47 APPENDIX F:
Site Plan
14' PRIVATE ROAD
42'
60' 40' 20'
60' 40' 20'
SECTION LINE S SHIRK RD
SECTION LINE
W TULARE RD
SECTION LINE S ROEBEN ST
20' EXIST. SEWER
EASEMENT
20'
40'
60'
20'
40'
60'
60' 40' 20'
20'
40'
60'
APN 087-010-075 (NOT A PART) APN 087-010-038 (NOT A PART) APN 087-010-005
NOT A PART
60' 40' 20'
60' 40' 20'
20'
40'
60'
20'
40'
60'
20'
40'
60'
60' 40' 20'
60' 40' 20'
60' 40' 20'
40'
60'
20'
40'
60'
20'
OUTLOT C
OUTLOT B OUTLOT A
APN 087-010-039 (NOT A PART)
ZONE "X"
ZONE "AE"
ZONE "X" ZONE "AE"
10903 S.F.
56 6449 S.F.
64 6516 S.F.
105
6766 S.F.
96 9797 S.F.
76 9669 S.F.
91 7684 S.F.
197
7684 S.F.
202
7684 S.F.
212
7684 S.F.
207
7684 S.F.
217
7684 S.F.
222
6773 S.F.
49 6725 S.F.
192
6730 S.F.
186
6735 S.F.
178
6735 S.F.
175
6721 S.F.
166
6721 S.F.
163
9795 S.F.
24 6564 S.F.
109
7645 S.F.
152
2 4' 22' 45' 45' 20'24'18' 60' 60' 60' 60' 63' 63' 63' 63' 7904 S.F.
148
7943 S.F.
158
7895 S.F.
149
7943 S.F.
153
6989 S.F.
115
6989 S.F.
21 6951 S.F.
94 60' 60' 60'
60'
6989 S.F.
95 55'
6977 S.F.
74 60'
30' 30' 60'
6951 S.F.
103
6942 S.F.
73 65'
60' 60' 60'
6989 S.F.
104
6951 S.F.
84 6989 S.F.
83 7021 S.F.
170
6984 S.F.
159
6984 S.F.
165
7021 S.F.
164
7036 S.F.
182
6999 S.F.
171
6999 S.F.
177
60'
7036 S.F.
176
62'
62'
114'
65'
7020 S.F.
194
65'
60'
60'
6985 S.F.
183
62'
55'
45'
7025 S.F.
188
50'
7652 S.F.
204
7615 S.F.
200
7615 S.F.
195
60'
62'
14'
71'
7652 S.F.
199
62'
14'
14'
63'
30'
99' 14'
62'62'
71'
71'
7652 S.F.
210
62'
65'
154'
60'
60'
108'
62'
99'
71' 71' 71'
7615 S.F.
214
55'
55'
63' 30'
14'
55'
65'
71'
71'
98'
7615 S.F.
209
65'
113'
55'
60'
60'
62'
65'
71' 71' 71' 71'
7652 S.F.
205
14'
62'
98'
68' 60'
55'
62'
99' 14'
61'
71'
71'
7652 S.F.
219
112' 14'
60'
62'
62'
7615 S.F.
220
62'
62'
68'
63'
55'
7615 S.F.
215
62'
62'
60'
60'
65'
7652 S.F.
224
62'
65'
114'
90'
62'62'
61'
71'
71'
61' 71'
62'
62'
108'
142'
60'
60'
106'
60'
55'
55'
71'
7684 S.F.
211
7684 S.F.
213
71' 61' 14' 98'
71'
7684 S.F.
208
7684 S.F.
206
71' 71' 71' 61' 14'
7684 S.F.
218
7684 S.F.
216
71'
71' 71' 61' 14'
7684 S.F.
221
7684 S.F.
223
98'98'
71' 71' 71' 71'
7684 S.F.
203
7684 S.F.
201
71'
71' 71' 61'
71' 71' 71'
7684 S.F.
196
7684 S.F.
198
71'
6707 S.F.
191
6727 S.F.
193
71'
14' 62' 55'
6727 S.F.
184
6729 S.F.
185
98'
98'
65' 62' 62' 62' 62' 65'
6735 S.F.
181
6735 S.F.
180
6735 S.F.
179
61' 14'
98'
99'
65' 62' 62' 62' 62' 65'
6735 S.F.
172
6735 S.F.
173
6735 S.F.
174
14'
61'
14' 62'
99' 14' 55' 62' 62' 62' 62'
6721 S.F.
169
6721 S.F.
168
6721 S.F.
167
71' 61'
71'
99'
99'
65' 62' 62' 62' 62' 65'
6721 S.F.
160
6721 S.F.
161
6721 S.F.
162
61'
71'
62'
99'
62' 62' 62' 62' 65'
71'
71'
55'
62'
14'
113'
65' 62' 62'
7645 S.F.
150
7645 S.F.
151
14'
71'
14'
65'
108'
108'
109'
109' 108'
99'
109' 123'
123'
123'
123'
123'
123'
14'
113'
62' 65'
123'
123'
108'
14'
108'108'
108'
108'
98'
108'
108'
108'
108'
108'
108'
14'
108'
108'108'
109'
109'
109'
109'
14'
109'
109'
109'
14'
108'
108'
108'
113'
122'
112' 14' 62' 62' 55'
122'
108'108'
108'
98'
108'
108'108'
14'
108'
98'
108'
108'
108'
62'
108'
108'
109' 108'
55'
109'
109'
109'
109'
109' 109'
99'
109'
109'
14'
62'
122'
122'
122'
122'
14'
112'
62' 65'
122'
122'
6785 S.F.
44 71'
14'
62'
62'
55'
62'
63' 63'
108'
6804 S.F.
45 71'
98'
62'
62'
14'
62'
56'
98' 14'
6804 S.F.
46 71'
61'
62'
62'
62'
112'
63' 53'
108'
108'
6804 S.F.
47 71'
14'
108'
62'
55'
55'
14'
63' 63'
108'
108'
6804 S.F.
48 98'
98'
62'
62'
62'
65'
63' 63'
108'
108'108'
108'
71'
108'
108'108'
98'
108'
71'
108'
108'
108'
62'
108'
108'
109' 108'
62'
109'
109'
109'
109'
109' 109' 65'
109' 108'
108'
109'
109'
109' 108' 65'
109' 123'
123'
123'
123' 123'
55'
123' 122'
122'
122'
122' 122'
55'
122'
108'
108'
108'
6707 S.F.
187
6564 S.F.
114
61'
108'
61'
108'
6564 S.F.
113
61'
108'
6564 S.F.
112
65'
108'
6564 S.F.
111
61'
108'
6564 S.F.
110
61'
108'
6583 S.F.
108'
108'
108'
108
61' 61' 61' 30' 30'
108'
60' 60' 60' 60' 60'
60' 60' 65'
98'
6480 S.F.
22 14'
108'
108'
6130 S.F.
23 55'
6495 S.F.
36 6' 60'
2 4'
6494 S.F.
35 3
2'
40'
6494 S.F.
34 40'
19'
6494 S.F.
33 2 4' 18'
6493 S.F.
32 60' 60'
6493 S.F.
31 60' 60'
6492 S.F.
30 60' 60'
6492 S.F.
29 60' 60'
6492 S.F.
28 60' 60'
6491 S.F.
27 60' 60'
108'
108'
108'
108'
108'
108'
6282 S.F.
26 60' 60'
97'
108'
108'
108'
108'
108'
97'
108'
108'
108'
108'
10075 S.F.
25 60' 60'
159'
6516 S.F.
102
6516 S.F.
101
6516 S.F.
100
7370 S.F.
99 7344 S.F.
98 6804 S.F.
97 65' 63' 63' 68' 68' 60'
98' 14' 55' 63' 63' 68'
6480 S.F.
82 2 4' 23' 60' 60'
6480 S.F.
81 68'
60' 60'
6480 S.F.
80 55' 14'
6480 S.F.
79 60'
98'
65'
6318 S.F.
78 3
4'
6480 S.F.
85 98'
108'
108'
108'
60' 60' 60' 60' 24'24' 14' 40' 40' 3
7'
2 4'
6480 S.F.
86 40' 4'
6480 S.F.
87 65'
63'
6480 S.F.
88 42' 55'
6328 S.F.
89 60'
14'
6766 S.F.
93 30'
15'
98'
65'
6406 S.F.
92 30'
97'
106'
108'
98'
14'
98'
108'
108'
108'
6498 S.F.
107
6516 S.F.
108'
108'
108'
108'
108'
108'
106
108'
98'
108'
108'
108'
108'
98'
108'
108'
108'
14' 98'
60'
98' 14' 55' 60'
108'
108'
14'
108'
108'
108'
108'
55'
108'
108'
108'
108'
108'
10100 S.F.
90 159'
98'
14'
7874 S.F.
77 15' 40'
129'
6478 S.F.
75 109'
60' 65'
10683 S.F.
71 97'
60' 60' 60'
6577 S.F.
70 60' 18'
120'
6436 S.F.
72 109'
24'20'
106'
6271 S.F.
69 108'
40' 40'
6480 S.F.
68 3
2' 108'
6480 S.F.
67 41' 14' 108'
6480 S.F.
66 14'
98'
108'
6480 S.F.
65 65' 60'
108'
108'
97'
108'
6411 S.F.
63 108'
14' 50' 60'
6480 S.F.
62 60' 60'
108'
6480 S.F.
61 60' 60'
6480 S.F.
60 144' 14'
108'
6480 S.F.
59 60' 142'
6268 S.F.
58 60' 60'
6411 S.F.
50 60' 60'
6480 S.F.
51 50'
14'
108'
6480 S.F.
52 98'60'
6480 S.F.
53 60' 60'
108'
6480 S.F.
54 60' 60'
6248 S.F.
55 16'
98'
108'
108'
108'
108'
108'
97'
97'
108'
108'
108'
108'
9870 S.F.
57 152'
60' 60'
42'
20' EXIST. ACCESS
EASEMENT
55'
65'
20'
40'
60'
42'
20'
30'
42'
20'
40'
60'
60' 40' 20'
9' 10'
45'
PARK
4.24 AC
TEMP. POND
(ACCOUNTS FOR 80 AC OF SFR)
REQ'D STORAGE
(FUTURE LOTS 37-43, 189-190)
9.73 AC-FT
PROP. STORAGE 9.77 AC-FT
DEPTH 10'
SLOPE 3:1
6409 S.F.
2 11929 S.F.
122
6072 S.F.
138
2 4' 20'40'
40'
3 1' 24'7' 60' 55'
14'
98'
142' 60' 60' 65'
14' 104'
65' 60' 60' 60' 60' 60' 60' 60' 60' 98' 74'
42' 39' 21' 59' 2' 61'
100'
61' 61'
7582 S.F.
140
7856 S.F.
139
7615 S.F.
141
7576 S.F.
142
7952 S.F.
143
7582 S.F.
147
7576 S.F.
145
7615 S.F.
146
7905 S.F.
144
7895 S.F.
154
7645 S.F.
157
7645 S.F.
155
7645 S.F.
156
7026 S.F.
116
108'
30' 30' 61'
61' 61'
6564 S.F.
117
61' 61'
61'
108'
6564 S.F.
118
61' 61'61'
108'
6564 S.F.
119
65' 61'
61'
108'
6540 S.F.
120
98'
108'
108'
104'
7364 S.F.
132
114'
14' 56' 61'
6825 S.F.
131
61' 61'
114'
6825 S.F.
130
41'
20' 114'
6825 S.F.
129
4 3' 114'
6825 S.F.
128
4 4' 43' 114'
6825 S.F.
127
1'24' 114'
6825 S.F.
126
36' 60'
114'
6825 S.F.
125
60' 60'
114'
6778 S.F.
124
60'
108'
114'
114'
114'
114'
7317 S.F.
123 120'
60' 60' 60'
6768 S.F.
121
55' 61'
110'
60' 55'
7323 S.F.
133
60' 60' 60'
114'
6783 S.F.
134
65'
104'
112'
6559 S.F.
135
14' 53'
107'
6253 S.F.
136
1' 60' 102'
6129 S.F.
137
19 ' 100'
114'
107'
9787 S.F.
17 97'
153' 60' 60'
9985 S.F.
16 60'
158'
6951 S.F.
108'
20 60'
6480 S.F.
19 60'
108'
6142 S.F.
18 97'
108'
6272 S.F.
15 60' 60' 60'
108'
6486 S.F.
14 60' 60'
108'
6486 S.F.
13 60' 60'
108'
6486 S.F.
12 60' 60'
108'
6485 S.F.
11 60'
116'
108'
6485 S.F.
10 66'
5' 108'
6484 S.F.
9 2 4' 32'
108'
6484 S.F.
8 60' 60'
108'
6484 S.F.
7 60' 60'
108'
6483 S.F.
6 60' 60'
108'
6483 S.F.
5 60' 60'
108'
6482 S.F.
4 60' 60'
108'
6482 S.F.
3 60' 60'
108'
6081 S.F.
1 18'
100'
108'
108'
108'
108'
108'
108'
OUTLOT D
STREET 1
AVENUE 1
STREET 2STREET 4STREET 5
STREET 6
STREET 5
STREET 7STREET 8STREET 9
STREET 3
AVENUE 5
AVENUE 3
AVENUE 2
AVENUE 4
AVENUE 6
AVENUE 7
AVENUE 8 AVENUE 8
108'
55'
108'
65'
108'
63'
TEMP. TURNAROUND
TEMP. TURNAROUND
S SHIRK RD
W TULARE AVE
S ROEBEN ST
LIMITS
PROPERTY
SECTION
CITY STD. PAVEMENT
& GUTTER
CITY STD. CURB
SIDEWALK
CITY STD.
20.0' 20.0' 5'
R/W
LC R/W
CITY STD. CURB
& GUTTER
CITY STD.
SIDEWALK
60'
5' 5' 5'
LC
31.0' 31.0' 5.0' 6.0'
10.0'
LANDSCAPE LOT
5.0' 6.0'
10.0'
LANDSCAPE LOT
CITY STD. PAVEMENT
SECTION
CITY STD. CURB
& GUTTER
CITY STD.
SIDEWALK
& GUTTER
CITY STD. CURB
SIDEWALK
CITY STD.
84.0'
R/W R/W LC
30.0' 30.0' 5.0' 7.0'
10.0'
LANDSCAPE LOT
5.0' 7.0'
10.0'
LANDSCAPE LOT
CITY STD. PAVEMENT
SECTION
CITY STD. CURB
& GUTTER
CITY STD.
SIDEWALK
& GUTTER
CITY STD. CURB
SIDEWALK
CITY STD.
26.0'
110.0'
R/W R/W
PREPARED BY:
www.4-creeks.com
FAX: 559.802.3215
TEL: 559.802.3052
VISALIA, CA 93292
324 S. SANTA FE, STE. A
ELLIOT PROPERTY
TENTATIVE SUBDIVISION MAP
VICINITY MAP
SCALE: 1"=
1 2 MILE
APN:
LEGEND
087-010-006, 087-010-008
ZONING: AGRICULTURE
GENERAL PLAN: LOW DENSITY RESIDENTIAL
FLOOD ZONE: AE & X
ELECTRICITY: SOUTHEN CALIFORNIA EDISON COMPANY
WATER: CALWATER
TELEPHONE: AT&T
NATURAL GAS: SOUTHERN CALIFORNIA GAS COMPANY
EXISTING USE: VACANT
PROP. USE: LOW DENSITY RESIDENTIAL
PROP. MAINTENANCE:
BLOCK WALL
LANDSCAPE SETBACK LOT
CITY OF VISALIA
SEWER:
UTILITIES:
*OUTLOTS A-D AND PARKS (4.24 AC) TO BE DEDICATED TO THE CITY OF VISALIA 6000 SF MIN. LOTS± (60' X 100') (3 UNITS)
6480 SF MIN. LOTS± (60' X 108' TYP.) (221 UNITS)
TYPICAL LOT SIZES:
ROEBEN ST - EXIST. 8"
SHIRK RD - EXIST. 6"
STORM DRAIN:
DRAINAGE
TEMP. RETENTION BASIN TO MAINTAIN ALL ON-SITE
OVERHEAD POWER:
SHIRK (5 TRANSMISSION, TO BE RELOCATED)
ROEBEN ST (3 DISTRIBUTION, TO BE UNDERGROUNDED)
PREPARED FOR:
VISALIA, CA 93291
5607 AVENIDA DE LOS ROBLES
SAN JOAQUIN VALLEY HOMES PREPARED BY:
VISALIA ,CA 93292
324 S. SANTA FE ST., STE. A
4CREEKS, INC.
59.13 AC
ACREAGE
224 UNITS
September 6, 2023
NORTH
0' 100' 100' SHIRK RD
TYPICAL INTERNAL
TULARE AVE & ROEBEN ST
Appendix C
Cultural Records Search Results
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
Phase I Cultural Resources Assessment
Elliot Housing Subdivision Project, Visalia, CA 93277
Assessor Parcel Numbers
087-010-006, and 087-010-008
Tulare, County, California
Prepared for
324 South Santa Fe Street, Suite A
Visalia, CA 93292
Prepared by
1322 E Shaw Ave.
Fresno, CA 93710
Heather Froshour, M.A., R.P.A., Senior Archaeologist
December 4, 2023
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
ii
EXECUTIVE SUMMARY
Soar Environmental Consulting, Inc. (Soar Environmental) has been retained by 4Creeks, Inc. (4Creeks) to prepare a Phase 1 Cultural Resources Assessment (Phase 1 CRA) as part of an Initial Study, for a Housing Subdivision Development Project (Project) in the city of Visalia (City), in accordance with the California Environmental Quality Act (CEQA) prior to implementation of the proposed Project. The proposed project is to construct 224 housing units on 59.13-acres on Accessor Parcel Numbers (APNs) 087-010-006 and 087-010-008. The purpose of the CRA is to provide an inventory of the known and potentially significant cultural resources within the Project area through a California Historical Records Information search (CHRIS) using the Southern San Joaquin Valley Information Center (SSJVIC), as well as a Sacred Lands File & Native American Contacts List Request through the Native American Heritage Commission (NAHC).
The results of the records search indicate two (2) cultural resource(s) recorded within 0.50-mile of the Project area. The records searches indicate one (1) recorded resource within the Project area. The pedestrian survey identified one (1) existing resource within the Project area. No site testing or mitigation measures are required, unless previously undiscovered cultural resources are detected during construction.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
1 Contents
EXECUTIVE SUMMARY……………………………………………………………………
1.0 INTRODUCTION………………………………………………………………………...
1.1 Project Description………………………………………………………………...
1.2 Existing Conditions………………………………………………………………..
2.0 REGULATORY SETTING……………………………………………………………….
2.1 Federal……………………………………………………………………………..
2.2 State of California…………………………………………………………………
2.3 Local……………………………………………………………………………….
3.0 SETTING………………………………………………………………………………….
3.1 Environmental Setting……………………………………………………………..
3.2 Cultural Setting……………………………………………………………………
3.2.1 Prehistoric Setting……………………………………………………….
3.2.2 Ethnographic Setting…………………………………………………….
3.2.3 Historic Setting………………………………………………………….
4.0 ARCHIVAL RECORDS SEARCH……………………………………………………….
4.1 Southern San Joaquin Valley Information Center Records Search……………….
4.2 Sacred Lands File & Native American Contacts List Request……………………
4.3 National Register of Historic Places (NRHP) Eligibility Evaluation …………….
5.0 PREVIOUS DISTURBANCES IN THE PROJECT AREA……………………………...
6.0 FIELD SURVEY METHODS AND RESULTS………………………………………….
7.0 RECOMMENDED ACTIONS AND MITIGATION MEASSURES…………………….
8.0 REFERENCES CITED……………………………………………………………………
ii
3 4
4 4
5 5
8 10
10 11
11 12
14 15
15 17
17 19
19 21
24 FIGURES
Figure 1— Project Location, adapted from USGA 7.5’ series Visalia, California, 1949………………………………………………………………………………………….....
Figure 2— Project Boundary Map……………………………………………………………
Figure 3— Soil Types Occurring in the Project area………………………………………..
Figure 4— Elliot Property Tentative Subdivision Map……………………………………… Figure 5— Overview from north edge of Project area, facing south………………………… Figure 6— Overview from northeast corner of Project area, facing southwest……………… Figure 7— Overview from center of Project area, facing north…………...………………… Figure 8— Overview from center of Project area, facing east…………….………………… Figure 9— Overview from center of Project area, facing south…………..….……………… Figure 10— Overview from center of Project area, facing west……………………………..
Figure 11— Overview from southeast corner of Project area, facing northwest……………..
Figure 12— Overview from south edge of Project area, facing north……….…..…..……....
Figure 13— Overview from southwest corner of Project area, facing northeast……………..
Figure 14— Overview from west edge of Project area, facing east……………………….....
Figure 15— Overview from northwest corner of Project area, facing southeast…………….. 30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
2 TABLES
Table 1: Survey Reports within the Project area……………………………………..……...
Table 2: Resources within the Project area………………………………..………………...
Table 3: Survey Reports within 0.5 Mile of the Project area………………………………..
Table 4: Resources within 0.5 Mile of Project area………………………………………… Table 5: Isolates Recorded within the Project area…………………………………………. 15 15
16 16
21 APENDICIES
Appendix A: Records Search from Southern San Joaquin Valley Information Center……...
Appendix B: Sacred Lands File & Native American Contacts List Request………………...
Appendix C: Feature and Isolate Forms…………………….…..…………………………… Appendix D: Staff Resumes………………………………………………………………….
45 55
72 87
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
3 1.0 Introduction
This report details the results of a Phase 1 Cultural Resources Assessment in support of the proposed housing development on 59.13-acres in Visalia, California, on Accessor Parcel Numbers (APNs) 087-010-006 and 087-010-008 (Figures 1-3). This Phase 1 report is prepared pursuant to the California Environmental Quality Act (CEQA), PRC Sections 21082, 21083.2, and 21084.1, and California Code of Regulations 15064.5.
Heather Froshour completed the archival review, the Native American consultation, field survey, and prepared this Phase 1 report. Ms. Froshour is Soar Environmental’s Senior Archaeologist who meets the professional standards of the U.S. Secretary of the Interior for archaeology (36 CFR 61) and is certified by the Register of Professional Archaeologists.
Soar Environmental requested a records search from the Southern San Joaquin Valley Information Center (SSJVIC) for the Project area as well as a 0.50-mile buffer. The archival research for this Phase 1 report was positive for archaeological sites or historical resources within the Project area. The archival record search reported two (2) recorded resources within
0.5-mile radius of the Project area. The records search revealed two (2) previous cultural resources surveys had been conducted in the Project area. A total of seven (7) additional cultural resource survey reports have been completed within a 0.50-mile radius of the Project area.
As part of the background research, Soar Environmental also requested a search of the Sacred Lands File (SLF) from the Native American Heritage Commission (NAHC). The results of the records review and SLF search were negative. The NAHC suggested contacting five (5) individuals representing three (3) Native American tribal groups to find out if they have additional information about the Project area. Soar Environmental sent outreach letters to all five (5) recommended tribal individuals. No response was received.
