Clovis City Council
May 4, 2026

COPPER AVE
s L
O
INTERNATIONAL AVE3
1 L BEHYMER AVE
o
5 PRO, tt".OCATION I
1 1
SHEPHERD AVE— HHF £ Bi £7 C' 0 —
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TEAGUE AVE
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a MINNEWAWA AVE / BEHYMER AVE BARON AVE / PERRIN AVE BARON AVE / BEHYMER AVE CLOVIS AVE I BARON AVE1 1 UUas <
88 57 5 (’

CLOVIS AVE I SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
© STUDY AREA INTERSECTIONS

PROJECT SITE

SIGNALIZED INTERSECTION
Proposed Tract 6452 ® STOP SIGN
Clovis, California ) DIRECTION OF TRAVEL

U U-TURN
YEAR 2045 LANE CONFIGURATIONS AND INTERSECTION CONTROL
Not to Scale
PETERS ENGINEERING GROUP Figure 4
2 3 4
65 —
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1 0 <
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COPPER AVE
L

INTERNATIONAL AVE O
B
1 I
L 1 BEHYMER AVE
o o
4 H
PRO, nLOCATION
4 1
SHEPHERD AVE TTTTTA J111,111, K
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=
E 1
EEr TEAGUE AVE
••• LL 1 I
Q 2
a
T
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NEES (AVE 2 EL EB
O (O
<—447(367)
3(1) FUTURE SCENARIO
290(362) —> ) 7
O O
CO
a MINNEWAWA AVE / BEHYMER BARON AVE/BEHYMER AVE BARON AVE/PERRIN AVE CLOVIS AVE/BARON AVE

FUTURE SCENARIO
CO - —
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CLOVIS AVE/SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6452
Clovis, California

EXISTING PEAK-HOUR TRAFFIC VOLUMES
Not to Scale
PETERS ENGINEERING GROUP Figure 5
2 3 4
65 —8
—
A
4 o
Q
—
0 Q.

LO CO
CM CO 244(191)
198(173)
5(3)
8 L
50(46)
367(423) —>
148(125)
18(10)
283(386) —
134(86)
O CI
v C
C
— 6(11)
<—580(423)
100(67)
2(3)
150(184) —
68(50)
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— 12(16)
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PROJECT LOCATION
Li
Ld
— 44% 2%
SHEPHERD AVE 1111 IT u
20% 7%
-UK' —
10% 15% L
21%
1 9% TEAGUE AVE Lil
•• LI LU
LU LU
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— LJ LU I
NEES () o
AVE 2 o
I
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— [ ] n ALLUVIAL AVE
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7 0
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7 I LEs -8
&
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i ni MM
LEGEND

PROJECT SITE

PEAK HOUR PROJECT TRAFFIC TRIP DISTRIBUTION PERCENTAGES Not to Scale
PETERS ENGINEERING GROUP Figure 6
CU
LU
Proposed Tract 6452
Clovis, California
or
LU
9 O
LL
2 I—
O
D
Q
56%
A
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—
16%
cr
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—

COPPER AVE
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B INTERNATIONAL AVE
1 I
L 1 BEHYMER AVE
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4 H
PRO, nLOCATION
4 1 K

SHEPHERD AVE K
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=
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is s

TEAGUE AVE
••• LL 1 I
Q 2
a
T
o s
NEES (AVE 2 EL EB
O
45(30) 45(30)
1 7
1(3)
a MINNEWAWA AVE / BEHYMER BARON AVE / BEHYMER AVE BARON AVE / PERRIN AVE CLOVIS AVE / BARON AVE co O
O)

FUTURE SCENARIO

CLOVIS AVE/SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6452
Clovis, California

PEAK-HOUR PROJECT TRAFFIC VOLUMES
Not to Scale
PETERS ENGINEERING GROUP Figure 7
2 3 4
5 6
—8
— o
Q 5 —
Q.

A
4 8
9 U co o
5(17)
6(4) —
2(1)
9(30)
3(9) —
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— 8(6)
7(4)
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— 2(7)
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w co •
J J/ Li

COPPER AVE
L
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B INTERNATIONAL AVE
1 I
L 1 BEHYMER AVE
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4 H
PRO, nLOCATION
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SHEPHERD AVE K
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is TEAGUE AVE
••• LL 1 I
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a
T
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NEES (AVE 2 EL EB
CM LO 13(9)
L L 2(2) 32(21) 32(21)
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co CO CM
a MINNEWAWA AVE / BEHYMER BARON AVE / BEHYMER AVE BARON AVE / PERRIN AVE CLOVIS AVE / BARON AVE O
O) O)

FUTURE SCENARIO

CLOVIS AVE/SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6452
Clovis, California

PEAK-HOUR PROJECT TRAFFIC VOLUMES
(NEAR-TERM AND FUTURE SCENARIOS) Not to Scale
PETERS ENGINEERING GROUP Figure 8
2 3 4
5 6
10(7)
3(2)
—8
— o
Q
5 —
Q.

A
4 8
O
L
5(17)
6(4) —
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7(4)
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w CO •
ZS

COPPER AVE
L

INTERNATIONAL AVE O
B
1 I
L 1 BEHYMER AVE
o o
4 H
PRO, nLOCATION
4 1

SHEPHERD AVE TTTTTA
J111,111, K
O EI E7 EC CI
=
E 1
EEr TEAGUE AVE
••• LL 1 I
Q 2
a
T
o s
NEES (AVE 2 EL EB
<447(367)
45(30) 48(31)
290(362) —> ) 7
C LO
CO
a MINNEWAWA AVE / BEHYMER BARON AVE/BEHYMER AVE BARON AVE/PERRIN AVE CLOVIS AVE/BARON AVE U_ 11(20)

FUTURE SCENARIO

CLOVIS AVE/SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6452
Clovis, California

EXISTING-PLUS-PROJECT PEAK-HOUR TRAFFIC VOLUMES
Not to Scale
PETERS ENGINEERING GROUP Figure 9
2 3 4
65 —8
— o
Q
5 —
Q.
244(191)
198(173)
5(3)
8 LO
A
©
59(76) —
370(432) —>
148(125) —
23(27) —
289(390) —>
136(87) —
C co
O 3
co co
CM CO
— 9(21)
<—588(429)
107(71)
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150(184) —
69(53) —
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(OOPage 859 of 1024

COPPER AVE
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B INTERNATIONAL AVE
1 I
L 1 BEHYMER AVE
o o
4 H
PRO, nLOCATION
4 1 K

SHEPHERD AVE K
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=
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is TEAGUE AVE
••• LL 1 I
Q 2
a
T
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co
LO
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17 ) 7
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co co
C
a MINNEWAWA AVE / BEHYMER BARON AVE / BEHYMER AVE BARON AVE / PERRIN AVE CLOVIS AVE / BARON AVE C
31(50)
1J y FUTURE SCENARIO

CLOVIS AVE/SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6452
Clovis, California

NEAR-TERM WITH-PROJECT PEAK-HOUR TRAFFIC VOLUMES
Not to Scale
PETERS ENGINEERING GROUP Figure 10
2 3 4
65 316(204)
222(193)
18(16)
—8
co
CD
—
A
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Q
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0 Q.
13(9)
1(1)
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213(159)
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12(43)
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67(62)
——68(165)
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202(144)
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12(13)
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162(213) —
72(60)
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COPPER AVE
L
O

B INTERNATIONAL AVE
1 I
L 1 BEHYMER AVE
o o
4 H
PRO, nLOCATION
4 1

SHEPHERD AVE TTTTTA
J111,111, K
O EI E7 EC CI
=
E 1
EEr TEAGUE AVE
••• LL 1 I
Q 2
a
T
o s
NEES (AVE 2 EL EB
36(9)
J T y 362(317)
in ) 7
O C CM
C
a MINNEWAWA AVE / BEHYMER BARON AVE / BEHYMER AVE BARON AVE / PERRIN AVE CLOVIS AVE / BARON AVE 104(335)
Zs FUTURE SCENARIO

CLOVIS AVE/SHEPHERD AVE SUNNYSIDE AVE I SHEPHERD AVE
LEGEND
€ STUDY AREA INTERSECTIONS

XX (YY) AM (PM)PEAK HOUR VOLUMES
PROJECT SITE Proposed Tract 6452
Clovis, California
1 CUMULATIVE (YEAR 2045) WITH-PROJECT PEAK-HOUR TRAFFIC VOLUM Not to Scale
PETERS ENGINEERING GROUP Figure 11
2 3 4
5 6
390(245)
529(222)
61(22)
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—
co
CM
o
Q
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Q.

CO 05 I
CO(O(O
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218(170)
292(364) —>
170(268)
218(428)
812(952) —
226(185)
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188(377) —
98(109)
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69(64)
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325(291)
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21(21)
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TRANSPORTATION IMPACT ANALYSIS – TRACT 6452

APPENDIX A

TRAFFIC MODELING

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452
VMT Results

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION

Tract 6452, City of Clovis - VMT Analysis
Tract 6452 (project) Region (Fresno County)1Difference
Percentage
Difference

17.9 14.1 3.8 27.3%
Source: Fresno Council of Governments' Activity-Based Model VMT = Vehicle Miles Traveled
1 The Fresno County VMT per capita was obtained from the Interim Transportation Impact Guidelines, City of Clovis - July 14, 2020 Appendix - Detailed VMT Calculations
Total project households 153
Total project population (a) 527
Percent Population traveling to outside (b) * 7.79%
Project Population traveling to outside (c=b*a) 41
Total Internal-Internal (II) Project VMT (d) ** 7,921
Internal project population (e=a-c) 486
II VMT per capita (f=d/e) 16.31
IX VMT per capita (g) *** 20.2
Total IX VMT (h=g*c) 829
Total project VMT (i=d+h) 8,750
VMT per capita (j=i/a) 16.6
VMT adjustment factor for new base model (k) 1.08
Adjusted project VMT per capita (l = k*j) 17.9
* : Obtained from "Fresno_worker_ixxifractions.dat" from model inputs. Used same percentages/values as the parent TAZ (2771) **: Includes all tours and all sub-tours from the ABM model run for VMT estimation ***: IX VMT per capita was estimated as average for all TAZs in the CSTDM Zone 2569

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452
Select Zone Analysis

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION

Select Zone Analysis Fresno County Travel Model
AM and PM Peak-Hour Traffic Volumes
T7
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I- I
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TRANSPORTATION IMPACT ANALYSIS – TRACT 6452
Baseline and Future Model Output

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION

2019 Fresno County Travel Model
AM and PM Peak-Hour Traffic Volumes
r
3 <0
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Coppe V C
05338
992 c N
• - co a
..a CM 1
I (D
- CM
1 8 - M 800
L
.00
a =
2 8826
0 ’25
27 Ng .
8201 8201
' 0
69 GJ
Q) (
3%3.
, 0 $
- S
339 — N
88 880
S'
0 Shepherd - »
00 0) °T- () 0)
I
| 5
5 5

2035 Fresno County Travel Model
AM and PM Peak-Hour Traffic Volumes
1200
Jmreml uMAJJUG. zses. A GEs 7 1256, .I 190 4MAL a9nn /_ anpa llas-n? anen Copper © o
2 16237 Copper Copper Copper Copper
3M1 o © — 300 304.
1256
I 2 *5) 0) / ,l §8 8866
rOn
537
1282 12298 1229.
0 0--
e-. anyny1264 1482 607 8 314968CM
Copper Copper -
(y
Copper Copper Copper Copper 5
© © ©
o Cost 0
$85
n E 8
4 0) s
$Q F
0 CM 82 hi 8 InOnaton
"I — ...
0 "170 © o
= _ a
§ 170 C. co " 1184 Internatil 212 212 390 :6 23 24 7 9
42 47 1412 5 '112 112 112 342 7 383
15 / 4186
8 | n Irternation
C co 0
T rt 8
CO 62 207 64 '40 ,40) 340}81 | 81
00 N
N o
Internation. -
.2 c 0
Interration O © O o
(D — 0 0. 163
0 : cu 0 CA C
290 0
170 0 g
I. 201 SSN 8’ c 0 2 Ns
207 2 > 1 ?
S6e o-599
3 do E §58 SBehymer "Behymer s yreet ©
wf? S go s 83 Behyr
N 118
1" « 8.0 o
264 0/35 2.00 2 o
177 o
O
46 -46 39 8 a
J RE 15 CM 0 Balymers” J Boyymas /
:A U8s/ 30N 0) N Behymer 2 — ( o
0 - <v
- . -
16 ( 0
S' - N >
14 — 0 51
g)
I s w t ( 6, 0) 0 in -2 0 g O= - 9 $ E CM 70 3

0. O 32 o 2T
353 353 353 266 o
523 t
- s
<o 651 651 6511 477
0 234 234 234 180180180 180/370 d9
S
180180180 180
157157157,157
n 0 Perri
A —
16 / %
Sugar Pile
98 698 698
♦85 00 1485
Q
5 888 100
.143 48a -Pa 141 eNu 28, 888
IS 120 6 <88 o — 5 1(55
L co N F
3 285 5 g 88888 — &srt 0
$ E S
— 3 2T f 5 0)
P C
- " isL— J - - — o
Spherd Sugar PineSt8 a to 10 Sugar P 9
§88 Shepherd 607,3 2 Sheph 0
1 1-07 “ -
940 52 — 53° 580 502/580 w°9 438 421 985 537 0884 T
ar Priest 8 w
0 N 0 . N 881
- $ 5 859 759 752 I
Shepherd^ SugartBnSShepis
1080- 00 G) 1134 10
3 6 Shepher Sugar Pine
© — •
C
N 1 RSaptad
■
w <0 % Shep heid 0
al 0 A CO
6 29 t
t
1 80 83 99ga 7 1 $ CM A — a 88 o
0, 6>
266
477
950 881
864 828
748
142
130
230
'128
Shepherd
1126
1153
999
871
926
1176
25 46
Shep heid
909
810
37 115
30 16
0 0
21 41
985
.1187
Behymer
130
179
25 46
Shepherd
891
804
33 103
CO
J
244
312
251
89 25
46 25
46 882
764
69 108
Copper
21 41
223 223
417 417
Interna br
201'
403
163
76 1
-
u
21 41
0 O'
51 31
34 Copper
86 108
21 41
co
CO
Copper/..
*
3 5
5554
212
20 20
Behymer
<o
co
Copper
86 108
42 25
Copper
Shepherd
882
764
0 30
t
N
327
619
Copper
0"
0 468
86 403
157
<o
th
105
35 123
66 in & I) “
- T
Copper
391
639
Internail
24 42
Copper
199
Copper
393
634
Copper
399
151
0 G
o
C.
17 8
C
M
CM
62 143
Internatbn
Copper
35 17
t i
T rt
Copper
394
639
Shepherd
999
871
Copper
7199
Internaton
201
403
358
311
— N
N co
856
78 Copper
35 17
55 16
In N
- in
I
t w)
- rt
9 03o
Behymer
22 25
$ T
r Q
“ 0
0 0
16 35
Internatil
16 35
Internail
3 28 88
Q
J
as
40 I
• 509 0:3 18 342342342 342545 8 "
' 847 018 * 331331331 331 401 2.0
( O
I. (O
- CM
g206 2206252 202 202 ,203
396 f 9 6 85 85 85 ”
225
145
9 0
o -
A Copper
s',/
97 169
Behymer 2
55 35
880
9 1167
Shepherd
$
Q
83)
G C
— C
Q C
“ Cl
3 146 147
724 8 722 .2
co N
i, (O
184
96 6W

4. -76
5 134
-
-
■
Shepheid Shepherd
1092 0 £1092
1096 o 1096
-
■
31 \
71 88 Shepheid
’ 1084
1132
O—to
< -4 tO
0 83
165
- Behymer
18 3
11 z
1187 2 1176
++ 0
0) 5
-
E
<
936
'sSs 647 2 a 807
3 Ber&s
s
Behymer &
N o
N 06
_ 3 _
123 8 93°
217
C. ’-an ° « 33,
2 8
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0 23
Shepherd 8
€93
01192
227 / 619 /
Copper A
too (
19 10
o —
ee
.o 60
1 3 I
(88
190 0 105“
shimer . Jrer o 185
1170 $1170
1137 1137

8. 1283 sia
57 0 | .8
8 d
— ()
C1 N.58
3 Shepherd
> qL"R* 81 8,14988 S $12373 12377/% £621109 7761 7762“|of Coppar Copper H § 5 8 . K + 53/443,8%, og « , 3 I ’
$9/942 879342788788 — 10 9 "043888 2

2.4a8s68"-/..
2 one TTg 47
8818 e * ,5558 58 58 377 23
gs 6,6 146 147 14129=5H5 1112 ■
2% 0
10593 1059 ,14,1042 91046
803
72 Shep bed
0 • >
1o—
- In
— 00
() 1
-t i
— 00. ( 1)1
1,38
. 0/1° 2,388%6I° 4
$ 88
997 |
7sePn &8
39 §8e
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25 SNs
K S
62 2 g 41 -
G 01 Behymer > "
1 ‘0
114
9217 8217
' O
Shepherd ;•
00 vJ "
1) 00
1 (00”
’“t _
186. --
... 0-
"Perrin — Perrin
‘ 884
08 Sugar Pine SP 8
1006, 1010)
N o Sugar Pir
qA3R / %
Shepherd’ ugar Pine S s herd 35900 101002/35g
885 1 0 912 1 323
38 588 566,
—©21 (in.
0(10
co t
C9 in
6 Perrin E Perin
29“
—
8 Sr.
— ( 3
6 N go C CD
10 c.R
8 (Behymer,
""368
'136
x647 £ 647 583
11062 907
299
.9 F
69 J
8 8 '807 I 814
“ .791 Enterprise 795
64 Sugar Pine
©
T.10

11. A
18 G CO ONO -—.G) —
"I89
157157157,157 216 20
304% CM 41
52 U5% 3.6 8
315
8 S 3
— N to

19. - 0do
42 g
• 8 S °N8
o O U%
0 88 11
&8 42
0155
9 o
§88
212 32125
185 21857
N q 9
86%
/ z
u
_
67 &2
515
206
Q15 % S •
6 0
—9 wig O N E S
190 5
64 G3
0 g 6 B. 65 S8*
9 $ Shepherd,
$747
855
38 5
33 ‘y 0 A
>

8. o9C 1
8 3 8
— CM 10
Internafon,
2 1148
T 179
1932 193
6 0)
Irternabn" % Inter o 143../ 1§ 39 / ’J
I in Glrternation
21O 1
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. ...
a 31
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wNO
□ w
2 g. Bahs? 8
25-
316 3 8
(D —
883 ‘r | x
5^7
388
N
——N 0
O —
74 190/
36 113 $
& 8 00 1200
9 928
IT'S naton
o o n . Ns% N88
-=
24 88’ \ / 58,%%, s
864 )hs 8 | 8
Shepherd A Sepbeei „ (Shephen
/
4385—
\ 8888 |
co co '
- C Oo
931 e'z
& 8 = 5s
z
.. co ®
3 N o $S
480380 380 380 333 9333
YSSF9967508 4
0,184
$96,
8′88
2 & min T r । Perrin
993
198
217
I 59 00
g
ENI
E
2 £54.0523——N%
"720 2720 82010
* —516. 8329 8329 %
"527 5527 %, ol Perrin ,463" $9
57 * J
440 s
S.e 869
56 259.. 9—w
502 e c
1:05 ~ 8
J 8 271
N (D
aue 2 N s
/ N
4%
g88

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452

APPENDIX B

TRAFFIC COUNT DATA SHEETS

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:00 AM - 7:15 AM 23 4 9 2 2 6 8 0 0 0 2 48 27 5 1 8 56 2 1 3 7:15 AM - 7:30 AM 14 6 4 0 0 4 14 10 6 0 1 88 28 5 3 13 81 4 0 4 7:30 AM - 7:45 AM 39 13 14 1 1 5 9 9 5 1 5 75 32 1 2 22 145 0 0 2 7:45 AM - 8:00 AM 51 11 12 3 3 6 9 10 8 0 14 108 49 9 2 27 143 3 1 2 8:00 AM - 8:15 AM 37 6 7 1 1 7 12 2 4 0 20 107 32 7 4 23 155 1 0 3 8:15 AM - 8:30 AM 36 8 8 1 1 3 8 6 5 0 11 77 35 3 8 28 137 2 0 4 8:30 AM - 8:45 AM 27 8 20 1 1 3 3 4 3 0 10 102 39 5 8 9 87 2 1 2 8:45 AM - 9:00 AM 30 5 4 0 0 5 8 4 3 1 13 67 26 7 0 16 78 1 0 1 TOTAL 257 61 78 9 9 39 71 45 34 2 76 672 268 42 28 146 882 15 3 21 Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 4:00 PM - 4:15 PM 51 4 13 6 1 4 11 6 4 0 11 94 26 14 4 9 79 0 0 3 4:15 PM - 4:30 PM 35 11 9 6 1 1 4 1 1 0 12 119 20 4 4 22 104 1 1 1 4:30 PM - 4:45 PM 41 18 15 6 1 1 7 6 1 0 11 101 30 6 2 13 92 2 0 1 4:45 PM - 5:00 PM 47 9 15 6 0 3 6 4 3 1 14 108 27 5 0 14 99 0 0 0 5:00 PM - 5:15 PM 30 12 15 10 0 2 3 4 2 0 11 91 35 3 3 13 102 1 1 1 5:15 PM - 5:30 PM 58 13 15 11 0 1 8 9 7 0 11 123 31 2 1 22 116 8 2 2 5:30 PM - 5:45 PM 46 17 12 5 1 5 5 4 4 0 10 101 32 7 0 18 106 2 0 1 5:45 PM - 6:00 PM 48 14 6 5 0 5 9 5 5 0 8 101 38 2 0 17 87 2 0 0 TOTAL 356 98 100 55 4 22 53 39 27 1 88 838 239 43 14 128 785 16 4 9 PEAK HOUR Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:30 AM - 8:30 AM 163 38 41 6 6 21 38 27 22 1 50 367 148 20 16 100 580 6 1 11 4:45 PM - 5:45 PM 181 51 57 32 1 11 22 21 16 1 46 423 125 17 4 67 423 11 3 4 PHF Trucks
AM 0.891 2.2% PM 16 21 22 11 0.75
PM 0.866 0.7%
PM AM
AM 22 27 38 21 0.86
AM PM

0.9 0.826 PHF
(RTOR) PHF
(RTOR) 1 3
46 50 6 11
423 367 580 423
125 148 100 67
17 20 (RTOR) PHF 0.958 0.858

PHF (RTOR)
AM 0.818 163 38 41 6
PM 0.84 181 51 57 32
Northbound Southbound Eastbound Westbound
Shepherd Ave
Clovis Ave

36.8666
-119.7021
Northbound Southbound
Northbound Southbound Eastbound Westbound

Shepherd Ave
Clovis Ave
Eastbound Westbound
Turning Movement Report
Clovis Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023 Clear
HHH
-
North
m
Metro Traffic Data Inc.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0
7:15 AM - 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 2
8:00 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM - 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM - 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM - 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
TOTAL 1 0 0 0 0 1 0 0 0 0 0 1 0 3 0 4
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 2 1 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 4 0 5 1 1 0 2
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 2
4:45 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 3 0 1 0 1 0 1
Bikes Peds Peds <>
AM Peak Total 2 2 PM 0 0 0 0
PM Peak Total 4 2 AM 0 1 0 0 Peds <>
1 2
AM PM
0 0 0 0
3 0 0 1
0 0 0 0
PM AM
Peds <>
0 1
Peds <>
0 1 0 0 AM
0 0 0 0 PM
Turning Movement Report
Clovis Ave @ Shepherd Ave 36.8666
Fresno -119.7021
Thursday, November 2, 2023 Clear
E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes
Westbound Bikes W.Leg
Peds
Clovis Ave
Shepherd Ave Shepherd Ave
Clovis Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes
A
North
—MF
Metro Traffic Data Inc.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION N/S STREET

COUNTY E/W STREET

COLLECTION DATE WEATHER
CYCLE TIME 116 Seconds CONTROL TYPE
Turning Movement Report
Clovis Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023
Clovis Ave
Shepherd Ave
Clear
Signal
COMMENTS All approaches have protected left turns

