 0 0 0 0
% 3 Axle Vehicles 0 0 0 0 0 0 0 0 0 0
4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0
% 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru 1 Riaht 1 Aop. Total LeftI Thru 1 App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 0 0 0 59 0 59 0 82 82 141
05:15 PM 0 1 1 74 0 74 1 61 62 137
05:30 PM 0 0 0 72 0 72 0 50 50 122
05:45 PM 0 0 0 88 0 88 0 48 48 136
Total Volume 0 1 1 293 0 293 1 241 242 536
% Add. Total 0 100 100 0 0.4 99.6
PHF .000 .250 .250 .832 .000 .832 .250 .735 .738 .950
1554
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Peach Avenue
EA/V: Behymer Avenue
Weather; Clear
File Name : 20_CVS_Peach_Beh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Peach Avenue
Out , [n Total
11 Ql
^ht Leftu
Peak Hour Data
< c
e ^
m3
%-T North
Peak Hour Begins at 05:00 Piyi
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 04:30 PM 05:00 PM 04:30 PM
+0 mins. 0 0 0 59 0 59 0 72 72
+15 mins. 0 0 0 74 0 74 0 46 46
+30 mins. 0 0 0 72 0 72 0 82 82
+45 mins. 0 1 1 88 0 88 1 61 62
Total Volume 0 1 1 293 0 293 1 261 262
% Add. Total 0 100 100 0 0.4 99.6
PHF .000 .250 .250 .832 .000 .832 .250 .796 .799
1555
AGENDA ITEM NO. 15.

Counts Unlimited, inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Ciovis
N/S: Peach Avenue
EA/V: Behymer Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
20_CVS_Peach
00324176
3/6/2024
1 Beh PMC
Groups Printed- Passenger Vehicles
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Rioht 1 Add. Total Thru Riaht 1 Add. Total LeftI Thru 1 Add. Total Int. Total 04:00 PM 0 0 0 67 0 67 0 68 68 135
04:15 PM 0 0 0 59 0 59 0 44 44 103
04:30 PM 0 0 0 56 0 56 0 72 72 128
04:45 PM 0 0 0 64 2 66 0 46 46 112
Total 0 0 0 246 2 248 0 230 230 478
05:00 PM 0 0 0 59 0 59 0 79 79 138
05:15 PM 0 1 1 74 0 74 1 61 62 137
05:30 PM 0 0 0 72 0 72 0 50 50 122
05:45 PM 0 0 0 88 0 88 0 47 47 135
Total 0 1 1 293 0 293 1 237 238 532
Grand Total 0 1 1 539 2 541 1 467 468 1010
Apprch % 0 100 99.6 0.4 0.2 99.8
Total % 0 0.1 0.1 53.4 0.2 53.6 0.1 46.2 46.3
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Total LeftI Thru 1 Add. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 0 0 0 59 0 59 0 79 79 138
05:15 PM 0 1 1 74 0 74 1 61 62 137
05:30 PM 0 0 0 72 0 72 0 50 50 122
05:45 PM 0 0 0 as 0 88 0 47 47 135
Total Volume 0 1 1 293 0 293 1 237 238 532
% Add. Total 0 100 100 0 0.4 99.6
PHF .000 .250 .250 .832 .000 .832 .250 .750 .753 .964
1556
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Peach Avenue
EM: Behymer Avenue
Weather: Clear
File Name : 20_CVS_Peach_Beh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 2
Peach Avenue
Out In Total __]] ipn r2\
Right LeftU
Peak Hour Data
< c
o ^
'f m—I
North
Peak Hour Begins at 05:00 P^jl
Passenger Vehicles
3 — <0
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 59 0 59 0 79 79
+15 mins. 0 1 1 74 0 74 1 61 62
+30 mins. 0 0 0 72 0 72 0 50 50
+45 mins. 0 0 0 88 0 88 0 47 47
Total Volume 0 1 1 293 0 293 1 237 238
% Add. Total 0 100 100 0 0.4 99.6
PHF .000 .250 .250 .832 .000 .832 .250 .750 .753
1557
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
City of Clovis
N/S: Peach Avenue
EAW: Behymer Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
20_CVS_Peach
00324176
3/6/2024
1 Beh PMC
Groups Printed- Large 2 Axle Vehicles
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Total Lefll Thru 1 Add. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 1 1 1
04:15 PM 0 0 0 0 0 0 0 1 1 1
04:30 PM 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 2 0 2 0 0 0 2
Total 0 0 0 2 0 2 0 2 2 4
05:00 PM 0 0 0 0 0 0 0 3 3 3
05:15 PM 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 1 1 1
Total 0 0 0 0 0 0 0 4 4 4
Grand Total 0 0 0 2 0 2 0 6 6 8
Apprch % 0 0 100 0 0 100
Total % 0 0 0 25 0 25 0 75 75
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Total LeftI Thru 1 Add. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 0 0 0 0 0 0 0 3 3 3
05:15 PM 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 1 1 1
Total Volume 0 0 0 0 0 0 0 4 4 4
% Add. Total 0 0 0 0 0 100
PHF .000 .000 .000 .000 .000 .000 .000 .333 .333 .333
1558
AGENDA ITEM NO. 15.