Soar Environmental conducted an intensive pedestrian survey of the project on November 18, 2023. No prehistoric resources of any kind were identified within the Project area. The current study however resulted in the documentation of one historical-period resource within the Project footprint: a segment of the nineteenth century South Fork Persian Ditch. The ditch was created by the Persian Ditch Company between 1854 and 1856 to transport water from Mill Creek for irrigation purposes. The ditch serves as a short distributary for the Persian Ditch to the north and the Watson Ditch to the south. The course of the South Fork Persian Ditch has changed subsequently and no longer maintain integrity from its original location. The ditch also now lacks integrity of setting, design, materials, feeling and association. As common property types lacking integrity, it is recommended as not eligible for listing in the California Register of Historical Resources (CRHR). Based on these findings, the development of the 4Creeks Elliot (San Joaquin Valley Housing) SJVH Project will not result in adverse impacts to know significant or unique resources as defined by CEQA. It is recommended, however, in the event that cultural resources are encountered during construction activities associated with the Project, a qualified archaeologist shall be obtained to assess the significance of the find in accordance with the criteria set forth in CEQA Guidelines 15064.5(f). In addition, Health and Safety Code 7050.5, CEQA 15064.5(e), and Public Resources Code 5097.98 mandate the process to be Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
4 followed in the unlikely event of an accidental discovery of any human remains in a location other than a dedicated cemetery.
1.1 Project Description
The Project proposes the construction of a 224-unit housing subdivision at the southeast corner of Tulare Avenue and Shirk Road, in the city of Visalia (Figures 1-4). The proposed construction lies within the combined 59.13-acre parcels, APNs 087-010-006 and 087-010-008. The Project Site also has 4.24-acres allocated to the development of a park dedicated to the city (Figure 4).
Grading of the area will be accomplished using a backhoe and grader.
The project will require the development of roads and sidewalks around and throughout the property. A stormwater retention basin will be maintained in the southwest corner of the Project Site for all on site drainage. On the east side of the property bounded by Roeben Street, 3 existing overhead powerlines will be undergrounded, and 5 powerline poles on the Shirk Road boundary will be relocated. Since the entire property will be graded for the housing project during construction activities, the trees in the northwest section of the property would be removed. Much of the property has been used for agricultural production and the entire lot has been cleared and maintained aside from the scattered trees (Figures 5-15).
1.2 Existing Condition
The Project area is located on two parcels of 59.13-acres combined located approximately 0.77- kilometers south from Highway 198, Visalia, California, at Accessor Parcel Numbers (APNs) 087-010-006 and 087-010-008 (Figure 1-4). The Project area is approximately 1.40-kilometers south from Mill Creek. The Project area is located in Tulare County within Section 34, Township 18S, Range 24E, Mount Diablo Base Meridian, as depicted on the Visalia, CA 7.5’ U. S Geological Survey (USGS) topographical quadrangle (Figures 1). Surface soils consist primarily of the Akers soil series within the east and the Nord soil series within the west half of the Project area (Figure 3). The Akers soil series is typically very deep, well-drained, and formed in alluvium derived from granite rock. This soil is made up of light brownish gray sandy loam at surface with pale brown fine sandy loam below. The Nord soil series is typically very deep, welldrained, and formed in mixed alluvium dominantly from granite and sedimentary rocks. This soil is made up of grayish brown fine sandy loam at surface with brown fine sandy loam below. The elevation of the Project area ranges from 301-304 feet (ft) above mean sea level.
2.0 REGULATORY SETTING
Federal, State and local governments have developed laws and regulations designed to protect significant cultural resources that may be affected by actions that they undertake or regulate. The National Environmental Policy Act (NEPA), National Historic Preservation Act (NHPA) and the California Environmental Quality Act (CEQA) are the basic federal and state laws governing preservation of historic and archaeological resources of national, regional, State and local significance.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
5 2.1 Federal
Federal regulations for cultural resources are governed primarily by Section 106 of the National Historic Preservation Act (NHPA) of 1966. Section 106 of NHPA requires Federal agencies to take into account the effects of their undertakings on historic properties and affords the Advisory Council on Historic Preservation a reasonable opportunity to comment on such undertakings.
The Council's implementing regulations, "Protection of Historic Properties" are found in 36 Code of Federal Regulations (CFR) Part 800. The goal of the Section 106 review process is to offer a measure of protection to sites which are determined eligible for listing on the National Register of Historic Places. The criteria for determining National Register eligibility are found in 36 CFR Part 60. Amendments to the NHPA (1986 and 1992) and subsequent revisions to the implementing regulations have, among other things, strengthened the provisions for Native American consultation and participation in the Section 106 review process. While federal agencies must follow federal regulations, most projects by private developers and landowners do not require this level of compliance. Federal regulations only come into play in the private sector if a project requires a federal permit or if it uses federal money.
2.2 State
California Register of Historical Resources
In California, the term “historical resource” includes “any object, building, structure, site, area, place, record, or manuscript which is historically or archaeologically significant, or is significant in the architectural, engineering, scientific, economic, agricultural, educational, social, political, military, or cultural annals of California” (California PRC § 5020.1[j])(State of California 2021).
In 1992, the California legislature established the California Register of Historical Resources (CRHR) “to be used by state and local agencies, private groups, and citizens to identify the state’s historical resources and to indicate what properties are to be protected, to the extent prudent and feasible, from substantial adverse change” (California PRC § 5024.1(a)). The criteria for listing resources on the CRHR, enumerated in the following text, were developed to be in accordance with previously established criteria developed for listing in the NRHP. According to California PRC § 5024.1(c) (1– 4), a resource is considered historically significant if it (i) retains “substantial integrity,” and (ii) meets at least one of the following criteria:
1) Is associated with events that have made a significant contribution to the broad patterns of California’s history and cultural heritage.
2) Is associated with the lives of persons important in our past. 3) Embodies the distinctive characteristics of a type, period, region, or method of construction, or represents the work of an important creative individual, or possesses high artistic values.
4) Has yielded, or may be likely to yield, information important in prehistory or history Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
6 To understand the historic importance of a resource, sufficient time must have passed to obtain a scholarly perspective on the events or individuals associated with the resource. A resource less than 50 years old may be considered for listing in the CRHR if it can be demonstrated that sufficient time has passed to understand its historical importance (14 CCR 4852[d][2]).
The CRHR protects cultural resources by requiring evaluations of the significance of prehistoric and historic resources. The criteria for the CRHR are nearly identical to those for the National Register of Historic Places (NRHP), and properties listed or formally designated as eligible for listing in the NRHP are automatically listed in the CRHR, as are state landmarks and points of interest. The CRHR also includes properties designated under local ordinances or identified through local historical resource surveys.
California Health and Safety Code, §7050.5
California law protects Native American burials, skeletal remains, and associated grave goods, regardless of their antiquity, and provides for the sensitive treatment and disposition of those remains. California Health and Safety Code, §7050.5, requires that if human remains are discovered in any place other than a dedicated cemetery, no further disturbance or excavation of the site or nearby area reasonably suspected to contain human remains can occur until the County Coroner has examined the remains (California Health and Safety Code, §7050.5b).
California PRC §5097.98, also outlines the process to be followed in the event that remains are discovered. If the County Coroner determines or has reason to believe the remains are those of a Native American, the County Coroner must contact the California NAHC within 24 hours (California Health and Safety Code, §7050.5c)(State of California 2021). The NAHC will notify the most likely descendant. With the permission of the landowner, the most likely descendant may inspect the site of discovery. The inspection must be completed within 48 hours of notification of the most likely descendant by the NAHC. The most likely descendant may recommend means of treating or disposing of, with appropriate dignity, the human remains, and items associated with Native Americans.
California State Assembly Bill 52
Assembly Bill (AB) 52 of 2014 amended California PRC § 5097.94, and added California PRC §21073, 21074, 21080.3.1, 21080.3.2, 21082.3, 21083.09, 21084.2, and 21084.3. AB 52 established that tribal cultural resources must be considered under CEQA and also provided for additional Native American consultation requirements for the lead agency. California PRC §21074, defines tribal cultural resources as follows:
(a) Section 21074 of the Public Resources Code states that “tribal cultural resources” are either of the following:
(1) Sites, features, places, cultural landscapes, sacred places, and objects with cultural value to a California Native American tribe that are either of the following:
(A) Included or determined to be eligible for inclusion in the California Register Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
7 of Historical Resources.
(B) Included in a local register of historical resources as defined in subdivision (k) of §5020.1.
(2) A resource determined by the lead agency, in its discretion and supported by substantial evidence, to be significant pursuant to criteria set forth in subdivision (c) of §5024.1. In applying the criteria set forth in subdivision (c) of §5024.1 for the purposes of this paragraph, the lead agency shall consider the significance of the resource to a California Native American tribe. A cultural landscape that meets the criteria of subdivision:
(a) is a tribal cultural resource to the extent that the landscape is geographically defined in terms of the size and scope of the landscape. (b) A historical resource described in §21084.1, a unique archaeological resource as defined in subdivision (g) of §21083.2, or a “nonunique archaeological resource” as defined in subdivision (h) of §21083.2 may also be a tribal cultural resource if it conforms with the criteria of subdivision (a).
AB 52 formalizes the lead agency–tribal consultation process, requiring the lead agency to initiate consultation with California Native American tribes located on the contact list maintained by the Native American Heritage Commission (NAHC). This includes California Native American groups that are traditionally and culturally affiliated with the project, including tribes that may not be federally recognized. Lead agencies are required to begin consultation prior to the release of a negative declaration, mitigated negative declaration, or environmental impact report (EIR).
Section 9 of AB 52 establishes that “a project with an effect that may cause a substantial adverse change in the significance of a tribal cultural resource is a project that may have a significant effect on the environment.” Section 6 of AB 52 added §21080.3.2 to the California PRC, which states that parties may propose mitigation measures “capable of avoiding or substantially lessening potential significant impacts to a tribal cultural resource or alternatives that would avoid significant impacts to a tribal cultural resource.” Further, if a California Native American tribe requests consultation regarding Project alternatives, mitigation measures, or significant effects to tribal cultural resources, the consultation shall include those topics (California PRC §21080.3.2[a]). The environmental document and the mitigation monitoring and reporting program (where applicable) shall include any mitigation measures that are adopted (California PRC §21082.3[a]).
Native American Human Remains
State law (California PRC §5097 et seq.) addresses the disposition of Native American burials in archaeological sites and protects such remains from disturbance, vandalism, or inadvertent destruction; establishes procedures to be implemented if Native American skeletal remains are Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
8 discovered during construction of a project; and established the NAHC.
In the event that Native American human remains, or related cultural material are encountered, §15064.5(e) of the CEQA Guidelines (as incorporated from PRC §5097.98) and California Health and Safety Code, §7050.5, defines the subsequent protocol. In the event of the accidental discovery or recognition of any human remains, excavation or other disturbances shall be suspended on the site, or any nearby area reasonably suspected to overlie adjacent human remains or related material. Protocol requires that the County Coroner or Countyapproved Coroner represented be contacted in order to determine if the remains are of Native American origin. Should the coroner determine the remains to be Native American, the coroner must contact the NAHC within 24 hours. The most likely descendant may make recommendations to the landowner or the person responsible for the excavation work for means of treating, with appropriate dignity, the human remains, and any associated grave goods as provided in California PRC §5097.98 (14 CCR 15064.5(e))(State of California 2021).
2.3 Local
Tulare County
Chapter 8.6 of the Tulare County General Plan of 2012 promotes the preservation of cultural and historic resources through managing and protecting sites of cultural and archeological importance for the benefit of present and future generations (County of Tulare 2012). Some of the measures implemented by the County are:
ERM-6.1 Evaluation of Cultural and Archaeological Resources The County shall participate in and support efforts to identify its significant cultural and archaeological resources using appropriate State and Federal standards.
ERM-6.2 Protection of Resources with Potential State or Federal Designations The County shall protect cultural and archaeological sites with demonstrated potential for placement on the National Register of Historic Places and/or inclusion in the California State Office of Historic Preservation’s California Points of Interest and California Inventory of Historic Resources. Such sites may be of Statewide or local significance and have anthropological, cultural, military, political, architectural, economic, scientific, religious, or other values as determined by a qualified archaeological professional.
ERM-6.3 Alteration of Sites with Identified Cultural Resources When planning any development or alteration of a site with identified cultural or archaeological resources, consideration should be given to ways of protecting the resources. Development can be permitted in these areas only after a site specific investigation has been conducted pursuant to CEQA to define the extent and value of resource, and mitigation measures proposed for any impacts the development may have on the resource.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
9 ERM-6.4 Mitigation
If preservation of cultural resources is not feasible, every effort shall be made to mitigate impacts, including relocation of structures, adaptive reuse, preservation of facades, and thorough documentation and archival of records.
ERM-6.5 Cultural Resources Education Programs
The County should support local, State, and national education programs on cultural and archaeological resources.
ERM-6.6 Historic Structures and Sites
The County shall support public and private efforts to preserve, rehabilitate, and continue the use of historic structures, sites, and parks. Where applicable, preservation efforts shall conform to the current Secretary of the Interior’s Standards for the Treatment of Historic Properties and Guidelines for Preserving, Rehabilitating, Restoring, and Reconstructing Historic Buildings.
ERM-6.7 Cooperation of Property Owners
The County should encourage the cooperation of property owners to treat cultural resources as assets rather than liabilities, and encourage public support for the preservation of these resources.
ERM-6.8 Solicit Input from Local Native Americans
The County shall continue to solicit input from the local Native American communities in cases where development may result in disturbance to sites containing evidence of Native American activity and/or to sites of cultural importance.
ERM-6.9 Confidentiality of Archaeological Sites
The County shall, within its power, maintain confidentiality regarding the locations of archaeological sites in order to preserve and protect these resources from vandalism and the unauthorized removal of artifacts.
ERM-6.10 Grading Cultural Resources Sites
The County shall ensure all grading activities conform to the County’s Grading Ordinance and California Code of Regulations, Title 20, § 2501 et. seq..
City of Visalia
Under Chapter 3, the City’s Role and Tools for Preservation, in the General Plan of the City of Visalia defines a “cultural resources” as:
Chapter 3.3: Sites, structures, or any other physical evidence associated with human activity considered important to be culturally important. This includes archaeological resources and contemporary Native American resources in addition to the historic resources that are the subject of this chapter. Impacts of development on cultural resources of all kinds must be avoided to the Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
10 greatest extent possible, as described by policies in Chapter 6: Open Space and Conservation.
Under Chapter 6, Open Space and Conservation, within the General Plan of the City of Visalia the following policies are outlined for the preservation of cultural resources:
Chapter 6.5: OSC-P-39 Establish requirements to avoid potential impacts to sites suspected of being archeologically, paleontologically, or historically significant or of concern, by:
• Requiring a records review for development proposed in areas that are considered archaeologically or paleontologically sensitive.
• Determining the potential effects of development and construction on archaeological or paleontological resources (as required by CEQA).
• Requiring pre-construction surveys and monitoring during any ground disturbance for all development in areas of historical and archaeological sensitivity. • Implementing appropriate measures to avoid the identified impacts, as conditions of project approval.
In the event that previously unidentified historical, archaeological, or paleontological resources are discovered during construction, grading activity in the immediate area shall cease and materials and their surroundings shall not be altered or collected. A qualified archaeologist or paleontologist must make an immediate evaluation and avoidance measures, or appropriate mitigation should be completed, according to CEQA Guidelines. The State Office of Historic Preservation has issued recommendations for the preparation of Archaeological Resource Management Reports that will be used as guidelines. (City of Visalia 2014).
3.0 SETTING
This section of the report summarizes information regarding the physical and cultural setting of the Project area, including prehistoric, ethnographic, and historic contents of the general area.
Several factors; including topography, biological resources, and available water sources; affect the nature and distribution of the cultural periods of activity of an area. This background provides a context for understanding the nature of the cultural resources that may be identified within the region of the project.
3.1 Environmental Setting
The Project area is located in west Tulare County, approximately 5.3 miles north-northwest of Tulare, California within the San Joaquin Valley. The San Joaquin Valley is a long, narrow, northwest-trending, alluvial valley that lies between the Sierra Nevada Range to the east, and the Coast Ranges to the west (Wagner, 2002). The region was historically covered with native annual and perennial grasses including San Joaquin saltbush, valley oak savanna, riparian forest, and tule marsh (McNab and Avers, 1996; Munz and Keck, 1973). The climate consists of hot, Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
11 dry summers with cool, moist winters that provide the best climate for the neighboring pomegranate and citrus orchards and vineyards.
The Project area is best characterized historically as a rural ranching and agricultural region with large populations of both large and small mammals. Prehistorically, the larger mammals inhabiting the Project area would have included mule deer (Odocoileus hemionus californicus), black-tailed deer (O. hemionus columbianus), tule elk (Cervus elaphus nannoides), pronghorn antelope (Antilocarpa Americana), mountain lion (Felis concolor), and black bear (Ursus americanus) (Jameson and Peeters 1988). The small mammals that historically inhabited the Project area included rabbit (Sylvilagus sp.), black-tailed jackrabbit (Lepus californicus), western gray squirrel (Sciurus griseus), coyote (Canis latrans), and gray fox (Urocyon cinereoargenteus).
The Project site is currently being used for agricultural production and the entire lot has been cleared and maintained aside from several scattered trees.
3.2 Cultural Setting
Cultural resources include prehistoric-era archaeological sites, historic-era archaeological sites, Native American traditional cultural properties, sites of religious and cultural significance, and historical buildings, structures, objects, and sites. The importance of any single cultural resource is defined by the context in which it was first created, current public opinion and modern yet evolving analysis. From the analytical perspective, temporal and geographic considerations help to define the historical context of the Project area. The importance or significance of a cultural resource is in part described by the context in which it originated or developed. National Park Service Bulletin 16a (1997) describes a historic context as “information about historic trends and properties grouped by an important theme in prehistory or history of a community, state, or the nation during a particular period of time.” A context links an existing property to important historic trends, and this allows a framework for determining the significance of a property. Given this, a major goal of the historian is to determine accurate themes of analysis, a task that can only be undertaken by a thorough review of previous researchers’ thoughts and ideas, as well as reviewing the literature of the resources.
In California, historians have divided the past into broad categories based on climate models, archaeological dating and written histories. Paleontologists divide time into much larger segments, with defined and named periods of time shortening in timespan as the modern era is reached. For the purposes of this analysis, these periods in history have been summarized below.
3.2.1 Prehistoric Setting
During the Early Holocene epoch (9700 to 4000 B.C.), large game hunting societies populated the area. Culturally significant surface finds in the Tulare Basin have yielded some projectile points similar to particular Paleoindian varieties (i.e., Western Clovis), suggesting an initial occupation pre-dating approximately 11,300 years before present (B.P.). The Middle Holocene epoch (4000 to 1000 B.C.) is characterized by Pinto-like points and groundstone tools, although Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
12 the association between the epoch and specific societies is not certain.
Olsen and Payen (1968) developed a chronology of four temporally distinct complexes for sites found within the southern San Joaquin Valley. The first complex, the Positas Complex, ranges from 3300 to 2600 B.C. and is characterized by small, shaped mortars, short cylindrical pestles, milling stones, perforated flat cobbles, and sea snail shell beads. The second complex is the Pacheco Complex which ranges from approximately 2600 B.C. to 300 A.D. This complex is divided into Phase B and Phase A. Phase B ranges from 2600 B.C. to 1600 B.C. and is characterized by biface arrow points, abalone shell ornaments, and sea snail shell beads. Phase A ranges from 1600 B.C. to 300 A.D. and is represented by more variation in shell bead types, perforated canine teeth, bone awl, whistles, grass saws, large stemmed and side-notched points, and an abundance of milling stones, mortars, and pestles. The third complex, the Gonzaga Complex, ranges from 300 to 1000 A.D. and is characterized by extended burials, bowl mortars, shaped pestles, squared and tapered stem projectile points, bone awls, grass saws, and a shell industry composed of distinctive shell ornaments and beads. Lastly, the Panoche Complex ranges from 1500 A.D. to European contact (mid to late 1700 A.D.) and is characterized by the presence of fewer milling stones, varied mortars and pestles, small side-notched arrow points, clamshell disc beads, bone awls, whistles, saws, and tubes.
3.2.2 Ethnographic Setting
Penutian-speaking Yokuts tribal groups occupied the southern San Joaquin Valley region and much of the nearby Sierra Nevada. Ethnographic information about the Yokuts was collected primarily by Powers (1971, 1976 [originally 1877]), Kroeber (1925), Gayton (1930, 1948), Driver (1937), Latta (1977) and Harrington (n.d.). For a variety of historical reasons, existing research information emphasizes the central Yokuts tribes who occupied both the valley and particularly the foothills of the Sierra. The northernmost tribes suffered from the influx of EuroAmericans during the Gold Rush and their populations were in substantial decline by the time ethnographic studies began in the early twentieth century. In contrast, the southernmost tribes were partially removed by the Spanish to missions and eventually absorbed into multi-tribal communities on the Sebastian Indian Reservation (on Tejon Ranch), and later the Tule River Reservation and Santa Rosa Rancheria to the north. The result is an unfortunate scarcity of ethnographic detail on southern Valley tribes, especially in relation to the rich information collected from the central foothills tribes where native speakers of the Yokuts dialects are still found. Regardless, the general details of indigenous lifeways were similar across the broad expanse of Yokuts territory, particularly in terms of environmentally influenced subsistence and adaptation and with regard to religion and belief, which were similar everywhere.
This scarcity of specific detail is particularly apparent in terms of southern valley tribal group distribution. The San Joaquin Valley floor, and thus the study area, was occupied by these southern Valley Yokuts speakers, themselves divided into a series of autonomous “tribelets,” the boundaries of which are not well defined. The Yauelmani Yokuts lived from the Kern River area, in modern Bakersfield, to the southeast corner of the valley, on the Tejon Ranch, thus likely including the study area. The Hometwali were centered around Kern Lake, while the Tulamni occupied the west side of Buena Vista Lake and the foothills of the Temblors, at least to Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
13 McKittrick. The Tuhohi resided from the Kern River delta north to the Goose Lake area and west to the sloughs near Buttonwillow. Yokuts villages apparently extended up to, but not into, the mouths of the canyons on the northern and western fronts of the Tehachapi Mountains, well into the foothills and lower elevations of the Sierra Nevada on the east, and to the crest of the Temblor Range on the west. The Yokuts are Penutian speakers and are linguistically related to northern occupants of the San Joaquin Valley.
The Yokuts settlement pattern was largely consistent, regardless of specific tribe involved.
Winter villages were typically located along lakeshores and major stream courses (as these existed circa AD 1800), with dispersal phase family camps located at elevated spots on the valley floor and near gathering areas in the foothills.
Most Yokuts groups, again regardless of specific tribal affiliation, were organized as a recognized and distinct tribelet; a circumstance that almost certainly pertained to the tribal groups noted above. Tribelets were land-owning groups organized around a central village and linked by shared territory and descent from a common ancestor. The population of most tribelets ranged from about 150 to 500 peoples (Kroeber 1925).
Each tribelet was headed by a chief who was assisted by a variety of assistants, the most important of whom was the winatum, a herald or messenger and assistant chief. A shaman also served as religious officer. While shamans did not have any direct political authority, as Gayton (1930) has illustrated, they maintained substantial influence within their tribelet.