Metro Traffic Data Inc.
(A) North

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 2 33 1 2 0 26 36 0 2 0 0 26 9 0 0 3 32 45 1 7:15 AM - 7:30 AM 0 9 40 2 1 0 36 39 0 1 0 0 27 9 1 0 3 46 44 3 7:30 AM - 7:45 AM 0 33 42 1 2 0 35 48 0 2 0 0 37 10 1 0 3 72 48 1 7:45 AM - 8:00 AM 0 28 47 1 2 0 25 51 0 0 0 2 36 26 1 0 2 54 76 5 8:00 AM - 8:15 AM 0 14 59 1 2 0 33 68 0 3 0 0 36 16 2 0 0 34 68 3 8:15 AM - 8:30 AM 0 27 74 4 3 0 40 58 1 3 0 0 41 16 1 0 0 38 52 1 8:30 AM - 8:45 AM 0 8 44 3 3 0 36 52 1 3 0 2 24 16 4 0 1 32 41 4 8:45 AM - 9:00 AM 0 9 42 2 2 0 22 36 0 3 0 1 15 11 0 0 4 43 36 3 TOTAL 0 130 381 15 17 0 253 388 2 17 0 5 242 113 10 0 16 351 410 21 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 16 55 2 0 0 26 45 0 0 0 0 46 14 0 0 0 35 30 2 4:15 PM - 4:30 PM 0 11 49 2 1 0 34 52 1 2 0 4 25 6 1 0 3 37 32 1 4:30 PM - 4:45 PM 0 14 57 1 1 0 37 36 0 2 0 0 40 10 0 0 0 22 39 0 4:45 PM - 5:00 PM 0 10 56 3 0 0 39 59 0 1 0 2 26 1 0 0 1 38 39 1 5:00 PM - 5:15 PM 0 11 51 1 0 0 38 40 3 2 0 0 39 11 0 0 1 41 56 0 5:15 PM - 5:30 PM 0 27 59 6 0 0 40 61 0 2 0 0 56 10 0 0 1 47 55 0 5:30 PM - 5:45 PM 0 20 61 4 1 0 45 43 1 0 0 2 55 7 1 0 1 42 46 0 5:45 PM - 6:00 PM 0 9 43 3 0 0 41 49 2 1 0 1 34 22 1 0 0 43 34 0 TOTAL 0 118 431 22 3 0 300 385 7 10 0 9 321 81 3 0 7 305 331 4 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 102 222 7 9 0 133 225 1 8 0 2 150 68 5 0 5 198 244 10 5:00 PM - 6:00 PM 0 67 214 14 1 0 164 193 6 5 0 3 184 50 2 0 3 173 191 0 PHF Trucks PHF
AM 0.967 2.4% PM 6 193 164 0 0.899
PM 0.872 0.6% AM 1 225 133 0 0.889
PHF 0.898 0.859
AM PM
0 0 244 191
3 2 198 173
184 150 5 3
50 68 0 0
PM AM
PHF

0.847 0.891 PHF

0.788 0 102 222 7 AM

0.802 0 67 214 14 PM
Turning Movement Report
Minnewawa Ave @ Behymer Ave
Fresno
Thursday, September 14, 2023 Clear

36.8812
-119.7112

Behymer Ave
Northbound Westbound
Behymer Ave
Minnewawa Ave
Minnewawa Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
HHH
-
4ILU
North
Q1r
Metro Traffic Data Inc.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0
7:15 AM - 7:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1
8:00 AM - 8:15 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0
8:15 AM - 8:30 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0
8:30 AM - 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM - 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 1 0 0 0 6 0 0 0 0 0 0 0 0 0 1
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 1
5:00 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0
Bikes Peds Peds <>
AM Peak Total 4 1 PM 0 0 0 0
PM Peak Total 1 0 AM 0 4 0 0 Peds <>
0 1
AM PM
0 0 0 1
0 0 0 0
0 0 0 0
PM AM
Peds <>
0 0
Peds <>
0 0 0 0 AM
0 0 0 0 PM
Westbound Bikes W.Leg
Peds
Minnewawa Ave
Behymer Ave Behymer Ave
Minnewawa Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Minnewawa Ave @ Behymer Ave 36.8812
Fresno -119.7112
Thursday, September 14, 2023 Clear
A
North
—MF
Metro Traffic Data Inc.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION N/S STREET

COUNTY E/W STREET

COLLECTION DATE WEATHER

CYCLE TIME N/A CONTROL TYPE
Turning Movement Report
Minnewawa Ave @ Behymer Ave
Fresno
Thursday, September 14, 2023
Minnewawa Ave / Minnewawa Ave
Behymer Ave / Behymer Ave
Clear
All-Way Stop

COMMENTS

A o
co
dOlS
co Y
O
Metro Traffic Data Inc.
(A)----
North STOP

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 7 5 2 1 0 0 3 1 0 0 7 40 13 2 0 3 55 3 2 7:15 AM - 7:30 AM 0 16 0 0 1 0 0 1 3 0 0 3 63 21 2 0 2 70 1 1 7:30 AM - 7:45 AM 0 27 5 2 4 0 1 5 2 0 0 6 72 32 1 0 2 122 1 1 7:45 AM - 8:00 AM 0 37 2 3 1 0 0 3 2 1 0 5 80 41 1 0 5 117 1 2 8:00 AM - 8:15 AM 0 30 3 3 0 0 1 5 3 1 0 6 64 32 4 0 3 131 4 4 8:15 AM - 8:30 AM 0 22 1 2 1 0 0 6 9 1 0 1 67 29 6 0 2 124 0 1 8:30 AM - 8:45 AM 0 12 2 1 0 0 0 3 2 0 0 6 87 33 5 0 3 73 0 2 8:45 AM - 9:00 AM 0 13 3 2 1 0 1 3 0 0 0 3 46 25 0 0 0 66 1 1 TOTAL 0 164 21 15 9 0 3 29 22 3 0 37 519 226 21 0 20 758 11 14 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 23 0 9 4 0 1 5 1 0 0 3 80 26 5 0 2 69 1 0 4:15 PM - 4:30 PM 0 29 5 7 0 0 2 0 4 0 0 1 96 20 3 0 3 80 2 1 4:30 PM - 4:45 PM 0 22 3 6 0 0 0 3 4 2 0 2 93 23 3 0 6 56 0 1 4:45 PM - 5:00 PM 0 24 3 3 1 0 0 4 3 0 0 2 98 23 1 0 3 88 1 0 5:00 PM - 5:15 PM 0 26 2 4 0 0 1 8 6 1 0 5 79 22 1 0 6 180 4 1 5:15 PM - 5:30 PM 0 31 4 3 0 0 1 1 4 0 0 3 115 19 0 0 3 104 0 1 5:30 PM - 5:45 PM 0 19 4 1 1 0 1 4 1 0 0 0 94 22 1 0 4 95 0 1 5:45 PM - 6:00 PM 0 14 2 6 0 0 0 5 3 0 0 0 98 21 0 0 6 79 0 0 TOTAL 0 188 23 39 6 0 6 30 26 3 0 16 753 176 14 0 33 751 8 5 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 116 11 10 6 0 2 19 16 3 0 18 283 134 12 0 12 494 6 8 4:45 PM - 5:45 PM 0 100 13 11 2 0 3 17 14 1 0 10 386 86 3 0 16 467 5 3 PHF Trucks PHF
AM 0.947 2.6% PM 14 17 3 0 0.567
PM 0.822 0.8% AM 16 19 2 0 0.617
PHF 0.88 0.863
AM PM
0 0 6 5
10 18 494 467
386 283 12 16
86 134 0 0
PM AM
PHF

0.928 0.642 PHF

0.815 0 116 11 10 AM

0.816 0 100 13 11 PM
Turning Movement Report
Sunnyside Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023 Clear

36.8666
-119.6930

Shepherd Ave
Northbound Westbound
Shepherd Ave
Sunnyside Ave
Sunnyside Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
HHH
-
4ILU
North
Q1r
Metro Traffic Data Inc.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
7:15 AM - 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM - 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM - 8:00 AM 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0
8:00 AM - 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM - 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM - 8:45 AM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0
8:45 AM - 9:00 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
TOTAL 1 0 0 0 0 0 0 5 0 0 0 0 0 1 0 1
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0
4:15 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM - 4:45 PM 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0
4:45 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM - 5:15 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0
5:15 PM - 5:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0
5:30 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM - 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0
TOTAL 0 0 0 0 0 1 1 0 0 3 1 0 0 2 0 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0
4:45 PM - 5:45 PM 0 0 0 0 0 0 0 0 0 2 1 0 0 1 0 0
Bikes Peds Peds <>
AM Peak Total 0 3 PM 0 0 0 0
PM Peak Total 4 0 AM 0 0 0 0 Peds <>
0 0
AM PM
0 0 0 0
2 0 0 1
1 0 0 0
PM AM
Peds <>
0 0
Peds <>
3 0 0 0 AM
0 0 0 0 PM
Westbound Bikes W.Leg
Peds
Sunnyside Ave
Shepherd Ave Shepherd Ave
Sunnyside Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Sunnyside Ave @ Shepherd Ave 36.8666
Fresno -119.6930
Thursday, November 2, 2023 Clear
A
North
—MF
Metro Traffic Data Inc.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION N/S STREET

COUNTY E/W STREET

COLLECTION DATE WEATHER

CYCLE TIME N/A CONTROL TYPE
Turning Movement Report
Sunnyside Ave @ Shepherd Ave
Fresno
Thursday, November 2, 2023
Sunnyside Ave
Shepherd Ave
Clear
All-Way Stop

COMMENTS

A o
co
dOlS
co Y
O
Metro Traffic Data Inc.
(A)----
North STOP

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452

APPENDIX C

INTERSECTION ANALYSES

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION

1: Minnewawa Ave & Behymer Ave Existing-AM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 38
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 150 68 5 198 244 102 222 7 133 225 1 Future Vol, veh/h 2 150 68 5 198 244 102 222 7 133 225 1 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 Heavy Vehicles, % 222222222222
Mvmt Flow 2 155 70 5 204 252 105 229 7 137 232 1
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 20 52 31.9 37.1

HCM LOS C F D E

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 31% 1% 1% 37%
Vol Thru, % 67% 68% 44% 63%
Vol Right, % 2% 31% 55% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 331 220 447 359
LT Vol 102 2 5 133
Through Vol 222 150 198 225
RT Vol 7 68 244 1
Lane Flow Rate 341 227 461 370
Geometry Grp 1111
Degree of Util (X) 0.755 0.519 0.929 0.811
Departure Headway (Hd) 7.967 8.245 7.261 7.887
Convergence, Y/N Yes Yes Yes Yes
Cap 454 435 498 459
Service Time 6.053 6.344 5.337 5.97
HCM Lane V/C Ratio 0.751 0.522 0.926 0.806
HCM Control Delay 31.9 20 52 37.1
HCM Lane LOS D C F E
HCM 95th-tile Q 6.3 2.9 11.1 7.5
4 4 4 4
I

4: Clovis Ave & Baron Ave Existing-AM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 3 1 83 1311
Future Vol, veh/h 3 1 83 1311
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 222222
Mvmt Flow 3 1 90 1311
Number of Lanes 1 111002
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach RightSB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 7.7 7.7 7.6

HCM LOS A A A

Lane NBLn1 NBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 75% 0%
Vol Thru, % 100% 25% 0% 0% 25% 100%
Vol Right, % 0% 75% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 83 43111
LT Vol 0 0 3 0 1 0
Through Vol 83 10001
RT Vol 0 3 0 1 0 0
Lane Flow Rate 90 43111
Geometry Grp 777777
Degree of Util (X) 0.114 0.005 0.005 0.001 0.002 0.001
Departure Headway (Hd) 4.543 4.018 5.198 3.997 4.961 4.586 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 793 895 684 886 722 781
Service Time 2.247 1.722 2.966 1.765 2.684 2.309
HCM Lane V/C Ratio 0.113 0.004 0.004 0.001 0.001 0.001
HCM Control Delay 7.8 6.7 8 6.8 7.7 7.3
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.4 00000
7 JI 1 4+
I I

5: Clovis Ave & Shepherd Ave Existing-AM
HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 367 148 100 580 6 163 38 41 21 38 27 Future Volume (veh/h) 50 367 148 100 580 6 163 38 41 21 38 27 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 56 412 144 112 652 6 183 43 39 24 43 5 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 191 963 420 285 1059 462 244 832 363 99 446 193 Arrive On Green 0.06 0.27 0.27 0.08 0.30 0.30 0.14 0.23 0.23 0.03 0.13 0.13 Sat Flow, veh/h 3456 3554 1551 3456 3554 1552 1781 3554 1549 3456 3554 1534 Grp Volume(v), veh/h 56 412 144 112 652 6 183 43 39 24 43 5 Grp Sat Flow(s),veh/h/ln 1728 1777 1551 1728 1777 1552 1781 1777 1549 1728 1777 1534 Q Serve(g_s), s 0.7 4.4 3.5 1.4 7.3 0.1 4.6 0.4 0.9 0.3 0.5 0.1 Cycle Q Clear(g_c), s 0.7 4.4 3.5 1.4 7.3 0.1 4.6 0.4 0.9 0.3 0.5 0.1 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 191 963 420 285 1059 462 244 832 363 99 446 193 V/C Ratio(X) 0.29 0.43 0.34 0.39 0.62 0.01 0.75 0.05 0.11 0.24 0.10 0.03 Avail Cap(c_a), veh/h 596 2843 1241 820 3073 1342 1075 3226 1406 596 1693 731 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.0 13.9 13.6 20.2 14.0 11.5 19.2 13.8 13.9 22.0 17.9 17.8 Incr Delay (d2), s/veh 0.8 0.3 0.5 0.9 0.6 0.0 4.6 0.0 0.1 1.2 0.1 0.1 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/ln 0.3 1.3 0.9 0.5 2.2 0.0 1.9 0.1 0.3 0.1 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.9 14.2 14.1 21.1 14.6 11.5 23.8 13.8 14.1 23.3 18.0 17.8 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 612 770 265 72
Approach Delay, s/veh 14.9 15.5 20.7 19.8
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.3 15.8 7.8 17.5 10.4 10.7 6.6 18.7 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 8.0 42.1 11.0 37.1 28.0 22.1 8.0 40.1 Max Q Clear Time (g_c+I1), s 2.3 2.9 3.4 6.4 6.6 2.5 2.7 9.3 Green Ext Time (p_c), s 0.0 0.3 0.2 3.0 0.4 0.1 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
* 7 ++ 7 ++ 7 * 7

5: Clovis Ave & Shepherd Ave Existing-AM
Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 56 412 166 112 652 7 183 43 46 24 43 30 v/c Ratio 0.14 0.43 0.32 0.24 0.57 0.01 0.49 0.04 0.08 0.07 0.11 0.10 Control Delay 28.9 20.5 8.3 28.1 19.9 0.0 27.8 19.2 1.4 29.8 29.1 0.7 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 28.9 20.5 8.3 28.1 19.9 0.0 27.8 19.2 1.4 29.8 29.1 0.7 Queue Length 50th (ft) 9 64 10 19 107 0 60 50470
Queue Length 95th (ft) 29 118 53 47 182 0 132 20 6 16 24 0 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 497 2380 1081 684 2520 1137 898 2610 1164 497 1418 695 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.11 0.17 0.15 0.16 0.26 0.01 0.20 0.02 0.04 0.05 0.03 0.04 Intersection Summary

6: Sunnyside Ave & Shepherd Ave Existing-AM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh20.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 283 134 12 494 6 116 11 10 2 19 16 Future Vol, veh/h 18 283 134 12 494 6 116 11 10 2 19 16 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 Heavy Vehicles, % 3 33333333333
Mvmt Flow 19 301 143 13 526 6 123 12 11 2 20 17
Number of Lanes 0 10010010010
Approach EB WB 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 RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 17.9 25.1 12.2 10.2

HCM LOS C D B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 85% 4% 2% 5%
Vol Thru, % 8% 65% 96% 51%
Vol Right, % 7% 31% 1% 43%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 137 435 512 37
LT Vol 116 18 12 2
Through Vol 11 283 494 19
RT Vol 10 134 6 16
Lane Flow Rate 146 463 545 39
Geometry Grp 1111
Degree of Util (X) 0.269 0.664 0.79 0.072
Departure Headway (Hd) 6.643 5.169 5.222 6.626
Convergence, Y/N Yes Yes Yes Yes
Cap 539 699 692 537
Service Time 4.711 3.218 3.268 4.714
HCM Lane V/C Ratio 0.271 0.662 0.788 0.073
HCM Control Delay 12.2 17.9 25.1 10.2
HCM Lane LOS B C D B
HCM 95th-tile Q 1.1 5 7.9 0.2
4 4 4 4
1 I

1: Minnewawa Ave & Behymer Ave Existing-PM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 54.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 184 50 3 173 191 67 214 14 164 193 6 Future Vol, veh/h 3 184 50 3 173 191 67 214 14 164 193 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 222222222222
Mvmt Flow 3 211 57 3 199 220 77 246 16 189 222 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 29.7 63.6 42.5 71.8

HCM LOS D F E F

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 23% 1% 1% 45%
Vol Thru, % 73% 78% 47% 53%
Vol Right, % 5% 21% 52% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 295 237 367 363
LT Vol 67 3 3 164
Through Vol 214 184 173 193
RT Vol 14 50 191 6
Lane Flow Rate 339 272 422 417
Geometry Grp 1111
Degree of Util (X) 0.828 0.683 0.964 0.992
Departure Headway (Hd) 8.891 9.132 8.223 8.558
Convergence, Y/N Yes Yes Yes Yes
Cap 410 398 443 426
Service Time 6.891 7.132 6.26 6.599
HCM Lane V/C Ratio 0.827 0.683 0.953 0.979
HCM Control Delay 42.5 29.7 63.6 71.8
HCM Lane LOS E D F F
HCM 95th-tile Q 7.7 4.9 11.6 12.3
4 4 4 4
I

4: Clovis Ave & Baron Ave Existing-PM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.4
Intersection LOS A
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 1 1 30 1111
Future Vol, veh/h 1 1 30 1111
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 222222
Mvmt Flow 1 1 33 1111
Number of Lanes 1 111002
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach RightSB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 7.2 7.4 7.5

HCM LOS A A A

Lane NBLn1 NBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 75% 0%
Vol Thru, % 100% 50% 0% 0% 25% 100%
Vol Right, % 0% 50% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 30 21111
LT Vol 0 0 1 0 1 0
Through Vol 30 10001
RT Vol 0 1 0 1 0 0
Lane Flow Rate 33 21111
Geometry Grp 777777
Degree of Util (X) 0.041 0.003 0.002 0.001 0.002 0.001
Departure Headway (Hd) 4.539 4.189 5.097 3.897 4.929 4.554 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 793 859 703 918 729 789
Service Time 2.241 1.891 2.823 1.623 2.638 2.263
HCM Lane V/C Ratio 0.042 0.002 0.001 0.001 0.001 0.001
HCM Control Delay 7.4 6.9 7.8 6.6 7.6 7.3
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.1 00000
7 JI 1 4+
I I

5: Clovis Ave & Shepherd Ave Existing-PM
HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 423 125 67 423 11 181 51 57 11 22 21 Future Volume (veh/h) 46 423 125 67 423 11 181 51 57 11 22 21 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 53 486 124 77 486 10 208 59 29 13 25 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 186 882 385 238 935 408 278 955 417 58 460 199 Arrive On Green 0.05 0.25 0.25 0.07 0.26 0.26 0.16 0.27 0.27 0.02 0.13 0.13 Sat Flow, veh/h 3456 3554 1550 3456 3554 1551 1781 3554 1551 3456 3554 1535 Grp Volume(v), veh/h 53 486 124 77 486 10 208 59 29 13 25 6 Grp Sat Flow(s),veh/h/ln 1728 1777 1550 1728 1777 1551 1781 1777 1551 1728 1777 1535 Q Serve(g_s), s 0.7 5.3 2.9 1.0 5.2 0.2 5.0 0.6 0.6 0.2 0.3 0.2 Cycle Q Clear(g_c), s 0.7 5.3 2.9 1.0 5.2 0.2 5.0 0.6 0.6 0.2 0.3 0.2 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 186 882 385 238 935 408 278 955 417 58 460 199 V/C Ratio(X) 0.28 0.55 0.32 0.32 0.52 0.02 0.75 0.06 0.07 0.23 0.05 0.03 Avail Cap(c_a), veh/h 695 2707 1180 695 2707 1181 1313 3818 1666 540 1754 758 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 14.7 13.8 19.9 14.1 12.2 18.1 12.2 12.2 21.7 17.1 17.0 Incr Delay (d2), s/veh 0.8 0.5 0.5 0.8 0.4 0.0 4.0 0.0 0.1 2.0 0.0 0.1 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/ln 0.2 1.6 0.8 0.3 1.6 0.1 1.9 0.2 0.2 0.1 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.2 15.2 14.2 20.6 14.5 12.3 22.1 12.2 12.3 23.7 17.1 17.1 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 663 573 296 44
Approach Delay, s/veh 15.5 15.3 19.2 19.1
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.7 16.9 7.1 16.0 11.0 10.7 6.4 16.7 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 7.0 48.1 9.0 34.1 33.0 22.1 9.0 34.1 Max Q Clear Time (g_c+I1), s 2.2 2.6 3.0 7.3 7.0 2.3 2.7 7.2 Green Ext Time (p_c), s 0.0 0.4 0.1 3.3 0.5 0.1 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
* 7 ++ 7 ++ 7 * 7

5: Clovis Ave & Shepherd Ave Existing-PM
Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 53 486 144 77 486 13 208 59 66 13 25 24 v/c Ratio 0.13 0.54 0.29 0.18 0.46 0.02 0.52 0.04 0.10 0.04 0.06 0.08 Control Delay 27.3 21.8 7.1 26.9 19.2 0.1 26.3 15.2 3.3 28.4 28.0 0.6 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 27.3 21.8 7.1 26.9 19.2 0.1 26.3 15.2 3.3 28.4 28.0 0.6 Queue Length 50th (ft) 8 76 3 12 76 0 64 60240
Queue Length 95th (ft) 26 133 40 34 130 0 134 23 16 10 16 0 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 580 2266 1035 580 2266 1035 1096 2953 1305 451 1468 715 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.09 0.21 0.14 0.13 0.21 0.01 0.19 0.02 0.05 0.03 0.02 0.03 Intersection Summary

6: Sunnyside Ave & Shepherd Ave Existing-PM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh35.2
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 386 86 16 467 5 100 13 11 3 17 14 Future Vol, veh/h 10 386 86 16 467 5 100 13 11 3 17 14
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 3 33333333333
Mvmt Flow 12 471 105 20 570 6 122 16 13 4 21 17
Number of Lanes 0 10010010010
Approach EB WB 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 RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 36.7 40.9 13.4 11.1

HCM LOS E E B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 81% 2% 3% 9%
Vol Thru, % 10% 80% 96% 50%
Vol Right, % 9% 18% 1% 41%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 124 482 488 34
LT Vol 100 10 16 3
Through Vol 13 386 467 17
RT Vol 11 86 5 14
Lane Flow Rate 151 588 595 41
Geometry Grp 1111
Degree of Util (X) 0.304 0.888 0.913 0.085
Departure Headway (Hd) 7.236 5.44 5.521 7.402
Convergence, Y/N Yes Yes Yes Yes
Cap 499 658 649 486
Service Time 5.238 3.53 3.609 5.414
HCM Lane V/C Ratio 0.303 0.894 0.917 0.084
HCM Control Delay 13.4 36.7 40.9 11.1
HCM Lane LOS BEEB
HCM 95th-tile Q 1.3 10.9 11.7 0.3
4 4 4 4
1 I

1: Minnewawa Ave & Behymer Ave Existing Plus Project-AM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 43.6
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 150 69 5 198 244 105 232 7 133 228 1 Future Vol, veh/h 2 150 69 5 198 244 105 232 7 133 228 1 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 Heavy Vehicles, % 222222222222
Mvmt Flow 2 155 71 5 204 252 108 239 7 137 235 1
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 21.3 60.7 37.5 41.8

HCM LOS C F E E

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 31% 1% 1% 37%
Vol Thru, % 67% 68% 44% 63%
Vol Right, % 2% 31% 55% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 344 221 447 362
LT Vol 105 2 5 133
Through Vol 232 150 198 228
RT Vol 7 69 244 1
Lane Flow Rate 355 228 461 373
Geometry Grp 1111
Degree of Util (X) 0.805 0.54 0.966 0.842
Departure Headway (Hd) 8.173 8.537 7.547 8.124
Convergence, Y/N Yes Yes Yes Yes
Cap 440 421 484 444
Service Time 6.253 6.627 5.547 6.203
HCM Lane V/C Ratio 0.807 0.542 0.952 0.84
HCM Control Delay 37.5 21.3 60.7 41.8
HCM Lane LOS E C F E
HCM 95th-tile Q 7.3 3.1 12.2 8.2
4 4 4 4
I

3: Baron Ave & Perrin Ave Existing Plus Project-AM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.2
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 45 18811
Future Vol, veh/h 45 18811
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 222222
Mvmt Flow 49 19911
Number of Lanes 101001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.4 6.8 7.2

HCM LOS A A A

Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 98% 50%
Vol Thru, % 50% 0% 50%
Vol Right, % 50% 2% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 16 46 2
LT Vol 0 45 1
Through Vol 8 0 1
RT Vol 8 1 0
Lane Flow Rate 17 50 2
Geometry Grp 1 1 1
Degree of Util (X) 0.018 0.058 0.002
Departure Headway (Hd) 3.722 4.15 4.134
Convergence, Y/N Yes Yes Yes
Cap 960 867 865
Service Time 1.75 2.156 2.164
HCM Lane V/C Ratio 0.018 0.058 0.002
HCM Control Delay 6.8 7.4 7.2
HCM Lane LOS A A A
HCM 95th-tile Q 0.1 0.2 0
¥ 1 4
I
I

4: Clovis Ave & Baron Ave Existing Plus Project-AM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 48 1 83 1 19 1 1
Future Vol, veh/h 48 1 83 1 19 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 222222
Mvmt Flow 52 1 90 1 21 1 1
Number of Lanes 1 111002
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach RightSB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 8.4 7.8 7.8

HCM LOS A A A

Lane NBLn1 NBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 75% 0%
Vol Thru, % 100% 5% 0% 0% 25% 100%
Vol Right, % 0% 95% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 83 20 48 1 1 1
LT Vol 0 0 48 0 1 0
Through Vol 83 10001
RT Vol 0 19 0 1 0 0
Lane Flow Rate 90 22 52 1 1 1
Geometry Grp 777777
Degree of Util (X) 0.116 0.024 0.076 0.001 0.002 0.001
Departure Headway (Hd) 4.628 3.962 5.225 4.024 5.058 4.683 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 770 896 679 878 700 755
Service Time 2.387 1.721 3.004 1.802 2.844 2.469
HCM Lane V/C Ratio 0.117 0.025 0.077 0.001 0.001 0.001
HCM Control Delay 8 6.8 8.4 6.8 7.9 7.5
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.4 0.1 0.2 0 0 0
7 JI 1 4+
I I