Counts Unftmited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Peach Avenue
E/W: Behymer Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
20_CVS_Peach
00324176
3/6/2024
2 Beh PMC
Peach Avenue
Out , ln_ ,Total, I ,01 I 01
nnQl Ql
RIaht Left
Peak Hour Data
<.
o
E
>>
c
CD a
0)—»
North
Peak Hour Begins at 05:00 Piyi
Large 2 Axle Vehicles
3 — a>
Peak Hour Analysis From 05:00 PM to 05:45 PM
Peak Hour for Each Approach Begins at:

Peak 1 of 1
+0 mins.
+15 mins.
+30 mins.
+45 mins.
05:00 PM
0 0
0 Q_
05:00 PM
0 0
0 0^
05:00 PM
0 0
0 0_
Total Volume
% Add. Total
4 100
PHF .000 .000 .000 .000 .000 .000 .000 .333 .333
1559
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
CItyofClovIs .

N/S: Peach Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 20_CVS_Peach_Beh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- 3 Axle Vehicles
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Total Left 1 Thru 1 Add. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0
Grand Total 0 0 0 0 0 0 0 0 0 0
Apprch % 0 0 0 0 0 0
Total %
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Totai LeftI Thru 1 Add. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0
% Add. Total 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000
1560
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Ciovis
N/S: Peach Avenue
E/W: Behymer Avenue
Weather: Clear
File Name
Site Code
Start Date
Page No
20_CVS_Peach
00324176
3/6/2024
2 Beh PMC
Peach Avenue
Out In TetaL r oi r oi
01 Ql
Right Left 4^ U
Peak Hour Data
< c
E '
CD 3
North
Peak Hour Begins at 05:00 PAjl
3 Axle Vehicles
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0
% Add. Total 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000
1561
AGENDA ITEM NO. 15.

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
City of Clovis
N/S: Peach Avenue
E/W: Behymer Avenue
Weather: Clear
File Name : 20_CVS_Peach_Beh PMC
Site Code : 00324176
Start Date : 3/6/2024
Page No : 1
Groups Printed- 4+ Axie Trucks
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Totai LeftI Thru 1 Add. Totai Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0
Grand Total 0 0 0 0 0 0 0 0 0 0
Apprch % 0 0 0 0 0 0
Total %
Peach Avenue Behymer Avenue Behymer Avenue
Southbound Westbound Eastbound
Start Time Left 1 Riaht 1 Add. Total Thru Riaht 1 Add. Total LeftI Thru 1 Add. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 05:00 PM 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0
% Add. Total 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000
1562
AGENDA ITEM NO. 15.