Shamanism is a religious system common to most Native American tribes. It involves a direct and personal relationship between the individual and the supernatural world enacted by entering a trance or hallucinatory state (usually based on the ingestion of psychotropic plants, such as jimsonweed or more typically native tobacco). Shamans were considered individuals with an unusual degree of supernatural power, serving as healers or curers, diviners, and controllers of natural phenomena (such as rain or thunder). Shamans also produced the rock art of this region, depicting the visions they experienced in vision quests believed to represent their spirit helpers and events in the supernatural realm (Whitley 1992, 2000).
The centrality of shamanism to the religious and spiritual life of the Yokuts was demonstrated by the role of shamans in the yearly ceremonial round. The ritual round performed the same each year, started in the spring with the jimsonweed ceremony, followed by rattlesnake dance and (where appropriate) first salmon ceremony. After returning from seed camps, fall rituals began in the late summer with the mourning ceremony, followed by first seed and acorn rites and then bear dance (Gayton 1930:379). In each case, shamans served as ceremonial officials responsible for specific dances involving a display of their supernatural powers (Kroeber 1925).
Subsistence practices varied from tribelet to tribelet based on the environment of residence.
Throughout Native California, and Yokuts territory in general, the acorn was a primary dietary component, along with a variety of gathered seeds. Valley tribes augmented this resource with lacustrine and riverine foods, especially fish and wildfowl. As with many Native California tribes, the settlement and subsistence rounds included the winter aggregation into a few large villages, where stored resources (like acorns) served as staples, followed by dispersal into Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
14 smaller camps, often occupied by extended families, where seasonally available resources would be gathered and consumed.
Although population estimates vary and population size was greatly affected by the introduction of Euro-American diseases and social disruption, the Yokuts were one of the largest, most successful groups in Native California. Cook (1978) estimates that the Yokuts region contained 27 percent of the aboriginal population in the state at the time of contact; other estimates are even higher. Many Yokuts people continue to reside in the southern San Joaquin Valley today.
3.2.3 Historic Setting
In California, the historic era is divided into three general periods: the Spanish or Mission Period (1769 to 1821), the Mexican or Rancho Period (1821 to 1848), and the American Period (1848 to present). The mission system, which ultimately established 21 missions between 1796 and 1822, consisted of missions, presidios, and pueblos, and was designed to convert the indigenous peoples of California to Christianity and assimilate them under Spanish rule (Gudde 1998).
The Spaniards were the first non-Indians to enter the San Joaquin Valley. Pedro Fages led a group of soldiers through Tejon Pass into the San Joaquin Valley in 1772 (Wallace 1978:459). In 1776, Spanish missionaries visited the area now known as Bakersfield; the event was documented by Franciscan friar Francisco Garcés. Father Garcés described the Kern River, which he named Rio de San Felipe, and visited the Yokuts community of Woilu, a village situated on the land modern Bakersfield would later occupy. While visiting Woilu, Father Garcés performed the first European baptism in the San Joaquin Valley. The Franciscans returned to their base at Mission San Gabriel following a route through the Tehachapi Mountains that functioned as the primary road until 1876, when the Southern Pacific Railroad created an alternate route.
Lieutenant Gabriel Moraga led a group of Spanish explorers into the San Joaquin Valley in 1806 (Clough and Secrest 1984:25–27). Moraga’s party intended to locate new lands for missions, find and return runaway Indians, and relocate stolen livestock. Moraga is credited with naming both the Kings and San Joaquin rivers. By the early 1820s, the expansion of missions in California ceased as a result of Mexico’s independence from Spain (Clough and Secrest 1984:26). In 1827, the 17-man expedition led by Jedediah Smith entered the region and signaled the earliest American presence in the Kern County area (Clark 1998). Smith’s adventures included friendly encounters with the Southern Yokuts near the Kings River and trapping and camping along the San Joaquin River (Clough and Secrest 1984:27). After Smith’s visit, other trappers followed until about 1837, by which time fur-bearing animals had been nearly exterminated from the valley.
Visalia, then called Four Creeks, was settled in 1852. In this same year Tulare County was officially formed from parts of Mariposa County. By 1858 Visalia was added to John Butterfield's Overland Stage route from St. Louis to San Francisco. In these early years Visalia was a used as a supply center for the nearby gold mining operations along the Kern River.
During this time Visalia’s agricultural economy was based predominantly around livestock. In Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
15 1872 the Southern Pacific Railroad constructed train tracks throughout the San Joaquin Valley, and with this a shift was triggered in Visalia’s agricultural economy to one revolving around field crops. By 1874 Visalia was incorporated as a city in Tulare County. The next major economic change was brought about by the increased availability of irrigation water, resulting in the conversion of large grain fields to small farms, where citrus, grapes, olives, and deciduous fruits were raised. These crops are a mainstay of the region’s economy today (City of Visalia 2023).
4.0 ARCHIVAL RECORDS SEARCH
4.1 South Central Coastal Information Center
The Project area is located in the USGS Visalia 7.5’ Series Quadrangle (USGS 2021). On October 13, 2023, Soar submitted a records search request to the Southern San Joaquin Valley Information Center (SSJVIC) located at the California State University, Bakersfield (Appendix A). The records search included a 0.5-mile buffer around the Project area. The results from the records search indicate two (2) cultural resource studies have been conducted within the Project area (Table 1). According to the information on file, there is one (1) resource within the Project area (Table 2).
Table 1. Survey Reports within the Project area
Report No. Year
Author(s)/
Affiliation Title
TU-00041 1995 Self, William/
William Self
Associated
Class I Overview, Santa Fe Pacific Pipeline Partners,
L.P., Proposed Concord to Colton Pipeline Project
TU-01190 1957
Mitchell, Annie
R./ Westernlore
Press
Jim Savage and the Tulareño Indians
Table 2. Resources within the Project area
Primary # Type Description
P-54-002177 Structure Nineteenth-century earthenware irrigation ditch, HP20 There are two (2) recorded resources within the 0.5-mile record search radius (Table 3). There were seven (7) reports identified within a 0.5-mile radius of the Project area (Table 4).
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
16 Table 3. Survey Reports within 0.5 Mile of the Project area Report No. Year Author(s)/ Affiliation Title
TU-00246 1979
Cantwell, R.J./
Individual
Consultant
Archaeological and Historical Survey Report for
the Walnut Avenue Extension from Watson Ditch
Near Shirk Road to the Termination of Road 86,
Visalia, California
TU-00247 1979
Cantwell, R.J./
California Department
of Transportation
Historic Property Survey Report for the Extension
of Walnut Avenue, Road A288 and Road 86,
Approximately Two and a Half Miles of New
Road, from Watson Ditch to Southern Terminus of
Akers Road
TU-00960 1989
Chavez, David/ CH2M
Hill, David Chavez &
Associates
Historic Resources Evaluation Repot for a Proposed
Freeway Project in Visalia
TU-00962 1990
Unknown/ CH2M Hill,
David Chavez
& Associates
Historic Property Survey Report for a Proposed
Freeway Project in Visalia
TU-00963 1989
Chavez, David/ CH2M
Hill, David Chavez &
Associates
Archaeological Survey Report for a Proposed
Freeway Project in Visalia
TU-00964 1989
Chavez, David/ CH2M
Hill,
Historic Architectural Survey Report for the State
Route 198 Draft Environmental Impact Report
TU-01006 1999
Binning, Jeanne and
Chick, Phil/ California
Department of
Transportation
Negative Archaeological Survey Report to Perform
Replacement Plan for Freeze Damage to
landscaping Along Portions of State Route 198 In
and Near Visalia
Table 4. Resources within 0.5 Mile of the Project area
Primary # Type Description
P-54-003667 Building 400 Block of Roeben Road - Two Residences and Associated Outbuildings on Roeben Road, ca. 1940s/1970s
P-54-003670 Building Cottonwood Court Historic Residence, ca 1980s There are no recorded cultural resources within the Project area or radius that are listed in the National Register of Historic Places, the California Register of Historical Resources, the California Points of Historical Interest, California Inventory of Historic Resources, or the California State Historic Landmarks.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
17 4.2 Sacred Lands File & Native American Contacts List Request The California Native American Heritage Commission (NAHC) was contacted on October 13, 2023, to conduct a Sacred Lands File (SLF) search, and to obtain a list of tribes culturally and geographically affiliated with the Project area (Appendix B). On December 1, 2023, the NAHC indicated there are no Native American traditional cultural places or sacred sites within or near the Project area. The NAHC provided a list of five (5) Tulare County Native American groups and individuals affiliated with the local tribes. On December 4, 2023 Ms. Froshour sent letters to all individuals describing the location, and the nature of the project. In each letter, Ms. Froshour included a request for information regarding prehistoric, historic, ethnographic land use, as well as contemporary Native American values.
Soar Environmental did not receive comments from the Tulare County Native American groups or affiliated individuals regarding the proposed development at the project location.
4.3 National Register of Historic Places (NRHP) Eligibility Evaluation Historical Context and Construction History
The South Fork Persian Ditch is located in west Visalia, California within the 3rd hydrologic unit of the Kaweah Delta Water Conservation District. The ditch branches off from Watson Ditch and flows south and west for approximately 2.5 miles before terminating at the Persian Ditch.
Previous cultural resources surveys in the area indicate that the ditch was first visible on Thompson’s 1892 map and first appears on USGS topographic maps in 1927. The ditch is visible on aerial photographs as early as 1956. Alignment of the South Fork Persian Ditch has changed since its original construction between 1854 and 1856 with a major shift noted on topo maps between 1942 and 1946 when the ditch was altered from its northeast to southwest alignment to a north to south alignment along the west side of South Roeben St and an east to west alignment once it reaches the area between West Tempe Ave and West Howard Court (Nationwide Environmental Title Research, LLC 2020). The northern-most portion of the ditch was more recently modified to a west to east alignment between 2003 and 2004 (Google Earth 2022).
Earthen Irrigation Ditches in the San Joaquin Valley
Settlers in the San Joaquin Valley were among the first farmers in California to put in utility works specifically designed for use in irrigation. During the late 1850s and 1860s these short, roughly made, earthen ditches diverted water by means of temporary brush dams constructed across the lower courses of the streams running west out of the Sierra. The earliest of these ditches were built in the vicinity of Visalia in 1852-1853 with the Persian Ditch being one of the earlier ditches constructed in 1854 and the nearby Watson Ditch between 1855 and 1856 (Mitchell 1974). Other irrigation ditches spread out through the Kaweah River and Kings River deltas throughout the 1860s. Many of these early irrigation ditch systems were destroyed by the great floods of 1862 and 1868, despite these losses the San Joaquin Valley farmers continued to experiment with irrigation methods. By 1870, most of the approximately 60,000 irrigated acres in California were small diversions in Southern California and irrigation from former mining Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
18 ditches in the Sierra foothills. Farmers had also begun to irrigate bottom lands along the streams in the southern San Joaquin Valley (Pisani 1984). In the first decades of the twentieth century, many private enterprise irrigation systems in the San Joaquin Valley, as in Southern California, were acquired by irrigation districts formed by local residents (Adams 1929). The most common absorption occurred when local citizens formed an irrigation district covering the area served, and then purchased the commercial canals serving it. After irrigation districts took over in the 1910s and 1920s in the San Joaquin Valley, they typically replaced the wooden headgates, control structures, and diversion works with concrete structures (Jelinek 1982). Many canals remain earth lined, however, although areas with high seepage losses or problems with high groundwater tables installed linings in their originally earth-lined conduits.
Period of Significance
The ditch was constructed between 1854 and 1856 by farmers and other water users holding stock in what is now the Persian Ditch Company, created in ca. 1936, to transport water from Mill Creek for irrigation purposes. If eligible, the South Fork Persian Ditch would have a period of significance from approximately 1854 to present. This date range is based on historic maps of the City of Visalia and Tulare County.
Significance
South Fork Persian Ditch is potentially significant under Criterion A. The ditch is a mostly unlined earthenware irrigation ditch used by the city of Visalia. The ditch does not represent a unique association with agricultural activities at the local, state, or national levels. The ditch is associated with events that have made a significant contribution to the broad patterns of our history as part of the earliest irrigation ditch systems in Visalia. South Fork Persian Ditch is not significant under Criterion B. because the ditch is not associated with the lives of significant persons in our past. The design and construction, as well as modifications, were not by any one individual or individuals in the city of Visalia with particular significance at the local, state, or national levels. South Fork Persian Ditch is not significant under Criterion C. because the use of the earth in the construction of irrigation ditches has been common for over 150 years in the region and has been used since the planting of agricultural fields in Visalia. The ditch does not embody the distinctive characteristics of a type, period, or method of construction, nor does it represent the work of a master, possess high artistic values, or represent a significant and distinguishable entity whose components may lack individual distinction. The ditch is constructed of common materials and has been repaired and modified using typical methods and technologies. South Fork Persian Ditch is not significant under Criterion D. because the ditch is not a significant or likely source of important information about the construction of irrigation ditches, agricultural fields, or the materials or technologies employed in their construction and operation.
Integrity
The South Fork Persian Ditch is potentially significant under Criterion A and not significant under Criteria B-D. The ditch, however, have experienced changes in its alignment, alterations to Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
19 its immediate and landscape surroundings (including suburbanization along certain of their segments and the construction of modern bridge crossings), and the replacement of its original water control features with modern equipment (such as concrete culverts and metal gates). The ditch therefore lacks integrity of original location, setting, design, materials and feeling and it cannot convey its historical association and is therefore not eligible for the NRHP. Integrity of location design, materials, and workmanship, setting, feeling, and association is relatively low within the period of significance.
Determination of Eligibility
In view of this analysis, SOAR finds the South Fork Persian Ditch lacks significance and is not eligible for the NRHP.
Finding of Effect
The proposed Project is a 224-unit housing subdivision in Tulare County. The South Fork Persian Ditch is not NRHP eligible. The Project area is not located within any known historic districts or landscapes. The proposed construction would be limited to the 59.13-acre property, in addition to the 4.15 acres allocated to the development of a park dedicated to the City. As a result, SOAR finds No Historic Properties Affected (800.4[d][1]) for this undertaking.
5.0 PREVIOUS DISTURBANCES IN THE PROJECT AREA
The Project area is located within an area that has undergone anthropogenic modifications, primarily from activities related to residential development and agricultural activities. Likewise, the surface of the Project area has undergone surface grading and intense subsurface disturbance from previous residential construction and agricultural plowing. In some cases, the graded surface could exceed 24 inches (60 centimeters). This disturbance could exceed 5 feet (1.524 meters) in some areas.
In summary, the following previous disturbances have occurred within or immediately adjacent to the Project area:
• Surface grading and maintenance of current and historic roads • Subsurface plowing, tilling, and harvesting due to agricultural activities • Surface grading and subsurface disturbance for main building, outbuilding construction.
6.0 FIELD SURVEY METHODS AND RESULTS
The basic criteria for determining the presence of prehistoric and historic cultural resources in local urban and rural settings generally includes:
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
20 • Presence of flaking debris derived from stone tool manufacturing • Presence of marine shell and/or other faunal remains
• Occurrence of material culture artifacts
• Surface expressions of cultural features
• Bedrock mortars and related milling features/components • Soil discolorations or atypical soil manifestations
• Stone/adobe features associated with structural remains • Diagnostic ceramics derived from Spanish, Mexican, or later periods • Historic iron and glassware, cans, privy pits, domestic occupational debris This investigation included the following tasks:
• Review of regional history and previous cultural resource sites and studies within the Project area and the vicinity.
• Examination of archival topographic maps and aerial photographs for the Project area and the general vicinity.
• Request of a California Historical Resources Information System data request of the Project area and 0.50-mile radius through the Southern San Joaquin Valley Information Center.
• Request of a NAHC Sacred Lands File Search for the Project area and 0.50-mile radius.
Contact with Tribal groups and individuals as named by the NAHC. • Evaluate the potential for the proposed Project to result in significant impacts to cultural resources including the potential to impact buried cultural resources with no surface expression.
• Intensive Phase 1 pedestrian survey with transect intervals of 50 feet (15 meters) of the Project area.
• Develop recommendations associated with impacts to cultural resources following the guidelines as outlined in the Regulatory Setting.
Ms. Froshour conducted the field survey of the Project area on November 18, 2023. The Project area was examined by systematic pedestrian inspection of the ground surface. Transect intervals Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
21 varied from 50 feet (15 meters). Disturbances immediately adjacent to the Project area were also examined for primary and secondary surface archaeological indicators.
The approximately 59.13-acre Project area consists mostly of undeveloped agricultural fields (Figures 5-15). Irrigation ditches, dirt roads, and contemporary irrigation features (e.g., standing pipes, culverts, pumps) exist within the Project footprint. The surface visibility of the Project area, defined as the approximate percentage of native soils visible during field survey of a given project component, was estimated at 90-100% within the Project area. The ground surface was covered by approximately 53.53-acres of active agricultural land with tree groves covering 5.6 acres, comprised of approximately 30 valley oaks (Quercus lobata), in the northwestern portion of the property (Figure 15).
No prehistoric cultural resources were identified within the Project area as a result of the intensive pedestrian survey. However, one (1) nineteenth-century irrigation ditch was identified within the Project area: the South Fork Persian Ditch was previously recorded in 1995 and again in 2022.
South Fork Persian Ditch
This resource is a short segment of the nineteenth century South Fork Persian Dith located on valley flats within the city limits of Visalia. The recorded segment measures approximately 518 feet long by 15 feet wide by 4 feet deep and is situated at an elevation range between 305 feet and 306 feet above sea level. During the current investigation, Soar Environmental investigated only that portion of the linear resource within the Project area, which runs in an east-west direction for approximately 0.75 mi. The ditch is earthen in construction and has contemporary irrigation features associated with it (i.e., concrete culverts, corrugated sheet metal culverts, sluice gates).
The ditch was constructed between 1854 and 1856 by farmers and other water users holding stock in what is now the Persian Ditch Company, created in ca. 1936, to transport water from Mill Creek for irrigation purposes. The ditch serves as a short distributary for the Persian Ditch to the north and the Watson Ditch to the south. The course of the South Fork Persian Ditch has changed subsequently between 1942 and 1946 as evidenced on USGS topographic quadrangles, and no longer maintain integrity from its original location. No artifacts or related cultural materials of any kind were observed on or immediately adjacent to the ditch. The resource is in good condition; however, it lacks integrity to its period of construction due to decades of agricultural activities, ditch modifications, and road maintenance. The ditch also now lacks integrity of setting, design, materials, feeling and association. As common property types lacking integrity, it is recommended as not eligible for listing in the California Register of Historical Resources (CRHR). Based on these findings, the development of the 4Creeks Elliot SJVH Project will not result in adverse impacts to know significant or unique resources as defined by California Environmental Quality Act CEQA.
In addition, three (3) isolate isolated ceramic sherds potentially derived from a primary or secondary archaeological context were observed on the surface of the Project area (Table 5).
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
22 Table 5. Isolates Recorded within the Project area
Isolate # Type Description
IF-01-2023 Ceramic Refined earthenware, white glaze with blue band, thick possible serving dish/platter sherd
IF-02-2023 Ceramic Refined earthenware body sherd, cream/yellow colored glaze
IF-03-2023 Ceramic Refined earthenware sherd, light cream-colored glaze, possible platter sherd
In summary, one (1) existing in situ cultural resource was observed on the surface of the Project area, a nineteenth-century irrigation ditch associated with irrigation systems throughout the City of Visalia, with three (3) isolated ceramic sherds observed on the surface of the Project area.
7.0 RECOMMENDED ACTIONS AND MITIGATION MEASURES
There appears to be a moderate possibility for subsurface cultural resources in the Project area, based on the results of the archival research, and the fact that one (1) known resource have been detected during previous disturbances within the Project area. There are no recorded cultural resources within the 0.5-mile buffer radius that are listed in the National Register of Historic Places, the California Register of Historical Resources, the California Points of Historical Interest, California Inventory of Historic Resources, or the California State Historic Landmarks.
No site testing or mitigation measures are recommended or required, unless previously undiscovered cultural resources are detected during construction.
The intensive Phase I pedestrian survey was conducted on November 18, 2023, with parallel transects spaced at 50 feet (15-meter) intervals walked across the entire Project area. No prehistoric resources were identified, but segments of one (1) nineteenth-century irrigation ditch was documented within the Project area: the South Fork Persian Ditch. The ditch dates from 1854 – 1856 and reflects the establishment of an irrigation system in this portion of Tulare County. It thus could be potentially eligible for CRHR listing due to its association with this important historic event (CRHR Criterion 1). It has no known association with an important historical figure (CRHR Criterion 2) and, as common property types, is not notable in terms of design, materials, or engineering (CRHR Criterion 3). It also lacks research value not better provided by historical records and documents (CRHR Criterion 4).
The ditch, however, has experienced changes in its alignment, alterations to its immediate and landscape surroundings (including suburbanization along certain of their segments and the construction of modern bridge crossings), and the replacement of its original water control features with modern equipment (such as concrete culverts and metal gates). The ditch therefore lacks integrity of original location, setting, design, materials and feeling and it cannot convey its historical association.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
23 The South Fork Persian Ditch is recommended as not CRHR eligible, and it does not constitute significant or unique historical resources under CEQA due to its lack of integrity. No other cultural resources of any kind were identified during a Phase I study of the Project area. The proposed 4 Creeks Elliot SJVH Project therefore does not have the potential to result in adverse impacts to know historical properties.
A potential always exists to encounter previously undetected cultural resources. If cultural materials (prehistoric and/or historic artifacts) are detected during the course of ground disturbances associated with this project, all work in the immediate area of the find shall be halted until a qualified archaeologist can inventory and assess the significance of the find(s). At that point, the resources shall be evaluated in accordance with the procedures set forth in the California Environmental Quality Act (CEQA) 21083.2, sections 15064.5 and 15126.4, and the criteria regarding resource eligibility to the California Register of Historic Resources (CRHR).
If a resource cannot be avoided, then the resource must be examined vis-à-vis the provisions in the County Guidelines, and CEQA Sections 15064.5 and 15126.4 and the eligibility criteria as an “important” or “unique archaeological resource”, as appropriate. In many cases, determination of a resource’s eligibility can only be made through extensive research and archaeological testing.
Human remains are addressed by State of California Health and Safety Code Section 7050.5.
This code section states that no further disturbance shall occur until the County Coroner has made a determination of the origin and disposition of the remains, pursuant to Public Resources Code Section 5097.98. The County Coroner must be notified of the find immediately. If the human remains are determined to be prehistoric/ethnohistoric Native American remains, the Coroner will notify the Native American Heritage Commission (NAHC), which will determine and notify a Most Likely Descendent (MLD). The MLD shall complete the inspection of the site within 24 hours of notification, and may potentially recommend scientific removal, reburial, nondestructive analysis of human remains, and/or specific treatment of associated burial goods.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
24 8.0 REFERENCES CITED
Adams, Frank.
1929 Irrigation Districts in California, Bulletin No. 21. California Department of Public Works, Reports of the Division of Engineering and Irrigation. California State Printing Office, Sacramento, California.
Arguelles, Marcus R., with Michael J. Moratto
1983 Overview of Cultural Resources, Kern and Pixley National Wildlife Refuges, California. Submitted to U.S. Fish and Wildlife Service, Portland, Oregon.