5: Clovis Ave & Shepherd Ave Existing Plus Project-AM
HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 59 370 148 107 588 9 163 42 43 29 48 54 Future Volume (veh/h) 59 370 148 107 588 9 163 42 43 29 48 54 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 66 416 144 120 661 9 183 47 41 33 54 36 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 212 983 429 291 1064 465 244 795 346 129 441 190 Arrive On Green 0.06 0.28 0.28 0.08 0.30 0.30 0.14 0.22 0.22 0.04 0.12 0.12 Sat Flow, veh/h 3456 3554 1551 3456 3554 1552 1781 3554 1548 3456 3554 1533 Grp Volume(v), veh/h 66 416 144 120 661 9 183 47 41 33 54 36 Grp Sat Flow(s),veh/h/ln 1728 1777 1551 1728 1777 1552 1781 1777 1548 1728 1777 1533 Q Serve(g_s), s 0.9 4.5 3.5 1.6 7.5 0.2 4.7 0.5 1.0 0.4 0.6 1.0 Cycle Q Clear(g_c), s 0.9 4.5 3.5 1.6 7.5 0.2 4.7 0.5 1.0 0.4 0.6 1.0 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 212 983 429 291 1064 465 244 795 346 129 441 190 V/C Ratio(X) 0.31 0.42 0.34 0.41 0.62 0.02 0.75 0.06 0.12 0.26 0.12 0.19 Avail Cap(c_a), veh/h 587 2725 1190 881 3027 1322 1059 3178 1384 587 1668 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.1 13.9 13.6 20.5 14.2 11.6 19.5 14.4 14.6 22.0 18.3 18.5 Incr Delay (d2), s/veh 0.8 0.3 0.5 0.9 0.6 0.0 4.6 0.0 0.2 1.0 0.1 0.5 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 0.3 1.4 1.0 0.5 2.3 0.1 1.9 0.2 0.3 0.2 0.2 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 14.2 14.0 21.4 14.8 11.6 24.1 14.4 14.7 23.1 18.5 19.0 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 626 790 271 123
Approach Delay, s/veh 15.0 15.8 21.0 19.8
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.8 15.4 8.0 17.9 10.5 10.7 6.9 19.0 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 8.0 42.1 12.0 36.1 28.0 22.1 8.0 40.1 Max Q Clear Time (g_c+I1), s 2.4 3.0 3.6 6.5 6.7 3.0 2.9 9.5 Green Ext Time (p_c), s 0.0 0.4 0.2 3.0 0.4 0.3 0.1 4.3 Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
* 7 ++ 7 ++ 7 * 7

5: Clovis Ave & Shepherd Ave Existing Plus Project-AM
Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 66 416 166 120 661 10 183 47 48 33 54 61 v/c Ratio 0.17 0.42 0.31 0.26 0.63 0.02 0.50 0.04 0.08 0.09 0.14 0.21 Control Delay 29.5 20.3 8.2 28.8 22.1 0.1 28.7 19.5 1.6 29.9 29.5 1.6 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 29.5 20.3 8.2 28.8 22.1 0.1 28.7 19.5 1.6 29.9 29.5 1.6 Queue Length 50th (ft) 11 66 10 21 111 0 61 5 0 5 10 0
Queue Length 95th (ft) 33 121 54 51 187 0 133 22 7 20 29 0 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 485 2259 1033 728 2459 1113 876 2546 1137 485 1383 682 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.14 0.18 0.16 0.16 0.27 0.01 0.21 0.02 0.04 0.07 0.04 0.09 Intersection Summary

6: Sunnyside Ave & Shepherd Ave Existing Plus Project-AM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh23.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 289 136 12 496 11 117 13 10 15 25 31 Future Vol, veh/h 23 289 136 12 496 11 117 13 10 15 25 31 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 Heavy Vehicles, % 3 33333333333
Mvmt Flow 24 307 145 13 528 12 124 14 11 16 27 33
Number of Lanes 0 10010010010
Approach EB WB 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 RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 21 30.1 12.8 11.1

HCM LOS C D B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 84% 5% 2% 21%
Vol Thru, % 9% 65% 96% 35%
Vol Right, % 7% 30% 2% 44%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 140 448 519 71
LT Vol 117 23 12 15
Through Vol 13 289 496 25
RT Vol 10 136 11 31
Lane Flow Rate 149 477 552 76
Geometry Grp 1111
Degree of Util (X) 0.29 0.714 0.834 0.146
Departure Headway (Hd) 7.001 5.396 5.44 6.942
Convergence, Y/N Yes Yes Yes Yes
Cap 515 662 657 519
Service Time 5.007 3.489 3.528 4.952
HCM Lane V/C Ratio 0.289 0.721 0.84 0.146
HCM Control Delay 12.8 21 30.1 11.1
HCM Lane LOS B C D B
HCM 95th-tile Q 1.2 6 9 0.5
4 4 4 4
1 I

1: Minnewawa Ave & Behymer Ave Existing Plus Project-PM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 59.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 184 53 3 173 191 69 221 14 164 205 6 Future Vol, veh/h 3 184 53 3 173 191 69 221 14 164 205 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 222222222222
Mvmt Flow 3 211 61 3 199 220 79 254 16 189 236 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 30.8 64.4 46.4 84.7

HCM LOS D F E F

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 23% 1% 1% 44%
Vol Thru, % 73% 77% 47% 55%
Vol Right, % 5% 22% 52% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 304 240 367 375
LT Vol 69 3 3 164
Through Vol 221 184 173 205
RT Vol 14 53 191 6
Lane Flow Rate 349 276 422 431
Geometry Grp 1111
Degree of Util (X) 0.853 0.693 0.964 1.039
Departure Headway (Hd) 9.021 9.312 8.445 8.675
Convergence, Y/N Yes Yes Yes Yes
Cap 405 392 434 422
Service Time 7.021 7.312 6.445 6.675
HCM Lane V/C Ratio 0.862 0.704 0.972 1.021
HCM Control Delay 46.4 30.8 64.4 84.7
HCM Lane LOS E D F F
HCM 95th-tile Q 8.2 5.1 11.5 13.8
4 4 4 4
I

3: Baron Ave & Perrin Ave Existing Plus Project-PM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.1
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 30 1 25 26 1 1
Future Vol, veh/h 30 1 25 26 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 222222
Mvmt Flow 33 1 27 28 1 1
Number of Lanes 101001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 7.4 6.9 7.2

HCM LOS A A A

Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 97% 50%
Vol Thru, % 49% 0% 50%
Vol Right, % 51% 3% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 51 31 2
LT Vol 0 30 1
Through Vol 25 0 1
RT Vol 26 1 0
Lane Flow Rate 55 34 2
Geometry Grp 1 1 1
Degree of Util (X) 0.057 0.039 0.002
Departure Headway (Hd) 3.689 4.208 4.135
Convergence, Y/N Yes Yes Yes
Cap 972 853 866
Service Time 1.707 2.224 2.159
HCM Lane V/C Ratio 0.057 0.04 0.002
HCM Control Delay 6.9 7.4 7.2
HCM Lane LOS A A A
HCM 95th-tile Q 0.2 0.1 0
¥ 1 4
I
I

4: Clovis Ave & Baron Ave Existing Plus Project-PM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.4
Intersection LOS A
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 31 1 30 1 52 1 1
Future Vol, veh/h 31 1 30 1 52 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 222222
Mvmt Flow 34 1 33 1 57 1 1
Number of Lanes 1 111002
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left NB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach RightSB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay 8.2 7.1 7.7

HCM LOS A A A

Lane NBLn1 NBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 75% 0%
Vol Thru, % 100% 2% 0% 0% 25% 100%
Vol Right, % 0% 98% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 30 53 31 1 1 1
LT Vol 0 0 31 0 1 0
Through Vol 30 10001
RT Vol 0 52 0 1 0 0
Lane Flow Rate 33 58 34 1 1 1
Geometry Grp 777777
Degree of Util (X) 0.042 0.063 0.049 0.001 0.002 0.001
Departure Headway (Hd) 4.596 3.909 5.189 3.988 5.015 4.64 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 777 913 688 892 710 767
Service Time 2.334 1.647 2.937 1.736 2.769 2.393
HCM Lane V/C Ratio 0.042 0.064 0.049 0.001 0.001 0.001
HCM Control Delay 7.5 6.9 8.2 6.7 7.8 7.4
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.1 0.2 0.2 0 0 0
7 JI 1 4+
I I

5: Clovis Ave & Shepherd Ave Existing Plus Project-PM
HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 432 125 71 429 21 181 62 65 16 29 39 Future Volume (veh/h) 76 432 125 71 429 21 181 62 65 16 29 39 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 87 497 124 82 493 21 208 71 38 18 33 27 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 254 892 389 246 884 385 277 930 406 77 456 197 Arrive On Green 0.07 0.25 0.25 0.07 0.25 0.25 0.16 0.26 0.26 0.02 0.13 0.13 Sat Flow, veh/h 3456 3554 1550 3456 3554 1550 1781 3554 1550 3456 3554 1534 Grp Volume(v), veh/h 87 497 124 82 493 21 208 71 38 18 33 27 Grp Sat Flow(s),veh/h/ln 1728 1777 1550 1728 1777 1550 1781 1777 1550 1728 1777 1534 Q Serve(g_s), s 1.1 5.5 2.9 1.0 5.5 0.5 5.0 0.7 0.8 0.2 0.4 0.7 Cycle Q Clear(g_c), s 1.1 5.5 2.9 1.0 5.5 0.5 5.0 0.7 0.8 0.2 0.4 0.7 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 254 892 389 246 884 385 277 930 406 77 456 197 V/C Ratio(X) 0.34 0.56 0.32 0.33 0.56 0.05 0.75 0.08 0.09 0.23 0.07 0.14 Avail Cap(c_a), veh/h 688 2681 1169 688 2681 1169 1300 3781 1650 535 1737 750 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.9 14.7 13.8 20.0 14.8 12.9 18.2 12.6 12.6 21.7 17.3 17.5 Incr Delay (d2), s/veh 0.8 0.5 0.5 0.8 0.6 0.1 4.1 0.0 0.1 1.5 0.1 0.3 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/ln 0.4 1.7 0.8 0.4 1.7 0.1 2.0 0.2 0.2 0.1 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.7 15.3 14.2 20.8 15.4 13.0 22.3 12.6 12.7 23.2 17.4 17.8 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 708 596 317 78
Approach Delay, s/veh 15.8 16.0 19.0 18.9
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.0 16.7 7.2 16.2 11.0 10.7 7.3 16.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 7.0 48.1 9.0 34.1 33.0 22.1 9.0 34.1 Max Q Clear Time (g_c+I1), s 2.2 2.8 3.0 7.5 7.0 2.7 3.1 7.5 Green Ext Time (p_c), s 0.0 0.5 0.1 3.4 0.5 0.2 0.1 3.0 Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
* 7 ++ 7 ++ 7 * 7

5: Clovis Ave & Shepherd Ave Existing Plus Project-PM
Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 87 497 144 82 493 24 208 71 75 18 33 45 v/c Ratio 0.20 0.55 0.29 0.19 0.55 0.05 0.52 0.05 0.12 0.05 0.08 0.16 Control Delay 27.3 22.1 7.1 27.4 22.1 0.2 26.7 15.3 4.2 28.8 28.1 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.3 22.1 7.1 27.4 22.1 0.2 26.7 15.3 4.2 28.8 28.1 1.2 Queue Length 50th (ft) 14 79 3 13 78 0 65 70350
Queue Length 95th (ft) 37 137 40 36 137 0 136 26 20 12 19 0 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 574 2244 1026 574 2244 1026 1086 2925 1293 446 1454 710 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.15 0.22 0.14 0.14 0.22 0.02 0.19 0.02 0.06 0.04 0.02 0.06 Intersection Summary

6: Sunnyside Ave & Shepherd Ave Existing Plus Project-PM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh53.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 27 390 87 16 474 20 103 19 11 12 21 24 Future Vol, veh/h 27 390 87 16 474 20 103 19 11 12 21 24 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 3 33333333333
Mvmt Flow 33 476 106 20 578 24 126 23 13 15 26 29
Number of Lanes 0 10010010010
Approach EB WB 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 RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 55.8 66.6 14.5 12.2

HCM LOS F F B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 77% 5% 3% 21%
Vol Thru, % 14% 77% 93% 37%
Vol Right, % 8% 17% 4% 42%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 133 504 510 57
LT Vol 103 27 16 12
Through Vol 19 390 474 21
RT Vol 11 87 20 24
Lane Flow Rate 162 615 622 70
Geometry Grp 1111
Degree of Util (X) 0.337 0.981 1.023 0.147
Departure Headway (Hd) 7.689 5.888 5.92 7.869
Convergence, Y/N Yes Yes Yes Yes
Cap 470 621 616 459
Service Time 5.689 3.888 3.92 5.869
HCM Lane V/C Ratio 0.345 0.99 1.01 0.153
HCM Control Delay 14.5 55.8 66.6 12.2
HCM Lane LOS B F F B
HCM 95th-tile Q 1.5 14.3 16.2 0.5
4 4 4 4
1 I

1: Minnewawa Ave & Behymer Ave Near-Term With Project-AM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 106.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 162 72 18 222 316 111 271 13 139 255 3 Future Vol, veh/h 3 162 72 18 222 316 111 271 13 139 255 3 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 Heavy Vehicles, % 222222222222
Mvmt Flow 3 167 74 19 229 326 114 279 13 143 263 3
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 29.3 189.4 71.5 73

HCM LOS D F F F

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 28% 1% 3% 35%
Vol Thru, % 69% 68% 40% 64%
Vol Right, % 3% 30% 57% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 395 237 556 397
LT Vol 111 3 18 139
Through Vol 271 162 222 255
RT Vol 13 72 316 3
Lane Flow Rate 407 244 573 409
Geometry Grp 1111
Degree of Util (X) 0.971 0.627 1.333 0.977
Departure Headway (Hd) 9.669 10.362 8.374 9.684
Convergence, Y/N Yes Yes Yes Yes
Cap 379 352 441 377
Service Time 7.669 8.362 6.374 7.684
HCM Lane V/C Ratio 1.074 0.693 1.299 1.085
HCM Control Delay 71.5 29.3 189.4 73
HCM Lane LOS F D F F
HCM 95th-tile Q 11 4 26.1 11.1
4 4 4 4
I

2: Baron Ave & Behymer Ave Near-Term With Project-AM
HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 292 12 12 460 38 8
Future Vol, veh/h 292 12 12 460 38 8
Conflicting Peds, #/hr 0 00000
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 22222
Mvmt Flow 317 13 13 500 41 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 330 0 850 324
Stage 1 - - - - 324 -
Stage 2 - - - - 526 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1229 - 331 717
Stage 1 - - - - 733 -
Stage 2 - - - - 593 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1229 - 326 717
Mov Cap-2 Maneuver - - - - 326 -
Stage 1 - - - - 733 -
Stage 2 - - - - 584 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 16.6

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 360 - - 1229 -
HCM Lane V/C Ratio 0.139 - - 0.011 -
HCM Control Delay (s) 16.6 - - 8 0
HCM Lane LOS C - - A A
HCM 95th %tile Q(veh) 0.5 - - 0 -
1 4 ¥

3: Baron Ave & Perrin Ave Near-Term With Project-AM
HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 4.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 1 104 32 1 13 36 66 6 4 175 3
Future Vol, veh/h 9 1 104 32 1 13 36 66 6 4 175 3
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 - - 150 - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 10 1 113 35 1 14 39 72 7 4 190 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 361 357 192 411 355 76 193 0 0 79 0 0 Stage 1 200 200 - 154 154 -------
Stage 2 161 157 - 257 201 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 595 569 850 551 571 985 1380 - - 1519 - - Stage 1 802 736 - 848 770 -------
Stage 2 841 768 - 748 735 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 572 551 850 466 553 985 1380 - - 1519 - - Mov Cap-2 Maneuver 572 551 - 466 553 -------
Stage 1 780 734 - 824 748 -------
Stage 2 804 746 - 646 733 -------
Approach EB WB NB SB
HCM Control Delay, s 10 12 2.6 0.2

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1380 - - 572 846 466 933 1519 - -
HCM Lane V/C Ratio 0.028 - - 0.017 0.135 0.075 0.016 0.003 - - HCM Control Delay (s) 7.7 - - 11.4 9.9 13.3 8.9 7.4 - - HCM Lane LOS A - - BABAA - -
HCM 95th %tile Q(veh) 0.1 - - 0.1 0.5 0.2 0.1 0 - -
h h 1 h1 1 1

4: Clovis Ave & Baron Ave Near-Term With Project-AM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 17.8
Intersection LOS C
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 360 3 83 116 188 3 226
Future Vol, veh/h 360 3 83 116 188 3 226
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2222222
Mvmt Flow 391 3 90 126 204 3 246
Number of Lanes 1112012
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 2 0
HCM Control Delay 28.2 12.3 10.8

HCM LOS D B B

Lane NBLn1 NBLn2 NBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 17% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 83% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 83 77 227 360 3 3 113 113
LT Vol 0 0 0 360 0 3 0 0
Through Vol 83 77 39 0 0 0 113 113
RT Vol 0 0 188 0 3 0 0 0
Lane Flow Rate 90 84 246 391 3 3 123 123
Geometry Grp 88888888
Degree of Util (X) 0.169 0.158 0.422 0.757 0.005 0.007 0.244 0.183 Departure Headway (Hd) 6.763 6.763 6.169 6.966 5.768 7.664 7.151 5.373 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 527 527 579 517 617 464 499 661
Service Time 4.55 4.55 3.956 4.733 3.534 5.462 4.948 3.167 HCM Lane V/C Ratio 0.171 0.159 0.425 0.756 0.005 0.006 0.246 0.186 HCM Control Delay 10.9 10.8 13.4 28.4 8.6 10.5 12.3 9.4 HCM Lane LOS B B B D ABBA
HCM 95th-tile Q 0.6 0.6 2.1 6.6 0 0 0.9 0.7
7 11 *1 h ++
I I

5: Clovis Ave & Shepherd Ave Near-Term With Project-AM
HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 117 611 166 202 853 68 185 155 81 161 329 173 Future Volume (veh/h) 117 611 166 202 853 68 185 155 81 161 329 173 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 131 687 165 227 958 75 208 174 84 181 370 169 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 228 1175 514 333 1283 561 259 842 367 278 611 265 Arrive On Green 0.07 0.33 0.33 0.10 0.36 0.36 0.15 0.24 0.24 0.08 0.17 0.17 Sat Flow, veh/h 3456 3554 1554 3456 3554 1555 1781 3554 1549 3456 3554 1542 Grp Volume(v), veh/h 131 687 165 227 958 75 208 174 84 181 370 169 Grp Sat Flow(s),veh/h/ln 1728 1777 1554 1728 1777 1555 1781 1777 1549 1728 1777 1542 Q Serve(g_s), s 2.6 11.2 5.5 4.4 16.4 2.3 7.9 2.7 3.0 3.5 6.7 7.1 Cycle Q Clear(g_c), s 2.6 11.2 5.5 4.4 16.4 2.3 7.9 2.7 3.0 3.5 6.7 7.1 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 228 1175 514 333 1283 561 259 842 367 278 611 265 V/C Ratio(X) 0.57 0.58 0.32 0.68 0.75 0.13 0.80 0.21 0.23 0.65 0.61 0.64 Avail Cap(c_a), veh/h 446 1994 872 645 2198 962 614 1785 778 551 1127 489 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.6 19.3 17.5 30.4 19.5 14.9 28.8 21.3 21.5 31.1 26.7 26.8 Incr Delay (d2), s/veh 2.3 0.5 0.4 2.5 0.9 0.1 5.7 0.1 0.3 2.6 1.0 2.5 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 1.0 4.0 1.7 1.8 5.8 0.7 3.5 1.0 1.0 1.5 2.7 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.8 19.8 17.8 32.9 20.4 15.1 34.5 21.5 21.8 33.6 27.6 29.4 LnGrp LOS C B B C C B CCCCCC
Approach Vol, veh/h 983 1260 466 720
Approach Delay, s/veh 21.3 22.3 27.3 29.5
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.6 21.4 10.7 27.9 14.1 16.9 8.6 30.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 11.1 35.0 13.0 39.1 24.0 22.1 9.0 43.1 Max Q Clear Time (g_c+I1), s 5.5 5.0 6.4 13.2 9.9 9.1 4.6 18.4 Green Ext Time (p_c), s 0.2 1.3 0.4 4.9 0.5 2.3 0.1 6.7 Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
* 7 ++ 7 ++ 7 * 7

5: Clovis Ave & Shepherd Ave Near-Term With Project-AM
Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 131 687 187 227 958 76 208 174 91 181 370 194 v/c Ratio 0.41 0.61 0.32 0.54 0.78 0.12 0.65 0.20 0.20 0.49 0.60 0.46 Control Delay 48.1 29.7 10.7 46.2 32.1 0.8 47.5 28.9 7.4 47.0 41.2 9.9 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 48.1 29.7 10.7 46.2 32.1 0.8 47.5 28.9 7.4 47.0 41.2 9.9 Queue Length 50th (ft) 37 175 23 64 257 0 114 42 0 51 105 2 Queue Length 95th (ft) 80 278 82 124 392 4 219 77 35 104 181 63 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 355 1589 765 512 1751 830 487 1422 676 437 898 533 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.37 0.43 0.24 0.44 0.55 0.09 0.43 0.12 0.13 0.41 0.41 0.36 Intersection Summary

6: Sunnyside Ave & Shepherd Ave Near-Term With Project-AM HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 601 213 67 774 31 159 30 49 39 62 121 Future Volume (veh/h) 78 601 213 67 774 31 159 30 49 39 62 121 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.97 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 83 639 181 71 823 27 169 32 41 41 66 103 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, % 333333333333
Cap, veh/h 110 757 622 102 1423 615 213 371 302 73 224 183 Arrive On Green 0.06 0.41 0.41 0.06 0.40 0.40 0.12 0.20 0.20 0.04 0.12 0.12 Sat Flow, veh/h 1767 1856 1525 1767 3526 1524 1767 1856 1507 1767 1856 1520 Grp Volume(v), veh/h 83 639 181 71 823 27 169 32 41 41 66 103 Grp Sat Flow(s),veh/h/ln 1767 1856 1525 1767 1763 1524 1767 1856 1507 1767 1856 1520 Q Serve(g_s), s 2.8 18.9 4.8 2.4 11.0 0.7 5.6 0.9 1.4 1.4 2.0 3.9 Cycle Q Clear(g_c), s 2.8 18.9 4.8 2.4 11.0 0.7 5.6 0.9 1.4 1.4 2.0 3.9 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 110 757 622 102 1423 615 213 371 302 73 224 183 V/C Ratio(X) 0.76 0.84 0.29 0.70 0.58 0.04 0.79 0.09 0.14 0.56 0.30 0.56 Avail Cap(c_a), veh/h 288 1103 907 175 1870 808 320 724 588 186 584 478 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.0 16.2 12.1 28.1 14.1 11.0 26.0 19.8 20.0 28.6 24.3 25.2 Incr Delay (d2), s/veh 10.1 4.1 0.3 8.4 0.4 0.0 7.7 0.1 0.2 6.7 0.7 2.7 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 1.4 6.9 1.3 1.1 3.4 0.2 2.6 0.3 0.4 0.7 0.8 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 20.3 12.3 36.5 14.5 11.0 33.7 19.9 20.2 35.3 25.1 27.9 LnGrp LOS D C B D B B C B CDCC
Approach Vol, veh/h 903 921 242 210
Approach Delay, s/veh 20.4 16.1 29.6 28.4
Approach LOS C B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.5 17.0 7.5 29.7 11.3 12.2 7.8 29.4 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 6.4 23.7 6.0 36.1 11.0 19.1 9.9 32.2 Max Q Clear Time (g_c+I1), s 3.4 3.4 4.4 20.9 7.6 5.9 4.8 13.0 Green Ext Time (p_c), s 0.0 0.2 0.0 3.9 0.1 0.5 0.1 5.0 Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C
+ 7 ++ 7 + 7 h + 7

6: Sunnyside Ave & Shepherd Ave Near-Term With Project-AM Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 83 639 227 71 823 33 169 32 52 41 66 129 v/c Ratio 0.40 0.82 0.30 0.46 0.60 0.05 0.64 0.07 0.11 0.26 0.31 0.40 Control Delay 38.3 29.1 3.3 46.2 20.1 0.1 44.8 27.4 0.5 38.9 36.0 6.6 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 38.3 29.1 3.3 46.2 20.1 0.1 44.8 27.4 0.5 38.9 36.0 6.6 Queue Length 50th (ft) 37 251 0 33 157 0 78 13 0 19 30 0 Queue Length 95th (ft) 83 #424 38 #90 231 0 #176 37 0 51 68 28 Internal Link Dist (ft) 1248 771 1086 1554
Turn Bay Length (ft) 275 275 150 25 105 105 175 100
Base Capacity (vph) 258 993 917 157 1684 812 287 652 610 167 525 556 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.32 0.64 0.25 0.45 0.49 0.04 0.59 0.05 0.09 0.25 0.13 0.23 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

1: Minnewawa Ave & Behymer Ave Near-Term With Project-PM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 127.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 213 60 16 193 204 74 256 26 186 255 6 Future Vol, veh/h 3 213 60 16 193 204 74 256 26 186 255 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 222222222222
Mvmt Flow 3 245 69 18 222 234 85 294 30 214 293 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 52 135 95.8 192.3

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 21% 1% 4% 42%
Vol Thru, % 72% 77% 47% 57%
Vol Right, % 7% 22% 49% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 356 276 413 447
LT Vol 74 3 16 186
Through Vol 256 213 193 255
RT Vol 26 60 204 6
Lane Flow Rate 409 317 475 514
Geometry Grp 1111
Degree of Util (X) 1.046 0.835 1.175 1.324
Departure Headway (Hd) 10.702 11.239 9.986 10.047
Convergence, Y/N Yes Yes Yes Yes
Cap 344 324 366 365
Service Time 8.702 9.239 7.986 8.047
HCM Lane V/C Ratio 1.189 0.978 1.298 1.408
HCM Control Delay 95.8 52 135 192.3
HCM Lane LOS FFFF
HCM 95th-tile Q 12.5 7.2 17.1 22.4
4 4 4 4
I

2: Baron Ave & Behymer Ave Near-Term With Project-PM
HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 364 43 13 369 26 12
Future Vol, veh/h 364 43 13 369 26 12
Conflicting Peds, #/hr 0 00000
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 22222
Mvmt Flow 396 47 14 401 28 13
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 443 0 849 420
Stage 1 - - - - 420 -
Stage 2 - - - - 429 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1117 - 331 633
Stage 1 - - - - 663 -
Stage 2 - - - - 657 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1117 - 326 633
Mov Cap-2 Maneuver - - - - 326 -
Stage 1 - - - - 663 -
Stage 2 - - - - 646 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 15.5

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 385 - - 1117 -
HCM Lane V/C Ratio 0.107 - - 0.013 -
HCM Control Delay (s) 15.5 - - 8.3 0
HCM Lane LOS C - - A A
HCM 95th %tile Q(veh) 0.4 - - 0 -
1 4 ¥

3: Baron Ave & Perrin Ave Near-Term With Project-PM
HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 1 70 21 1 9 118 216 18 15 118 10
Future Vol, veh/h 6 1 70 21 1 9 118 216 18 15 118 10
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 - - 150 - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 7 1 76 23 1 10 128 235 20 16 128 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 673 677 134 705 672 245 139 0 0 255 0 0 Stage 1 166 166 - 501 501 -------
Stage 2 507 511 - 204 171 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 369 375 915 351 377 794 1445 - - 1310 - - Stage 1 836 761 - 552 543 -------
Stage 2 548 537 - 798 757 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 336 338 915 297 339 794 1445 - - 1310 - - Mov Cap-2 Maneuver 336 338 - 297 339 -------
Stage 1 762 752 - 503 495 -------
Stage 2 492 489 - 722 748 -------
Approach EB WB NB SB
HCM Control Delay, s 9.9 15.6 2.6 0.8

HCM LOS A C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1445 - - 336 894 297 700 1310 - -
HCM Lane V/C Ratio 0.089 - - 0.019 0.086 0.077 0.016 0.012 - - HCM Control Delay (s) 7.7 - - 15.9 9.4 18.1 10.2 7.8 - - HCM Lane LOS A - - C A C B A - -
HCM 95th %tile Q(veh) 0.3 - - 0.1 0.3 0.2 0 0 - -
h h 1 h1 1 1

4: Clovis Ave & Baron Ave Near-Term With Project-PM
HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 37.9
Intersection LOS E
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 312 1 30 268 447 1 196
Future Vol, veh/h 312 1 30 268 447 1 196
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2222222
Mvmt Flow 339 1 33 291 486 1 213
Number of Lanes 1112012
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 2 0
HCM Control Delay 30.3 48.1 11.6

HCM LOS D E B

Lane NBLn1 NBLn2 NBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 17% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 83% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 30 179 536 312 1 1 98 98
LT Vol 0 0 0 312 0 1 0 0
Through Vol 30 179 89 0 0 0 98 98
RT Vol 0 0 447 0 1 0 0 0
Lane Flow Rate 33 194 583 339 1 1 107 107
Geometry Grp 88888888
Degree of Util (X) 0.061 0.365 1 0.745 0.002 0.003 0.236 0.183 Departure Headway (Hd) 6.771 6.771 6.174 7.907 6.705 8.497 7.981 6.192 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 530 532 589 458 533 429 458 586
Service Time 4.504 4.504 3.907 5.639 4.449 6.098 5.596 3.856 HCM Lane V/C Ratio 0.062 0.365 0.99 0.74 0.002 0.002 0.234 0.183 HCM Control Delay 9.9 13.4 61.8 30.4 9.5 11.1 13 10.2
HCM Lane LOS A B F D ABBB
HCM 95th-tile Q 0.2 1.7 14.7 6.1 0 0 0.9 0.7
7 11 *1 h ++
I I

5: Clovis Ave & Shepherd Ave Near-Term With Project-PM
HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 207 811 163 144 817 165 228 380 200 128 243 147 Future Volume (veh/h) 207 811 163 144 817 165 228 380 200 128 243 147 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 238 932 167 166 939 187 262 437 193 147 279 151 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 336 1316 576 253 1231 538 312 914 399 230 527 228 Arrive On Green 0.10 0.37 0.37 0.07 0.35 0.35 0.18 0.26 0.26 0.07 0.15 0.15 Sat Flow, veh/h 3456 3554 1555 3456 3554 1554 1781 3554 1550 3456 3554 1539 Grp Volume(v), veh/h 238 932 167 166 939 187 262 437 193 147 279 151 Grp Sat Flow(s),veh/h/ln 1728 1777 1555 1728 1777 1554 1781 1777 1550 1728 1777 1539 Q Serve(g_s), s 5.1 17.1 5.8 3.6 18.0 6.8 10.9 8.0 8.1 3.2 5.6 7.1 Cycle Q Clear(g_c), s 5.1 17.1 5.8 3.6 18.0 6.8 10.9 8.0 8.1 3.2 5.6 7.1 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 336 1316 576 253 1231 538 312 914 399 230 527 228 V/C Ratio(X) 0.71 0.71 0.29 0.66 0.76 0.35 0.84 0.48 0.48 0.64 0.53 0.66 Avail Cap(c_a), veh/h 587 1988 870 465 1863 815 605 1645 717 438 887 384 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 20.5 17.0 34.5 22.2 18.6 30.5 24.1 24.1 34.8 30.1 30.8 Incr Delay (d2), s/veh 2.8 0.7 0.3 2.9 1.0 0.4 6.0 0.4 0.9 2.9 0.8 3.3 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/ln 2.1 6.2 1.8 1.5 6.6 2.2 4.8 3.1 2.7 1.3 2.3 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.2 21.3 17.3 37.4 23.2 19.0 36.5 24.5 25.0 37.7 30.9 34.0 LnGrp LOS D C B D C B DCCDCC
Approach Vol, veh/h 1337 1292 892 577
Approach Delay, s/veh 23.4 24.4 28.1 33.5
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.1 24.6 9.6 33.2 17.4 16.2 11.4 31.4 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 9.7 35.4 10.3 42.8 26.0 19.1 13.0 40.1 Max Q Clear Time (g_c+I1), s 5.2 10.1 5.6 19.1 12.9 9.1 7.1 20.0 Green Ext Time (p_c), s 0.2 3.3 0.2 6.8 0.6 1.5 0.4 6.5 Intersection Summary
HCM 6th Ctrl Delay 26.2
HCM 6th LOS C
* 7 ++ 7 ++ 7 * 7

5: Clovis Ave & Shepherd Ave Near-Term With Project-PM
Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 238 932 187 166 939 190 262 437 230 147 279 169 v/c Ratio 0.58 0.73 0.29 0.49 0.78 0.29 0.73 0.50 0.46 0.46 0.56 0.47 Control Delay 48.7 30.8 9.4 49.7 34.1 5.0 50.3 33.2 13.6 49.9 45.0 11.3 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 48.7 30.8 9.4 49.7 34.1 5.0 50.3 33.2 13.6 49.9 45.0 11.3 Queue Length 50th (ft) 73 257 23 51 270 0 154 124 34 45 87 0 Queue Length 95th (ft) 126 368 73 94 386 44 261 176 96 86 140 55 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 487 1653 791 386 1549 782 502 1367 695 363 738 454 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.49 0.56 0.24 0.43 0.61 0.24 0.52 0.32 0.33 0.40 0.38 0.37 Intersection Summary

6: Sunnyside Ave & Shepherd Ave Near-Term With Project-PM HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 151 811 159 62 931 50 192 46 74 33 63 123 Future Volume (veh/h) 151 811 159 62 931 50 192 46 74 33 63 123 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.96 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 184 989 155 76 1135 49 234 56 72 40 77 120 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 333333333333
Cap, veh/h 211 1022 842 92 1705 739 259 410 334 54 194 159 Arrive On Green 0.12 0.55 0.55 0.05 0.48 0.48 0.15 0.22 0.22 0.03 0.10 0.10 Sat Flow, veh/h 1767 1856 1529 1767 3526 1527 1767 1856 1511 1767 1856 1515 Grp Volume(v), veh/h 184 989 155 76 1135 49 234 56 72 40 77 120 Grp Sat Flow(s),veh/h/ln 1767 1856 1529 1767 1763 1527 1767 1856 1511 1767 1856 1515 Q Serve(g_s), s 12.5 62.7 6.2 5.2 30.0 2.1 15.9 3.0 4.8 2.7 4.7 9.4 Cycle Q Clear(g_c), s 12.5 62.7 6.2 5.2 30.0 2.1 15.9 3.0 4.8 2.7 4.7 9.4 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 211 1022 842 92 1705 739 259 410 334 54 194 159 V/C Ratio(X) 0.87 0.97 0.18 0.82 0.67 0.07 0.90 0.14 0.22 0.75 0.40 0.76 Avail Cap(c_a), veh/h 257 1048 864 92 1705 739 260 447 364 104 284 232 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 26.4 13.7 57.4 24.0 16.8 51.3 38.3 39.0 58.8 51.2 53.2 Incr Delay (d2), s/veh 22.8 20.1 0.1 42.4 1.0 0.0 31.7 0.2 0.3 18.3 1.3 8.0 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 6.7 30.0 2.0 3.3 11.7 0.7 9.2 1.4 1.7 1.5 2.2 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.7 46.5 13.8 99.8 25.0 16.9 83.0 38.4 39.3 77.1 52.5 61.3 LnGrp LOS E D B F C B F D D E D E
Approach Vol, veh/h 1328 1260 362 237
Approach Delay, s/veh 46.8 29.2 67.4 61.1
Approach LOS D C E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.7 31.9 10.4 72.3 21.9 17.7 18.6 64.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 7.2 29.5 6.4 69.1 18.0 18.7 17.8 57.7 Max Q Clear Time (g_c+I1), s 4.7 6.8 7.2 64.7 17.9 11.4 14.5 32.0 Green Ext Time (p_c), s 0.0 0.4 0.0 2.7 0.0 0.4 0.1 8.3 Intersection Summary
HCM 6th Ctrl Delay 43.2
HCM 6th LOS D
+ 7 ++ 7 + 7 h + 7

6: Sunnyside Ave & Shepherd Ave Near-Term With Project-PM Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 184 989 194 76 1135 61 234 56 90 40 77 150 v/c Ratio 0.79 0.94 0.21 0.83 0.67 0.08 0.90 0.16 0.23 0.41 0.49 0.56 Control Delay 74.7 43.1 4.9 113.2 26.8 0.2 87.8 43.5 4.9 69.1 63.6 16.6 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 74.7 43.1 4.9 113.2 26.8 0.2 87.8 43.5 4.9 69.1 63.6 16.6 Queue Length 50th (ft) 140 690 19 60 356 0 183 38 0 31 59 0 Queue Length 95th (ft) #205 #899 46 #136 400 0 #301 69 17 65 99 47 Internal Link Dist (ft) 1248 771 1086 1554
Turn Bay Length (ft) 275 275 150 25 105 105 175 100
Base Capacity (vph) 256 1047 913 92 1706 808 259 447 451 103 283 360 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.72 0.94 0.21 0.83 0.67 0.08 0.90 0.13 0.20 0.39 0.27 0.42 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

1: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-AM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 462
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 188 98 61 529 390 133 290 14 169 594 11 Future Vol, veh/h 3 188 98 61 529 390 133 290 14 169 594 11 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 Heavy Vehicles, % 222222222222
Mvmt Flow 3 194 101 63 545 402 137 299 14 174 612 11
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 68.2 692.6 148.1 494.2

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 30% 1% 6% 22%
Vol Thru, % 66% 65% 54% 77%
Vol Right, % 3% 34% 40% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 437 289 980 774
LT Vol 133 3 61 169
Through Vol 290 188 529 594
RT Vol 14 98 390 11
Lane Flow Rate 451 298 1010 798
Geometry Grp 1111
Degree of Util (X) 1.132 0.78 2.464 2.004
Departure Headway (Hd) 17.2 19.063 11.685 13.63
Convergence, Y/N Yes Yes Yes Yes
Cap 216 194 323 279
Service Time 15.2 17.063 9.685 11.63
HCM Lane V/C Ratio 2.088 1.536 3.127 2.86
HCM Control Delay 148.1 68.2 692.6 494.2
HCM Lane LOS FFFF
HCM 95th-tile Q 11.3 5.3 61 38.3
4 4 4 4
I

2: Baron Ave & Behymer Ave Cumulative (Year 2045) With Project-AM HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 25.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 292 170 21 542 238 23
Future Vol, veh/h 292 170 21 542 238 23
Conflicting Peds, #/hr 0 00000
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 22222
Mvmt Flow 317 185 23 589 259 25
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 502 0 1045 410
Stage 1 - - - - 410 -
Stage 2 - - - - 635 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1062 - ~ 253 642
Stage 1 - - - - 670 -
Stage 2 - - - - 528 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1062 - ~ 245 642
Mov Cap-2 Maneuver - - - - ~ 245 -
Stage 1 - - - - 670 -
Stage 2 - - - - 511 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 125.9

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 259 - - 1062 -
HCM Lane V/C Ratio 1.095 - - 0.021 -
HCM Control Delay (s) 125.9 - - 8.5 0
HCM Lane LOS F - - A A
HCM 95th %tile Q(veh) 12 - - 0.1 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 1 4 ¥

3: Baron Ave & Perrin Ave Cumulative (Year 2045) With Project-AM HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 7.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 1 104 60 1 215 36 74 32 185 183 3
Future Vol, veh/h 9 1 104 60 1 215 36 74 32 185 183 3
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 - - 150 - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 10 1 113 65 1 234 39 80 35 201 199 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 896 796 201 836 780 98 202 0 0 115 0 0 Stage 1 603 603 - 176 176 -------
Stage 2 293 193 - 660 604 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 261 320 840 287 327 958 1370 - - 1474 - - Stage 1 486 488 - 826 753 -------
Stage 2 715 741 - 452 488 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 173 269 840 217 275 958 1370 - - 1474 - - Mov Cap-2 Maneuver 173 269 - 217 275 -------
Stage 1 472 422 - 803 732 -------
Stage 2 524 720 - 337 422 -------
Approach EB WB NB SB
HCM Control Delay, s 11.4 14.1 2 3.9

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1370 - - 173 823 217 947 1474 - -
HCM Lane V/C Ratio 0.029 - - 0.057 0.139 0.301 0.248 0.136 - - HCM Control Delay (s) 7.7 - - 27.1 10.1 28.6 10.1 7.8 - - HCM Lane LOS A - - D B D B A - -
HCM 95th %tile Q(veh) 0.1 - - 0.2 0.5 1.2 1 0.5 - -
h h 1 h1 1 1

4: Clovis Ave & Baron Ave Cumulative (Year 2045) With Project-AM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 84.1
Intersection LOS F
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 362 36 87 485 192 30 914
Future Vol, veh/h 362 36 87 485 192 30 914
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2222222
Mvmt Flow 393 39 95 527 209 33 993
Number of Lanes 1112012
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 2 0
HCM Control Delay 117.1 47.5 99.9

HCM LOS F E F

Lane NBLn1 NBLn2 NBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 46% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 54% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 87 323 354 362 36 30 457 457
LT Vol 0 0 0 362 0 30 0 0
Through Vol 87 323 162 0 0 0 457 457
RT Vol 0 0 192 0 36 0 0 0
Lane Flow Rate 95 351 384 393 39 33 497 497
Geometry Grp 88888888
Degree of Util (X) 0.231 0.859 0.899 1.144 0.101 0.084 1.208 0.969 Departure Headway (Hd) 9.536 9.536 9.138 10.846 9.622 9.922 9.397 7.578 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 379 383 400 338 375 363 392 482
Service Time 7.236 7.236 6.838 8.546 7.322 7.622 7.097 5.278 HCM Lane V/C Ratio 0.251 0.916 0.96 1.163 0.104 0.091 1.268 1.031 HCM Control Delay 15.1 49 54 127.4 13.4 13.5 144.3 61.2 HCM Lane LOS C E F F B B F F
HCM 95th-tile Q 0.9 8.2 9.3 15.3 0.3 0.3 19.1 12.3
7 11 *1 h ++
I I

5: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 120 735 218 325 853 183 206 212 175 203 639 320 Future Volume (veh/h) 120 735 218 325 853 183 206 212 175 203 639 320 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 130 799 215 353 927 198 224 230 183 221 695 324 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 196 980 428 437 1228 537 262 1135 496 300 921 402 Arrive On Green 0.06 0.28 0.28 0.13 0.35 0.35 0.15 0.32 0.32 0.09 0.26 0.26 Sat Flow, veh/h 3456 3554 1551 3456 3554 1554 1781 3554 1553 3456 3554 1550 Grp Volume(v), veh/h 130 799 215 353 927 198 224 230 183 221 695 324 Grp Sat Flow(s),veh/h/ln 1728 1777 1551 1728 1777 1554 1781 1777 1553 1728 1777 1550 Q Serve(g_s), s 3.4 19.5 10.8 9.2 21.5 8.9 11.4 4.4 8.5 5.8 16.8 18.2 Cycle Q Clear(g_c), s 3.4 19.5 10.8 9.2 21.5 8.9 11.4 4.4 8.5 5.8 16.8 18.2 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 196 980 428 437 1228 537 262 1135 496 300 921 402 V/C Ratio(X) 0.66 0.81 0.50 0.81 0.75 0.37 0.85 0.20 0.37 0.74 0.75 0.81 Avail Cap(c_a), veh/h 260 1226 535 594 1569 686 383 1424 622 475 1149 501 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.0 31.5 28.3 39.5 27.0 22.8 38.7 23.0 24.4 41.5 31.8 32.3 Incr Delay (d2), s/veh 3.8 3.5 0.9 5.9 1.6 0.4 11.9 0.1 0.5 3.5 2.2 7.6 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 %ile BackOfQ(50%),veh/ln 1.5 8.2 3.8 4.0 8.5 3.0 5.6 1.7 2.9 2.5 7.0 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.8 35.0 29.2 45.4 28.6 23.3 50.6 23.1 24.9 45.0 34.0 39.9 LnGrp LOS DDCDCCDCCDCD
Approach Vol, veh/h 1144 1478 637 1240
Approach Delay, s/veh 35.3 31.9 33.3 37.5
Approach LOS DCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.1 34.6 15.8 30.6 17.7 29.0 9.3 37.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 12.8 37.3 16.0 32.1 20.0 30.1 7.0 41.1 Max Q Clear Time (g_c+I1), s 7.8 10.5 11.2 21.5 13.4 20.2 5.4 23.5 Green Ext Time (p_c), s 0.3 1.9 0.5 4.1 0.3 3.9 0.0 6.2 Intersection Summary
HCM 6th Ctrl Delay 34.5
HCM 6th LOS C
* 7 ++ 7 ++ 7 * 7

5: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 130 799 237 353 927 199 224 230 190 221 695 348 v/c Ratio 0.57 0.83 0.44 0.74 0.76 0.30 0.77 0.21 0.31 0.59 0.78 0.65 Control Delay 61.3 45.5 13.6 55.7 36.0 4.9 62.2 28.3 5.6 54.1 44.7 21.9 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 61.3 45.5 13.6 55.7 36.0 4.9 62.2 28.3 5.6 54.1 44.7 21.9 Queue Length 50th (ft) 50 293 39 132 316 0 160 65 0 82 252 96 Queue Length 95th (ft) #84 370 110 184 394 49 #268 97 51 123 323 201 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 233 1101 595 532 1409 734 343 1280 679 425 1032 591 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.56 0.73 0.40 0.66 0.66 0.27 0.65 0.18 0.28 0.52 0.67 0.59 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6: Sunnyside Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 218 812 226 69 763 104 152 88 51 345 416 494 Future Volume (veh/h) 218 812 226 69 763 104 152 88 51 345 416 494 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.95 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 232 864 194 73 812 105 162 94 43 367 443 500 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, % 333333333333
Cap, veh/h 258 858 706 83 1281 553 169 271 219 367 480 398 Arrive On Green 0.15 0.46 0.46 0.05 0.36 0.36 0.10 0.15 0.15 0.21 0.26 0.26 Sat Flow, veh/h 1767 1856 1526 1767 3526 1522 1767 1856 1495 1767 1856 1538 Grp Volume(v), veh/h 232 864 194 73 812 105 162 94 43 367 443 500 Grp Sat Flow(s),veh/h/ln 1767 1856 1526 1767 1763 1522 1767 1856 1495 1767 1856 1538 Q Serve(g_s), s 16.8 60.1 10.2 5.3 24.8 6.1 11.9 5.9 3.3 27.0 30.2 33.6 Cycle Q Clear(g_c), s 16.8 60.1 10.2 5.3 24.8 6.1 11.9 5.9 3.3 27.0 30.2 33.6 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 258 858 706 83 1281 553 169 271 219 367 480 398 V/C Ratio(X) 0.90 1.01 0.27 0.88 0.63 0.19 0.96 0.35 0.20 1.00 0.92 1.26 Avail Cap(c_a), veh/h 295 858 706 83 1281 553 169 271 219 367 480 398 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.6 35.0 21.5 61.6 34.2 28.3 58.6 49.9 48.8 51.5 47.0 48.2 Incr Delay (d2), s/veh 26.4 32.5 0.2 60.9 1.0 0.2 57.7 0.8 0.4 47.0 23.7 135.0 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 9.1 32.7 3.5 3.7 10.3 2.2 7.9 2.8 1.2 16.5 16.8 27.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.0 67.4 21.7 122.5 35.2 28.5 116.2 50.7 49.2 98.5 70.6 183.2 LnGrp LOS F F C F D C F D D F E F
Approach Vol, veh/h 1290 990 299 1310
Approach Delay, s/veh 63.0 41.0 86.0 121.4
Approach LOS E D F F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 31.0 23.9 10.1 65.0 16.4 38.5 23.0 52.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 27.0 19.0 6.1 60.1 12.4 33.6 21.7 44.5 Max Q Clear Time (g_c+I1), s 29.0 7.9 7.3 62.1 13.9 35.6 18.8 26.8 Green Ext Time (p_c), s 0.0 0.4 0.0 0.0 0.0 0.0 0.2 5.1 Intersection Summary
HCM 6th Ctrl Delay 78.8
HCM 6th LOS E
+ 7 ++ 7 + 7 h + 7

6: Sunnyside Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 232 864 240 73 812 111 162 94 54 367 443 526 v/c Ratio 0.85 1.01 0.30 0.89 0.65 0.18 0.96 0.36 0.16 1.01 0.95 0.95 Control Delay 80.5 67.6 7.5 132.3 38.3 2.3 119.1 54.5 1.0 99.3 77.7 55.3 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 80.5 67.6 7.5 132.3 38.3 2.3 119.1 54.5 1.0 99.3 77.7 55.3 Queue Length 50th (ft) 190 ~739 32 62 306 0 138 72 0 ~316 366 277 Queue Length 95th (ft) #318 #1015 85 #159 380 18 #283 128 0 #522 #568 #508 Internal Link Dist (ft) 1248 771 1086 1554
Turn Bay Length (ft) 275 275 150 25 105 105 175 100
Base Capacity (vph) 294 857 790 82 1249 631 168 271 346 365 479 561 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.79 1.01 0.30 0.89 0.65 0.18 0.96 0.35 0.16 1.01 0.92 0.94 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.