Bennyhoff, James A.
1977 The Ethnogeography of the Plains Miwok. Center for Archaeological Research at Davis Publication No. 5. Department of Anthropology, University of California, Davis, California.
City of Visalia
2014 Electronic Reference:
https://www.visalia.city/depts/community_development/planning/gp.asp.
Accessed: November 2, 2023.
2023 Electronic Reference: https://www.visalia.city/about/history_of_visalia.asp.
Accessed: October 12, 2023.
Clark, Matthew
1998 An Archaeological Reconnaissance of Nine Alternative Sites for the Proposed Stanislaus County Public Safety Center, Stanislaus County, California. Holman & Associates Archaeological Consultants, San Francisco, California. Submitted to Redwood Consulting Group, San Rafael, California.
Clough, Charles W., and William B. Secrest, Jr.
1984 Fresno County—The Pioneer Years: From the Beginnings to 1900, edited by Bobbye Sisk Temple. Panorama West Books, Fresno, California.
Cook, Sherburne F.
1955 The Aboriginal Populations of the San Joaquin Valley, California. University of California Press Anthropological Records 16(2). Berkeley. 1978 Historical Demography. In Handbook of North American Indians, Volume 8, California, R. F. Heizer, editor, pp. 91-98. Washington, D.C., Smithsonian Institute.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
25 County of Tulare
2012 Electronic Reference: https://generalplan.co.tulare.ca.us/. Accessed: November 2, 2023.
Davis, G. H., J. H. Green, F. H. Olmstead, and D. W. Brown 1959 Groundwater Conditions and Storage Capacity in the San Joaquin Valley, California. U.S. Geological Survey Water Supply Paper 1469. Prepared in cooperation with California Division of Water Resources, Sacramento.
Driver, H.E.
1937 Cultural Element Distributions: VI, Southern Sierra Nevada. University of California Anthropological Records 1(2):53-154. Berkeley, California.
Fredrickson, David A., and Joel W. Grossman
1966 Radiocarbon Dating of an Early Man Site at Buena Vista Lake, California. Paper presented at the Annual Meeting of the Society for American Archaeology, Reno, Nevada.
Gayton, A.H.
1930 Yokuts-Mono Chiefs and Shamans. University of California Publications in American Archaeology and Ethnology 24. Berkeley, 361-420. 1948 Yokuts and Western Mono Ethnography. University of California Anthropological Records 10:1–290. Berkeley, California.
Gifford, Edward W., and W. E. Schenck
1926 Archaeology of the San Joaquin Valley, California. University of California Publications in American Archaeology and Ethnology 23(1):1- 122.
Google Earth Pro 7.3.6.9345.
2022 Visalia Region, Visalia, California. 36.318064, -119.362946. Borders and labels; places layers. Electronic Reference: http://www.google.com/earth/index.html.
Accessed: November 20, 2013.
Grossman, Joel W.
1968 Early Cultural Remains at Buena Vista Lake, California: Report on the 1965 Season of Field Investigations. California Department of Parks and Recreation, Sacramento, California.
Gudde, Erwin G.
1969 1000 California Place Names. University of California Press, Berkeley, California.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
26 Hall, Matthew C.
1993 Archaeology of Seven Prehistoric Sites in Tiefort Basin, Fort Irwin, San Bernardino County, California, with contributions by M. E. Basgall, D. A. Jones, M. G. Delacorte, M. R. Waters, C. A. Hunter, P. D. Bouey, T. M. Origer, and K.
R. McGuire. Far Western Anthropological Research Group, Inc., Davis, California. Submitted to the U.S. Army National Training Center, Fort Irwin, California.
Harrington, John Peabody
n.d. Yokuts ethnographic notes. National Anthropological Archives.
Heady, H. F.
1977 Valley Grassland. In Terrestrial Vegetation of California, edited by Michael G.
Barbour and Jack Major, pp. 491–514. Wiley-Interscience, New York.
Jelinek, Lawrence J.
1982 Harvest Empire: A History of California Agriculture. 2nd ed. Boyd & Fraser Publishing Company, San Francisco, California.
Jepson, Willis L.
1925 A Manual of the Flowering Plants of California. University of California Press, Berkeley and Los Angeles, California.
Kirkland, Jerry
2010 School District Origins in Kern County California. Kern County Superintendent of Schools. Bakersfield, California.
Kroeber, Alfred L.
1925 Handbook of the Indians of California. California Book Company Limited, Berkeley, California.
1939 Cultural and Natural Areas of Native North America. University of California Publications in American Archaeology and Ethnology 38:1–240. Berkeley, California.
Latta, F. F.
1977 Handbook of the Yokuts Indians. Bear State Books, Santa Cruz, California.
McNab, W. Henry, and Peter E. Avers
1996 Ecological Subregions of the Unites States. U.S. Forest Service.
Mitchell, Annie R.
1974 A Modern History of Tulare County. Limited Editions of Visalia, Inc. Visalia, California.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
27 Moratto, Michael J.
1984 California Archaeology. Academic Press, Orlando and London.
Munz, Phillip A.
1959 A California Flora. University of California Press, Berkeley, California.
Munz, Phillip, and David D. Keck
1973 A California Flora with Supplement. University of California Press, Berkley.
National Park Service.
1997 Electronic Reference: www.nps.gov/subjects/nationalregister/upload/NRB16A‐ Complete.pdf. Accessed October 12, 2023.
Nationwide Environmental Title Research, LLC
2020 Electronic Reference: www.historicaerials.com. Accessed October 12, 2023.
Oakeshott, Gordon B.
1971 California’s Changing Landscapes, A Guide to the Geology of the State.
McGraw-Hill, New York.
Olsen, W.H. and L.A. Payen.
1968 Archeology of the Little Panoche Reservoir, Fresno County, California.
Pisani, Donald.
1984 From the Family Farm to Agribusiness: The Irrigation Crusade in California and the West, 1850-1931. University of California Press, Berkley, California.
Pittman, Ruth
1995 Roadside History of California. Mountain Press, Missoula, Montana.
Powers, Stephen
1971 The Yokuts Dance for the Dead. In R.F. Heizer and M.A. Whipple, editors, pp. 513-519, The California Indians: A Source Book (second edition). Berkeley, University of California Press (original 1877).
1976 Tribes of California. Berkeley, University of California Press (original 1877) Riddell, Francis A., and William H. Olsen
1969 An Early Man Site in the San Joaquin Valley. American Antiquity 34:121–130 State of California.
2021 Electronic Reference: https://leginfo.legislature.ca.gov/faces/home.xhtml.
Accessed October 12, 2023.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
28 United States Congress.
2016 Electronic Reference: https://ncshpo.org/resources/national-historic-preservationact-of-1966/. Accessed October 12, 2023.
United States Department of the Interior
1997 Guidelines for Completing National Register of Historic Places Forms: Part A How to Complete the National Register Registration Form. National Park Service, National Register of Historic Places, Washington DC.
United States Department of Agriculture (USDA)
1981 Soil Survey of Tulare County, California. Soil Conservation Service and Forest Service. In cooperation with University of California Agricultural Experiment Station.
United States Geological Survey (USGS)
2021 Visalia Quadrangle, California. 1:24,000 scale. United States Geological Survey, Denver. Map on file, California Division of Mines and Geology Library, Sacramento.
Wagner, D.L.
2002 California Geomorphic Provinces. California Geological Survey Note 36.
Wallace, William J.
1978 Southern Valley Yokuts. In California, edited by Robert F. Heizer, pp. 448–461.
Handbook of North American Indians, vol. 8, William C. Sturtevant, general editor. Smithsonian Institution, Washington, D.C.
Wedel, Waldo, R.
1941 Archaeological Investigations at Buena Vista Lake, Kern County, California.
Bureau of American Ethnology Bulletin 130. Smithsonian Institution, Washington, D.C.
Whitley, D.S.
1992 Shamanism and Rock Art in Far Western North America. Cambridge Archaeological Journal 2(1):89-113.
2000 The Art of the Shaman: Rock Art of California. Salt Lake City: University of Utah Press.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
29 FIGURES
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
30 Phase 1 Cultural Resources Assessment Elliott
SJVH, Visalia, CA 93277
Figure 1 - Project Location (adapted from
USGS 7.5' Series Visalia, California, 1949
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
31 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
32 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
33 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
34 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
35 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
36 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
37 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
38 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
39 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
40 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
41 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
42 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
43 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
44 Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
45 APPENDIX A
Southern San Joaquin Valley Information Center Records Search Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
Soar Environmental Consulting, Inc. A Certified DVBE Corporation Cultural Resources Records Search Request
Tuesday, October 12, 2023
Southern San Joaquin Valley Information Center
California State University Bakersfield
Mail Stop: 72DOB
9001 Stockdale Highway
Bakersfield, CA 93311-1022
Tel: 661.654.2289
[email protected]
RE: Phase I CEQA Cultural Resource Evaluation Report for proposed housing development bounded by Shirk and Tulare roads and Roeben Street, Visalia, CA, 93277. APNs 087-010-006, 087-010-008.
Dear Celeste,
Please find attached one project location map and shapefiles for the proposed housing development bounded by Shirk and Tulare roads and Roeben Street Phase I Cultural Resource Assessment Report, and the SSJVIC/CHRIS Data Request Form. The proposed project is situated on the Visalia, California (2021), USGS
7.5’ Series Quads. The 59.11-acre project area is located on APNs 087-010-006 and 087-010-008 and is bounded by Shirk and Tulare roads and Roeben Street in Visalia, California. The project is for a proposed 224- unit housing development with a center at approximately WGS 84 11 N 287779 E 4021822 N.
Please conduct a normal rate records search, including no more than a 0.50-mile radius buffer, of the project location illustrated on the attached map. Please provide the following information:
• PDF of all site records and associated survey reports (Note: PDF/photocopy only those site reports that appear to be pertinent to the immediate project location and search area; surveys and other site/resources can be listed, with full reports requested later if necessary). • A list of all previous sites and surveys within the search area. • A confirmation of any sites, structures, or linear features on local, state, and/or federal registers/lists in the project location or the 0.50-mile search area that are not yet mapped on the GIS.
If the normal records search costs will exceed $500.00, or if you have any questions or comments, please e-mail me at [email protected]. Please contact me as soon as possible if there will be any delays with the records search, as the client may request an expedited search. Please email the encrypted search results in PDF format to:
[email protected].
Many thanks in advance for your assistance with this project.
Most Sincerely,
Heather Froshour, M.A., R.P.A.
Sr. Archaeologist
Soar Environmental Consulting, Inc.
207.232.8912
_________________________________________________________________________________________ California Historical Resources Information System
CHRIS Data Request Form
ACCESS AND USE AGREEMENT NO.:_______________ IC FILE NO.:________________________ To: ___________________________________________________________________ Information Center Print Name: ____________________________________________________ Date: _____________________ Affiliation: ________________________________________________________________________________ Address: _________________________________________________________________________________ City: _________________________________________ State: ________________ Zip: __________________ Phone: __________________ Fax: __________________ Email: ____________________________________ Billing Address (if different than above): _________________________________________________________ Billing Email: _______________________________________________ Billing Phone: ___________________ Project Name / Reference: ___________________________________________________________________ Project Street Address: ______________________________________________________________________ County or Counties: ________________________________________________________________________ Township/Range/UTMs: _____________________________________________________________________ USGS 7.5’ Quad(s): ________________________________________________________________________ PRIORITY RESPONSE (Additional Fee): yes / no
TOTAL FEE NOT TO EXCEED: $___________________________
(If blank, the Information Center will contact you if the fee is expected to exceed $1,000.00) Special Instructions:
Information Center Use Only
Date of CHRIS Data Provided for this Request: ___________________________________________________ Confidential Data Included in Response: yes / no
Notes: ___________________________________________________________________________________ 1 of 3
2-29-2020 Version
California Historical Resources Information System
CHRIS Data Request Form
Mark the request form as needed. Attach a PDF of your project area (with the radius if applicable) mapped on a
7.5’ USGS topographic quadrangle to scale 1:24000 ratio 1:1 neither enlarged nor reduced and include a shapefile of your project area, if available. Shapefiles are the current CHRIS standard for submitting digital spatial data for your project area or radius. Check with the appropriate IC for current availability of digital data products.
• Documents will be provided in PDF format. Paper copies will only be provided if PDFs are not available at the time of the request or under specially arranged circumstances. • Location information will be provided as a digital map product (Custom Maps or GIS data) unless the area has not yet been digitized. In such circumstances, the IC may provide hand drawn maps. • In addition to the $150/hr. staff time fee, client will be charged the Custom Map fee when GIS is required to complete the request [e.g., a map printout or map image/PDF is requested and no GIS Data is requested, or an electronic product is requested (derived from GIS data) but no mapping is requested].
For product fees, see the CHRIS IC Fee Structure on the OHP website.
1. Map Format Choice:
Select One: Custom GIS Maps GIS Data Custom GIS Maps and GIS Data No Maps Any selection below left unmarked will be considered a "no. " Location Information:
Within project area Within ______ radius
ARCHAEOLOGICAL Resource Locations1 yes / no yes / no
NON-ARCHAEOLOGICAL Resource Locations yes / no yes / no Report Locations1 yes / no yes / no
“Other” Report Locations2 yes / no yes / no
3. Database Information:
(contact the IC for product examples, or visit the SSJVIC website for examples) Within project area Within radius ______ ARCHAEOLOGICAL Resource Database1 List (PDF format) yes / no yes / no
Detail (PDF format) yes / no yes / no
Excel Spreadsheet yes / no yes / no
NON-ARCHAEOLOGICAL Resource Database
List (PDF format) yes / no yes / no
Detail (PDF format) yes / no yes / no
Excel Spreadsheet yes / no yes / no
Report Database1
List (PDF format) yes / no yes / no
Detail (PDF format) yes / no yes / no
Excel Spreadsheet yes / no yes / no
Include “Other” Reports 2 yes / no yes / no
4. Document PDFs (paper copy only upon request):
Within project area Within radius ______
ARCHAEOLOGICAL Resource Records1 yes / no yes / no
NON-ARCHAEOLOGICAL Resource Records yes / no yes / no
Reports1 yes / no yes / no
“Other” Reports2 yes / no yes / no
2 of 3
2-29-2020 Version
California Historical Resources Information System
CHRIS Data Request Form
5. Eligibility Listings and Documentation:
Within project area Within radius ______
OHP Built Environment Resources Directory3:
Directory listing only (Excel format) yes / no yes / no Associated documentation4 yes / no yes / no
OHP Archaeological Resources Directory1,5:
Directory listing only (Excel format) yes / no yes / no Associated documentation4 yes / no yes / no
California Inventory of Historic Resources (1976):
Directory listing only (PDF format) yes / no yes / no
Associated documentation4 yes / no yes / no
6. Additional Information:
The following sources of information may be available through the Information Center. However, several of these sources are now available on the OHP website and can be accessed directly. The Office of Historic Preservation makes no guarantees about the availability, completeness, or accuracy of the information provided through these sources. Indicate below if the Information Center should review and provide documentation (if available) of any of the following sources as part of this request.
Caltrans Bridge Survey yes / no
Ethnographic Information yes / no
Historical Literature yes / no
Historical Maps yes / no
Local Inventories yes / no
GLO and/or Rancho Plat Maps yes / no
Shipwreck Inventory yes / no
Soil Survey Maps yes / no
1 In order to receive archaeological information, requestor must meet qualifications as specified in Section III of the current version of the California Historical Resources Information System Information Center Rules of Operation Manual and be identified as an Authorized User or Conditional User under an active CHRIS Access and Use Agreement. 2 “Other” Reports GIS layer consists of report study areas for which the report content is almost entirely non-fieldwork related (e.g., local/regional history, or overview) and/or for which the presentation of the study area boundary may or may not add value to a record search.
3 Provided as Excel spreadsheets with no cost for the rows; the only cost for this component is IC staff time. Includes, but not limited to, information regarding National Register of Historic Places, California Register of Historical Resources, California State Historical Landmarks, California State Points of Historical Interest, and historic building surveys. Previously known as the HRI and then as the HPD, it is now known as the Built Environment Resources Directory (BERD). The Office of Historic Preservation compiles this documentation and it is the source of the official status codes for evaluated resources. 4 Associated documentation will vary by resource. Contact the IC for further details. 5 Provided as Excel spreadsheets with no cost for the rows; the only cost for this component is IC staff time. Previously known as the Archaeological Determinations of Eligibility, now it is known as the Archaeological Resources Directory (ARD).
The Office of Historic Preservation compiles this documentation and it is the source of the official status codes for evaluated resources.
3 of 3
2-29-2020 Version
10/23/2023
Heather Froshour
Soar Environmental Consulting
1322 East Shaw Ave., Suite 400
Fresno, CA 93710
Re: Phase I Cultural Resources Assessment Report Elliot SJVH Records Search File No.: 23-439
The Southern San Joaquin Valley Information Center received your record search request for the project area referenced above, located on the Visalia USGS 7.5’ quad. The following reflects the results of the records search for the project area and the 0.5 mile radius:
As indicated on the data request form, the locations of resources and reports are provided in the following format: ☒ custom GIS maps ☐ GIS data
Resources within project area: P-54-002177
Resources within 0.5 mile radius: P-54-003667, 003670
Reports within project area: TU-00041, 01190
Reports within 0.5 mile radius: TU-00246, 00247, 00960, 00962, 00963, 00964, 01006 NOTE:
Resource Database Printout (list): ☒ enclosed ☐ not requested ☐ nothing listed Resource Database Printout (details): ☐ enclosed ☒ not requested ☐ nothing listed Resource Digital Database Records: ☐ enclosed ☒ not requested ☐ nothing listed Report Database Printout (list): ☒ enclosed ☐ not requested ☐ nothing listed Report Database Printout (details): ☐ enclosed ☒ not requested ☐ nothing listed Report Digital Database Records: ☐ enclosed ☒ not requested ☐ nothing listed Resource Record Copies: ☒ enclosed ☐ not requested ☐ nothing listed ☐ not available Report Copies: ☒ enclosed ☐ not requested ☐ nothing listed ☐ not available Note:
OHP Built Environment Resources Directory: ☒ enclosed ☐ not requested ☐ nothing listed Archaeological Determinations of Eligibility: ☐ enclosed ☐ not requested ☒ nothing listed CA Inventory of Historic Resources (1976): ☐ enclosed ☐ not requested ☒ nothing listed Note: P-15-007046 is not listed in the BERD. The 2013 HPD page was included for this resource.
Caltrans Bridge Survey: Not available at SSJVIC; please see https://dot.ca.gov/programs/environmental-analysis/cultural-studies/california-historical-bridges-tunnels Ethnographic Information: Not available at SSJVIC
Historical Literature: Not available at SSJVIC
Historical Maps: Not available at SSJVIC; please see
http://historicalmaps.arcgis.com/usgs/
Local Inventories: Not available at SSJVIC
GLO and/or Rancho Plat Maps: Not available at SSJVIC; please see http://www.glorecords.blm.gov/search/default.aspx#searchTabIndex=0&searchByTypeIndex=1 and/or http://www.oac.cdlib.org/view?docId=hb8489p15p;developer=local;style=oac4;doc.view=items Shipwreck Inventory: Not available at SSJVIC; please see https://www.slc.ca.gov/shipwrecks/
Soil Survey Maps: Not available at SSJVIC; please see
http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx Please forward a copy of any resulting reports from this project to the office as soon as possible. Due to the sensitive nature of archaeological site location data, we ask that you do not include resource location maps and resource location descriptions in your report if the report is for public distribution. If you have any questions regarding the results presented herein, please contact the office at the phone number listed above.
The provision of CHRIS Data via this records search response does not in any way constitute public disclosure of records otherwise exempt from disclosure under the California Public Records Act or any other law, including, but not limited to, records related to archeological site information maintained by or on behalf of, or in the possession of, the State of California, Department of Parks and Recreation, State Historic Preservation Officer, Office of Historic Preservation, or the State Historical Resources Commission.
Due to processing delays and other factors, not all of the historical resource reports and resource records that have been submitted to the Office of Historic Preservation are available via this records search. Additional information may be available through the federal, state, and local agencies that produced or paid for historical resource management work in the search area. Additionally, Native American tribes have historical resource information not in the CHRIS Inventory, and you should contact the California Native American Heritage Commission for information on local/regional tribal contacts.
Should you require any additional information for the above referenced project, reference the record search number listed above when making inquiries. Invoices for Information Center services will be sent under separate cover from the California State University, Bakersfield Accounting Office.
Thank you for using the California Historical Resources Information System (CHRIS).
Sincerely,
Jeremy E David
Assistant Coordinator
Report No.
Report List
Year Title Affiliation Author(s) Resources Other IDs
TU-00041
SSJVIC Record Search 23-439
1995
Pipeline Project
Partners, L.P., Proposed Concord to Colton
Class I Overview, Santa Fe Pacific Pipeline William Self Associates Self, William NADB-R - 1141258
95-01-0004;
BLM - Permit No. CATU-00246 1979
Termination of Road 86, Visalia, California
Watson Ditch Near Shirk Road to the
for the Walnut Avenue Extension from
Archaeological and Historical Survey Report Individual Consultant Cantwell, R.J.
TU-00247 1979
Terminus of Akers Road
of New Road, from Watson Ditch to Southern
Road 86, Approximately Two and a Half Miles
Extension of Walnut Avenue, Road A288 and
Historic Property Survey Report for the
Transportation
California Department of Cantwell, R.J.
TU-00960 1989
Proposed Freeway Project in Visalia
Historic Resources Evaluation Repot for a
Associates
CH2M Hill / David Chavez & Chavez, David
06-200-278600
198 PM 5.0/9.3 EA
Caltrans - 06-TULTU-00962 1990
Proposed Freeway Project in Visalia
Historic Property Survey Report for a
Associates
CH2M Hill / David Chavez & Chavez, David
TU-00963 1989
Freeway Project in Visalia
Archaeological Survey Report for a Proposed
Associates
CH2M Hill / David Chavez & Unknown 54-001368
06-200-278600
198 PM 5.0/9.3 EA
Caltrans - 06-TULTU-00964 1989
Report
State Route 198 Draft Environmental Impact
Historic Architectural Survey Report for the CH2M Hill Chavez, David TU-01006 1999
State Route 198 In and Near Visalia
Damage to landscaping Along Portions of
Perform Replacement Plantatin for Freeze
Negative Archaeological Survey Report to
Transportation
California Department of
Chick, Phil
Binning, Jeanne and
06-349201
198 PM 4.6/11.9 EA
Caltrans - 06-TULTU-01190 1957 Jim Savage and the Tulareño Indians Westernlore Press Mitchell, Annie R.
Primary No. Trinomial
Resource List
Other IDs Reports Type Age Attribute codes Recorded by
P-54-002177
SSJVIC Record Search 23-439
CA-TUL-003259H
SFPP-23
Resource Name - SFPP-22;
Persian Ditch;
Resource Name - South Fork TU-01937 Structure Historic HP20 Archaeology)
2022 (Consuelo Y. Sauls, Taylored
William Self Associates);
1995 (Carrie D. Wills, Allen Estes,
William Self Associates);
1995 (Carrie D. Wills, Allen Estes,
P-54-003667
Roeben Road
and Associated Outbuildings on
Roeben Road - Two Residences
Resource Name - 400 Block of Building Historic HP02; HP04 Chavez and Associates)
1989 (Sally Woodbridge, David
P-54-003670
Court
Resource Name - Cottonwood Building Historic HP02
Chavez and Associates)
1989 (Sally Woodbridge, David
<Double-click here to enter title>
SSJV Information Center Record Search 23-439
Requester: Heather Froshour; Soar Environmental Consulting, Inc.