1: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-PM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 295.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 377 109 22 222 245 154 442 30 216 270 7 Future Vol, veh/h 14 377 109 22 222 245 154 442 30 216 270 7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222
Mvmt Flow 15 410 118 24 241 266 167 480 33 235 293 8
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 254.2 226.9 409.4 259.6

HCM LOS FFFF

Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 25% 3% 4% 44%
Vol Thru, % 71% 75% 45% 55%
Vol Right, % 5% 22% 50% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 626 500 489 493
LT Vol 154 14 22 216
Through Vol 442 377 222 270
RT Vol 30 109 245 7
Lane Flow Rate 680 543 532 536
Geometry Grp 1111
Degree of Util (X) 1.809 1.435 1.366 1.445
Departure Headway (Hd) 13.77 14.864 15.015 15.262
Convergence, Y/N Yes Yes Yes Yes
Cap 272 250 250 246
Service Time 11.77 12.864 13.015 13.262
HCM Lane V/C Ratio 2.5 2.172 2.128 2.179
HCM Control Delay 409.4 254.2 226.9 259.6
HCM Lane LOS FFFF
HCM 95th-tile Q 32 19.8 17.8 19.6
4 4 4 4
I

2: Baron Ave & Behymer Ave Cumulative (Year 2045) With Project-PM HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 4.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 364 268 21 369 141 12
Future Vol, veh/h 364 268 21 369 141 12
Conflicting Peds, #/hr 0 00000
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 22222
Mvmt Flow 396 291 23 401 153 13
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 687 0 989 542
Stage 1 - - - - 542 -
Stage 2 - - - - 447 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 907 - 274 540
Stage 1 - - - - 583 -
Stage 2 - - - - 644 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 907 - 265 540
Mov Cap-2 Maneuver - - - - 265 -
Stage 1 - - - - 583 -
Stage 2 - - - - 623 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 36

HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 276 - - 907 -
HCM Lane V/C Ratio 0.603 - - 0.025 -
HCM Control Delay (s) 36 - - 9.1 0
HCM Lane LOS E - - A A
HCM 95th %tile Q(veh) 3.6 - - 0.1 -
1 4 ¥

3: Baron Ave & Perrin Ave Cumulative (Year 2045) With Project-PM HCM 6th TWSC 12/21/2023
Synchro 11 Report
Intersection
Int Delay, s/veh 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 1 70 30 1 114 118 227 107 264 126 10 Future Vol, veh/h 6 1 70 30 1 114 118 227 107 264 126 10 Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 - - 150 - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 7 1 76 33 1 124 128 247 116 287 137 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1341 1336 143 1316 1283 305 148 0 0 363 0 0 Stage 1 717 717 - 561 561 -------
Stage 2 624 619 - 755 722 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 129 153 905 135 165 735 1434 - - 1196 - - Stage 1 421 434 - 512 510 -------
Stage 2 473 480 - 401 431 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 81 106 905 93 114 735 1434 - - 1196 - - Mov Cap-2 Maneuver 81 106 - 93 114 -------
Stage 1 384 330 - 466 465 -------
Stage 2 357 437 - 278 328 -------
Approach EB WB NB SB
HCM Control Delay, s 13.3 22 2 5.9

HCM LOS B C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1434 - - 81 818 93 702 1196 - -
HCM Lane V/C Ratio 0.089 - - 0.081 0.094 0.351 0.178 0.24 - - HCM Control Delay (s) 7.8 - - 53.3 9.9 63.3 11.2 9 - -
HCM Lane LOS A - - F A F B A - -
HCM 95th %tile Q(veh) 0.3 - - 0.3 0.3 1.4 0.6 0.9 - -
h h 1 h1 1 1

4: Clovis Ave & Baron Ave Cumulative (Year 2045) With Project-PM HCM 6th AWSC 12/21/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh 272.1
Intersection LOS F
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 317 9 32 1047 452 61 598
Future Vol, veh/h 317 9 32 1047 452 61 598
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2222222
Mvmt Flow 345 10 35 1138 491 66 650
Number of Lanes 1112012
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 2 0
HCM Control Delay 70.4 419.7 28.9

HCM LOS F F D

Lane NBLn1 NBLn2 NBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 100% 100% 44% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 56% 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 32 698 801 317 9 61 299 299
LT Vol 0 0 0 317 0 61 0 0
Through Vol 32 698 349 0 0 0 299 299
RT Vol 0 0 452 0 9 0 0 0
Lane Flow Rate 35 759 871 345 10 66 325 325
Geometry Grp 88888888
Degree of Util (X) 0.083 1.801 1.967 0.945 0.024 0.169 0.782 0.625 Departure Headway (Hd) 8.544 8.544 8.133 11.293 10.095 9.906 9.392 7.61 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 422 432 453 324 357 365 387 478
Service Time 6.244 6.244 5.833 8.993 7.795 7.606 7.092 5.31 HCM Lane V/C Ratio 0.083 1.757 1.923 1.065 0.028 0.181 0.84 0.68 HCM Control Delay 12 390 461.9 72 13 14.6 38.6 22.2
HCM Lane LOS B F F F B B E C
HCM 95th-tile Q 0.3 48.1 59 9.6 0.1 0.6 6.6 4.2
7 11 *1 h ++
I I

5: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 224 921 170 291 934 202 234 724 374 170 306 187 Future Volume (veh/h) 224 921 170 291 934 202 234 724 374 170 306 187 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 243 1001 167 316 1015 217 254 787 372 185 333 186 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 317 1193 522 394 1273 557 292 1043 455 254 722 314 Arrive On Green 0.09 0.34 0.34 0.11 0.36 0.36 0.16 0.29 0.29 0.07 0.20 0.20 Sat Flow, veh/h 3456 3554 1554 3456 3554 1555 1781 3554 1552 3456 3554 1546 Grp Volume(v), veh/h 243 1001 167 316 1015 217 254 787 372 185 333 186 Grp Sat Flow(s),veh/h/ln 1728 1777 1554 1728 1777 1555 1781 1777 1552 1728 1777 1546 Q Serve(g_s), s 6.7 25.3 7.8 8.7 24.9 10.1 13.5 19.5 21.6 5.1 8.0 10.6 Cycle Q Clear(g_c), s 6.7 25.3 7.8 8.7 24.9 10.1 13.5 19.5 21.6 5.1 8.0 10.6 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 317 1193 522 394 1273 557 292 1043 455 254 722 314 V/C Ratio(X) 0.77 0.84 0.32 0.80 0.80 0.39 0.87 0.75 0.82 0.73 0.46 0.59 Avail Cap(c_a), veh/h 427 1431 626 534 1541 674 422 1284 561 320 772 336 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.1 29.8 24.0 41.9 28.0 23.3 39.6 31.1 31.9 44.0 34.0 35.1 Incr Delay (d2), s/veh 5.8 4.0 0.4 6.2 2.5 0.4 12.8 2.1 7.6 6.1 0.5 2.5 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 3.0 10.5 2.7 3.8 10.1 3.5 6.7 8.1 8.4 2.3 3.3 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.8 33.8 24.4 48.1 30.5 23.7 52.4 33.2 39.5 50.1 34.5 37.5 LnGrp LOS DCCDCCDCDDCD
Approach Vol, veh/h 1411 1548 1413 704
Approach Delay, s/veh 35.3 33.2 38.3 39.4
Approach LOS DCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.1 33.4 15.1 37.5 19.9 24.6 12.9 39.7 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 9.0 35.1 15.0 39.1 23.0 21.1 12.0 42.1 Max Q Clear Time (g_c+I1), s 7.1 23.6 10.7 27.3 15.5 12.6 8.7 26.9 Green Ext Time (p_c), s 0.1 4.9 0.4 5.3 0.4 1.7 0.2 6.3 Intersection Summary
HCM 6th Ctrl Delay 36.0
HCM 6th LOS D
* 7 ++ 7 ++ 7 * 7

5: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 243 1001 185 316 1015 220 254 787 407 185 333 203 v/c Ratio 0.67 0.85 0.31 0.72 0.81 0.32 0.79 0.77 0.73 0.65 0.50 0.45 Control Delay 57.7 42.2 10.8 56.0 37.6 4.9 60.7 41.2 29.8 61.1 43.4 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.7 42.2 10.8 56.0 37.6 4.9 60.7 41.2 29.8 61.1 43.4 9.2 Queue Length 50th (ft) 91 357 27 117 348 1 180 277 168 70 117 0 Queue Length 95th (ft) 135 448 82 167 437 52 #287 350 289 #117 167 65 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 393 1320 658 491 1422 751 388 1185 621 295 714 473 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.62 0.76 0.28 0.64 0.71 0.29 0.65 0.66 0.66 0.63 0.47 0.43 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6: Sunnyside Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM HCM 6th Signalized Intersection Summary 12/21/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 428 952 185 64 968 335 218 306 176 167 169 386 Future Volume (veh/h) 428 952 185 64 968 335 218 306 176 167 169 386 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.97 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 465 1035 166 70 1052 353 237 333 175 182 184 393 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, % 333333333333
Cap, veh/h 459 986 812 80 1117 482 231 343 278 179 288 237 Arrive On Green 0.26 0.53 0.53 0.05 0.32 0.32 0.13 0.18 0.18 0.10 0.16 0.16 Sat Flow, veh/h 1767 1856 1528 1767 3526 1520 1767 1856 1505 1767 1856 1528 Grp Volume(v), veh/h 465 1035 166 70 1052 353 237 333 175 182 184 393 Grp Sat Flow(s),veh/h/ln 1767 1856 1528 1767 1763 1520 1767 1856 1505 1767 1856 1528 Q Serve(g_s), s 33.8 69.1 7.4 5.1 37.8 26.9 17.0 23.2 14.0 13.2 12.1 20.2 Cycle Q Clear(g_c), s 33.8 69.1 7.4 5.1 37.8 26.9 17.0 23.2 14.0 13.2 12.1 20.2 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 459 986 812 80 1117 482 231 343 278 179 288 237 V/C Ratio(X) 1.01 1.05 0.20 0.87 0.94 0.73 1.03 0.97 0.63 1.01 0.64 1.66 Avail Cap(c_a), veh/h 459 986 812 80 1117 482 231 343 278 179 288 237 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.1 30.4 16.0 61.7 43.2 39.5 56.5 52.7 48.9 58.4 51.5 54.9 Incr Delay (d2), s/veh 45.0 42.5 0.1 60.1 15.0 5.7 66.0 41.0 4.5 71.0 4.6 313.1 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/ln 20.0 39.3 2.5 3.6 18.0 10.4 11.7 14.5 5.4 9.3 5.9 28.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.1 73.0 16.1 121.8 58.2 45.2 122.5 93.7 53.4 129.4 56.1 368.0 LnGrp LOS F F B F E D F F D F E F
Approach Vol, veh/h 1666 1475 745 759
Approach Delay, s/veh 72.9 58.1 93.4 235.1
Approach LOS E E F F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.2 28.9 9.9 74.0 21.0 25.1 37.8 46.1 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 13.2 24.0 5.9 69.1 17.0 20.2 33.8 41.2 Max Q Clear Time (g_c+I1), s 15.2 25.2 7.1 71.1 19.0 22.2 35.8 39.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 98.0
HCM 6th LOS F
+ 7 ++ 7 + 7 h + 7

6: Sunnyside Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM Queues 12/21/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 465 1035 201 70 1052 364 237 333 191 182 184 420 v/c Ratio 1.02 1.06 0.23 0.89 0.95 0.66 1.03 0.98 0.51 1.03 0.64 0.76 Control Delay 95.2 75.2 6.0 134.4 60.6 31.8 123.4 96.6 24.4 131.8 62.9 17.9 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 95.2 75.2 6.0 134.4 60.6 31.8 123.4 96.6 24.4 131.8 62.9 17.9 Queue Length 50th (ft) ~415 ~954 25 60 455 181 ~214 282 54 ~163 147 34 Queue Length 95th (ft) #629 #1211 66 #155 #593 295 #382 #476 133 #315 229 158 Internal Link Dist (ft) 1248 771 1086 1554
Turn Bay Length (ft) 275 275 150 25 105 105 175 100
Base Capacity (vph) 455 980 863 79 1110 555 229 340 371 177 286 552 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 1.02 1.06 0.23 0.89 0.95 0.66 1.03 0.98 0.51 1.03 0.64 0.76 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.

Warrant 3: Peak Hour
1: Minnewawa Ave & Behymer Ave - Existing Plus Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Minnewawa Ave
NB/SB
1 50
Behymer Ave
EB/WB
1 40
Yes
Details
Low Population?
Condition A Met?
Notes
Condition B Met?
Notes
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
No
0 Hours met (1 required)
Yes
2 Hours met (1 required)
Not Met
Not Met
Met
No
1 12/22/2023 California 2012
L
400
O 250
100
300 400 500 600 700 800 900 1000 1100 1200 1300
Major Street- Total of Both Approaches (VPH)
< 350
d
E 300
— Warrant Curve
□ Warranted
♦ Unwarranted
— 1 Major. 1 Minor
1 Major. 2+ Minor
2+Major. 1 Minor
2+ Major, 2+ Minor

0.3 2
CL.
—
2 500
6 450
Peak Hour Vehicular Volume
Community Population Less Than 10,000 or Major Street Approach Speed Above 40 mph t 200
5 150
d 50
2 °
S
X
I

Warrant 3: Peak Hour
1: Minnewawa Ave & Behymer Ave - Existing Plus Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
7:45 573 580
17:00 515 531
2 12/22/2023 California 2012

Warrant 3: Peak Hour
1: Minnewawa Ave & Behymer Ave - Near-Term With Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Minnewawa Ave
NB/SB
1 50
Behymer Ave
EB/WB
1 40
Yes
Details
Low Population?
Condition A Met?
Notes
Condition B Met?
Notes
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
No
0 Hours met (1 required)
Yes
2 Hours met (1 required)
Not Met
Not Met
Met
No
1 12/22/2023 California 2012
L L
400
O 250
100
300 400 500 600 700 800 900 1000 1100 1200 1300
Major Street- Total of Both Approaches (VPH)
< 350
d
E 300
— Warrant Curve
□ Warranted
♦ Unwarranted
— 1 Major. 1 Minor
1 Major. 2+ Minor
2+Major. 1 Minor
2+ Major, 2+ Minor

0.3 2
CL.
—
2 500
6 450
Peak Hour Vehicular Volume
Community Population Less Than 10,000 or Major Street Approach Speed Above 40 mph t 200
5 150
d 50
2 °
S
X
I

Warrant 3: Peak Hour
1: Minnewawa Ave & Behymer Ave - Near-Term With Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
7:45 653 695
17:00 617 599
2 12/22/2023 California 2012

Warrant 3: Peak Hour
4: Clovis Ave & Baron Ave - Near-Term With Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Clovis Ave
NB/SB
2 45
Baron Ave
WB
2 40
Yes
Details
Low Population?
Condition A Met?
Notes
Condition B Met?
Notes
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
No
0 Hours met (1 required)
Yes
2 Hours met (1 required)
Not Met
Not Met
Met
No
1 12/22/2023 California 2012
r •
400
□
O 250
100
300 400 500 600 700 800 900 1000 1100 1200 1300
Major Street- Total of Both Approaches (VPH)
< 350
d
E 300
Peak Hour Vehicular Volume
Community Population Less Than 10,000 or Major Street Approach Speed Above 40 mph — Warrant Curve
□ Warranted
♦ Unwarranted
1 Major. 1 Minor
1 Major. 2+ Minor
2+Major. 1 Minor
— 2+ Major, 2+ Minor
tn
2 o
CL.

ZE
2 500
6 450
t 200
5 150
d 50
2 °
S
X
I

Warrant 3: Peak Hour
4: Clovis Ave & Baron Ave - Near-Term With Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
0:00 0 0
7:15 533 446
17:00 912 343
2 12/22/2023 California 2012

Warrant 3: Peak Hour
1: Minnewawa Ave & Behymer Ave - 2045 With Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Minnewawa Ave
NB/SB
1 50
Behymer Ave
EB/WB
1 40
Yes
Details
Low Population?
Condition A Met?
Notes
Condition B Met?
Notes
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
No
0 Hours met (1 required)
Yes
2 Hours met (1 required)
Not Met
Not Met
Met
No
1 12/22/2023 California 2012
L L
400
O 250
100
300 400 500 600 700 800 900 1000 1100 1200 1300
Major Street- Total of Both Approaches (VPH)
< 350
d
E 300
— Warrant Curve
□ Warranted
♦ Unwarranted
— 1 Major. 1 Minor
1 Major. 2+ Minor
2+Major. 1 Minor
2+ Major, 2+ Minor

0.3 2
CL.
—
2 500
6 450
Peak Hour Vehicular Volume
Community Population Less Than 10,000 or Major Street Approach Speed Above 40 mph t 200
5 150
d 50
2 °
S
X
I

Warrant 3: Peak Hour
1: Minnewawa Ave & Behymer Ave - 2045 With Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
7:45 1,042 1,149
17:00 903 716
2 12/22/2023 California 2012

Warrant 3: Peak Hour
2: Baron Ave & Behymer Ave - 2045 With Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Behymer Ave
EB/WB
1 45
Baron Ave
NB
1 40
Yes
Details
Low Population?
Condition A Met?
Notes
Condition B Met?
Notes
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
No
0 Hours met (1 required)
Yes
2 Hours met (1 required)
Not Met
Not Met
Met
No
1 12/22/2023 California 2012
400
□ O 250
-- □
100
300 400 500 600 700 800 900 1000 1100 1200 1300
Major Street- Total of Both Approaches (VPH)
< 350
d
E 300
— Warrant Curve
□ Warranted
♦ Unwarranted
— 1 Major. 1 Minor
1 Major. 2+ Minor
2+Major. 1 Minor
2+ Major, 2+ Minor

0.3 2
CL.
—
2 500
6 450
Peak Hour Vehicular Volume
Community Population Less Than 10,000 or Major Street Approach Speed Above 40 mph t 200
5 150
d 50
2 °
S
X
I

Warrant 3: Peak Hour
2: Baron Ave & Behymer Ave - 2045 With Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
7:15 1,025 261
17:15 1,022 153
2 12/22/2023 California 2012

Warrant 3: Peak Hour
4: Clovis Ave & Baron Ave - 2045 With Proj
Intersection Information:

Street Name
Direction
Number of Lanes
Major Street Minor Street
Approach Speed
Warrant 3 Met?
Clovis Ave
NB/SB
2 45
Baron Ave
WB
2 40
Yes
Details
Low Population?
Condition A Met?
Notes
Condition B Met?
Notes
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
No
0 Hours met (1 required)
Yes
2 Hours met (1 required)
Not Met
Not Met
Met
No
1 12/22/2023 California 2012
400 E
O 250
100
300 400 500 600 700 800 900 1000 1100 1200 1300
Major Street- Total of Both Approaches (VPH)
< 350
d
E 300
Peak Hour Vehicular Volume
Community Population Less Than 10,000 or Major Street Approach Speed Above 40 mph — Warrant Curve
□ Warranted
♦ Unwarranted
1 Major. 1 Minor
1 Major. 2+ Minor
2+Major. 1 Minor
— 2+ Major, 2+ Minor
tn
2 o
CL.

ZE
2 500
6 450
t 200
5 150
d 50
2 °
S
X
I

Warrant 3: Peak Hour
4: Clovis Ave & Baron Ave - 2045 With Proj
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
Hour
0:00 0 0
7:15 1,621 485
17:00 2,129 387
2 12/22/2023 California 2012

TRANSPORTATION IMPACT ANALYSIS – TRACT 6452

APPENDIX D

IMPROVED INTERSECTION ANALYSES

PETERS ENGINEERING GROUP

A CALIFORNIA CORPORATION

1: Minnewawa Ave & Behymer Ave Existing Plus Project-AM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 2 150 69 5 198 244 105 232 7 133 228 1 Future Volume (veh/h) 2 150 69 5 198 244 105 232 7 133 228 1 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 2 155 71 5 204 252 108 239 7 137 235 1 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, % 222222222222
Cap, veh/h 92 416 189 93 260 316 156 375 11 177 409 2
Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.09 0.21 0.21 0.10 0.22 0.22 Sat Flow, veh/h 3 1200 544 5 751 911 1781 1805 53 1781 1861 8 Grp Volume(v), veh/h 228 0 0 461 0 0 108 0 246 137 0 236 Grp Sat Flow(s),veh/h/ln 1748 0 0 1667 0 0 1781 0 1858 1781 0 1869 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 2.3 0.0 4.8 3.0 0.0 4.5 Cycle Q Clear(g_c), s 3.9 0.0 0.0 9.9 0.0 0.0 2.3 0.0 4.8 3.0 0.0 4.5 Prop In Lane 0.01 0.31 0.01 0.55 1.00 0.03 1.00 0.00
Lane Grp Cap(c), veh/h 697 0 0 669 0 0 156 0 386 177 0 410 V/C Ratio(X) 0.33 0.00 0.00 0.69 0.00 0.00 0.69 0.00 0.64 0.77 0.00 0.58 Avail Cap(c_a), veh/h 927 0 0 889 0 0 313 0 890 357 0 942 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 9.8 0.0 0.0 11.7 0.0 0.0 17.7 0.0 14.4 17.5 0.0 13.9 Incr Delay (d2), s/veh 0.3 0.0 0.0 1.4 0.0 0.0 5.4 0.0 1.8 7.0 0.0 1.3 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/ln 1.1 0.0 0.0 2.7 0.0 0.0 1.0 0.0 1.6 1.3 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.1 0.0 0.0 13.2 0.0 0.0 23.1 0.0 16.2 24.6 0.0 15.2 LnGrp LOS BAABAACABCAB
Approach Vol, veh/h 228 461 354 373
Approach Delay, s/veh 10.1 13.2 18.3 18.6
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.0 13.2 18.7 7.5 13.7 18.7
Change Period (Y+Rc), s 4.0 4.9 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 8.0 19.1 19.1 7.0 20.1 19.1 Max Q Clear Time (g_c+I1), s 5.0 6.8 5.9 4.3 6.5 11.9
Green Ext Time (p_c), s 0.1 0.9 1.0 0.1 0.9 1.7
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
h4 4 1 1

1: Minnewawa Ave & Behymer Ave Existing Plus Project-AM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 228 461 108 246 137 236
v/c Ratio 0.38 0.74 0.40 0.52 0.45 0.47
Control Delay 13.5 21.0 27.0 20.8 27.5 19.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.5 21.0 27.0 20.8 27.5 19.2
Queue Length 50th (ft) 41 88 30 63 38 59
Queue Length 95th (ft) 99 #239 #81 124 #104 117
Internal Link Dist (ft) 2658 1520 2614 1226
Turn Bay Length (ft)
Base Capacity (vph) 817 820 293 840 335 885
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.28 0.56 0.37 0.29 0.41 0.27
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

1: Minnewawa Ave & Behymer Ave Existing Plus Project-PM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 184 53 3 173 191 69 221 14 164 205 6 Future Volume (veh/h) 3 184 53 3 173 191 69 221 14 164 205 6 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 211 61 3 199 220 79 254 16 189 236 7 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 88 437 125 87 253 277 128 378 24 243 510 15
Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.07 0.22 0.22 0.14 0.28 0.28 Sat Flow, veh/h 5 1379 395 3 799 873 1781 1736 109 1781 1805 54 Grp Volume(v), veh/h 275 0 0 422 0 0 79 0 270 189 0 243 Grp Sat Flow(s),veh/h/ln 1779 0 0 1675 0 0 1781 0 1845 1781 0 1858 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 1.8 0.0 5.6 4.3 0.0 4.5 Cycle Q Clear(g_c), s 5.2 0.0 0.0 9.6 0.0 0.0 1.8 0.0 5.6 4.3 0.0 4.5 Prop In Lane 0.01 0.22 0.01 0.52 1.00 0.06 1.00 0.03
Lane Grp Cap(c), veh/h 650 0 0 617 0 0 128 0 401 243 0 525 V/C Ratio(X) 0.42 0.00 0.00 0.68 0.00 0.00 0.62 0.00 0.67 0.78 0.00 0.46 Avail Cap(c_a), veh/h 853 0 0 809 0 0 293 0 818 403 0 939 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 11.6 0.0 0.0 13.1 0.0 0.0 18.9 0.0 15.0 17.5 0.0 12.4 Incr Delay (d2), s/veh 0.4 0.0 0.0 1.6 0.0 0.0 4.8 0.0 2.0 5.3 0.0 0.6 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 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.0 2.9 0.0 0.0 0.7 0.0 1.9 1.7 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.0 0.0 0.0 14.6 0.0 0.0 23.7 0.0 17.0 22.8 0.0 13.1 LnGrp LOS BAABAACABCAB
Approach Vol, veh/h 275 422 349 432
Approach Delay, s/veh 12.0 14.6 18.5 17.3
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.7 14.0 18.2 7.0 16.7 18.2
Change Period (Y+Rc), s 4.0 4.9 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 9.5 18.6 18.1 6.9 21.2 18.1 Max Q Clear Time (g_c+I1), s 6.3 7.6 7.2 3.8 6.5 11.6
Green Ext Time (p_c), s 0.1 1.0 1.1 0.0 1.0 1.4
Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOS B
h4 4 1 1

1: Minnewawa Ave & Behymer Ave Existing Plus Project-PM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 275 422 79 270 189 243
v/c Ratio 0.49 0.72 0.31 0.55 0.55 0.37
Control Delay 17.5 21.7 26.4 21.2 29.5 15.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.5 21.7 26.4 21.2 29.5 15.3
Queue Length 50th (ft) 61 86 22 72 54 59
Queue Length 95th (ft) 129 #198 60 131 #138 110
Internal Link Dist (ft) 2658 1520 2614 1226
Turn Bay Length (ft)
Base Capacity (vph) 751 755 278 785 383 917
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.37 0.56 0.28 0.34 0.49 0.26
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