Project Name: Phase I Cultural Resource Assessment Report Elliot SJVH USGS 7.5' Quad(s): Visalia
County: Tulare
TU-01006
TU-00964
TU-00963
TU-00962
TU-00960
TU-00247
TU-00246
P-54-003670
P-54-003667
P-54-002177
Project Area
Record Search radius . 0 0.075 0.15 0.3 Miles
0 0.1 0.2 0.4 Kilometers
May depict confidential cultural resource locations. Do not distribute.
Map pages depicting no data have been excluded.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
55 APPENDIX B
Sacred Lands File & Native American Contacts List Request Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
Soar Environmental Consulting, Inc. A Certified DVBE Corporation Sacred Lands File & Native American Contacts List Request Thursday, October 12, 2023
Native American Heritage Commission
1550 Harbor Blvd., Suite 100
West Sacramento, CA 95691
Tel: 916.373.3710
Fax: 916.373.5471
[email protected]
RE: Phase I CEQA Cultural Resource Evaluation Report for proposed housing development bounded by Shirk and Tulare roads and Roeben Street, Visalia, CA, 93277. APNs 087-010-006, 087-010-008.
Dear Sir/Madam,
Please find attached one project location map for the proposed housing development bounded by Shirk and Tulare roads and Roeben Street Phase I Cultural Resource Assessment Report, and the Sacred Lands File & Native American Contacts List Request. The proposed project is situated on the Visalia, California (2021), USGS 7.5’ Series Quads. The 59.11-acre project area is located on APNs 087-010-006 and 087- 010-008 and is bounded by Shirk and Tulare roads and Roeben Street in Visalia, California. The project is for a proposed 224-unit housing development with a center at approximately WGS 84 11 N 287779 E 4021822 N.
This letter is intended to inform you of the project and to help ensure compliance with the National Environmental Protection Act (NEPA). As part of the Cultural Resources Study for the project, we are requesting your insights on potential Native American cultural properties and resources in and/or near the project.
Please respond at your earliest convenience if you have any information to consider for this study.
Also, we would greatly appreciate if you could review the attached map and indicate to us if there are any concerns you might have or input regarding potentially sensitive cultural heritage values in the project area and vicinity.
Feel free to contact me by email at [email protected] or phone at 207.232.8912.
Most Sincerely,
Heather Froshour, M.A., R.P.A.
Sr. Archaeologist
Soar Environmental Consulting, Inc.
207.232.8912
Sacred Lands File & Native American Contacts List Request Native American Heritage Commission
1550 Harbor Blvd, Suite 100
West Sacramento, CA 95691
916-373-3710
916-373-5471 – Fax
[email protected]
Information Below is Required for a Sacred Lands File Search Project: _Phase I Cultural Resources Assessment Report Elliot SJVH_________________ USGS Quadrangle Name:_______________________________________________________ Township:_18S______ Range:________ Section(s):__________ Company/Firm/Agency:_________________________________________________________ Street Address:________________________________________________________________ City:______________________________________________ Zip:______________________ Phone:_____________________________________________
Fax:_______________________________________________
Email:_____________________________________________
Project Description:
Visalia, California, Kern County, 7.5' Series
24E 34
Soar Environmental Consulting Inc.
1322 East Shaw Ave. Suite 400
Fresno 93710
(559)547-8884
[email protected]
The 59.11-acre project area is located on APNs 087-010-006 and 087-010-008 and is bounded by Shirk and Tulare roads and Roeben Street in Visalia, California. The project is for a proposed 224-unit housing development with a center at approximately WGS 84 11 N 287779 E 4021822 N.
County: Tulare_______________________________________________________________ Local Government Tribal Consultation List Request
Native American Heritage Commission
1550 Harbor Blvd, Suite 100
West Sacramento, CA 95691
916-373-3710
916-373-5471 – Fax
[email protected]
Type of List Requested
☐ CEQA Tribal Consultation List (AB 52) – Per Public Resources Code § 21080.3.1, subs. (b), (d), (e) and 21080.3.2 ☐ General Plan (SB 18) - Per Government Code § 65352.3.
Local Action Type:
___ General Plan ___ General Plan Element ___ General Plan Amendment ___ Specific Plan ___ Specific Plan Amendment ___ Pre-planning Outreach Activity Required Information
Project Title:____________________________________________________________________________ Local Government/Lead Agency: ___________________________________________________________ Contact Person: __________________________________________________________________________ Street Address: ___________________________________________________________________________ City:_____________________________________________________ Zip:__________________________ Phone:____________________________________ Fax:_________________________________________ Email:_____________________________________________
Specific Area Subject to Proposed Action
County:________________________________ City/Community: ___________________________ Project Description:
Additional Request
☐ Sacred Lands File Search - Required Information:
USGS Quadrangle Name(s):____________________________________________________________ ____________________________________________________________ Township:___________________ Range:___________________ Section(s):___________________ STATE OF CALIFORNIA Gavin Newsom, Governor
NATIVE AMERICAN HERITAGE COMMISSION
December 1, 2023
Heather Froshour
Soar Environmental Consulting Inc.
Via Email to: [email protected]
Re: Native American Tribal Consultation, Pursuant to the Assembly Bill 52 (AB 52), Amendments to the California Environmental Quality Act (CEQA) (Chapter 532, Statutes of 2014), Public Resources Code Sections 5097.94 (m), 21073, 21074, 21080.3.1, 21080.3.2, 21082.3, 21083.09, 21084.2 and 21084.3, Phase I Cultural Resources Assessment Report Elliot SJVH Project, Tulare County
Dear Ms. Froshour:
Pursuant to Public Resources Code section 21080.3.1 (c), attached is a consultation list of tribes that are traditionally and culturally affiliated with the geographic area of the above-listed project. Please note that the intent of the AB 52 amendments to CEQA is to avoid and/or mitigate impacts to tribal cultural resources, (Pub. Resources Code §21084.3 (a)) (“Public agencies shall, when feasible, avoid damaging effects to any tribal cultural resource.”) Public Resources Code sections 21080.3.1 and 21084.3(c) require CEQA lead agencies to consult with California Native American tribes that have requested notice from such agencies of proposed projects in the geographic area that are traditionally and culturally affiliated with the tribes on projects for which a Notice of Preparation or Notice of Negative Declaration or Mitigated Negative Declaration has been filed on or after July 1, 2015. Specifically, Public Resources Code section 21080.3.1 (d) provides:
Within 14 days of determining that an application for a project is complete or a decision by a public agency to undertake a project, the lead agency shall provide formal notification to the designated contact of, or a tribal representative of, traditionally and culturally affiliated California Native American tribes that have requested notice, which shall be accomplished by means of at least one written notification that includes a brief description of the proposed project and its location, the lead agency contact information, and a notification that the California Native American tribe has 30 days to request consultation pursuant to this section.
The AB 52 amendments to CEQA law does not preclude initiating consultation with the tribes that are culturally and traditionally affiliated within your jurisdiction prior to receiving requests for notification of projects in the tribe’s areas of traditional and cultural affiliation. The Native American Heritage Commission (NAHC) recommends, but does not require, early consultation as a best practice to ensure that lead agencies receive sufficient information about cultural resources in a project area to avoid damaging effects to tribal cultural resources.
The NAHC also recommends, but does not require that agencies should also include with their notification letters, information regarding any cultural resources assessment that has been completed on the area of potential effect (APE), such as:
1. The results of any record search that may have been conducted at an Information Center of the California Historical Resources Information System (CHRIS), including, but not limited to:
CHAIRPERSON
Reginald Pagaling
Chumash
VICE-CHAIRPERSON
Buffy McQuillen
Yokayo Pomo, Yuki,
Nomlaki
SECRETARY
Sara Dutschke
Miwok
PARLIAMENTARIAN
Wayne Nelson
Luiseño
COMMISSIONER
Isaac Bojorquez
Ohlone-Costanoan
COMMISSIONER
Stanley Rodriguez
Kumeyaay
COMMISSIONER
Laurena Bolden
Serrano
COMMISSIONER
Reid Milanovich
Cahuilla
COMMISSIONER
Vacant
EXECUTIVE SECRETARY
Raymond C.
Hitchcock
Miwok, Nisenan
NAHC HEADQUARTERS
1550 Harbor Boulevard
Suite 100
West Sacramento,
California 95691
(916) 373-3710
[email protected]
NAHC.ca.gov
• A listing of any and all known cultural resources that have already been recorded on or adjacent to the APE, such as known archaeological sites;
• Copies of any and all cultural resource records and study reports that may have been provided by the Information Center as part of the records search response; • Whether the records search indicates a low, moderate, or high probability that unrecorded cultural resources are located in the APE; and
• If a survey is recommended by the Information Center to determine whether previously unrecorded cultural resources are present.
2. The results of any archaeological inventory survey that was conducted, including:
• Any report that may contain site forms, site significance, and suggested mitigation measures.
All information regarding site locations, Native American human remains, and associated funerary objects should be in a separate confidential addendum, and not be made available for public disclosure in accordance with Government Code section 6254.10.
3. The result of any Sacred Lands File (SLF) check conducted through the Native American Heritage Commission was negative.
4. Any ethnographic studies conducted for any area including all or part of the APE; and
5. Any geotechnical reports regarding all or part of the APE.
Lead agencies should be aware that records maintained by the NAHC and CHRIS are not exhaustive and a negative response to these searches does not preclude the existence of a tribal cultural resource. A tribe may be the only source of information regarding the existence of a tribal cultural resource.
This information will aid tribes in determining whether to request formal consultation. In the event that they do, having the information beforehand will help to facilitate the consultation process.
If you receive notification of change of addresses and phone numbers from tribes, please notify the NAHC. With your assistance, we can assure that our consultation list remains current.
If you have any questions, please contact me at my email address: [email protected].
Sincerely,
Cameron Vela
Cultural Resources Analyst
Attachment
County Tribe Name Fed (F)
Non-Fed (N)
Contact Person Contact Address Phone # Fax # Email Address Cultural Affiliation Santa Rosa Rancheria Tachi Yokut Tribe F Samantha McCarty, Cultural Specialist ll
P.O. Box 8
Lemoore, CA, 93245
(559) 633-3440 [email protected] Southern Valley Yokut Santa Rosa Rancheria Tachi Yokut Tribe F Shana Powers, THPO P.O. Box 8 Lemoore, CA, 93245
(559) 423-3900 [email protected] Southern Valley Yokut Santa Rosa Rancheria Tachi Yokut Tribe F Nichole Escalon, Cultural Specialist l
P.O. Box 8
Lemoore, CA, 93245
(559) 924-1278 [email protected] Southern Valley Yokut Tule River Indian Tribe F Neil Peyron, Chairperson P.O. Box 589 Porterville, CA, 93258
(559) 781-4271 (559) 781-4610 neil.peyron@tulerivertribensn.govYokut Wuksachi Indian Tribe/Eshom Valley Band N Kenneth Woodrow, Chairperson 1179 Rock Haven Ct.
Salinas, CA, 93906
(831) 443-9702 [email protected] Foothill Yokut
Mono
This list is current only as of the date of this document. Distribution of this list does not relieve any person of statutory responsibility as defined in Section 7050.5 of the Health and Safety Code, Section 5097.94 of the Public Resources Code and section 5097.98 of the Public Resources Code.
This list is only applicable for consultation with Native American tribes under Public Resources Code Sections 21080.3.1 for the proposed Phase I Cultural Resources Assessment Report Elliot SJVH Project, Tulare County.
Record: PROJ-2023-005824
Report Type: AB52 GIS
Counties: Tulare
NAHC Group: All
Native American Heritage Commission
Native American Contact List
Tulare County
12/1/2023
Counties Last Updated
Tulare Fresno,Kern,Kings,Merced,Monterey,San
Benito,San Luis Obispo,Tulare
10/3/2023
Fresno,Kern,Kings,Merced,Monterey,San
Benito,San Luis Obispo,Tulare
10/3/2023
Fresno,Kern,Kings,Merced,Monterey,San
Benito,San Luis Obispo,Tulare
10/3/2023
Alameda,Amador,Calaveras,Contra
Costa,Fresno,Inyo,Kern,Kings,Madera,Maripos
a,Merced,Monterey,Sacramento,San
Alameda,Calaveras,Contra
Costa,Fresno,Inyo,Kings,Madera,Marin,Maripo
sa,Merced,Mono,Monterey,San Benito,San
6/19/2023
12/01/2023 12:41 PM
1 of 1
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
Soar Environmental Consulting, Inc. A Certified DVBE Corporation Monday, December 4, 2023
Santa Rosa Rancheria Tachi Yokut Tribe
P.O. Box 8
Lemoore, CA, 93245
Phone: (559) 924-1278
[email protected]
RE: Proposed housing subdivision bounded by Shirk and Tulare roads and Roeben Street, Visalia, CA, 93277. APNs 087-010-006, 087-010-008.
Dear Nichole Escalon, Cultural Specialist l,
Below, please find a description of the proposed project, a map showing the project location, and the name of our project point of contact, pursuant to Public Resources Code (PRC) § 21080.3.1 (d).
The proposed project is situated on the Visalia, California (2021), USGS 7.5’ Series Quadrangle. The 59.13-acre project area is located on APNs 087-010-006 and 087-010-008 and is bounded by Shirk and Tulare Roads and Roeben Street in Visalia, California. The project is for a proposed 224-unit housing development with a center at approximately WGS 84 11 N 287779 E 4021822 N. 4Creeks, Inc. has requested a Phase 1 Archaeological Resource Assessment (Phase 1) to determine the potential for cultural resources prior to development, pursuant to state and local laws, including the California Environmental Quality Act (CEQA) and Tulare County guidelines. Soar Environmental Consulting Inc. (Soar Environmental) proposes to complete the Phase 1 study for the present project.
An important element of a Phase 1 study is to identify sites, resources, or locations of cultural importance to the local Native American community. As part of the process, Soar Environmental contacted the Native American Heritage Commission (NAHC) on October 13 2023. On December 1, 2023, Soar received a response letter from the NAHC indicating negative results of the Sacred Lands File search.
Furthermore, the NAHC identified your organization as a point of contact regarding potentially known recorded sites or cultural resources within Tulare County.
Soar contacted the Southern San Joaquin Valley Information Center (SSJVIC) of the California Historical Resources Information System on October 13, 2023. On October 23, 2023, SSJVIC revealed one (1) historic cultural resource within the project area. No archaeological sites, three (3) potentially historic isolated finds, and one (1) historical resource are known within the project area. Two (2) previous surveys have been conducted within the project area. Two (2) historic cultural resources were identified within the ½-mile search radius of the project area. No historic properties on federal, state, or local inventories have been evaluated within the project area. Seven (7) previous surveys have been conducted within a ½-mile radius of the project area. On November 18, 2023, Soar conducted an archeological pedestrian field survey of the project area. One (1) historic resource was identified during the field survey, the South Fork Persian Ditch earthenware irrigation ditch.
Soar is contacting you to determine if you have any concerns regarding the proposed development. Pursuant to PRC § 21080.3.1 (d), you have 30 days from the receipt of this letter to request consultation, in writing, with Soar. Should you have any concerns or knowledge of cultural resources in the specific project area, please contact me at [email protected] or at (207) 232-8912 at your earliest convenience. If Soar does not hear from you within this time, we shall assume that you have no comments regarding this project.
Respectfully,
Heather Froshour, M.A., R.P.A.
Sr. Archaeologist
Soar Environmental Consulting, Inc.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
Soar Environmental Consulting, Inc. A Certified DVBE Corporation Monday, December 4, 2023
Santa Rosa Rancheria Tachi Yokut Tribe
P.O. Box 8
Lemoore, CA, 93245
Phone: (559) 633-3440
[email protected]
RE: Proposed housing subdivision bounded by Shirk and Tulare roads and Roeben Street, Visalia, CA, 93277. APNs 087-010-006, 087-010-008.
Dear Samantha McCarty, Cultural Specialist ll,
Below, please find a description of the proposed project, a map showing the project location, and the name of our project point of contact, pursuant to Public Resources Code (PRC) § 21080.3.1 (d).
The proposed project is situated on the Visalia, California (2021), USGS 7.5’ Series Quadrangle. The 59.13-acre project area is located on APNs 087-010-006 and 087-010-008 and is bounded by Shirk and Tulare Roads and Roeben Street in Visalia, California. The project is for a proposed 224-unit housing development with a center at approximately WGS 84 11 N 287779 E 4021822 N. 4Creeks, Inc. has requested a Phase 1 Archaeological Resource Assessment (Phase 1) to determine the potential for cultural resources prior to development, pursuant to state and local laws, including the California Environmental Quality Act (CEQA) and Tulare County guidelines. Soar Environmental Consulting Inc. (Soar Environmental) proposes to complete the Phase 1 study for the present project.
An important element of a Phase 1 study is to identify sites, resources, or locations of cultural importance to the local Native American community. As part of the process, Soar Environmental contacted the Native American Heritage Commission (NAHC) on October 13 2023. On December 1, 2023, Soar received a response letter from the NAHC indicating negative results of the Sacred Lands File search.
Furthermore, the NAHC identified your organization as a point of contact regarding potentially known recorded sites or cultural resources within Tulare County.
Soar contacted the Southern San Joaquin Valley Information Center (SSJVIC) of the California Historical Resources Information System on October 13, 2023. On October 23, 2023, SSJVIC revealed one (1) historic cultural resource within the project area. No archaeological sites, three (3) potentially historic isolated finds, and one (1) historical resource are known within the project area. Two (2) previous surveys have been conducted within the project area. Two (2) historic cultural resources were identified within the ½-mile search radius of the project area. No historic properties on federal, state, or local inventories have been evaluated within the project area. Seven (7) previous surveys have been conducted within a ½-mile radius of the project area. On November 18, 2023, Soar conducted an archeological pedestrian field survey of the project area. One (1) historic resource was identified during the field survey, the South Fork Persian Ditch earthenware irrigation ditch.
Soar is contacting you to determine if you have any concerns regarding the proposed development. Pursuant to PRC § 21080.3.1 (d), you have 30 days from the receipt of this letter to request consultation, in writing, with Soar. Should you have any concerns or knowledge of cultural resources in the specific project area, please contact me at [email protected] or at (207) 232-8912 at your earliest convenience. If Soar does not hear from you within this time, we shall assume that you have no comments regarding this project.
Respectfully,
Heather Froshour, M.A., R.P.A.
Sr. Archaeologist
Soar Environmental Consulting, Inc.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
Soar Environmental Consulting, Inc. A Certified DVBE Corporation Monday, December 4, 2023
Santa Rosa Rancheria Tachi Yokut Tribe
P.O. Box 8
Lemoore, CA, 93245
Phone: (559) 423-3900
[email protected]
RE: Proposed housing subdivision bounded by Shirk and Tulare roads and Roeben Street, Visalia, CA, 93277. APNs 087-010-006, 087-010-008.
Dear Shana Powers, THPO,
Below, please find a description of the proposed project, a map showing the project location, and the name of our project point of contact, pursuant to Public Resources Code (PRC) § 21080.3.1 (d).
The proposed project is situated on the Visalia, California (2021), USGS 7.5’ Series Quadrangle. The 59.13-acre project area is located on APNs 087-010-006 and 087-010-008 and is bounded by Shirk and Tulare Roads and Roeben Street in Visalia, California. The project is for a proposed 224-unit housing development with a center at approximately WGS 84 11 N 287779 E 4021822 N. 4Creeks, Inc. has requested a Phase 1 Archaeological Resource Assessment (Phase 1) to determine the potential for cultural resources prior to development, pursuant to state and local laws, including the California Environmental Quality Act (CEQA) and Tulare County guidelines. Soar Environmental Consulting Inc. (Soar Environmental) proposes to complete the Phase 1 study for the present project.
An important element of a Phase 1 study is to identify sites, resources, or locations of cultural importance to the local Native American community. As part of the process, Soar Environmental contacted the Native American Heritage Commission (NAHC) on October 13 2023. On December 1, 2023, Soar received a response letter from the NAHC indicating negative results of the Sacred Lands File search.
Furthermore, the NAHC identified your organization as a point of contact regarding potentially known recorded sites or cultural resources within Tulare County.
Soar contacted the Southern San Joaquin Valley Information Center (SSJVIC) of the California Historical Resources Information System on October 13, 2023. On October 23, 2023, SSJVIC revealed one (1) historic cultural resource within the project area. No archaeological sites, three (3) potentially historic isolated finds, and one (1) historical resource are known within the project area. Two (2) previous surveys have been conducted within the project area. Two (2) historic cultural resources were identified within the ½-mile search radius of the project area. No historic properties on federal, state, or local inventories have been evaluated within the project area. Seven (7) previous surveys have been conducted within a ½-mile radius of the project area. On November 18, 2023, Soar conducted an archeological pedestrian field survey of the project area. One (1) historic resource was identified during the field survey, the South Fork Persian Ditch earthenware irrigation ditch.
Soar is contacting you to determine if you have any concerns regarding the proposed development. Pursuant to PRC § 21080.3.1 (d), you have 30 days from the receipt of this letter to request consultation, in writing, with Soar. Should you have any concerns or knowledge of cultural resources in the specific project area, please contact me at [email protected] or at (207) 232-8912 at your earliest convenience. If Soar does not hear from you within this time, we shall assume that you have no comments regarding this project.
Respectfully,
Heather Froshour, M.A., R.P.A.
Sr. Archaeologist
Soar Environmental Consulting, Inc.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
Soar Environmental Consulting, Inc. A Certified DVBE Corporation Monday, December 4, 2023
Tule River Indian Tribe
P.O. Box 589
Porterville, CA, 93258
Phone: (559) 781-4271
[email protected]
RE: Proposed housing subdivision bounded by Shirk and Tulare roads and Roeben Street, Visalia, CA, 93277. APNs 087-010-006, 087-010-008.
Dear Neil Peyron, Chairperson,
Below, please find a description of the proposed project, a map showing the project location, and the name of our project point of contact, pursuant to Public Resources Code (PRC) § 21080.3.1 (d).
The proposed project is situated on the Visalia, California (2021), USGS 7.5’ Series Quadrangle. The 59.13-acre project area is located on APNs 087-010-006 and 087-010-008 and is bounded by Shirk and Tulare Roads and Roeben Street in Visalia, California. The project is for a proposed 224-unit housing development with a center at approximately WGS 84 11 N 287779 E 4021822 N. 4Creeks, Inc. has requested a Phase 1 Archaeological Resource Assessment (Phase 1) to determine the potential for cultural resources prior to development, pursuant to state and local laws, including the California Environmental Quality Act (CEQA) and Tulare County guidelines. Soar Environmental Consulting Inc. (Soar Environmental) proposes to complete the Phase 1 study for the present project.
An important element of a Phase 1 study is to identify sites, resources, or locations of cultural importance to the local Native American community. As part of the process, Soar Environmental contacted the Native American Heritage Commission (NAHC) on October 13 2023. On December 1, 2023, Soar received a response letter from the NAHC indicating negative results of the Sacred Lands File search.
Furthermore, the NAHC identified your organization as a point of contact regarding potentially known recorded sites or cultural resources within Tulare County.
Soar contacted the Southern San Joaquin Valley Information Center (SSJVIC) of the California Historical Resources Information System on October 13, 2023. On October 23, 2023, SSJVIC revealed one (1) historic cultural resource within the project area. No archaeological sites, three (3) potentially historic isolated finds, and one (1) historical resource are known within the project area. Two (2) previous surveys have been conducted within the project area. Two (2) historic cultural resources were identified within the ½-mile search radius of the project area. No historic properties on federal, state, or local inventories have been evaluated within the project area. Seven (7) previous surveys have been conducted within a ½-mile radius of the project area. On November 18, 2023, Soar conducted an archeological pedestrian field survey of the project area. One (1) historic resource was identified during the field survey, the South Fork Persian Ditch earthenware irrigation ditch.
Soar is contacting you to determine if you have any concerns regarding the proposed development. Pursuant to PRC § 21080.3.1 (d), you have 30 days from the receipt of this letter to request consultation, in writing, with Soar. Should you have any concerns or knowledge of cultural resources in the specific project area, please contact me at [email protected] or at (207) 232-8912 at your earliest convenience. If Soar does not hear from you within this time, we shall assume that you have no comments regarding this project.
Respectfully,
Heather Froshour, M.A., R.P.A.
Sr. Archaeologist
Soar Environmental Consulting, Inc.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
Soar Environmental Consulting, Inc. A Certified DVBE Corporation Monday, December 4, 2023
Wuksachi Indian Tribe/Eshom Valley Band
1179 Rock Haven Ct.
Salinas, CA, 93906
Phone: (831) 443-9702
[email protected]
RE: Proposed housing subdivision bounded by Shirk and Tulare roads and Roeben Street, Visalia, CA, 93277. APNs 087-010-006, 087-010-008.
Dear Kenneth Woodrow, Chairperson,
Below, please find a description of the proposed project, a map showing the project location, and the name of our project point of contact, pursuant to Public Resources Code (PRC) § 21080.3.1 (d).
The proposed project is situated on the Visalia, California (2021), USGS 7.5’ Series Quadrangle. The 59.13-acre project area is located on APNs 087-010-006 and 087-010-008 and is bounded by Shirk and Tulare Roads and Roeben Street in Visalia, California. The project is for a proposed 224-unit housing development with a center at approximately WGS 84 11 N 287779 E 4021822 N. 4Creeks, Inc. has requested a Phase 1 Archaeological Resource Assessment (Phase 1) to determine the potential for cultural resources prior to development, pursuant to state and local laws, including the California Environmental Quality Act (CEQA) and Tulare County guidelines. Soar Environmental Consulting Inc. (Soar Environmental) proposes to complete the Phase 1 study for the present project.
An important element of a Phase 1 study is to identify sites, resources, or locations of cultural importance to the local Native American community. As part of the process, Soar Environmental contacted the Native American Heritage Commission (NAHC) on October 13 2023. On December 1, 2023, Soar received a response letter from the NAHC indicating negative results of the Sacred Lands File search.
Furthermore, the NAHC identified your organization as a point of contact regarding potentially known recorded sites or cultural resources within Tulare County.
Soar contacted the Southern San Joaquin Valley Information Center (SSJVIC) of the California Historical Resources Information System on October 13, 2023. On October 23, 2023, SSJVIC revealed one (1) historic cultural resource within the project area. No archaeological sites, three (3) potentially historic isolated finds, and one (1) historical resource are known within the project area. Two (2) previous surveys have been conducted within the project area. Two (2) historic cultural resources were identified within the ½-mile search radius of the project area. No historic properties on federal, state, or local inventories have been evaluated within the project area. Seven (7) previous surveys have been conducted within a ½-mile radius of the project area. On November 18, 2023, Soar conducted an archeological pedestrian field survey of the project area. One (1) historic resource was identified during the field survey, the South Fork Persian Ditch earthenware irrigation ditch.
Soar is contacting you to determine if you have any concerns regarding the proposed development. Pursuant to PRC § 21080.3.1 (d), you have 30 days from the receipt of this letter to request consultation, in writing, with Soar. Should you have any concerns or knowledge of cultural resources in the specific project area, please contact me at [email protected] or at (207) 232-8912 at your earliest convenience. If Soar does not hear from you within this time, we shall assume that you have no comments regarding this project.
Respectfully,
Heather Froshour, M.A., R.P.A.
Sr. Archaeologist
Soar Environmental Consulting, Inc.
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
72 APPENDIX C
Feature and Isolate Forms
DPR 523A (9/2013) *Required information
State of California The Resources Agency Primary # P-54-002177 DEPARTMENT OF PARKS AND RECREATION HRI #
PRIMARY RECORD Trinomial CA-TUL-003259H
NRHP Status Code
Other Listings
Review Code Reviewer Date
P1. Other Identifier: SFPP-23 ___
*P2. Location: Not for Publication X Unrestricted
*a. County Tulare and (P2c, P2e, and P2b or P2d. Attach a Location Map as necessary.) *b. USGS 7.5' Quad Visalia Date 2021 T 19S ; R 24E ; SW ¼ of NE ¼ of SE ¼ of Sec 5 ; MD B.M. c. Address 1537 S Roeben St City Visalia Zip 93277
d. UTM: (Give more than one for large and/or linear resources) Zone 11 , 288237 mE/ 4021635 mN e. Other Locational Data: From Selma travel south on Highway 99, 2.4 miles past Exit 198. Site is west of Highway 99 and the railroad tracks and is visible from the road.
*P3a. Description:
Earthen irrigation canal associated with agricultural activities in the City of Visalia. The canal flows in a northeast to southwest direction until it reaches the concrete headgate at S Roeben St, from that point it passes under S Roeben ST. and turns 90° to continue north. Once past W Howard Court the canal shifts to an east to west alignment before then turning north at W Tulare Ave to connect to the main Persian Ditch. Approximately 20' west of the railroad is a concrete culvert stamped with "1940".
Resources are in good condition.
*P3b. Resource Attributes: (List attributes and codes) HP20 Canal/Aqueduct *P4.Resources Present: Building X Structure Object Site District Element of District Other (Isolates, etc.) P5b. Description of Photo: (view,
date, accession #) 43° NE @ 288185
mE / 4021621 mN
*P6. Date Constructed/Age and
Source: X Historic Prehistoric
Both
*P7. Owner and Address:
Persian Ditch Company
15370 Avenue 256
Visalia, CA 93292
*P8. Recorded by: (Name, affiliation,
and address) Heather Froshour
SOAR Environmental Consulting Inc
1322 E. Shaw Ave., Suite 400
Fresno, CA 93710
*P9. Date Recorded:
11/18/2023
*P10. Survey Type: (Describe)
Intensive Survey
*P11. Report Citation: (Cite survey report and other sources, or enter "none.") Froshour, Heather
2023 Phase I Cultural Resources Assessment Elliot Housing Subdivision Project, Visalia, CA 93277, Assessor Parcel Numbers 087-010-006, and 087-010-008 Tulare, County, California *Attachments: NONE X Location Map Continuation Sheet Building, Structure, and Object Record Archaeological Record District Record X Linear Feature Record Milling Station Record Rock Art Record Artifact Record Photograph Record Other (List):
P5a. Photograph or Drawing
DPR 523E (Rev. 1/1995)(Word 9/2013)
State of California Natural Resources Agency Primary# P-54-002177 DEPARTMENT OF PARKS AND RECREATION HRI #
LINEAR FEATURE RECORD Trinomial CA-TUL-003259H
L1. Historic and/or Common Name: South Fork Persian Ditch L2a. Portion Described: Entire Resource X Segment Point Observation Designation:
b. Location of point or segment: WGS 84 Zone: 11N; UTM: 288255 mE / 4021770 mN (N end) 288182 mE / 4021627 mN (S end)
L3. Description:
The recorded segment measures approximately 518 feet long by 15 feet wide by 4 feet deep and is situated at an elevation range between 305 feet and 306 feet above sea level. During the current investigation, ASM investigated only that portion of the linear resource within the Project area, which runs in an east-west direction for approximately
0.75 mi. The ditch is earthen in construction and has contemporary irrigation features associated with it (i.e., concrete culverts, corrugated sheet metal culverts, sluice gates).
L4. Dimensions: L4e. Sketch of Cross-Section: None
a. Top Width: approx. 15 feet
b. Bottom Width: approx. 5 feet
c. Height or Depth: approx. 4 feet
d. Length of Segment: approx. 518 feet
L5. Associated Resources: Unknown
L6. Setting: The resource is in a suburban/rural setting on the west edge of the city of Visalia with orchards to the north, residential neighborhoods to the east and south, and corn fields to the west.
L7. Integrity Considerations:
Period of Significance
The ditch was constructed between 1854 and 1856 by farmers and other water users holding stock in what is now the Persian Ditch Company, created in ca. 1936, to transport water from Mill Creek for irrigation purposes. If eligible, the South Fork Persian Ditch would have a period of significance from approximately 1854 to present. This date range is based on historic maps of the City of Visalia and Tulare County.
Significance
South Fork Persian Ditch is potentially significant under Criterion A. The ditch is a mostly unlined earthenware irrigation ditch used by the city of Visalia. The ditch does not represent a unique association with agricultural activities at the local, state, or national levels. The ditch is associated with events that have made a significant contribution to the broad patterns of our history as part of the earliest irrigation ditch systems in Visalia. South Fork Persian Ditch is not significant under Criterion B. because the ditch is not associated with the lives of significant persons in our past. The design and construction, as well as modifications, were not by any one individual or individuals in the city of Visalia with particular significance at the local, state, or national levels. South Fork Persian Ditch is not significant under Criterion C. because the use of the earth in the construction of irrigation ditches has been common for over 150 years in the region and has been used since the planting of agricultural fields in Visalia. The ditch does not embody the distinctive characteristics of a type, period, or method of construction, nor does it represent the work of a master, possess high artistic values, or represent a significant and distinguishable entity whose components may lack individual distinction. The ditch is constructed of common materials and has been repaired and modified using typical methods and technologies. South Fork Persian Ditch is not significant under Criterion D. because the ditch is not a significant or likely source of important information about the construction of irrigation ditches, agricultural fields, or the materials or technologies employed in their construction and operation.
Integrity
The South Fork Persian Ditch is potential significant under Criterion A and not significant under Criteria B-D. The ditch, however, have experienced changes in its alignment, alterations to its immediate and landscape surroundings (including suburbanization along certain of their segments and the construction of modern bridge crossings), and the replacement of its original water control features with modern equipment (such as concrete culverts and metal gates). The ditch therefore lacks integrity of original location, setting, design, materials and feeling and it cannot convey its historical association and is therefore not eligible for the NRHP. Integrity of location design, materials, and workmanship, setting, feeling, and association is relatively low within the period of significance.
DPR 523E (Rev. 1/1995)(Word 9/2013)
State of California Natural Resources Agency Primary# P-54-002177 DEPARTMENT OF PARKS AND RECREATION HRI #
LINEAR FEATURE RECORD Trinomial CA-TUL-003259H
L8b. Description of
Photo, Map, or
Drawing: South Fork
Persian Ditch, north
portion of recorded
segment with modern
concrete culvert, facing
northeast
L9. Remarks: None
L10. Form Prepared
by:
Heather Froshour
SOAR Environmental
Consulting Inc
1322 E. Shaw Ave., Suite 400
Fresno, CA 93710
L11. Date: 11/18/2023
L8a. Photograph, Map or Drawing
*Map Name: USGS Topographic quadrangle Visalia *Scale: 1:24,000 *Date of map: 2021 DPR 523J (Rev. 1/1995)(Word 9/2013) * Required information State of California Natural Resources Agency Primary # DEPARTMENT OF PARKS AND RECREATION HRI#
LOCATION MAP Trinomial
State of California -The Resources Agency
DEPARTMENT OF PARKS AND RECREATION
Primary#
HRI # P - 5 4 - 0 0 2 l 7 7
PRIMARY RECORD Trinomial C A - T U L - O O 3 2 5 9 H
NRHP Status Code
P1. Other Identifier:
*P2. Location:
Other Listings
Review Code Reviewer
•Resource Name or#: South Fork Persian Ditch
Date
a. County: Tulare
b. USGS 7.5' Quad: Visalia, CA
D Not for Publication 00 Unrestricted
Date: 1949 (1969) T 19S; R 24E; Sec 3 M.D. B.M.
c. Address:N/A
d. UTM WGS 84 Zone: 11 N; Head: 288049 mE/ 4020604 mN
Tenninus: 285181 mE/ 4020647 mN
e. Other Locational Data: Assessor Parcel Number 119-022-041 *P3a. Description: (Describe resource and its major elements. Include design, materials, condition. alterations, size, setting, and boundaries) South Fork Per ian Ditch is a mo tly unlined earthen irrigation ditch, V-shape with teep side earthen berm to either side, and concrete lined when the ditch orientation tum 90 degrees. The ditch branche off from Watson Ditch and flow south and we t for approximately 2.5 mile before terminating at the Per ian Ditch. The ditch is located in a predominately agricultural setting, though the start of the ditch i located within a single-family residential neighborhood. TI1e ditch i con i tently maintained and i still currently for agricultural irrigation. The South Fork Per ian Ditch i fir t vi ible on Thomp on' 1 92 map and 1927 USGS topographic map.
*P3b. Resource Attributes: HP20 Canal/Aqueduct
*P4. Resources Present: □Building 00 Structure □Object □Site □District □Element of District □Other (Isolates. etc.) P5a. Photo or Drawing: P5b. Description of Photo:
South Fork Persian Ditch, facing
south
*P6. Date Constructed/Age and
- Sources: IEIH1storic
□Prehistoric □Both
*P7. Owner and Address:
Persian Ditch Company
15370 Avenue 256
Vi alia, CA 93292
*PS. Recorded by:
Consuelo Y. Sauls
Taylored Archaeology
6083 N .. Figarden Dr., Ste. 616
Fre no, CA 93722
*P9. Date Recorded: 7/9/2022
*P10. Survey Type: Intensive
Survey ==-=-=�'---.:.=-�--=...::::!.:__::_.!:....:::=..:..::: _ __::__--=..:.:...===--==-==-=-=--l *P11. Report Citation:
Sauls, Consuelo Y.
2022 Cultural Resource Assessment for Barr and Wood Tentative Subdivision Map Project, Tulare County Taylored Archaeology, Fresno, Calif mia. Prepared for 4Creeks, Inc. Vi alia, California. *Attachments: □NONE OOLocation Map □Sketch Map □Continuation Sheet □Building, Structure, and Object Record □Archaeological Record □District Record OOLinear Feature Record □Milling Station Record □Rock Art Record □Artifact Record □Photograph Record D Other (List):
DPR 523A (1/95) •Required lnfonnation
State of California -The Resources Agency
DEPARTMENT OF PARKS AND RECREATION
LINEAR FEATURE RECORD
Primary # P - 5 4 - 0 0 2 1 7 7 HRI #
Trinomial C A - T U L - 0 0 3 2 5 9 H
L 1. Historic and/or Common Name: South Fork Persian Ditch L2a. Portion Described: □ Entire Resource 00 Segment □ Point Observation Designation:
b. Location of point or segment: WGS 84 Zone: 11 ; UTM: 288096 mE/ 4020414 m (Send) 288047 mE/ 4020604 m ( end)
L3. Description: This recorded segment of the South Fork Persian Ditch measures approximately 770 linear feet and is an unlined V-shared earthen irrigation ditch with earthen berms to either side. The north end of this recorded segment runs west to east before turning 90 degrees to the south and terminating at an unnamed earthern bridge over the ditch. Two 90 degree turns at the northern end of this recorded segment are concrete-lined at the turns to prevent erosion and scouring.
L4. Dimensions: L4e. Sketch of Cross-Section: None
a. Top Width: approx. 15 feet
b. Bottom Width: approx. 5 feet
c. Height or Depth: approx. 4 feet
d. Length of Segment: approx. 770 feet
L5. Associated Resources: Unknown
L6. Setting: The resource is in a rural setting surrounded by wheat fields to the east and west, and single family residences to the north.
L7. Integrity Considerations: Thi recorded egment of the South Fork Per ian Ditch has been twice modified from its original northea t to outhwe t alignment: fu tit was modified to a north to south alignment between 1937 and 1946 (Lodge 2020; USAAA 1946) and second, the northern-most portion of the ditch wa modified to a we t to east alignment between 2003 and 2004 (Google Earth (2022).
DPR 523E (1/95)
LBb. Description of Photo, Map,
or Drawing South Fork Persian
Ditch, northern portion of recorded
segment, facing ea t.
LS. Remarks:
L10. Form Prepared by:
Consuelo Sauls
Taylored Archaeology
6083 N. Figarden Dr., Ste. 616
Fresno, CA 93722
L 11. Date: 7/9/2022
State of California -The Resources Agency
DEPARTMENT OF PARKS AND RECREATION
LOCATION MAP
Primary#
HRI#
Trinomial
P-54-002177
CA-TUL-003259t-l
Map Name: South Fork Persian Ditch Location Map *Scale: 1:24,000 *Date of Map: 1949 (1969) South Fork Persian
- "'0"7"' - • -
.\� ...,,,,, L' Ditch Location Map 33 -----�--1
,.--.,=.c.:..---__;�
! Goshen & Visalia 1949 [1969), CA
USGS Topo Maps
C
SCALE l 24 000
1 t====i
0 .000 '
'.) 0
' � 1------' t=I �=.I I C
CON IOU INTERVAL 5 FEET
DATUM IS EAN SEA LEVEL
DPR 523J (1/95) *Required information
298
- 3
II
Legend
: • Recorded Segment / : • South F ark Persian Ditch
I
I
3 01\LDWtLL
I MILE
State of California - The Resources Agency
DEPARTMENT OF PARKS AND RECREATION
PRIMARY RECORD
Other Listings
Review code
P-54-002177
CA-TUL-003259H
Primary # P-_�_,.,.,, 0../-? /J
HAI #
Trinomial
NRHP Status Code
Reviewer Date
Page _1_ of _L *Resource Name or#: {Assigned by recorder) _____________________ _ P 1 • Otherldentifier: _S=FP�P�-2=3�-------.---------------------------- *P2. Location: � Not for Publication .3f' Unrestricted *a. County �I�u=la�re�------------- and {P2b and P2c or P2d. Attach a Location Map as necessary.) *b. USGS 7.5' Quad Goshen Date 1969 T �; R �; � 114 of� 114 of -5..E.._ 114 of Sec __5.._; _MQ_B.M.
C. Acttess "$ <-f(!__ City _________ Zip ___ _
d. UTM: {Give more than one for large and/or linear resources) Zone 11 285540 mE/ 4020045 mN e. Other Locational Data (e.g., parcel#, legal description, directions to resource, elevation, etc., as appropriate):
From Selma travel south on Highway 99, 2.4 miles past Exit 198. Site is west of Highway 99 and the railroad tracks and is visible from the road.
• P 3 a. Description: (Describe resource and its major elements. Include design, materials, condition, alterations, size, setting, and boundaries) Earthen irrigation canal associated with orchard. Canal flows in an east to west direction until it reaches the concrete headgate, from that point it turns 90° and continues north. Approximately 20' west of the railroad is a concrete culvert stamped with "1940". Resources are in good condition.
*P3b. Resource Attributes: {List attributes and codes)--'-J.L.!i,""-------------------------- *P4. Resources Present: D Building 181Structure □Object □Site □District □Element of District □Other {Isolates, etc.) PSb. Description of Photo (view, date, accession#) __ �E=a�s=t:_4-�2�6:�9-5�;�S�FP�P--C-W�:3:�24�---------------- • -
*P6. Date Constructed/Age
and Sources: 181 Historic
D Prehistoric D Both
*P7. Owner and Address: _____ _
*PS. Recorded by (Name,
affiliation, and address): Carrie D. Wills &
Allen Estes: William Self Associates 4 Orinda
Way Sutte 200A Orinda, CA 94563
*P9. Date Recorded: April 26, 1995
*P10. Survey Type: (Describe)
Reconnaissance.
*P11. Report Citation (Cite survey
report and other sources, or enter "none."): _
Class I Overview Santa Fe Pacific Pipeline
Partners, L.P., Proposed Concord to Colton
Pipeline Project
*Attachments: □ NONE 181 Location Map □sketch Map □continuation Sheet □Building, Structure, and Object Record □Archaeological Record □District Record □Linear Resource Record □Milling Station Record □Rock Art Record (16.rtifact Record □Photograph Record [l)tt,er(List): _______________________ _ DPR 523A (1/95) *Required Information
◊
N
l!::l=I••
"
u •
llf '82 11!
II
II
II
. .
\I
"
II
•
II
II
.,,,:). I
-+:'\--26
0 �
II
WATSON
lranks
11,
II
•II
0 "
II
II
"
II
II
II
•
• •11
II
II
E.VANS ,,
II
II
II
II )
II
II
II
II
1 :284: �p
GOSHEN, CALIF.
7.5' QUADRANGLE
1949
PHOTOAEVISED 1969
8 D • I
286
�
1 S O 1 KILOMETER
EE-33::::::::EE-33:::::::EH:3:::::EH:3::::::EE-3=3:::::EI ===================31 CONTOUR INTERVAL 5 FEET
DATUM IS MEAN SEA LEVEL
P-54-002177
CA-TUL-003259H
) ' . ' ,•Midv
"'
"'o
. ,-.,,
(
.II
,,
II
n
II
II
,,
II
II
...
Siphor,
/
4 "
/
I (
'--
9 �
�
..
' (
Santa Fe Pacific Pipeline
Concord to Colton Project
Location Map
CONFIDENTIAL INFORMATION NOT FOR PUBLIC DISTRIBUTION - PREPARED BY WILLIAM SELF ASSOCIATES State of California - The Resources Agency
DEPARTMENT OF PARKS AND RECREATION
PRIMARY RECORD
P-54-00217 7
CA - T U L - 0 0 3 2 5 9H
Primary # P- .:)"t/-- ,.,,, , � ,-,-,
HAI #
Trinomial
NRHP Status Code ____________ _
Other Listings
Review code Reviewer Date
Page _1_ of 2._ *Resource Name or#: (Assigned by recorder) .....,.S""o"'u,,_th,._,F__,o""-rkrLl...P�el.:irsw.ia,!!.nL!D=!.!i�tcc!..!h ___________ _ P 1 . Other Identifier. �wFPuP�---------,---------------------------- *P2. Location: � Not for Publication � Unrestricted •a. County _,T'""u""la..,_r"'-e ____________ _ and (P2b and P2c or P2d. Attach a Location Map as necessary.) "b. USGS 7.5' Quad Goshen Date� T -19.$..; R ..2.4f.; _NE_ 1/4 of� 114 of .l!E_ 114 of Sec ...5.._; _MQ_B.M.