1: Minnewawa Ave & Behymer Ave Near-Term With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 162 72 18 222 316 111 271 13 139 255 3 Future Volume (veh/h) 3 162 72 18 222 316 111 271 13 139 255 3 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 167 74 19 229 326 114 279 13 143 263 3 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, % 222222222222
Cap, veh/h 78 472 206 87 268 363 146 391 18 182 445 5
Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.08 0.22 0.22 0.10 0.24 0.24 Sat Flow, veh/h 5 1219 533 22 691 938 1781 1769 82 1781 1845 21 Grp Volume(v), veh/h 244 0 0 574 0 0 114 0 292 143 0 266 Grp Sat Flow(s),veh/h/ln 1757 0 0 1652 0 0 1781 0 1852 1781 0 1866 Q Serve(g_s), s 0.0 0.0 0.0 4.6 0.0 0.0 3.0 0.0 7.0 3.7 0.0 6.0 Cycle Q Clear(g_c), s 4.7 0.0 0.0 15.5 0.0 0.0 3.0 0.0 7.0 3.7 0.0 6.0 Prop In Lane 0.01 0.30 0.03 0.57 1.00 0.04 1.00 0.01
Lane Grp Cap(c), veh/h 757 0 0 718 0 0 146 0 409 182 0 450 V/C Ratio(X) 0.32 0.00 0.00 0.80 0.00 0.00 0.78 0.00 0.71 0.78 0.00 0.59 Avail Cap(c_a), veh/h 816 0 0 773 0 0 224 0 780 224 0 786 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 10.4 0.0 0.0 13.7 0.0 0.0 21.5 0.0 17.2 20.9 0.0 16.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 5.6 0.0 0.0 9.2 0.0 2.3 13.6 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 %ile BackOfQ(50%),veh/ln 1.4 0.0 0.0 5.3 0.0 0.0 1.4 0.0 2.5 2.0 0.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.6 0.0 0.0 19.3 0.0 0.0 30.7 0.0 19.5 34.5 0.0 17.2 LnGrp LOS BAABAACABCAB
Approach Vol, veh/h 244 574 406 409
Approach Delay, s/veh 10.6 19.3 22.7 23.3
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.9 15.4 23.4 7.9 16.4 23.4
Change Period (Y+Rc), s 4.0 4.9 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 6.0 20.1 20.1 6.0 20.1 20.1 Max Q Clear Time (g_c+I1), s 5.7 9.0 6.7 5.0 8.0 17.5
Green Ext Time (p_c), s 0.0 1.1 1.1 0.0 1.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
h4 4 1 1

1: Minnewawa Ave & Behymer Ave Near-Term With Project-AM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBT WBT NBL NBT SBL SBT
Lane Group Flow (vph) 244 574 114 292 143 266
v/c Ratio 0.37 0.85 0.55 0.62 0.69 0.47
Control Delay 13.0 28.4 37.1 23.1 46.2 19.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.0 28.4 37.1 23.1 46.2 19.6
Queue Length 50th (ft) 44 124 35 80 45 73
Queue Length 95th (ft) 106 #336 #105 143 #136 131
Internal Link Dist (ft) 2658 1520 2614 1226
Turn Bay Length (ft)
Base Capacity (vph) 711 722 206 725 206 728
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.34 0.80 0.55 0.40 0.69 0.37
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

4: Clovis Ave & Baron Ave Near-Term With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 360 3 83 116 188 3 226
Future Volume (veh/h) 360 3 83 116 188 3 226
Initial Q (Qb), veh 0 0 0000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 391 3 126 163 3 246
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2222
Cap, veh/h 515 458 363 324 7 1336
Arrive On Green 0.29 0.29 0.20 0.20 0.00 0.38
Sat Flow, veh/h 1781 1585 1870 1585 1781 3647
Grp Volume(v), veh/h 391 3 126 163 3 246
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 5.9 0.0 1.8 2.7 0.0 1.4
Cycle Q Clear(g_c), s 5.9 0.0 1.8 2.7 0.0 1.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 515 458 363 324 7 1336
V/C Ratio(X) 0.76 0.01 0.35 0.50 0.41 0.18
Avail Cap(c_a), veh/h 1223 1088 1226 1094 304 2319
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 9.5 7.4 10.0 10.3 14.5 6.1
Incr Delay (d2), s/veh 2.3 0.0 0.6 1.2 32.7 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 0.0 0.5 0.6 0.1 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.8 7.4 10.5 11.5 47.2 6.2
LnGrp LOS B A B B D A
Approach Vol, veh/h 394 289 249
Approach Delay, s/veh 11.8 11.1 6.7
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.0 10.9 15.9 13.4
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 5.0 20.2 19.1 20.1
Max Q Clear Time (g_c+I1), s 2.0 4.7 3.4 7.9
Green Ext Time (p_c), s 0.0 1.3 1.2 1.0
Intersection Summary
HCM 6th Ctrl Delay 10.2
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
fl
7 *1 h fl ++

4: Clovis Ave & Baron Ave Near-Term With Project-AM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group WBL WBR NBU NBT SBL SBT
Lane Group Flow (vph) 391 3 90 330 3 246
v/c Ratio 0.61 0.01 0.32 0.27 0.01 0.29
Control Delay 16.4 7.3 22.4 5.7 20.3 16.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.4 7.3 22.4 5.7 20.3 16.2
Queue Length 50th (ft) 81 0 21 8 1 28
Queue Length 95th (ft) 161 4 62 43 7 60
Internal Link Dist (ft) 681 390 811
Turn Bay Length (ft)
Base Capacity (vph) 959 859 291 1845 238 1822
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.41 0.00 0.31 0.18 0.01 0.14
Intersection Summary
fl

Max Green Setting (Gmax), s 11.0
Synchro 11 Report

15.4 B
1317

0.73 2286

1.00 1.00

16.9 0.8

0.0 4.8

13.1 B
671

0.26 1260

1.00 1.00

21.6 0.2

0.0 1.0
636

0.58 1203

1.00 1.00

23.5 0.8

0.0 2.3

5.2 0.3
1219

0.56 2058

1.00 1.00

16.7 0.4

0.0 3.3

29.6 C

29.2 C

29.5 C

21.4 C

29.9 C

22.2 C

25.8 C
Max Q Clear Time (g_c+H), s
Green Ext Time (p_c), s
Intersection Summary_
HCM 6th Ctrl Delay
HCM 6th LOS
1870
131

0.89 2
248

0.07 3456
131
1728

2.3 2.3

1.00 248

0.53 499

1.00 1.00

27.9 1.7

0.0 0.9
1870
165

0.89 2
533

0.34 1554
165
1554

4.9 4.9

1.00 533

0.31 900

1.00 1.00

15.1 0.3

0.0 1.4

1.00 No
1870
174

0.89 2
671

0.19 3554
174
1777

2.6 2.6
1870
208

0.89 2
321

0.09 3456
208
1728

3.6 3.6

1.00 321

0.65 665

1.00 1.00

27.3 2.2

0.0 1.4

1.00 No
1870
370

0.89 2
636

0.18 3554
370
1777

5.9 5.9
1870
169

0.89 2
276

0.18 1543
169
1543

6.3 6.3

1.00 276

0.61 522

1.00 1.00

23.6 2.2

0.0 2.1
5: Clovis Ave & Shepherd Ave
HCM 6th Signalized Intersection Summary
1870
227

0.89 2
344

0.10 3456
227
1728

3.9 3.9

1.00 344

0.66 721

1.00 1.00

27.0 2.2

0.0 1.5

1.00 No
1870
958

0.89 2
1317

0.37 3554
958
1777

14.5 14.5

1.00 No
1870
687

0.89 2
1219

0.34 3554
687
1777

9.8 9.8
1870
75 0.89
2 576

0.37 1555
75 1555

2.0 2.0

1.00 576

0.13 1000

1.00 1.00

13.0 0.1

0.0 0.6
_ 5

9.8 4.0

12.0 5.6

0.3 17.1
B
983

18.5 B
1870
84 0.89
2 292

0.19 1544
84 1544

2.9 2.9

1.00 292

0.29 547

1.00 1.00

21.7 0.5

0.0 1.0
1870
181

0.89 2
287

0.08 3456
181
1728

3.2 3.2

1.00 287

0.63 610

1.00 1.00

27.7 2.3

0.0 1.3
6 16.1

4.9 21.1

8.3 2.2
7 8.5

4.0 9.0

4.3 0.1
2 16.7

4.9 22.1

4.9 1.1
__8

28.0 4.9

40.1 16.5

6.6 17.7
__B
1260

19.5 B

21.8 C
466

25.3 C
4 26.3

4.9 36.1

11.8 4.9
Movement________
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h_______
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(l)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS___________
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs__
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
3 10.2

4.0 13.0

5.9 0.4

24.3 C
720

26.1 C
WBL
h
202
202
0 1.00

1.00 NBL
hh
185
185
0 1.00

1.00 SBL
h
161
161
0 1.00

1.00 EBL
h
117
117
0 1.00

1.00 SBT
4 329
329
0 WBT
4 853
853
0 NBT
4 155
155
0 1

9.2 4.0
EBT
4 611
611
0 Near-Term With Project-AM-Improved
12/20/2023
NBR
r
81 81
0 0.97

1.00 SBR
r
173
173
0 0.97

1.00 EBR
r
166
166
0 0.98

1.00 WBR
r
68 68
0 0.98

1.00

Intersection Summary
Synchro 11 Report
966
0 0
0 0.38
100
562
0 0
0 0.35
250
399
0 0
0 0.33
50 780
0 0
0 0.24
250
577
0 0
0 0.39
255
854
0 0
0 0.09
65 518
0 0
0 0.18
255
488
0 0
0 0.37
235
532
0 0
0 0.39
1012
0 0
0 0.17
1836
0 0
0 0.52
1652
0 0
0 0.42
SBT
370

0.57 35.1

0.0 35.1
91 154
873
EBR
187

0.32 11.4

0.0 11.4
28 83
WBL
227

0.50 38.9

0.0 38.9
56 107
WBT
958

0.75 27.1

0.0 27.1
219
324
1233
NBT
174

0.26 30.4

0.0 30.4
40 77
1070
NBL
208

0.48 39.4

0.0 39.4
51 100
SBR
194

0.44 8.6

0.0 8.6
0 55
EBT
687

0.59 25.3

0.0 25.3
150
233
1234
5: Clovis Ave & Shepherd Ave
Queues
SBL
181

0.45 39.8

0.0 39.8
44 90
EBL
131

0.38 40.8

0.0 40.8
32 70
WBR
76 0.12

2.1 0.0

2.1 0
14 NBR
91 0.24

6.6 0.0

6.6 0
30 Lane Group
Lane Group Flow (vph)
v/c Ratio
Control Delay
Queue Delay
Total Delay
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
Near-Term With Project-AM-Improved
12/20/2023

EBL EBR WBL WBR NBR SBR
Synchro 11 Report

13.8 B

0.0 A

0.0 A

19.6 B

19.4 B

19.7 B

14.2 B
16 16
0 1.00

1.00 6
6 0

0.97 1.00
60 60
0 0.98

1.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
26 26
0 0.96

1.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
3 3
0 1.00

1.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 204
204
0 0.97

1.00 28.3
C

30.7 C
1: Minnewawa Ave & Behymer Ave
HCM 6th Signalized Intersection Summary
1870
85 0.87
2 125

0.07 1781
85 1781

2.3 2.3

1.00 125

0.68 261

1.00 1.00

22.0 6.3

0.0 1.0
1870
30 0.87
2 40

0.24 170
324
1832

7.9 7.9

0.09 435

0.75 722

1.00 1.00

17.1 2.6

0.0 2.9
1870
214

0.87 2
267

0.15 1781
214
1781

5.6 5.6

1.00 267

0.80 331

1.00 1.00

19.9 10.8

0.0 2.7
1870
7 0.87
2 14

0.32 43
300
1861

6.4 6.4

0.02 590

0.51 806

1.00 1.00

13.5 0.7

0.0 2.0
6 20.3

4.9 21.0

8.4 1.2
2 16.4

4.9 19.1

9.9 1.1
1870
18 0.87
2 86

0.33 26
474
1669

3.7 12.9

0.04 625

0.76 699

1.00 1.00

15.2 4.3

0.0 4.4
1870
69 0.87
2 128

0.33 390
0 0

0.0 0.0

0.22 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
1870
234

0.87 2
270

0.33 824
0 0

0.0 0.0

0.49 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
8 20.8

4.9 18.1

14.9 0.9

1.00 No
1870
222

0.87 2
269

0.33 819
0 0

0.0 0.0
5 7.4

4.0 7.1

4.3 0.0

0.0 A
317

13.8 B

0.0 A
474

19.6 B

0.0 A
409

21.5 C

0.0 A
514

21.0 C
1870
3 0.87
2 76

0.33 4
317
1791

0.0 7.0

0.01 663

0.48 743

1.00 1.00

13.3 0.5

0.0 2.2
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(l)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+H), s
Green Ext Time (p_c), s
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS
4 20.8

4.9 18.1

9.0 1.1

1.00 No
1870
294

0.87 2
394

0.24 1662
0 0

0.0 0.0
NBT
1 256
256
0 1.00
No
1870
293

0.87 2
576

0.32 1817
0 0

0.0 0.0

1.00 No
1870
245

0.87 2
458

0.33 1397
0 0

0.0 0.0
SBT
1 255
255
0 WBT
4 193
193
0 1

11.3 4.0

9.0 7.6

0.1 EBT

4. 213
213
0 NBL
5 74
74 0

1.00 1.00
Near-Term With Project-PM-Improved
12/20/2023
SBL
1 186
186
0 1.00

1.00

Synchro 11 Report
239
0 0
0 0.36
634
0 0
0 0.50
632
0 0
0 0.75
672
0 0
0 0.48
303
0 0
0 0.71
773
0 0
0 0.39
1: Minnewawa Ave & Behymer Ave
Queues
NBT
324

0.66 24.5

0.0 24.5
92 155
2614
WBT
474

0.83 30.3

0.0 30.3
113
#267
1520
SBL
214

0.72 40.4

0.0 40.4
68 #168
Intersection Summary__________________________
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Lane Group
Lane Group Flow (vph)
v/c Ratio
Control Delay
Queue Delay
Total Delay
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
EBT
317

0.56 19.5

0.0 19.5
76 151
5395
SBT
300

0.41 16.1

0.0 16.1
81 137
2532
NBL
85 0.38

28.8 0.0

28.8 26
64 Near-Term With Project-PM-Improved
12/20/2023

4: Clovis Ave & Baron Ave Near-Term With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 312 1 30 268 447 1 196
Future Volume (veh/h) 312 1 30 268 447 1 196
Initial Q (Qb), veh 0 0 0000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 339 1 291 389 1 213
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2222
Cap, veh/h 443 394 624 556 5 1663
Arrive On Green 0.25 0.25 0.35 0.35 0.00 0.47
Sat Flow, veh/h 1781 1585 1870 1585 1781 3647
Grp Volume(v), veh/h 339 1 291 389 1 213
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1585 1781 1777
Q Serve(g_s), s 6.1 0.0 4.4 7.3 0.0 1.2
Cycle Q Clear(g_c), s 6.1 0.0 4.4 7.3 0.0 1.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 443 394 624 556 5 1663
V/C Ratio(X) 0.77 0.00 0.47 0.70 0.19 0.13
Avail Cap(c_a), veh/h 1087 967 982 876 309 1963
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.1 9.8 8.7 9.7 17.2 5.2
Incr Delay (d2), s/veh 2.8 0.0 0.5 1.6 17.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 0.0 1.0 1.6 0.0 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.9 9.8 9.3 11.3 34.6 5.2
LnGrp LOS B A A B C A
Approach Vol, veh/h 340 680 214
Approach Delay, s/veh 14.8 10.4 5.4
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 4.0 17.0 21.1 13.5
Change Period (Y+Rc), s 4.0 4.9 4.9 4.9
Max Green Setting (Gmax), s 6.0 19.1 19.1 21.1
Max Q Clear Time (g_c+I1), s 2.0 9.3 3.2 8.1
Green Ext Time (p_c), s 0.0 2.8 1.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
fl
7 *1 h fl ++

4: Clovis Ave & Baron Ave Near-Term With Project-PM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group WBL WBR NBU NBT SBL SBT
Lane Group Flow (vph) 339 1 33 777 1 213
v/c Ratio 0.56 0.00 0.11 0.55 0.00 0.18
Control Delay 14.9 9.0 19.4 6.1 20.0 10.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.9 9.0 19.4 6.1 20.0 10.8
Queue Length 50th (ft) 42 0 5 17 0 12
Queue Length 95th (ft) 166 3 33 83 4 51
Internal Link Dist (ft) 681 390 811
Turn Bay Length (ft)
Base Capacity (vph) 1087 972 309 1998 309 1967
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.31 0.00 0.11 0.39 0.00 0.11
Intersection Summary
fl

Max Green Setting (Gmax), s 11.0
Synchro 11 Report

4.8 0.2

15.8 B

14.2 B
707

0.62 1430

1.00 1.00

24.6 0.9

0.0 2.9
562

0.50 1166

1.00 1.00

25.9 0.7

0.0 1.9
1298

0.72 2379

1.00 1.00

18.4 0.8

0.0 5.3
1390

0.67 2590

1.00 1.00

16.9 0.6

0.0 4.9

31.1 C

31.4 C

32.7 C

33.0 C

26.8 C

29.0 C

22.9 C
Max Q Clear Time (g_c+H), s
Green Ext Time (p_c), s
Intersection Summary_
HCM 6th Ctrl Delay
HCM 6th LOS
1870
167

0.87 2
609

0.39 1556
167
1556

4.9 4.9

1.00 609

0.27 1134

1.00 1.00

14.0 0.2

0.0 1.5
1870
166

0.87 2
263

0.08 3456
166
1728

3.1 3.1

1.00 263

0.63 564

1.00 1.00

30.2 2.5

0.0 1.3
1870
187

0.87 2
568

0.37 1555
187
1555

5.8 5.8

1.00 568

0.33 1041

1.00 1.00

15.4 0.3

0.0 1.8
1870
262

0.87 2
381

0.11 3456
262
1728

4.9 4.9

1.00 381

0.69 821

1.00 1.00

28.9 2.2

0.0 2.0

1.00 No
1870
437

0.87 2
707

0.20 3554
437
1777

7.6 7.6
1870
238

0.87 2
352

0.10 3456
238
1728

4.5 4.5

1.00 352

0.68 769

1.00 1.00

29.2 2.3

0.0 1.8
1870
193

0.87 2
308

0.20 1546
193
1546

7.7 7.7

1.00 308

0.63 622

1.00 1.00

24.7 2.1

0.0 2.6
1870
147

0.87 2
240

0.07 3456
147
1728

2.8 2.8

1.00 240

0.61 564

1.00 1.00

30.5 2.5

0.0 1.1

1.00 No
1870
279

0.87 2
562

0.16 3554
279
1777

4.8 4.8
1870
151

0.87 2
244

0.16 1540
151
1540

6.2 6.2

1.00 244

0.62 505

1.00 1.00

26.5 2.6

0.0 2.2
5: Clovis Ave & Shepherd Ave
HCM 6th Signalized Intersection Summary

1.00 No
1870
932

0.87 2
1390

0.39 3554
932
1777

14.6 14.6

1.00 No
1870
939

0.87 2
1298

0.37 3554
939
1777

15.4 15.4
2 18.3

4.9 27.1

9.7 3.0
3 9.1

4.0 11.0

5.1 0.2
__8

29.5 4.9

45.1 17.4

7.3 _ 5

11.4 4.0

16.0 6.9

0.6 6

15.6 4.9

22.1 8.2

1.8 _ 7

10.9 4.0

15.0 6.5

0.5 19.2
__B
1292

20.4 C

17.5 __B
1337

19.6 B

25.5 C
892

27.4 C
Movement________
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h_______
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(l)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS___________
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs__
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
__ 4

31.3 4.9

49.1 16.6

7.4 WBL
h
144
144
0 1.00

1.00 NBL
hh
228
228
0 1.00

1.00 26.6
C
577

28.8 C
SBL
h
128
128
0 1.00

1.00 EBL
h
207
207
0 1.00

1.00 SBT
4 243
243
0 WBT
4 817
817
0 NBT
4 380
380
0 1

8.7 4.0
EBT
4 811
811
0 Near-Term With Project-PM-Improved
12/20/2023
NBR
r
200
200
0 0.98

1.00 SBR
r
147
147
0 0.97

1.00 EBR
r
163
163
0 0.98

1.00 WBR
r
165
165
0 0.98

1.00

Intersection Summary
Synchro 11 Report
250
438
0 0
0 0.38
255
899
0 0
0 0.21
65 585
0 0
0 0.39
908
0 0
0 0.31
100
520
0 0
0 0.33
250
597
0 0
0 0.40
50 937
0 0
0 0.20
235
637
0 0
0 0.41
255
438
0 0
0 0.34
1852
0 0
0 0.51
1113
0 0
0 0.39
2017
0 0
0 0.46
EBR
187

0.28 8.1

0.0 8.1
20 65
SBT
279

0.47 38.8

0.0 38.8
75 135
873
SBR
169

0.43 9.8

0.0 9.8
0 53
WBL
166

0.45 45.9

0.0 45.9
45 93
WBT
939

0.74 29.8

0.0 29.8
236
356
1233
NBT
437

0.61 38.2

0.0 38.2
118
195
1070
SBL
147

0.42 45.6

0.0 45.6
40 84
EBL
238

0.53 44.1

0.0 44.1
64 124
EBT
932

0.69 26.6

0.0 26.6
225
331
1234
NBL
262

0.56 43.8

0.0 43.8
71 133
NBR
230

0.54 18.9

0.0 18.9
40 120
WBR
190

0.28 4.5

0.0 4.5
0 41
5: Clovis Ave & Shepherd Ave
Queues
Lane Group
Lane Group Flow (vph)
v/c Ratio
Control Delay
Queue Delay
Total Delay
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
Near-Term With Project-PM-Improved
12/20/2023

1: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 188 98 61 529 390 133 290 14 169 594 11 Future Volume (veh/h) 3 188 98 61 529 390 133 290 14 169 594 11 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 194 71 63 545 281 137 299 14 174 612 11 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, % 222222222222
Cap, veh/h 7 356 130 84 596 488 170 597 28 212 661 12
Arrive On Green 0.00 0.28 0.28 0.05 0.32 0.32 0.10 0.34 0.34 0.12 0.36 0.36 Sat Flow, veh/h 1781 1292 473 1781 1870 1532 1781 1769 83 1781 1830 33 Grp Volume(v), veh/h 3 0 265 63 545 281 137 0 313 174 0 623 Grp Sat Flow(s),veh/h/ln 1781 0 1765 1781 1870 1532 1781 0 1852 1781 0 1863 Q Serve(g_s), s 0.1 0.0 10.3 2.8 22.6 12.3 6.1 0.0 10.9 7.7 0.0 25.9 Cycle Q Clear(g_c), s 0.1 0.0 10.3 2.8 22.6 12.3 6.1 0.0 10.9 7.7 0.0 25.9 Prop In Lane 1.00 0.27 1.00 1.00 1.00 0.04 1.00 0.02
Lane Grp Cap(c), veh/h 7 0 487 84 596 488 170 0 625 212 0 673 V/C Ratio(X) 0.42 0.00 0.54 0.75 0.91 0.58 0.81 0.00 0.50 0.82 0.00 0.93 Avail Cap(c_a), veh/h 130 0 554 170 629 515 172 0 625 274 0 725 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.1 0.0 24.9 38.0 26.4 22.9 35.7 0.0 21.3 34.7 0.0 24.7 Incr Delay (d2), s/veh 34.4 0.0 0.9 12.8 17.5 1.4 23.4 0.0 0.6 14.1 0.0 17.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 4.1 1.5 12.1 4.3 3.6 0.0 4.3 3.9 0.0 13.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.5 0.0 25.8 50.8 43.9 24.3 59.2 0.0 21.9 48.8 0.0 42.0 LnGrp LOS E A CDDCEACDAD
Approach Vol, veh/h 268 889 450 797
Approach Delay, s/veh 26.4 38.2 33.3 43.5
Approach LOS CDCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 32.1 7.8 27.2 11.7 34.0 4.3 30.6 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 12.4 26.8 7.7 25.3 7.8 31.4 5.9 27.1 Max Q Clear Time (g_c+I1), s 9.7 12.9 4.8 12.3 8.1 27.9 2.1 24.6 Green Ext Time (p_c), s 0.1 1.3 0.0 1.1 0.0 1.2 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
h + 7 h1 1 1

1: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-AM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 3 295 63 545 402 137 313 174 623
v/c Ratio 0.02 0.62 0.41 0.84 0.56 0.82 0.52 0.71 0.91
Control Delay 39.0 32.0 46.0 40.0 9.9 75.4 27.3 52.2 45.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.0 32.0 46.0 40.0 9.9 75.4 27.3 52.2 45.2 Queue Length 50th (ft) 2 129 31 252 37 71 129 86 293
Queue Length 95th (ft) 10 213 75 #512 138 #187 233 #189 #566 Internal Link Dist (ft) 2658 1520 2614 1226
Turn Bay Length (ft) 250 250 150 250 250
Base Capacity (vph) 126 562 165 647 722 167 606 266 707 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.02 0.52 0.38 0.84 0.56 0.82 0.52 0.65 0.88 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

2: Baron Ave & Behymer Ave Cumulative (Year 2045) With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 292 170 21 542 238 23
Future Volume (veh/h) 292 170 21 542 238 23
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 317 148 23 589 259 25
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222
Cap, veh/h 415 194 51 949 357 34
Arrive On Green 0.34 0.34 0.03 0.51 0.22 0.22
Sat Flow, veh/h 1206 563 1781 1870 1602 155
Grp Volume(v), veh/h 0 465 23 589 285 0
Grp Sat Flow(s),veh/h/ln 0 1769 1781 1870 1762 0
Q Serve(g_s), s 0.0 8.5 0.5 8.2 5.4 0.0
Cycle Q Clear(g_c), s 0.0 8.5 0.5 8.2 5.4 0.0
Prop In Lane 0.32 1.00 0.91 0.09
Lane Grp Cap(c), veh/h 0 608 51 949 392 0
V/C Ratio(X) 0.00 0.76 0.45 0.62 0.73 0.00
Avail Cap(c_a), veh/h 0 1028 250 1602 927 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 10.6 17.4 6.4 13.1 0.0
Incr Delay (d2), s/veh 0.0 2.0 6.2 0.7 2.6 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 2.3 0.2 1.4 1.8 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 12.6 23.5 7.1 15.7 0.0
LnGrp LOS A B C A B A
Approach Vol, veh/h 465 612 285
Approach Delay, s/veh 12.6 7.7 15.7
Approach LOS B A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 13.0 5.9 17.4 23.3
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 19.1 5.1 21.1 31.1
Max Q Clear Time (g_c+I1), s 7.4 2.5 10.5 10.2
Green Ext Time (p_c), s 0.6 0.0 2.0 3.5
Intersection Summary
HCM 6th Ctrl Delay 11.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. 1 + ¥

2: Baron Ave & Behymer Ave Cumulative (Year 2045) With Project-AM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBT WBL WBT NBL
Lane Group Flow (vph) 502 23 589 284
v/c Ratio 0.65 0.10 0.70 0.55
Control Delay 15.5 23.0 14.4 17.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 15.5 23.0 14.4 17.8
Queue Length 50th (ft) 65 5 93 51
Queue Length 95th (ft) #282 27 228 143
Internal Link Dist (ft) 1543 1999 1602
Turn Bay Length (ft)
Base Capacity (vph) 1009 234 1450 877
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.50 0.10 0.41 0.32
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

3: Baron Ave & Perrin Ave Cumulative (Year 2045) With Project-AM-Improved HCM 6th AWSC 12/22/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh11.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 1 104 60 1 215 36 74 32 185 183 3
Future Vol, veh/h 9 1 104 60 1 215 36 74 32 185 183 3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 22222222222
Mvmt Flow 10 1 113 65 1 234 39 80 35 201 199 3
Number of Lanes 1 10110110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 10 11.4 10.3 12.3

HCM LOS A B B B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0%
Vol Thru, % 0% 70% 0% 1% 0% 0% 0% 98%
Vol Right, % 0% 30% 0% 99% 0% 100% 0% 2%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 36 106 9 105 60 216 185 186
LT Vol 36 0 9 0 60 0 185 0
Through Vol 0 74 0 1 0 1 0 183
RT Vol 0 32 0 104 0 215 0 3
Lane Flow Rate 39 115 10 114 65 235 201 202
Geometry Grp 77777777
Degree of Util (X) 0.075 0.197 0.019 0.187 0.124 0.366 0.363 0.336 Departure Headway (Hd) 6.876 6.154 7.113 5.899 6.824 5.611 6.492 5.975 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 520 582 502 606 525 639 555 600
Service Time 4.631 3.908 4.871 3.656 4.572 3.359 4.233 3.716 HCM Lane V/C Ratio 0.075 0.198 0.02 0.188 0.124 0.368 0.362 0.337 HCM Control Delay 10.2 10.4 10 10 10.5 11.6 12.9 11.7
HCM Lane LOS BBAABBBB
HCM 95th-tile Q 0.2 0.7 0.1 0.7 0.4 1.7 1.6 1.5
h h 1 h1 1 1
I
I

4: Clovis Ave & Baron Ave Cumulative (Year 2045) With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 362 36 87 485 192 30 914
Future Volume (veh/h) 362 36 87 485 192 30 914
Initial Q (Qb), veh 0 0 0000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 393 31 527 168 33 993
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2222
Cap, veh/h 496 441 833 264 69 1633
Arrive On Green 0.28 0.28 0.31 0.31 0.04 0.46
Sat Flow, veh/h 1781 1585 2747 842 1781 3647
Grp Volume(v), veh/h 393 31 352 343 33 993
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1719 1781 1777
Q Serve(g_s), s 7.6 0.5 6.3 6.4 0.7 7.8
Cycle Q Clear(g_c), s 7.6 0.5 6.3 6.4 0.7 7.8
Prop In Lane 1.00 1.00 0.49 1.00
Lane Grp Cap(c), veh/h 496 441 558 539 69 1633
V/C Ratio(X) 0.79 0.07 0.63 0.64 0.48 0.61
Avail Cap(c_a), veh/h 862 767 1055 1021 281 2101
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.5 9.9 11.0 11.0 17.6 7.6
Incr Delay (d2), s/veh 2.9 0.1 1.2 1.2 5.0 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.5 0.1 1.7 1.7 0.3 1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.4 10.0 12.2 12.2 22.6 7.9
LnGrp LOS B A B B C A
Approach Vol, veh/h 424 695 1026
Approach Delay, s/veh 15.0 12.2 8.4
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.5 16.6 22.1 15.3
Change Period (Y+Rc), s 4.0 4.9 4.9 4.9
Max Green Setting (Gmax), s 5.9 22.2 22.1 18.1
Max Q Clear Time (g_c+I1), s 2.7 8.4 9.8 9.6
Green Ext Time (p_c), s 0.0 3.3 5.1 0.9
Intersection Summary
HCM 6th Ctrl Delay 10.9
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
fl
7 *1 h fl ++

4: Clovis Ave & Baron Ave Cumulative (Year 2045) With Project-AM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group WBL WBR NBU NBT SBL SBT
Lane Group Flow (vph) 393 39 95 736 33 993
v/c Ratio 0.76 0.08 0.47 0.47 0.17 0.74
Control Delay 29.8 6.4 34.6 11.0 27.0 19.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.8 6.4 34.6 11.0 27.0 19.7
Queue Length 50th (ft) 126 0 34 61 11 161
Queue Length 95th (ft) #244 18 #85 137 34 226
Internal Link Dist (ft) 681 390 811
Turn Bay Length (ft)
Base Capacity (vph) 625 584 207 1729 204 1526
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.63 0.07 0.46 0.43 0.16 0.65
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
fl

5: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 120 735 218 325 853 183 206 212 175 203 639 320 Future Volume (veh/h) 120 735 218 325 853 183 206 212 175 203 639 320 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 130 799 189 353 927 159 224 230 152 221 695 278 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 205 1040 454 458 1301 569 314 941 410 312 939 410 Arrive On Green 0.06 0.29 0.29 0.13 0.37 0.37 0.09 0.26 0.26 0.09 0.26 0.26 Sat Flow, veh/h 3456 3554 1552 3456 3554 1555 3456 3554 1551 3456 3554 1551 Grp Volume(v), veh/h 130 799 189 353 927 159 224 230 152 221 695 278 Grp Sat Flow(s),veh/h/ln 1728 1777 1552 1728 1777 1555 1728 1777 1551 1728 1777 1551 Q Serve(g_s), s 3.0 16.6 7.9 8.0 18.1 5.9 5.1 4.1 6.5 5.0 14.5 13.0 Cycle Q Clear(g_c), s 3.0 16.6 7.9 8.0 18.1 5.9 5.1 4.1 6.5 5.0 14.5 13.0 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 205 1040 454 458 1301 569 314 941 410 312 939 410 V/C Ratio(X) 0.63 0.77 0.42 0.77 0.71 0.28 0.71 0.24 0.37 0.71 0.74 0.68 Avail Cap(c_a), veh/h 371 1539 672 767 1947 852 512 1416 618 546 1451 633 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.3 26.1 23.1 34.0 22.0 18.1 35.8 23.4 24.3 35.8 27.3 26.7 Incr Delay (d2), s/veh 3.2 1.4 0.6 2.8 0.7 0.3 3.0 0.1 0.6 3.0 1.2 2.0 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 1.3 6.5 2.7 3.3 6.7 1.9 2.2 1.6 2.2 2.1 5.8 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.5 27.5 23.7 36.7 22.8 18.4 38.8 23.6 24.8 38.8 28.4 28.7 LnGrp LOS DCCDCBDCCDCC
Approach Vol, veh/h 1118 1439 606 1194
Approach Delay, s/veh 28.4 25.7 29.5 30.4
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.3 26.4 14.7 28.6 11.4 26.3 8.8 34.6 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 12.8 32.3 18.0 35.1 12.0 33.1 8.7 44.4 Max Q Clear Time (g_c+I1), s 7.0 8.5 10.0 18.6 7.1 16.5 5.0 20.1 Green Ext Time (p_c), s 0.3 1.8 0.8 5.1 0.3 4.9 0.1 6.8 Intersection Summary
HCM 6th Ctrl Delay 28.2
HCM 6th LOS C
* 7 ++ 7 ++ 7 * 7

5: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 130 799 237 353 927 199 224 230 190 221 695 348 v/c Ratio 0.46 0.78 0.44 0.68 0.73 0.29 0.60 0.25 0.35 0.58 0.74 0.63 Control Delay 53.6 39.7 16.8 49.5 32.3 4.6 52.7 31.1 6.6 51.5 39.7 20.4 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 53.6 39.7 16.8 49.5 32.3 4.6 52.7 31.1 6.6 51.5 39.7 20.4 Queue Length 50th (ft) 44 258 54 118 280 0 75 64 0 74 225 88 Queue Length 95th (ft) 81 356 132 180 375 47 125 104 54 123 311 198 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 306 1276 640 634 1614 813 423 1174 638 451 1203 652 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.42 0.63 0.37 0.56 0.57 0.24 0.53 0.20 0.30 0.49 0.58 0.53 Intersection Summary

6: Sunnyside Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 218 812 226 69 763 104 152 88 51 345 416 494 Future Volume (veh/h) 218 812 226 69 763 104 152 88 51 345 416 494 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 232 864 192 73 812 89 162 94 43 367 443 409 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, % 333333333333
Cap, veh/h 312 1073 462 93 938 409 198 527 438 468 572 475 Arrive On Green 0.09 0.30 0.30 0.05 0.27 0.27 0.11 0.28 0.28 0.14 0.31 0.31 Sat Flow, veh/h 3428 3526 1519 1767 3526 1538 1767 1856 1539 3428 1856 1541 Grp Volume(v), veh/h 232 864 192 73 812 89 162 94 43 367 443 409 Grp Sat Flow(s),veh/h/ln 1714 1763 1519 1767 1763 1538 1767 1856 1539 1714 1856 1541 Q Serve(g_s), s 5.3 18.1 8.1 3.3 17.6 3.6 7.2 3.1 1.6 8.3 17.4 20.0 Cycle Q Clear(g_c), s 5.3 18.1 8.1 3.3 17.6 3.6 7.2 3.1 1.6 8.3 17.4 20.0 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 312 1073 462 93 938 409 198 527 438 468 572 475 V/C Ratio(X) 0.74 0.81 0.42 0.78 0.87 0.22 0.82 0.18 0.10 0.78 0.77 0.86 Avail Cap(c_a), veh/h 342 1105 476 132 1017 444 243 586 486 676 697 579 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.5 25.7 22.2 37.5 28.0 22.9 34.7 21.6 21.1 33.4 25.2 26.1 Incr Delay (d2), s/veh 7.7 4.4 0.6 17.3 7.5 0.3 16.1 0.2 0.1 3.8 4.4 10.8 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/ln 2.4 7.3 2.6 1.8 7.6 1.2 3.8 1.3 0.5 3.5 7.7 7.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.2 30.0 22.8 54.8 35.6 23.2 50.9 21.8 21.2 37.3 29.6 36.9 LnGrp LOS DCCDDCDCCDCD
Approach Vol, veh/h 1288 974 299 1219
Approach Delay, s/veh 31.3 35.9 37.5 34.4
Approach LOS CDDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.9 27.7 8.2 29.3 13.0 29.6 11.3 26.2 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 15.8 25.3 6.0 25.1 11.0 30.1 8.0 23.1 Max Q Clear Time (g_c+I1), s 10.3 5.1 5.3 20.1 9.2 22.0 7.3 19.6 Green Ext Time (p_c), s 0.6 0.5 0.0 2.6 0.1 2.7 0.1 1.7 Intersection Summary
HCM 6th Ctrl Delay 34.0
HCM 6th LOS C
* 7 ++ 7 + 7 + 7

6: Sunnyside Ave & Shepherd Ave Cumulative (Year 2045) With Project-AM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 232 864 240 73 812 111 162 94 54 367 443 526 v/c Ratio 0.71 0.78 0.37 0.58 0.88 0.21 0.74 0.19 0.10 0.67 0.80 0.85 Control Delay 52.1 34.2 5.5 60.5 42.8 2.2 59.0 25.7 0.4 40.4 38.7 30.1 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 52.1 34.2 5.5 60.5 42.8 2.2 59.0 25.7 0.4 40.4 38.7 30.1 Queue Length 50th (ft) 65 239 0 40 228 0 88 40 0 99 218 158 Queue Length 95th (ft) #123 #354 54 #105 #344 13 #189 79 0 146 330 #336 Internal Link Dist (ft) 1248 771 1086 1554
Turn Bay Length (ft) 275 275 150 25 105 105 175 100
Base Capacity (vph) 325 1111 641 125 969 545 231 559 581 643 665 695 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.71 0.78 0.37 0.58 0.84 0.20 0.70 0.17 0.09 0.57 0.67 0.76 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

1: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 377 109 22 222 245 154 442 30 216 270 7 Future Volume (veh/h) 14 377 109 22 222 245 154 442 30 216 270 7 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 410 82 24 241 186 167 480 23 235 293 7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 32 451 90 46 577 472 205 526 25 274 611 15
Arrive On Green 0.02 0.30 0.30 0.03 0.31 0.31 0.12 0.30 0.30 0.15 0.34 0.34 Sat Flow, veh/h 1781 1503 301 1781 1870 1531 1781 1767 85 1781 1817 43 Grp Volume(v), veh/h 15 0 492 24 241 186 167 0 503 235 0 300 Grp Sat Flow(s),veh/h/ln 1781 0 1804 1781 1870 1531 1781 0 1852 1781 0 1861 Q Serve(g_s), s 0.7 0.0 21.0 1.1 8.2 7.7 7.3 0.0 21.0 10.3 0.0 10.2 Cycle Q Clear(g_c), s 0.7 0.0 21.0 1.1 8.2 7.7 7.3 0.0 21.0 10.3 0.0 10.2 Prop In Lane 1.00 0.17 1.00 1.00 1.00 0.05 1.00 0.02
Lane Grp Cap(c), veh/h 32 0 542 46 577 472 205 0 551 274 0 626 V/C Ratio(X) 0.48 0.00 0.91 0.52 0.42 0.39 0.82 0.00 0.91 0.86 0.00 0.48 Avail Cap(c_a), veh/h 134 0 602 134 624 511 272 0 604 298 0 635 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 38.9 0.0 26.9 38.5 22.0 21.8 34.6 0.0 27.1 33.0 0.0 21.0 Incr Delay (d2), s/veh 10.7 0.0 16.7 8.8 0.5 0.5 13.2 0.0 17.4 20.2 0.0 0.6 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 %ile BackOfQ(50%),veh/ln 0.4 0.0 10.8 0.6 3.4 2.6 3.7 0.0 10.8 5.6 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.6 0.0 43.7 47.3 22.4 22.3 47.8 0.0 44.5 53.2 0.0 21.6 LnGrp LOS D A DDCCDADDAC
Approach Vol, veh/h 507 451 670 535
Approach Delay, s/veh 43.8 23.7 45.3 35.5
Approach LOS DCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.3 28.7 6.1 28.9 13.2 31.8 5.4 29.6 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 13.4 26.1 6.0 26.7 12.2 27.3 6.0 26.7 Max Q Clear Time (g_c+I1), s 12.3 23.0 3.1 23.0 9.3 12.2 2.7 10.2 Green Ext Time (p_c), s 0.1 0.9 0.0 1.0 0.1 1.3 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 38.0
HCM 6th LOS D
h + 7 h1 1 1

1: Minnewawa Ave & Behymer Ave Cumulative (Year 2045) With Project-PM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 15 528 24 241 266 167 513 235 301 v/c Ratio 0.12 0.90 0.19 0.38 0.38 0.70 0.90 0.83 0.49
Control Delay 41.1 48.9 42.5 23.5 4.8 52.4 50.3 61.4 26.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.1 48.9 42.5 23.5 4.8 52.4 50.3 61.4 26.6 Queue Length 50th (ft) 7 238 12 91 0 79 235 114 116
Queue Length 95th (ft) 28 #499 38 180 55 #181 #487 #267 222 Internal Link Dist (ft) 2658 1520 2614 1226
Turn Bay Length (ft) 250 250 150 250 250
Base Capacity (vph) 128 586 128 641 699 260 582 286 616 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.12 0.90 0.19 0.38 0.38 0.64 0.88 0.82 0.49 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

2: Baron Ave & Behymer Ave Cumulative (Year 2045) With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 364 268 21 369 141 12
Future Volume (veh/h) 364 268 21 369 141 12
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 396 232 23 401 153 13
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222
Cap, veh/h 496 290 51 1093 245 21
Arrive On Green 0.45 0.45 0.03 0.58 0.15 0.15
Sat Flow, veh/h 1106 648 1781 1870 1617 137
Grp Volume(v), veh/h 0 628 23 401 167 0
Grp Sat Flow(s),veh/h/ln 0 1754 1781 1870 1765 0
Q Serve(g_s), s 0.0 11.4 0.5 4.2 3.3 0.0
Cycle Q Clear(g_c), s 0.0 11.4 0.5 4.2 3.3 0.0
Prop In Lane 0.37 1.00 0.92 0.08
Lane Grp Cap(c), veh/h 0 786 51 1093 268 0
V/C Ratio(X) 0.00 0.80 0.45 0.37 0.62 0.00
Avail Cap(c_a), veh/h 0 1232 288 1817 907 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 8.8 17.8 4.1 14.8 0.0
Incr Delay (d2), s/veh 0.0 2.1 6.2 0.2 2.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 2.5 0.2 0.4 1.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 10.9 24.0 4.3 17.1 0.0
LnGrp LOS A B C A B A
Approach Vol, veh/h 628 424 167
Approach Delay, s/veh 10.9 5.4 17.1
Approach LOS B A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 10.5 5.1 21.6 26.6
Change Period (Y+Rc), s 4.9 4.0 4.9 4.9
Max Green Setting (Gmax), s 19.1 6.0 26.1 36.1
Max Q Clear Time (g_c+I1), s 5.3 2.5 13.4 6.2
Green Ext Time (p_c), s 0.3 0.0 3.2 2.3
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement. 1 + ¥

2: Baron Ave & Behymer Ave Cumulative (Year 2045) With Project-PM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBT WBL WBT NBL
Lane Group Flow (vph) 687 23 401 166
v/c Ratio 0.74 0.10 0.40 0.42
Control Delay 16.1 22.6 7.3 19.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 16.1 22.6 7.3 19.4
Queue Length 50th (ft) 88 5 47 34
Queue Length 95th (ft) #396 27 111 96
Internal Link Dist (ft) 1543 1999 1602
Turn Bay Length (ft)
Base Capacity (vph) 1168 252 1535 802
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.59 0.09 0.26 0.21
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

3: Baron Ave & Perrin Ave Cumulative (Year 2045) With Project-PM-Improved HCM 6th AWSC 12/22/2023
Synchro 11 Report
Intersection
Intersection Delay, s/veh13.7
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 1 70 30 1 114 118 227 107 264 126 10 Future Vol, veh/h 6 1 70 30 1 114 118 227 107 264 126 10 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, % 2 22222222222
Mvmt Flow 7 1 76 33 1 124 128 247 116 287 137 11
Number of Lanes 1 10110110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 2 2
HCM Control Delay 10.4 10.9 14.7 14.2

HCM LOS B B B B

Lane NBLn1 NBLn2 EBLn1 EBLn2WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0%
Vol Thru, % 0% 68% 0% 1% 0% 1% 0% 93%
Vol Right, % 0% 32% 0% 99% 0% 99% 0% 7%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 118 334 6 71 30 115 264 136
LT Vol 118 0 6 0 30 0 264 0
Through Vol 0 227 0 1 0 1 0 126
RT Vol 0 107 0 70 0 114 0 10
Lane Flow Rate 128 363 7 77 33 125 287 148
Geometry Grp 77777777
Degree of Util (X) 0.23 0.576 0.014 0.14 0.069 0.221 0.516 0.243 Departure Headway (Hd) 6.443 5.71 7.765 6.547 7.582 6.363 6.479 5.921 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 557 632 460 545 471 562 557 605
Service Time 4.19 3.457 5.536 4.317 5.346 4.126 4.23 3.672 HCM Lane V/C Ratio 0.23 0.574 0.015 0.141 0.07 0.222 0.515 0.245 HCM Control Delay 11.1 16 10.6 10.4 10.9 10.9 16 10.6
HCM Lane LOS B C BBBBCB
HCM 95th-tile Q 0.9 3.7 0 0.5 0.2 0.8 2.9 0.9
h h 1 h1 1 1
I
I

4: Clovis Ave & Baron Ave Cumulative (Year 2045) With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 317 9 32 1047 452 61 598
Future Volume (veh/h) 317 9 32 1047 452 61 598
Initial Q (Qb), veh 0 0 0000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 345 10 1138 393 66 650
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2222
Cap, veh/h 396 352 1368 463 93 2258
Arrive On Green 0.22 0.22 0.53 0.53 0.05 0.64
Sat Flow, veh/h 1781 1585 2699 883 1781 3647
Grp Volume(v), veh/h 345 10 769 762 66 650
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1711 1781 1777
Q Serve(g_s), s 12.8 0.3 24.9 26.2 2.5 5.6
Cycle Q Clear(g_c), s 12.8 0.3 24.9 26.2 2.5 5.6
Prop In Lane 1.00 1.00 0.52 1.00
Lane Grp Cap(c), veh/h 396 352 933 899 93 2258
V/C Ratio(X) 0.87 0.03 0.82 0.85 0.71 0.29
Avail Cap(c_a), veh/h 495 440 1062 1023 155 2258
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 25.8 20.9 13.7 14.0 32.1 5.6
Incr Delay (d2), s/veh 13.2 0.0 4.8 6.2 9.6 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.4 0.1 8.7 9.1 1.2 1.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.0 21.0 18.5 20.1 41.7 5.7
LnGrp LOS D C B C D A
Approach Vol, veh/h 355 1531 716
Approach Delay, s/veh 38.5 19.3 9.0
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.6 41.0 48.6 20.2
Change Period (Y+Rc), s 4.0 4.9 4.9 4.9
Max Green Setting (Gmax), s 6.0 41.1 41.1 19.1
Max Q Clear Time (g_c+I1), s 4.5 28.2 7.6 14.8
Green Ext Time (p_c), s 0.0 7.9 4.4 0.4
Intersection Summary
HCM 6th Ctrl Delay 19.1
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
fl
7 *1 h fl ++

4: Clovis Ave & Baron Ave Cumulative (Year 2045) With Project-PM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group WBL WBR NBU NBT SBL SBT
Lane Group Flow (vph) 345 10 35 1629 66 650
v/c Ratio 0.82 0.03 0.24 0.89 0.46 0.33
Control Delay 46.0 13.2 39.5 23.0 46.9 10.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.0 13.2 39.5 23.0 46.9 10.7
Queue Length 50th (ft) 164 0 17 344 32 95
Queue Length 95th (ft) #300 12 45 #522 #78 132
Internal Link Dist (ft) 681 390 811
Turn Bay Length (ft)
Base Capacity (vph) 467 425 146 1973 146 2100
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.74 0.02 0.24 0.83 0.45 0.31
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
fl

5: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/22/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 224 921 170 291 934 202 234 724 374 170 306 187 Future Volume (veh/h) 224 921 170 291 934 202 234 724 374 170 306 187 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 243 1001 148 316 1015 177 254 787 325 185 333 163 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 320 1205 527 398 1286 562 335 1001 437 257 920 401 Arrive On Green 0.09 0.34 0.34 0.12 0.36 0.36 0.10 0.28 0.28 0.07 0.26 0.26 Sat Flow, veh/h 3456 3554 1554 3456 3554 1555 3456 3554 1552 3456 3554 1550 Grp Volume(v), veh/h 243 1001 148 316 1015 177 254 787 325 185 333 163 Grp Sat Flow(s),veh/h/ln 1728 1777 1554 1728 1777 1555 1728 1777 1552 1728 1777 1550 Q Serve(g_s), s 6.4 24.3 6.5 8.4 23.9 7.7 6.7 19.2 17.9 4.9 7.2 8.2 Cycle Q Clear(g_c), s 6.4 24.3 6.5 8.4 23.9 7.7 6.7 19.2 17.9 4.9 7.2 8.2 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 320 1205 527 398 1286 562 335 1001 437 257 920 401 V/C Ratio(X) 0.76 0.83 0.28 0.79 0.79 0.31 0.76 0.79 0.74 0.72 0.36 0.41 Avail Cap(c_a), veh/h 442 1482 648 553 1595 698 527 1330 581 332 1129 493 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 28.5 22.6 40.4 26.7 21.6 41.3 31.1 30.6 42.5 28.4 28.8 Incr Delay (d2), s/veh 5.0 3.4 0.3 5.4 2.2 0.3 3.5 2.3 3.6 5.3 0.2 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/ln 2.8 9.9 2.2 3.6 9.5 2.6 2.9 8.0 6.6 2.2 2.9 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.5 32.0 22.9 45.8 28.9 21.9 44.8 33.4 34.2 47.8 28.7 29.4 LnGrp LOS DCCDCCDCCDCC
Approach Vol, veh/h 1392 1508 1366 681
Approach Delay, s/veh 33.5 31.6 35.7 34.0
Approach LOS CCDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.0 31.3 14.8 36.7 13.1 29.2 12.7 38.8 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 9.0 35.1 15.0 39.1 14.3 29.8 12.0 42.1 Max Q Clear Time (g_c+I1), s 6.9 21.2 10.4 26.3 8.7 10.2 8.4 25.9 Green Ext Time (p_c), s 0.1 5.2 0.5 5.5 0.4 2.4 0.3 6.4 Intersection Summary
HCM 6th Ctrl Delay 33.6
HCM 6th LOS C
* 7 ++ 7 ++ 7 * 7