C. Ad:iess ?."3 <JC City ________ �----
d. UTM: (Give more than one for large and/or linear resources) Zone 11 285305 mE/ 4020495 mN e. Other Locational Data (e.g., parcel#, legal description, directions lo resource, elevation, etc., as appropriate):
From Selma travel south on Highway 99, 2.1 miles past 198 exit. Site is west of Highway 99 and railroad tracks. • P 3 a . Description: (Describe resource and its major elements. Include design, materials, condition, alterations, size. setting, and boundaries) Earthen irrigation ditch flowing east to west, associated with an orchard and other agricultural land. A galvanized pipe culvert supports the railroad over the ditch. The ditch goes underground west of Highway 99 and resurfaces on the east side of the highway. Approximately 250' west of the railroad tracks is a concrete headgate. Large oak trees and dense riparian vegetation grow on the banks of the ditch. The resources are in good ocndition. *P3b. Resource Attributes: (List attributes and codes)--1..!J....!i,�------------------------ "P4. Resources Present: D Building 181Structure □Object □Site O□istrict □ Element of District OOther (Isolates, etc.) PSb. Description of Photo (view, date, accession#) _ _.W.,..,e.,,s...,.t:_,4-_.2..,.6"""-9'""5"--: =S'-'P'""'FP""'·..,.C'-'-W'-·,._3-..,.,2..._1 _________________ _ ..
DPR 523A (1/95)
*PG. Date Constructed/Age and Sources:
0 Prehistoric O Both
"P7. Owner and Address: _______ _
*PS. Recorded by (Name,
181 Historic
affiliation, and address): Carrie D. Wills & Allen Estes: William Sell Associates 4 Qdnda Way Sune 200A Orinda. CA 94563
*P9. Date Recorded: April 26, 1995
"P10. Survey Type: (Describe)
Reconnaissance.
*P11. Report Citation (Cite survey report and other sources, or enter "none."): Class I Overview Santa Fe Pacific Pipeline Partners, ' l LP .. Proposed Concord to Colton Pipeline Project.
•
• Attachments: □ NONE 181 Location Map □Sketch Map
. □continuation Sheet □Building, Structure, and Object Record • ... , □Archaeological Record ODistrict Record □Linear Resource Record ' □Milling Station Record 0Rock Art Record
llirtttact Record □Photograph Record [l)ther (list): ______ _ "Required Information
82 : '
•
•
' I
;: I
II
II,
i!r•==.
" .
"'
•
II\
II
II
, II
�
•
u
II
'--------
0 "
"
II
II
"
II
11 II
II
II
"
u
"
11 "
"
"
"
"
II
WATSON
0 ::,,-----.,,._
:: <,/
• -� �o,
'o
"
"
8 ◊ 1000
GOSHEN, CALIF.
7.5' QUADRANGLE
1949
PHOTOREVISED 1969
ECla::l:::i::::==::::::E====
2llOO
c::=:==
3000 JOOO 5000 6000 7000 FEET
:::E:::===3:::====::!====3::===::::J
N I 5 0 1 KILOMETER
EE-33:=:EE33::::::EE-33:::::EE-33:=:EE-33::::l:i ==========31 CONTOUR INTERVAL 5 FEET
DATUM IS MEAN SEA LEVEL
II
II
n
II
II
II
II
II
"'
I
1----i---L
4 Santa Fe Pacific Pipeline
Concord to Colton Project
Location Map
CONFIDENTIAL INFORMATION NOT FOR PUBLIC DISTRIBUTION - PREPARED BY WILLIAM SELF ASSOCIATES Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
1 of 1
CULTURAL ISOLATED FIND RECORD
Resource ID (Isolated Find #): IS-01-2023
Project Name: 4Creeks Elliot SJVH
Visit Details
Isolated Find Number IF-01-2023
Project Name 4Creeks Elliot SJVH
Project Number N/A
Date Identified 11/18/2023
Recorded By (name[s], affiliation) Heather Froshour, SOAR Environmental Artifact(s) Collected? No
UTMs (or other locational
information):
WGS 84 11N 287998 mE / 4021717 mN
Archaeological Data: (include artifact description[s], dimensions, setting and relevant comments) Ceramic, refined earthenware, white glaze with blue band, thick possible serving dish/platter sherd Attachments:
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
1 of 1
CULTURAL ISOLATED FIND RECORD
Resource ID (Isolated Find #): IS-02-2023
Project Name: 4Creeks Elliot SJVH
Visit Details
Isolated Find Number IF-02-2023
Project Name 4Creeks Elliot SJVH
Project Number N/A
Date Identified 11/18/2023
Recorded By (name[s], affiliation) Heather Froshour, SOAR Environmental Artifact(s) Collected? No
UTMs (or other locational
information):
WGS 84 11N 287768 mE / 4022028 mN
Archaeological Data: (include artifact description[s], dimensions, setting and relevant comments) Ceramic, refined earthenware body sherd, cream/yellow colored glaze Attachments:
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
1 of 1
CULTURAL ISOLATED FIND RECORD
Resource ID (Isolated Find #): IS-03-2023
Project Name: 4Creeks Elliot SJVH
Visit Details
Isolated Find Number IF-03-2023
Project Name 4Creeks Elliot SJVH
Project Number N/A
Date Identified 11/18/2023
Recorded By (name[s], affiliation) Heather Froshour, SOAR Environmental Artifact(s) Collected? No
UTMs (or other locational
information):
WGS 84 11N 287556 mE / 4021852 mN
Archaeological Data: (include artifact description[s], dimensions, setting and relevant comments) Ceramic, refined earthenware sherd, light cream colored glaze, possible platter sherd Attachments:
Corporate Headquarters
1322 E. Shaw Avenue, Suite 400 Fresno, CA, 93710
www.soarhere.com • 559.547.8884
87 APPENDIX D
Staff Resume
1322 E. Shaw Avenue, Suite 400, Fresno, CA 93710
www.soarhere.com ● 559.547.8884
Practical Experience
Ms. Froshour is a registered professional archaeologist and cultural resources specialist with extensive experience in field and technical work. This experience including cultural resources monitoring, site survey, phase 1-3 excavations, and anthropology on various projects throughout the United States. She has a combined 8 years of experience in academic, consulting, museum, and public archaeology, and has worked in CRM since 2013 throughout various regions of the United States. Primary states of focus have included Maine, Massachusetts, Louisiana, Georgia, Virginia, Arizona, and California. She routinely assesses cultural resources for project related effects and their significance, provides cultural resource mitigation services, directs archaeological surveys of both excavation and pedestrian methods, and prepares documents for Section 106 of the NHPA, CEQA, and NRHP. Ms.
Froshour also has experience working alongside trial monitors through survey with in the Colorado River and Mendocino National Forest regions. She has worked alongside the USDA Forest Service to provide post-fire monitoring and mitigation recommendations.
Ms. Froshour is certified by the Register for Professional Archeologists (Registrant ID: 5457).
Highlighted Projects
California High-Speed Rail Authority Construction Package 1, Cultural Resources Support, March 2023-Present
Heather is the Cultural Resources Support for this construction package. As such, she oversees staff archaeologist cultural reporting, monitoring, and artifact processing on the 33- mile right of way in Fresno and Madera Counties.
SOAR Environmental Consulting, Senior Archaeologist, January 2023-Present Senior Archaeologist, Phase I Cultural Resources Evaluation, Yokuts Valley, California
Provided desktop research, tribal consultation, and full Phase 1 report for the construction a new saber transmission tower to accompany existing USACE and CAL FIRE structures on a 100 square feet area on top of Bear Mountain in Fresno County.
Senior Archaeologist, Phase I Cultural Resources Evaluation, Shirley Meadows, California
Provided desktop research, tribal consultation, and full Phase 1 report with DPR forms for the construction a new saber transmission tower, and concrete masonry shelter enclosed in an 8 foot tall wire fence on a 100 square feet area on top of Shirley Peak in Kern County.
Senior Archaeologist, Phase I Cultural Resources Evaluation, Mountain Ranch, California
Provided desktop research, tribal consultation, and full Phase 1 report with DPR forms for the construction a new saber transmission tower, and propane tank enclosed in an 8 foot tall wire fence on a 100 square feet area on top of Quiggs Mountain in Calaveras County.
Senior Archaeologist, Phase I Cultural Resources Assessment, Glennville, California
Provided desktop research, site pedestrian survey, tribal consultation, and full Phase 1 report for the construction a new saber transmission tower, CMU block shelter, and parking lot enclosed in a wire fence on a 100 square feet area on top of Mount Pheasant in Kern County.
Heather Froshour
Senior Archaeologist
12 Years of Relevant Experience
Biography
Ms. Froshour’s background emphasises
archaeology, anthropology, and cultural
resources monitoring.
Education
• M.A. in Historical Archaeology, November
2014. University of Leicester, Leicester, UK.
• B.A. in Anthropology/Geography, June
2010. University of Southern Maine,
Gorham/Portland, ME.
Professional Development
• 8 hr training in Wilderness Firest Aid (Sierra
Rescue International)
• Adult, Child, Infant C.A.R.E. CPR & First Aid
Training (Sierra Rescue International)
• Driver/Operator
Professional Affiliations
• Register of Professional Archaeologists
• CHRIS Qualified Archaeologist
• Society of American Archaeology - SAA
• Society of Historical Archaeology - SHA
Technical Expertise
• Lithic Analysis
• Technical Report Writing
• Lab analysis
• Cultural Monitoring
• Site Surveying – Phases 1-3
• Excavation
• Metal Detection
• Auguring
• Research
• MS Office
• Collector for ArchGIS
1322 E. Shaw Avenue, Suite 400, Fresno, CA 93710
www.soarhere.com ● 559.547.8884
Senior Archaeologist, Phase I Cultural Resources Assessment, Bakersfield, California
Provided desktop research, site pedestrian survey, and full Phase 1 report for rezoning project and multiple family residence construction project.
Senior Archaeologist, Phase I Cultural Resources Assessment, Joshua Tree, California
Provided desktop research, site pedestrian survey, and full Phase 1 report for upscale yurt campground construction project.
Post Fire Fuels and Priority Heritage Asset Assessment Surveys, Grindstone Region, CA (June 2022-December 2022). The Great Basin Institute, Archaeological Crew Lead.
Phase I pedestrian surveys and site recording on post-wildfire burned landscapes within the Mendocino National Forest. Overseeing a small crew in the field survey, site recording, and completion of extensive USDA Forest Service site reports and mapping of cultural resources in the area. Ensured that all pertinent data is documented and reported to Forest Services standards with specific attention to current field conditions, disturbances, vegetation, terrain, and geospatial data of cultural resources. Provided day to day support of the crew and worked as a liaison between the Great Basin Institute and Mendocino National Forest personnel. Conducted Section 106 and Section 110 Priority Heritage Asset assessments of archaeological resources throughout the eastern region of the Mendocino. Assisted in final Phase 1 survey report writing.
Various Cultural Resource Management Survey Projects, GA & NC (June 2021- April 2022). TerraXplorations, Inc., Archaeology Field Director.
Phase I shovel testing in various locations throughout Georgia, in addition to a single project just outside of Raleigh, NC. These projects include road, bridge, and culvert improvement surveys as well as solar tract, farm, and generator surveys. All projects were conducted in 30m intervals along transect within the ESB of the survey area. All positive shovel tests were then delineated in 15m interval cruciform to determine site boundaries. Several projects required the use of metal detection grids in order to thoroughly survey areas of known Civil War activity. A number of projects for the Georgia Department of Transportation also required the probing of areas within the project ESB that were located within 1km from a known cemetery, with potential anomalies delineated and all results fully recorded. Duties include overseeing and directing field crews in locating, collecting, recording, and interpreting data from the survey. The supervision of personnel, including aiding in hiring and firing, performance reviews, training, work allocation, and problem resolution. Ensuring safe work practices and directing morning safety meetings to address potential hazards and safety concerns in the areas scheduled for fieldwork that day. Participation in field and office meetings with PIs and company owners to address scheduling and management procedures based on client needs as well as those of state and federal regulations and requirements.
Cultural Resource Management Survey Project, VAM-1 and Glasgow Pipeline Replacement, VA (May 2021-June 2021). TerraXplorations, Inc., Archaeology Crew Chief.
Phase I shovel test excavations from the replacement of the VAM-1 and Glasgow natural gas pipelines in the Blue Ridge Mountains, near the Appalachian Trail. Evaluated and conducted field work in various conditions in primarily mountainous terrain. Under direct supervision helped to manage and organize field crew in order to complete the project in a timely and efficient manner. Maintained field equipment and assisted in the writing and compilation of 1322 E. Shaw Avenue, Suite 400, Fresno, CA 93710
www.soarhere.com ● 559.547.8884
all field paperwork. Personally in charge of the majority of all mappings of and oversight of field crew for sites throughout the project area.
Various Cultural Resource Management Survey Projects, LA & MS (August 2020- May 2021). TerraXplorations, Inc., Archaeology Field Technician.
Phase I shovel test excavations for bank mitigation in North Eastern Mississippi along the Buttahatchee River. Phase III survey of two projects; the historic St. Amelia Plantation in Welcome, Louisiana and an unnamed prehistoric village in Plaquemine, Louisiana. The phase III projects both required excavating the foundations of various structures, and in the case of the prehistoric site excavating and mapping postholes within pits. The projects also required drawing plan views, and stratigraphic profiles, as well as feature and level write-ups. Unit excavations included 1mx1m to 3mx3m units, with a few requiring the extension of existing units to chase out observed features and artifact clusters.
Various Cultural Resource Management Survey Projects, ID & WI (June 2020 -July 2020). Tetra Tech, Inc., Archaeology Field Technician.
Phase I pedestrian surveying of various wind and solar farm projects throughout corn and soybean fields.
Cultural Resource Management Survey, Acadiana to Gillis, LA (January 2020-March 2020). BGE, Inc., Archaeology Field Technician.
Phase I shovel test excavations of proposed natural gas pipeline between Acadian and Gillis, Louisiana. This project entailed the excavation of 30mx30m units with distance varying based on HPA and LPA guidelines (a spacing of 30m to 50m respectively). A requirement of the survey was to maintain daily investigation point forms for individual shovel test units. In addition to this, it was required to aid in recording artifacts and photos of sites found throughout the project.
Various Cultural Resource Management Survey Projects, MN & IA (November 2019-December 2019). In Situ Archeological Consulting LLC, Archaeology Field Technician.
Phase I pedestrian surveying of various natural gas and cellular tower projects, as well as Phase II field work entailing the excavation of 45cmX45cm test units and GPS data collection.
The projects also occasionally required the writing of site forms, and research for future projects at the Minnesota SHPO collections.
Cultural Resource Management Survey, Ten West Link Project, CA & AZ (August 2019-October 2019). POWER Engineers Inc., Archaeology Field Technician.
Phase I pedestrian survey of the proposed 500 kV transmission line connecting electrical substations in Tonopah, Arizona and Blythe, California. This project entailed working in one of five teams, and often included 1-2 tribal monitors from the Colorado River Indian Tribes. The right of way crews used a 400ft buffer for the corridor, with each team using a 15m spread to survey the proposed transmission line. This survey required the use of a Trimble GPS system to navigate the corridor and plot both isolate and site locations for GIS and recording crew use. As part of the recording crew later in the survey, it was also required to conduct thorough site analysis and recordation via site forms and Trimble points of each observed artifact and feature, both historic and prehistoric.
1322 E. Shaw Avenue, Suite 400, Fresno, CA 93710
www.soarhere.com ● 559.547.8884
Authored Publications
2023 Froshour, Heather. “Phase I Cultural Resources Evaluation: 30811 Bear Mountain Rd., Yokuts Valley, California.”
2023 Froshour, Heather. “Phase I Cultural Resources Evaluation: Shirley Peak, Rd. 622, Kern County, California.”
2023 Froshour, Heather. “Phase I Cultural Resources Evaluation: Sierra Vista Lookout., Quiggs Mountain, Mountain Ranch, California.”
2023 Froshour, Heather. “Phase I Cultural Resources Evaluation: Granite Rd., Mount Pheasant, Glennville, California.”
2023 Froshour, Heather. “Phase I Cultural Resources Assessment: 4415 Wilson Rd., Bakersfield, California.”
2023 Froshour, Heather. “Cultural Resources Desktop Assessment: 1941 N. Golden State Blvd., Fresno, California."
2023 Froshour, Heather. “Phase I Cultural Resources Assessment: 3174 Bonair Ave., Joshua Tree, California.”
2023 Froshour, Heather. “Cultural Resources Desktop Assessment: 3200 Rio Linda Blvd., Sacramento, California."
2023 Hawley, Maria and Froshour, Heather. “Cultural Resources Assessment, 18644 16th Ave., Stratford, California.”
2022 Lashway, Nick, Hovis, Chad, and Froshour, Heather. “Upper Thomes Forestwide Fuels Phase I Report: U.S.D.A. Forest Service Mendocino National Forest Covelo and Grindstone Ranger Districts, California.”
Academic Publications
2013 Hamilton, Nathan D. and Froshour, Heather D (presenter). “Explore 5,000 Years of History in Danvers, Massachusetts.”
2013 Froshour, Heather D. “Preserving the Past: Public and Historical Archaeology at the Rebecca Nurse Homestead, Danvers, Massachusetts.”
2012 Froshour, Heather D (presenter). “17th-18th Century Occupations in Danvers, Massachusetts.”
Appendix D
Traffic Study
Project No: 624-03
TRAFFIC STUDY
ELLIOT PROPERTY TENTATIVE SUBDIVISION
LOCATED EAST OF SHIRK STREET AND SOUTH OF TULARE AVENUE
VISALIA, CALIFORNIA
Prepared for:
4CREEKS
December 2023
UPDATED June 2024
Prepared by:
1800 30TH STREET, SUITE 260
BAKERSFIELD, CA 93301
__________________________________________
Ian J. Parks, RCE 58155
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave i
TABLE OF CONTENTS
Pg
EXECUTIVE SUMMARY ....................................................................................................................................... 2 INTRODUCTION ..................................................................................................................................................... 6 FIGURE 1: VICINITY MAP..................................................................................................................................... 7 FIGURE 2: LOCATION MAP.................................................................................................................................. 8 FIGURE 3: SITE PLAN ............................................................................................................................................ 9 PROJECT TRIP GENERATION AND DESIGN HOUR VOLUMES................................................................... 11 TABLE 1a: PHASE I PROJECT TRIP GENERATION......................................................................................... 11 TABLE 1b: FULL BUILD-OUT PROJECT TRIP GENERATION....................................................................... 11 TABLE 2: PROJECT TRIP DISTRIBUTION ........................................................................................................ 12 EXISTING AND FUTURE TRAFFIC.................................................................................................................... 12 FIGURE 4: PROJECT PEAK HOUR TRAFFIC (EXISTING).............................................................................. 13 FIGURE 5: PROJECT PEAK HOUR TRAFFIC (FUTURE)................................................................................. 14 FIGURE 6: 2023 PEAK HOUR TRAFFIC............................................................................................................. 15 FIGURE 7: 2028 PEAK HOUR TRAFFIC............................................................................................................. 16 FIGURE 8: 2028+PROJECT PEAK HOUR TRAFFIC.......................................................................................... 17 FIGURE 9: 2033 PEAK HOUR TRAFFIC............................................................................................................. 18 FIGURE 10: 2033+PROJECT PEAK HOUR TRAFFIC........................................................................................ 19 INTERSECTION ANALYSIS ................................................................................................................................ 20 TABLE 3a: PM INTERSECTION LEVEL OF SERVICE ..................................................................................... 21 TABLE 3b:AM INTERSECTION LEVEL OF SERVICE ..................................................................................... 22 TRAFFIC SIGNAL WARRANT ANALYSIS........................................................................................................ 23 TABLE 4: 8-HOUR TRAFFIC SIGNAL WARRANTS......................................................................................... 23 QUEUE LENGTH ANALYSIS .............................................................................................................................. 24 TABLE 5a: PM QUEUE LENGTH ANALYSIS.................................................................................................... 24 TABLE 5b: AM QUEUE LENGTH ANALYSIS................................................................................................... 25 DECELERATION LANE ANALYSIS................................................................................................................... 25 ACCIDENT INVESTIGATION ............................................................................................................................. 26 MITIGATION .......................................................................................................................................................... 27 TABLE 6: FUTURE INTERSECTION IMPROVEMENTS AND LOCAL MITIGATION ................................. 27 VEHICLE MILES TRAVELED (VMT) ANALYSIS ............................................................................................ 27 REFERENCES ........................................................................................................................................................ 28 APPENDIX.............................................................................................................................................................. 29 Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 2
EXECUTIVE SUMMARY
The proposed residential development is located east of Shirk Street and south of Tulare Avenue in Visalia, CA.
Project Description
The proposed project includes 225 single-family residential dwelling units. Access will be provided along Shirk Road, Tulare Road, and Roeben Street.
Project Trip Generation
The following table shows the anticipated project trip generation and peak hour volumes calculated using the Institute of Transportation Engineers (ITE) Trip Generation, 11th Edition.
Project Trip Generation
ITE Development Variable ADT ADT Rate In Out Rate In Out Code Type RATE % Split/ % Split/ % Split/ % Split/
Trips Trips Trips Trips
210 225 eq 2128 eq 25% 75% eq 63% 37%
Dwelling Units =EXP(0.92*LN(225)+2.68) 156 39 117 213 134 79 General Information Daily Trips AM Peak Hour Trips PM Peak Hour Trips Single-Family
detached Housing
Project Study Scope
The project study scope was approved by the City of Visalia on October 20, 2023. Based on the number of peak hour trips calculated (between 200-499 residential trips in the peak hour), the study falls into Category II traffic impact analysis. Category II requires all signalized and major intersections be studied within a 1/2-mile radius of the project.