5: Clovis Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM-Improved Queues 12/22/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 243 1001 185 316 1015 220 254 787 407 185 333 203 v/c Ratio 0.67 0.85 0.31 0.72 0.81 0.32 0.63 0.77 0.73 0.65 0.37 0.38 Control Delay 57.7 42.2 10.8 56.0 37.6 4.9 53.8 41.2 29.8 61.1 35.2 6.9 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 57.7 42.2 10.8 56.0 37.6 4.9 53.8 41.2 29.8 61.1 35.2 6.9 Queue Length 50th (ft) 91 357 27 117 348 1 93 277 168 70 107 0 Queue Length 95th (ft) 135 448 82 167 437 52 137 350 289 #117 151 58 Internal Link Dist (ft) 1249 1233 1070 873
Turn Bay Length (ft) 250 50 250 255 235 65 255 100
Base Capacity (vph) 393 1320 658 491 1422 751 468 1185 621 295 1006 584 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.62 0.76 0.28 0.64 0.71 0.29 0.54 0.66 0.66 0.63 0.33 0.35 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

6: Sunnyside Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM-Improved HCM 6th Signalized Intersection Summary 12/26/2023
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 428 952 185 64 968 335 218 306 176 167 169 386 Future Volume (veh/h) 428 952 185 64 968 335 218 306 176 167 169 386 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.98 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 465 1035 158 70 1052 277 237 333 148 182 184 290 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, % 333333333333
Cap, veh/h 498 1399 605 90 1067 466 257 519 431 253 387 320 Arrive On Green 0.15 0.40 0.40 0.05 0.30 0.30 0.15 0.28 0.28 0.07 0.21 0.21 Sat Flow, veh/h 3428 3526 1524 1767 3526 1540 1767 1856 1539 3428 1856 1534 Grp Volume(v), veh/h 465 1035 158 70 1052 277 237 333 148 182 184 290 Grp Sat Flow(s),veh/h/ln 1714 1763 1524 1767 1763 1540 1767 1856 1539 1714 1856 1534 Q Serve(g_s), s 12.0 22.4 6.2 3.5 26.6 13.7 11.9 14.1 6.9 4.7 7.8 16.5 Cycle Q Clear(g_c), s 12.0 22.4 6.2 3.5 26.6 13.7 11.9 14.1 6.9 4.7 7.8 16.5 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 1399 605 90 1067 466 257 519 431 253 387 320 V/C Ratio(X) 0.93 0.74 0.26 0.78 0.99 0.59 0.92 0.64 0.34 0.72 0.48 0.91 Avail Cap(c_a), veh/h 498 1399 605 124 1067 466 257 519 431 276 396 327 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.9 23.1 18.2 42.0 31.0 26.6 37.8 28.3 25.7 40.6 31.2 34.6 Incr Delay (d2), s/veh 25.0 2.1 0.2 18.8 24.1 2.0 36.4 2.7 0.5 8.0 0.9 27.3 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/ln 6.4 8.6 2.0 1.9 13.7 4.8 7.5 6.3 2.4 2.2 3.4 8.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.9 25.2 18.4 60.8 55.2 28.6 74.2 31.0 26.2 48.6 32.1 61.9 LnGrp LOS E C B E E C E CCDCE
Approach Vol, veh/h 1658 1399 718 656
Approach Delay, s/veh 35.1 50.2 44.3 49.8
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.6 30.0 8.5 40.5 17.0 23.6 17.0 32.0 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 7.2 24.9 6.3 33.8 13.0 19.1 13.0 27.1 Max Q Clear Time (g_c+I1), s 6.7 16.1 5.5 24.4 13.9 18.5 14.0 28.6 Green Ext Time (p_c), s 0.0 1.6 0.0 4.7 0.0 0.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 43.5
HCM 6th LOS D
* 7 ++ 7 + 7 + 7

6: Sunnyside Ave & Shepherd Ave Cumulative (Year 2045) With Project-PM-Improved Queues 12/26/2023
Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 465 1035 201 70 1052 364 237 333 191 182 184 420 v/c Ratio 0.91 0.71 0.27 0.56 0.96 0.58 0.90 0.73 0.38 0.64 0.55 0.88 Control Delay 61.3 25.8 4.0 58.8 49.9 14.6 74.4 40.0 8.3 50.8 38.8 34.5 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 61.3 25.8 4.0 58.8 49.9 14.6 74.4 40.0 8.3 50.8 38.8 34.5 Queue Length 50th (ft) 137 269 0 39 312 64 135 167 10 53 92 93 Queue Length 95th (ft) #230 348 43 #95 #454 157 #275 260 60 #94 157 #250 Internal Link Dist (ft) 1248 771 1086 1554
Turn Bay Length (ft) 275 275 150 25 105 105 175 100
Base Capacity (vph) 511 1460 746 127 1098 628 263 531 560 283 407 531 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.91 0.71 0.27 0.55 0.96 0.58 0.90 0.63 0.34 0.64 0.45 0.79 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

CORRESPONDENCE FROM COMMENTING AGENCIES
ATTACHMENT 6
10 Page 986 of 1024

October 23, 2025
Tiffany Williams
City of Clovis
Planning and Development
1033 Fifth St.

Clovis, CA 93612
Project: Planned Development Permit PDP2025-001 and Tract Map TM6452A District CEQA Reference No: 20251154
Dear Ms. Williams:

The San Joaquin Valley Air Pollution Control District (District) has reviewed the Planned Development Permit and Tract Map (PDP/TM) from the City of Clovis (City). Per the PDP and TM, the project consists of a 137-lot single-family planned residential development (Project). The Project is located at the northwest corner of N. Sunnyside Ave and Perrin Rd, in Clovis, CA.

The District offers the following comments at this time regarding the Project:

Project Related Emissions
At the federal level under the National Ambient Air Quality Standards (NAAQS), the District is designated as extreme nonattainment for the 8-hour ozone standards and serious nonattainment for the particulate matter less than 2.5 microns in size (PM2.5) standards. At the state level under California Ambient Air Quality Standards (CAAQS), the District is designated as nonattainment for the 8-hour ozone, PM10, and PM2.5 standards.

Based on information provided to the District, Project specific annual criteria pollutant emissions from construction and operation are not expected to exceed any of the significance thresholds as identified in the District’s Guidance for Assessing and Mitigating Air Quality Impacts (GAMAQI):
https://ww2.valleyair.org/media/g4nl3p0g/gamaqi.pdf.

San Joaquin Valley Air Pollution Control District Page 2 of 7 District Reference No: 20251154
October 23, 2025
Construction Emissions
The District recommends, to reduce impacts from construction-related diesel exhaust emissions, the Project should utilize the cleanest available off-road construction equipment.

Health Risk Screening/Assessment
The City should evaluate the risk associated with the Project for sensitive receptors (residences, businesses, hospitals, day-care facilities, health care facilities, etc.) in the area and mitigate any potentially significant risk to help limit exposure of sensitive receptors to emissions.

To determine potential health impacts on surrounding receptors (residences, businesses, hospitals, day-care facilities, health care facilities, etc.) a Prioritization and/or a Health Risk Assessment (HRA) should be performed for the Project. These health risk determinations should quantify and characterize potential Toxic Air Contaminants (TACs) identified by the Office of Environmental Health Hazard Assessment/California Air Resources Board (OEHHA/CARB) that pose a present or potential hazard to human health.

Health risk analyses should include all potential air emissions from the project, which include emissions from construction of the project, including multi-year construction, as well as ongoing operational activities of the project. Note, two common sources of TACs can be attributed to diesel exhaust emitted from heavy-duty off-road earth moving equipment during construction, and from ongoing operation of heavy-duty on-road trucks.

Prioritization (Screening Health Risk Assessment):

A “Prioritization” is the recommended method for a conservative screening-level health risk assessment. The Prioritization should be performed using the California Air Pollution Control Officers Association’s (CAPCOA) methodology. Please contact the District for assistance with performing a Prioritization analysis.

The District recommends that a more refined analysis, in the form of an HRA, be performed for any project resulting in a Prioritization score of 10 or greater. This is because the prioritization results are a conservative health risk representation, while the detailed HRA provides a more accurate health risk evaluation.

Health Risk Assessment:

Prior to performing an HRA, it is strongly recommended that land use agencies/ project proponents develop and submit for District review a health risk modeling protocol that outlines the sources and methodologies that will be used to perform the HRA.

San Joaquin Valley Air Pollution Control District Page 3 of 7 District Reference No: 20251154
October 23, 2025
A development project would be considered to have a potentially significant health risk if the HRA demonstrates that the health impacts would exceed the District’s established risk thresholds, which can be found here:
https://ww2.valleyair.org/permitting/ceqa/.

A project with a significant health risk would trigger all feasible mitigation measures.

The District strongly recommends that development projects that result in a significant health risk not be approved by the land use agency.

The District is available to review HRA protocols and analyses. For HRA submittals please provide the following information electronically to the District for review:
• HRA (AERMOD) modeling files
• HARP2 files
• Summary of emissions source locations, emissions rates, and emission factor calculations and methodologies.

For assistance, please contact the District’s Technical Services Department by:
• E-Mailing inquiries to: [email protected]
• Calling (559) 230-5900
Recommended Measure: Development projects resulting in TAC emissions should be located an adequate distance from residential areas and other sensitive receptors to prevent the creation of a significant health risk in accordance to CARB's Air Quality and Land Use Handbook: A Community Health Perspective located at https://ww2.arb.ca.gov/our-work/programs/resource-center/strategydevelopment/land-use-resources.

Vegetative Barriers and Urban Greening
There are residential units located near the Project. The District suggests the City consider the feasibility of incorporating vegetative barriers and urban greening as a measure to further reduce air pollution exposure on sensitive receptors (e.g., residential units).

While various emission control techniques and programs exist to reduce air quality emissions from mobile and stationary sources, vegetative barriers have been shown to be an additional measure to potentially reduce a population’s exposure to air pollution through the interception of airborne particles and the update of gaseous pollutants. Examples of vegetative barriers include, but are not limited to the following: trees, bushes, shrubs, or a mix of these. Generally, a higher and thicker vegetative barrier with full coverage will result in greater reductions in downwind pollutant concentrations. In the same manner, urban greening is also a way to help

San Joaquin Valley Air Pollution Control District Page 4 of 7 District Reference No: 20251154
October 23, 2025
improve air quality and public health in addition to enhancing the overall beautification of a community with drought tolerant, low-maintenance greenery.

Clean Lawn and Garden Equipment in the Community
Since the Project consists of residential development, gas-powered residential lawn and garden equipment have the potential to result in an increase of NOx and PM2.5 emissions. Utilizing electric lawn care equipment can provide residents with immediate economic, environmental, and health benefits. The District recommends the Project proponent consider the District’s Clean Green Yard Machines (CGYM) program which provides incentive funding for replacement of existing gas powered lawn and garden equipment. More information on the District CGYM program and funding can be found at: https://ww2.valleyair.org/grants/clean-green-yardmachines-residential/ On-Site Solar Deployment
It is the policy of the State of California that renewable energy resources and zerocarbon resources supply 100% of retail sales of electricity to California end-use customers by December 31, 2045. While various emission control techniques and programs exist to reduce air quality emissions from mobile and stationary sources, the production of solar energy is contributing to improving air quality and public health. The District suggests that the City consider incorporating solar power systems as an emission reduction strategy for the Project.

District Rules and Regulations
The District issues permits for many types of air pollution sources, and regulates some activities that do not require permits. A project subject to District rules and regulations would reduce its impacts on air quality through compliance with the District’s regulatory framework. In general, a regulation is a collection of individual rules, each of which deals with a specific topic. As an example, Regulation II (Permits) includes District Rule 2010 (Permits Required), Rule 2201 (New and Modified Stationary Source Review), Rule 2520 (Federally Mandated Operating Permits), and several other rules pertaining to District permitting requirements and processes.

The list of rules below is neither exhaustive nor exclusive. Current District rules can be found online at: https://ww2.valleyair.org/rules-and-planning/current-district-rulesand-regulations. To identify other District rules or regulations that apply to future projects, or to obtain information about District permit requirements, the project proponents are strongly encouraged to contact the District’s Small Business Assistance (SBA) Office at (559) 230-5888.

San Joaquin Valley Air Pollution Control District Page 5 of 7 District Reference No: 20251154
October 23, 2025
District Rules 2010 and 2201 - Air Quality Permitting for Stationary Sources
Stationary Source emissions include any building, structure, facility, or installation which emits or may emit any affected pollutant directly or as a fugitive emission. District Rule 2010 (Permits Required) requires operators of emission sources to obtain an Authority to Construct (ATC) and Permit to Operate (PTO) from the District. District Rule 2201 (New and Modified Stationary Source Review) requires that new and modified stationary sources of emissions mitigate their emissions using Best Available Control Technology (BACT).

This Project may be subject to District Rule 2010 (Permits Required) and Rule 2201 (New and Modified Stationary Source Review) and may require District permits. Prior to construction, the Project proponent should submit to the District an application for an ATC. For further information or assistance, the project proponent may contact the District’s SBA Office at (559) 230-5888.

District Rule 9510 - Indirect Source Review (ISR)
The Project is subject to District Rule 9510 because it will receive a projectlevel discretionary approval from a public agency and will equal or exceed 50 residential units.

The purpose of District Rule 9510 is to reduce the growth in both NOx and PM emissions associated with development and transportation projects from mobile and area sources; specifically, the emissions associated with the construction and subsequent operation of development projects. The ISR Rule requires developers to mitigate their NOx and PM emissions by incorporating clean air design elements into their projects. Should the proposed development project clean air design elements be insufficient to meet the required emission reductions, developers must pay a fee that ultimately funds incentive projects to achieve off-site emissions reductions.

Per Section 5.0 of the ISR Rule, an Air Impact Assessment (AIA) application is required to be submitted no later than applying for project-level approval from a public agency. Currently for this Project, the District received an AIA application (ISR project #20250071).

Information about how to comply with District Rule 9510 can be found online at:
https://ww2.valleyair.org/permitting/indirect-source-review-rule-overview The AIA application form can be found online at:
https://ww2.valleyair.org/permitting/indirect-source-review-rule-overview/formsand-applications/

San Joaquin Valley Air Pollution Control District Page 6 of 7 District Reference No: 20251154
October 23, 2025
District staff is available to provide assistance and can be reached by phone at (559) 230-5900 or by email at [email protected].

District Rule 4601 (Architectural Coatings)
The Project may be subject to District Rule 4601 since it is expected to utilize architectural coatings. Architectural coatings are paints, varnishes, sealers, or stains that are applied to structures, portable buildings, pavements or curbs.

The purpose of this rule is to limit VOC emissions from architectural coatings.

In addition, this rule specifies architectural coatings storage, cleanup and labeling requirements. Additional information on how to comply with District Rule 4601 requirements can be found online at:
https://ww2.valleyair.org/media/tkgjeusd/rule-4601.pdf
District Regulation VIII (Fugitive PM10 Prohibitions)
The project proponent may be required to submit a Construction Notification Form or submit and receive approval of a Dust Control Plan prior to commencing any earthmoving activities as described in Regulation VIII, specifically Rule 8021 – Construction, Demolition, Excavation, Extraction, and Other Earthmoving Activities.

Should the project result in at least 1-acre in size, the project proponent shall provide written notification to the District at least 48 hours prior to the project proponents intent to commence any earthmoving activities pursuant to District Rule 8021 (Construction, Demolition, Excavation, Extraction, and Other Earthmoving Activities). Also, should the project result in the disturbance of 5- acres or more, or will include moving, depositing, or relocating more than 2,500 cubic yards per day of bulk materials, the project proponent shall submit to the District a Dust Control Plan pursuant to District Rule 8021 (Construction, Demolition, Excavation, Extraction, and Other Earthmoving Activities). For additional information regarding the written notification or Dust Control Plan requirements, please contact District Compliance staff at (559) 230-5950.

The application for both the Construction Notification and Dust Control Plan can be found online at: https://ww2.valleyair.org/media/fm3jrbsq/dcp-form.docx Information about District Regulation VIII can be found online at:
https://ww2.valleyair.org/dustcontrol
District Rule 4901 - Wood Burning Fireplaces and Heaters The purpose of this rule is to limit emissions of carbon monoxide and particulate matter from wood burning fireplaces, wood burning heaters, and outdoor wood burning devices. This rule establishes limitations on the

San Joaquin Valley Air Pollution Control District Page 7 of 7 District Reference No: 20251154
October 23, 2025
installation of new wood burning fireplaces and wood burning heaters.

Specifically, at elevations below 3,000 feet in areas with natural gas service, no person shall install a wood burning fireplace, low mass fireplace, masonry heater, or wood burning heater.

Information about District Rule 4901 can be found online at:
https://ww2.valleyair.org/compliance/residential-wood-smoke-reductionprogram/ Other District Rules and Regulations
The Project may also be subject to the following District rules: Rule 4102 (Nuisance) and Rule 4641 (Cutback, Slow Cure, and Emulsified Asphalt, Paving and Maintenance Operations).

District Comment Letter
The District recommends that a copy of the District’s comments be provided to the Project proponent.

If you have any questions or require further information, please contact Ryan Grossman by e-mail at [email protected] or by phone at (559) 230-6569.

Sincerely,
Mark Montelongo
Director of Policy and Government Affairs
For: Daniel Martinez
Program Manager

“Provide a safe and reliable transportation network that serves all people and respects the environment” DISTRICT 6 OFFICE
1352 WEST OLIVE AVENUE |P.O. BOX 12616 |FRESNO, CA 93778-2616 (559) 981-1041 | FAX (559) 488-4195 | TTY 711
www.dot.ca.gov
November 6, 2025
FRE-168-PM 7.255
TM6452A
Tract Map
#55785
Tiffany Williams
City of Clovis
Planning and Development Services Dept.
1033 Fifth St.,
Clovis, CA 93612
Phone: (559) 324-2328

SENT VIA EMAIL
Dear Ms. Williams
Thank you for the opportunity to review a Tract Map for the Lennar subdivision project, which was originally planned for 540 units but has been revised to 524 single-family homes. The project is located at the east side of Minnewawa Avenue, north of Shepherd Avenue, and the northwest corner of Sunnyside and Perrin Avenues. State Route 168/Herndon Avenue interchange are approximately 2.8 miles and 3.2 miles from the project, respectively.

Caltrans provides the following comments are consistent with the State’s smart mobility goals that support a vibrant economy and sustainable communities:

Traffic Operations Branch:

1. As discussed in the previous meeting, the Traffic Impact Analysis (TIA) for Tract Maps 6452 and 6375 should include a project trip distribution for review. Please ensure that this trip distribution is incorporated into the TIA when it is submitted.

Please include a Trip Distribution percentage figure.

2. According to the Caltrans Local Development Review Safety Practitioner’s Guidance (February 2024), a safety review for a development project is not required if the project does not involve any physical modifications to the State Highway System (SHS) and generates zero additional trips, by any mode, on the SHS. However, since the proposed development may generate additional trips on the SHS, a safety review may be necessary. This review should identify and

County of Fresno

DEPARTMENT OF PUBLIC HEALTH
Joe Prado, Interim Director
Dr. Rais Vohra, Interim Health Officer
Promotion, preservation, and protection of the community’s health 1221 Fulton Street, Fresno, CA 93721 | P.O. Box 11867, Fresno, CA 93721 (559) 600-3357 | FAX (559) 455-4646
The County of Fresno is an Equal Employment Opportunity Employer www.fresnocountyca.gov | www.fcdph.org
October 27, 2025
LU0023176
2604
Tiffany Williams, Associate Planner
City of Clovis
Planning and Development Services Department
1033 Fifth Street
Clovis, CA 93612
Dear Ms. Williams:

PROJECT NUMBER: TM6452A, PDP2025-001
TM6452A, PDP2025-001; A request to approve an amendment to a previously-approved vesting tentative tract map for a 137-lot single-family planned residential development located at the northeast corner of Baron and Perrin Avenues.

APN: 556-040-30S ZONING: R-1-PRD ADDRESS: 382 & 376 NEC Sunnyside & Baron Avenues Recommended Conditions of Approval:
 The proposed project has the potential to expose nearby residents to elevated noise levels.

Consideration should be given to your City’s municipal code.  As a measure to protect ground water, all water wells and/or septic systems that exist or have been abandoned within the project area should be properly destroyed by an appropriately licensed contractor.
 Should any underground storage tank(s) be found during the project, the applicant shall apply for and secure an Underground Storage Tank Removal Permit from the Fresno County Department of Public Health, Environmental Health Division. Contact the Fresno County Hazmat Compliance Program at (559) 600-3271 for more information.

The following comments pertain to the demolition of existing structure(s):
 Should the structure(s) have an active rodent or insect infestation, the infestation should be abated prior to demolition of the structure(s) in order to prevent the spread of vectors to adjacent properties.  In the process of demolishing the existing structure(s), the contractor may encounter asbestos containing construction materials and materials coated with lead-based paints.

Tiffany Williams
TM6452A, PDP2025-001
October 27, 2025

 If asbestos containing materials are encountered, contact the San Joaquin Valley Air Pollution Control District at (559) 230-6000 for more information.  If the structure(s) were constructed prior to 1979 or if lead-based paint is suspected to have been used in these structures, then prior to demolition work the contractor should contact the following agencies for current regulations and requirements:
 California Department of Public Health, Childhood Lead Poisoning Prevention Branch, at (510) 620-5600.
 United States Environmental Protection Agency, Region 9, at (415) 947-8000.  State of California, Industrial Relations Department, Division of Occupational Safety and Health, Consultation Service (CAL-OSHA) at (559) 454-5302.

REVIEWED BY:

Kevin Tsuda, R.E.H.S.

Environmental Health Specialist III (559) 600-33271
kt
cc: Deep Sidhu-Environmental Health Division (CT. 55.25) Lennar Homes- Applicant ([email protected])

TM6452A Tract Map
November 6, 2025

“Provide a safe and reliable transportation network that serves all people and respects the environment” evaluate any potential safety impacts that could arise from the increased traffic conflicts. To support this analysis, the developer should request a Caltrans crash data summary for the affected SHS facility using the Crash Data Request Form provided in the guidance.

Local Development Review Branch:

1. As a point of information: Providing bicyclist amenities at transit stops, stations, and on vehicles can help to expand transit ridership by integrating other modes and extending the reach of first-mile/last-mile transit connections. Caltrans recommends the project design should incorporate use of active modes of transportation. Active modes of transportation will increase the potential for walking and bicycling, especially among students, including the identification of walking and bicycling routes to and from schools, transit facilities, community centers, employment centers, and other destinations, thereby increasing and improving connectivity and mobility of non-motorized users.

If you have any other questions, please call or email Kaylie Schreihans at (559) 383- 5944 or [email protected].

Sincerely,
David Padilla, Branch Chief,
Local Development Review Branch
Attachment: Crash Data Request Form

OFFICE MEMO
DATE: 10/21/2025
TO: City of Clovis Department of Planning and Development services FROM: Fresno County Transportation Planning
SUBJECT: TM 6452A
PROJECT OVERVIEW:

TM6452A; A request to approve an amendment to a previously-approved vesting tentative tract map for a 137-lot single-family planned residential development for land located at the northeast corner of Baron and Perrin Avenues. This entitlement is being processed concurrently with PDP2025-001
Table A: ITE Trip Generation (210 Single Family Homes)
Land Use/Project Dwelling Units Weekday A.M. Peak Hour P.M. Peak Hour Rate Total Rate Total Rate Total
TM 6452A 137 9.43 1292 .75 103 .99 136
Total Net New Project
Trips +1292 +103 +136
COMMENTS/ MITIGATION:

This project will impact county facilities and should require a TIS, please include the county in all future routings best point of contact is [email protected]. Using ITE trip Generation Manual (11th Edition) trips are calculated to be over the county's threshold.

A Vehicle Miles Traveled (VMT) analysis should also be prepared for the proposed development.

If you have any further questions regarding this matter, please contact Brody Hines at [email protected]
Sincerely,
Brody Hines

Report to the City Council
To: City Council
From: Planning and Development Services Department
Date: May 4, 2026
Staff: Marissa Parker, Associate Planner
Subject: Receive and File - Quail Run Annexation Update (RO313).

Recommendation: Receive and File
Staff will give a verbal presentation and update on the progress of the Quail Run Annexation (RO313) and outline the next steps in the process.

Report to the City Council
To: City Council
From: Planning and Development Services Department
Date: May 4, 2026
Staff: George Gonzalez, City Planner
Subject: Receive and File - General Plan Update, Land Use Map Check-In Recommendation: Receive and File
Attachments: None
The City’s consultant will give a verbal presentation and update on the progress of the General Plan Update, outline the next steps in the process, and provide three conceptual land use maps for review and discussion.