Following are the intersections included in the study:
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 3
Study Intersections:
• Road 92/Shirk Street & State Route 198 Eastbound Ramps • Road 92/Shirk Street & State Route 198 Westbound Ramps • Road 92/Shirk Street & Tulare Avenue
• Road 92/Shirk Street & Walnut Avenue
• Roeben Street & Tulare Avenue
• Roeben Street & Walnut Avenue
• Street 3 & Tulare Avenue
• Street 6 & Tulare Avenue
• Avenue 4 & Shirk St
• Avenue 6 & Roeben St
Analysis Scenarios
In accordance with Category II requirements, analysis will be provided for the following scenarios:
• Existing
• 2028 Cumulative (Opening Year)
• 2028 Cumulative + Project
• 2028 Cumulative + Project with Mitigation (if applicable) • 2033 Cumulative
• 2033 Cumulative + Project
• 2033 Cumulative + Project with Mitigation (if applicable) Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 4
Level of Service Analysis
PM Peak Hour Intersection Analysis
# Intersection Control
Type 2023 2028 2028+Project
2028+
Project
w/Mitigation
2033 2033+
Project
2033+
Project
w/Mitigation
1 Shirk St &
SR 198 WB
Ramps
AWSC E
(43.0)
F
(118.7)
F
(204.8) - F(238.1)
F
(>300) -
Signal - - - B - - B
2 Shirk St &
SR 198 EB
Ramps
AWSC C D
(27.2)
D
(28.1) - F(52.2)
F
(56.2) -
Signal - - - B - - B
3 Shirk St &
Tulare Ave WB - B B - B B -
4 Roeben St &
Tulare Ave
WB
EB
A
-
B
A
B
A
-
-
B
B
B
B
-
-
5 Shirk St &
Walnut Ave
AWSC C E
(44.7)
E
(49.0) - F(114.2)
E
(126.0) -
Signal - - - B - - C
6 Roeben St &
Walnut Ave AWSC B B B - B C -
7 Street 3 &
Tulare Ave NB - - A - - A -
8 Street 6 &
Tulare Ave NB - - - - - A -
9 Avenue 4 &
Shirk St WB - - A - - B -
10 Avenue 6 &
Roeben St EB - - A - - A -
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 5
AM Peak Hour Intersection Analysis
# Intersection Control
Type 2023 2028 2028+Project
2028+
Project
w/Mitigation
2033 2033+
Project
2033+
Project
w/Mitigation
1 Shirk St &
SR 198 WB
Ramps
AWSC C F
(50.6)
F
(131.3) - F(114.6)
F
(238.2) -
Signal - - - B - - C
2 Shirk St &
SR 198 EB
Ramps
AWSC B C C - E
(37.0)
E
(38.2) -
Signal - - - B - - B
3 Shirk St &
Tulare Ave WB - B B - B A -
4 Roeben St &
Tulare Ave
WB
EB
A
-
B
A
B
A
-
-
B
A
B
A
-
-
5 Shirk St &
Walnut Ave
AWSC B C C - D
(25.5)
D
(27.9) -
Signal - - - B - - B
6 Roeben St &
Walnut Ave AWSC B B B - B C -
7 Street 3 &
Tulare Ave NB - - A - - A -
8 Street 6 &
Tulare Ave NB - - - - - A -
9 Avenue 4 &
Shirk St WB - - A - - B -
10 Avenue 6 &
Roeben St EB - - A - - A -
Mitigation
Based on the results of the Level of Service (LOS) analysis and the eight-hour vehicular volume warrants, and the City of Visalia thresholds for mitigation, it is recommended that signals be constructed at three intersections in order to operate at an acceptable level of service by the year 2033. # Intersection
Improvements
Recommended
by 2028
Improvements
Recommended
by 2033
Percent
Share
1 Shirk St & SR 198 WB
Ramps Signal - 5.11%
2 Shirk St & SR 198 EB
Ramps Signal - 9.69%
5 Shirk St &
Walnut Ave Signal - 8.29%
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 6
INTRODUCTION
The purpose of this study is to evaluate the potential traffic impacts of a proposed single-family development located east of Shirk Street and south of Tulare Avenue in Visalia, CA. A vicinity map, location map, and a site plan are presented in Figures 1 through 3, respectively.
The proposed project includes 225 single-family dwelling units.
A. Land Use, Site and Study Area Boundaries
The existing zoning is Agriculture and the general plan is Low Density Residential.
Based on the number of peak hour trips calculated (between 200-499 trips in the peak hour for residential projects), the study falls into Category II traffic impact analysis. Category II requires all signalized and major intersections be studied within a one-half mile radius of the project. The study area includes a total of six intersections (all unsignalized). The scope of the study was developed in conjunction with, and approved by the City of Visalia on October 20, 2023.
B. Existing Site Uses and Site Access
The project site is currently undeveloped and used for agriculture. Access will be provided along Shirk Road, Tulare Road, and Roeben Street.
C. Existing Uses in Vicinity of the Site
Existing land uses in the vicinity of the project site include adjacent residential to the east and south and agricultural land uses to the north and west. Central Valley Christian Schools exists further east along with commercial and medical land uses.
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 7
FIGURE 1: VICINITY MAP
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 8
FIGURE 2: LOCATION MAP
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 9
FIGURE 3: SITE PLAN
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 10
D. Roadway Descriptions
Roeben Street is a north-south collector that exists from Whitendale Avenue to State Route 198 in the vicinity of the project. It exists as a two-lane roadway and provides access to residential land uses.
Shirk Street/Road 92 is a north-south arterial that exists from Avenue 272 north. In the vicinity of the project it exists as a two-lane roadway and provides access to residential, retail, and agricultural land uses.
State Route 198 is an east-west freeway that extends through Visalia. In the vicinity of the project it exists as four-lane freeway and has several interchanges in the City of Visalia, including at Shirk Street.
Tulare Avenue is an east-west collector that extends east from Roeben Street through the City of Visalia.
In the vicinity of the project it exists as a two-lane roadway and provides access to residential land uses.
It was assumed for the purposes of this study that Tulare would be extended, by others, in the future scenarios.
Walnut Avenue is an east-west arterial that extends throughout the City of Visalia. In the vicinity of the project it exists as two-lane roadway and provides access to residential land uses.
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 11
PROJECT TRIP GENERATION AND DESIGN HOUR VOLUMES
The trip generation and design hour volumes for the commercial development was calculated using the Institute of Transportation Engineers (ITE) Trip Generation, 11th Edition. The ADT, AM and PM peak hour of adjacent street traffic rate and equations, and peak hour directional splits for ITE Land Use Code 210 (Single-Family detached Housing) were used to estimate the project traffic. The trip generations for Phase I and full build out are shown in Tables 1a and 1b.
Table 1a
Phase I Project Trip Generation
ITE Development Variable ADT ADT Rate In Out Rate In Out Code Type RATE % Split/ % Split/ % Split/ % Split/
Trips Trips Trips Trips
210 83 eq 850 eq 25% 75% eq 63% 37%
Dwelling Units =EXP(0.92*LN(83)+2.68) 63 16 47 83 53 31 Single-Family
detached Housing
General Information Daily Trips AM Peak Hour Trips PM Peak Hour Trips Table 1b
Full Build-Out Project Trip Generation
ITE Development Variable ADT ADT Rate In Out Rate In Out Code Type RATE % Split/ % Split/ % Split/ % Split/
Trips Trips Trips Trips
210 225 eq 2128 eq 25% 75% eq 63% 37%
Dwelling Units =EXP(0.92*LN(225)+2.68) 156 39 117 213 134 79 General Information Daily Trips AM Peak Hour Trips PM Peak Hour Trips Single-Family
detached Housing
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 12
The project trip distribution was based on a review of the potential draw from population centers within the region as well as the types of land uses involved. These assumptions were used to distribute project traffic as shown in Table 2 and Figure 4 for the roadway system within the study scope.
Table 2
Project Trip Distribution
Direction Percent
North 30
East 40
South 20
West 10
EXISTING AND FUTURE TRAFFIC
Traffic counts were conducted between the hours of 6:00 to 8:00 AM and 4:00 to 6:00 PM at the study intersections and are shown in Figure 5.
Annual growth rates ranging between 0.50% and 7.25% were applied to existing traffic volumes to estimate future traffic volumes for the project phases. These growth rates were estimated based on future TCAG traffic model data.
In accordance with Category II requirements, analysis will be provided for the following scenarios:
• Existing
• 2028 Cumulative (Opening Year)
• 2028 Cumulative + Project
• 2028 Cumulative + Project with Mitigation (if applicable) • 2033 Cumulative
• 2033 Cumulative + Project
• 2033 Cumulative + Project with Mitigation (if applicable) Project, existing and future peak hour volumes are shown in Figures 4 through 11.
Traffic Study 624-03
Walnut Ave
Shirk St
SR 198
Tulare Ave
Roeben St
Akers St
Hurley Ave
1 5
0 0
09 0
3 PM
1 1
0 0
03 0
4 AM
214
0 3
5 0
0 0
PM
2 40 4
7 0
0 0
AM
3 2
6 014
323
PM
3 3
8 04
431
AM
4 2
0 0
000
00 13
0 0
0 AM
4 7
0 0
000
009
0 0
0 PM
5 0
0 1
0104
010
0 0
0 AM
5 0
0 2
073
040
0 0
0 PM
6 0
1 0
056
000
0 4
0 AM
6 0
2 0
044
010
0 3
0 PM
7 0
0 80
0 17
PM
7 0
0 11
0 0
5 AM
9 7
27 42
AM
9 5
18 14
6 PM
10 40 4
0 13
11 AM
10 160 14
0 9
8 PM
Map data ©2024 Google
Residential Development
Shirk Street & Tulare Ave
12 PROJECT (EXISTING) PEAK HOUR TRAFFIC
FIGURE 4
N
NOT TO SCALE
LEGEND
STUDY INTERSECTION
EXISTING ROAD
FUTURE ROAD
Traffic Study 624-03
Walnut Ave
Shirk St
SR 198
Tulare Ave
Roeben St
Akers St
Hurley Ave
1 13
0 0
012 0
3 PM
1 4
0 0
03 0
4 AM
225
0 310
0 0
0 PM
2 70 415
0 0
0 AM
3 4
8 025
858
PM
3 6
12 07
12 72
AM
4 11
3 0
000
10 33
0 12
1 AM
4 39
10 0
000
20 22
0 8
1 PM
5 0
0 2
0126
040
0 0
0 AM
5 0
0 6
084
0 14
0 0
0 0
PM
6 0
2 6
01319
050
0 6
0 AM
6 0
6 19
0913
0 18
0 0
4 0
PM
7 10
0 12
8 1
32 PM
7 3
0 1812
0 9
AM
8 1
3 01
12 0
AM
8 2
10 01
8 1
PM
9 19
30 46
AM
9 13
20 14
20 PM
10 121 11
1 34
31 AM
10 411 35
2 23
21 PM
Map data ©2024 Google
Residential Development
Shirk Street & Tulare Ave
13 PROJECT (FUTURE) PEAK HOUR TRAFFIC
FIGURE 5
N
NOT TO SCALE
LEGEND
STUDY INTERSECTION
EXISTING ROAD
FUTURE ROAD
Traffic Study 624-03
Walnut Ave
Shirk St
SR 198
Tulare Ave
Roeben St
Akers St
Hurley Ave
1 61
4 205
142549 83 404
PM
1 49
0 337
210361 132 349
AM
2271 341 25640
228
4 155
PM
2194 212 30262
180
2 67
AM
4 108
9 47 261
PM
4 31
1 13 1 113
AM
5 55
75 200
615589
42 173
31 1
48 30
AM
5 35
69 119
9191232
34 158
46 13
130
65 PM
6 11
168
13 462921
101
3517
35 89
54 AM
6 15
124
29 553418
623812
47 241
120
PM
Map data ©2024 Google
Residential Development
Shirk Street & Tulare Ave
14 2023 PEAK HOUR TRAFFIC
FIGURE 6
N
NOT TO SCALE
LEGEND
STUDY INTERSECTION
EXISTING ROAD
FUTURE ROAD
Traffic Study 624-03
Walnut Ave
Shirk St
SR 198
Tulare Ave
Roeben St
Akers St
Hurley Ave
1 67
5 224
163714 92 499
PM
1 53
0 368
241469 147 431
AM
2335 379 33446
239
4 163
PM
2240 236 39471
189
2 70
AM
3 15
20 42618 29012
PM
3 9
12 10815 21310
AM
4 116
10 10
258
32 67
4 6
2 PM
4 33
2 1
313
21 123
3 4
1 AM
5 56
77 205
7198101
48 221
35 1
58 33
AM
5 36
71 122
10244262
38 202
52 14
156
71 PM
6 13
238
16 503423
109
4118
36 91
55 AM
6 18
176
35 593919
674413
48 247
123
PM
Map data ©2023 Google
Residential Development
Shirk Street & Tulare Ave
15 2028 PEAK HOUR TRAFFIC
FIGURE 7
N
NOT TO SCALE
LEGEND
STUDY INTERSECTION
EXISTING ROAD
FUTURE ROAD
Traffic Study 624-03
Walnut Ave
Shirk St
SR 198
Tulare Ave
Roeben St
Akers St
Hurley Ave
1 54
0 368
241472 147 435
AM
1 72
5 224
163723 92 502
PM
2244 236 39878
189
2 70
AM
2349 379 33751
239
4 163
PM
3 12
20 10819
4 216
11 AM
3 17
26 42632
3 292
15 PM
4 123
83 10
258
32 76
4 81
2 PM
4 35
82 1
313
21 136
3 80
1 AM
5 36
71 124
10251265
38 206
52 14
156
71 PM
5 56
77 206
7208105
48 222
35 1
58 33
AM
6 18
178
35 594323
674513
48 250
123
PM
6 13
239
16 503929
109
4118
36 95
55 AM
7 0
68 11
0 82
5 AM
7 0
82 80
77 17
PM
9 5
433 230
6 PM
9 7
113 229
2 AM
10 160 14
0 9
8 PM
10 40 4
0 13
11 AM
Map data ©2024 Google
Residential Development
Shirk Street & Tulare Ave
16 2028+PROJECT PEAK HOUR TRAFFIC
FIGURE 8
N
NOT TO SCALE
LEGEND
STUDY INTERSECTION
EXISTING ROAD
FUTURE ROAD
Traffic Study 624-03
Walnut Ave
Shirk St
SR 198
Tulare Ave
Roeben St
Akers St
Hurley Ave
1 73
6 244
187928 103 616
PM
1 58
0 401
277610 163 532
AM
2413 422 43652
251
5 170
PM
2296 262 51481
198
2 74
AM
3 15
20 42618 29012
PM
3 9
12 10815 21310
AM
4 125
10 10
268
33 73
4 6
2 PM
4 36
2 1
314
21 134
3 4
1 AM
5 58
79 210
8254114
54 283
40 1
69 36
AM
5 37
73 125
12313297
44 259
59 16
188
78 PM
6 16
338
19 533924
117
4720
37 94
57 AM
6 22
250
42 644621
725114
49 253
126
PM
Map data ©2023 Google
Residential Development
Shirk Street & Tulare Ave
17 2033 PEAK HOUR TRAFFIC
FIGURE 9
N
NOT TO SCALE
LEGEND
STUDY INTERSECTION
EXISTING ROAD
FUTURE ROAD
Traffic Study 624-03
Walnut Ave
Shirk St
SR 198
Tulare Ave
Roeben St
Akers St
Hurley Ave
1 86
6 244
187940 103 619
PM
1 62
0 401
277613 163 536
AM
2438 422 43962
251
5 170
PM
2303 262 51896
198
2 74
AM
3 19
28 42643
8 295
20 PM
3 15
24 10822
12 220
12 AM
4 47
105
1 314
31 167
3 116
2 AM
4 164
120
10 268
53 95
4 114
3 PM
5 58
79 212
8266120
54 287
40 1
69 36
AM
5 37
73 131
12321301
44 273
59 16
188
78 PM
6 16
340
25 535243
117
5220
37 100
57 AM
6 22
256
61 645534
726914
49 257
126
PM
7 10
103
12 8
103
32 PM
7 3
99 1812
108
9 AM
8 1
103
01 112
0 AM
8 2
110
01 108
1 PM
9 19
138 291
6 AM
9 13
456 277
20 PM
10 121 11
1 34
31 AM
10 411 35
2 23
21 PM
Map data ©2024 Google
Residential Development
Shirk Street & Tulare Ave
18 2033+PROJECT (FUTURE) PEAK HOUR TRAFFIC
FIGURE 10
N
NOT TO SCALE
LEGEND
STUDY INTERSECTION
EXISTING ROAD
FUTURE ROAD
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 20
INTERSECTION ANALYSIS
A capacity analysis of the study intersections was conducted using Synchro software from Trafficware.
Level of service for the study intersections is presented in Tables 3a and 3b. The level of service goal for roadway facilities in Visalia is LOS D.
Criteria for intersection level of service (LOS) are shown in the tables below.
LEVEL OF SERVICE CRITERIA
UNSIGNALIZED INTERSECTION
Average Control Delay
(sec/veh) Level of Service Expected Delay to Minor
Street Traffic
≤ 10 A Little or no delay
> 10 and ≤ 15 B Short traffic delays
> 15 and ≤ 25 C Average traffic delays
> 25 and ≤ 35 D Long traffic delays
> 35 and ≤ 50 E Very long traffic delays
> 50 F Extreme delays
LEVEL OF SERVICE CRITERIA
SIGNALIZED INTERSECTIONS
Volume/Capacity Control Delay (sec/veh) Level of Service < 0.60 ≤ 10 A
0.61 - 0.70 > 10 and ≤ 20 B
0.71 - 0.80 > 20 and ≤ 35 C
0.81 - 0.90 > 35 and ≤ 55 D
0.91 - 1.00 > 55 and ≤ 80 E
> 1.0 > 80 F
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 21
Table 3a
PM Intersection Level of Service
# Intersection Control
Type 2023 2028 2028+Project
2028+
Project
w/Mitigation
2033 2033+
Project
2033+
Project
w/Mitigation
1 Shirk St &
SR 198 WB
Ramps
AWSC E
(43.0)
F
(118.7)
F
(204.8) - F(238.1)
F
(>300) -
Signal - - - B - - B
2 Shirk St &
SR 198 EB
Ramps
AWSC C D
(27.2)
D
(28.1) - F(52.2)
F
(56.2) -
Signal - - - B - - B
3 Shirk St &
Tulare Ave WB - B B - B B -
4 Roeben St &
Tulare Ave
WB
EB
A
-
B
A
B
A
-
-
B
B
B
B
-
-
5 Shirk St &
Walnut Ave
AWSC C E
(44.7)
E
(49.0) - F(114.2)
E
(126.0) -
Signal - - - B - - C
6 Roeben St &
Walnut Ave AWSC B B B - B C -
7 Street 3 &
Tulare Ave NB - - A - - A -
8 Street 6 &
Tulare Ave NB - - - - - A -
9 Avenue 4 &
Shirk St WB - - A - - B -
10 Avenue 6 &
Roeben St EB - - A - - A -
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 22
Table 3b
AM Intersection Level of Service
# Intersection Control
Type 2023 2028 2028+Project
2028+
Project
w/Mitigation
2033 2033+
Project
2033+
Project
w/Mitigation
1 Shirk St &
SR 198 WB Ramps
AWSC C F
(50.6)
F
(131.3) - F(114.6)
F
(238.2) -
Signal - - - B - - C
2 Shirk St &
SR 198 EB Ramps
AWSC B C C - E
(37.0)
E
(38.2) -
Signal - - - B - - B
3 Shirk St &
Tulare Ave WB - B B - B A -
4 Roeben St &
Tulare Ave
WB
EB
A
-
B
A
B
A
-
-
B
A
B
A
-
-
5 Shirk St &
Walnut Ave
AWSC B C C - D
(25.5)
D
(27.9) -
Signal - - - B - - B
6 Roeben St &
Walnut Ave AWSC B B B - B C -
7 Street 3 & Tulare
Ave NB - - A - - A -
8 Street 6 & Tulare
Ave NB - - - - - A -
9 Avenue 4 & Shirk
St WB - - A - - B -
10 Avenue 6 &
Roeben St EB - - A - - A -
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 23
TRAFFIC SIGNAL WARRANT ANALYSIS
In accordance with the City of Visalia policy, intersections were evaluated for Warrant #1 (Eight-Hour Vehicular Volume) as defined by the California Manual on Uniform Traffic Control Devices (MUTCD).
Signal warrant analysis results are shown in Table 4. Traffic signals would be considered at intersections which meet the signal warrant and are not able to be mitigated by adding capacity to intersections with additional lanes. Warrant analysis was performed on arterial and collector street intersections. Count data for signal warrant analysis was obtained in May 2021 and November 2023.
The count data is included in the appendix.
Table 4
8-Hour Traffic Signal Warrants
1 SR 198 WB Off-Ramp &
Shirk Rd YES YES YES YES YES YES
2 SR 198 EB Off-Ramp &
Shirk Rd YES YES YES YES YES YES
3 Shirk St &
Tulare Ave - - NO NO NO NO
4 Roeben St &
Tulare Ave NO NO NO NO NO NO
5 Shirk St &
Walnut Ave NO NO YES YES YES YES
6 Roeben St &
Walnut Ave NO NO NO NO NO NO
2033+
Project # Intersection 2028 2033 2028+Project 2023 2023+Project Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 24
QUEUE LENGTH ANALYSIS
Existing volumes and future volumes, both with and without project traffic were used to analyze turn movements at all intersections. Queue length analysis was conducted using the equations provided in the City of Visalia Traffic Guidelines. The results of the queue length analysis are shown in Tables 5a and 5b below. The length of the queue is shown in feet under the Queue column.
A review of the data shows that there are a small number of turn lanes which have longer queues than available storage length (shown in bold). With the addition of project traffic, some queue lengths (which exceed available storage) are increased from existing or future base traffic, but by 9 feet or less.
This is less than the average car length. Therefore, project traffic queue length impacts are minor and no mitigation was recommended. The intersection of Shirk Street & Walnut Avenue does not have any dedicated turn lanes; therefore, no queue analysis was performed.
Table 5a
PM Queue Length Analysis
VOL QUEUE VOL QUEUE VOL QUEUE VOL QUEUE VOL QUEUE VOL QUEUE WBL 350 61 25 64 27 67 28 74 31 73 30 86 36
WBR 350 205 171 205 171 224 187 224 187 244 203 244 203 NBL 200 83 35 83 35 92 38 92 38 103 86 103 86
SBL 150 142 59 142 59 163 68 163 68 187 156 187 156
EBR 220 155 129 155 129 163 136 163 136 170 142 170 142 NBR 90 40 17 50 21 46 19 51 21 52 43 62 52
SBL 400 341 284 341 284 379 316 379 316 422 352 422 352 WBL 100 - - - - 15 13 17 14 15 13 18 15
WBR 50 - - - - 20 17 26 22 20 17 28 23
NBR 50 - - - - 12 10 15 13 12 10 16 13
SBL 100 - - - - 18 15 32 27 18 15 34 28
EBL 100 - - - - 4 2 4 2 4 3 8 7
EBR 50 - - - - 2 2 2 2 2 2 5 4
WBL 100 108 45 124 52 116 48 123 51 125 104 136 113
WBR 50 9 8 9 8 10 8 10 8 10 8 10 8
NBL 100 - - - - 3 1 3 1 3 3 8 7
NBR 100 61 51 71 59 67 56 76 63 73 61 79 66
SBL 100 7 3 7 3 8 3 3 1 8 7 8 7
SBR 50 - - - - 2 2 3 3 2 2 9 8
EBR¹ - 120 50 120 50 123 103 123 103 126 105 126 105
WBR¹ - 29 12 47 20 35 29 35 29 42 35 53 44
NBR¹ - 12 5 12 5 13 11 13 11 14 12 14 12
¹There are no physical limitations to the storage length 6 Roeben St &
Walnut Ave
2028+Project
4 Roeben St &
Tulare Ave
1 Shirk St &
SR 198 WB Ramps
3 Shirk St &
Tulare Ave
2 Shirk St &
SR 198 EB Ramps
# Intersection Turn
Movement
Storage
Length
2023 2023+Project 2028 2033 2033+Project
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 25
Table 5b
AM Queue Length Analysis
VOL QUEUE VOL QUEUE VOL QUEUE VOL QUEUE VOL QUEUE VOL QUEUE WBL 350 49 20 53 22 53 22 54 23 58 24 62 26
WBR 350 337 281 337 281 368 307 368 307 401 334 401 334 NBL 200 132 55 132 55 147 61 147 61 163 136 163 136
SBL 150 210 88 210 88 241 100 241 100 277 231 277 231
EBR 220 67 56 67 56 70 58 70 58 74 62 74 62
NBR 90 62 26 77 32 71 30 76 32 81 68 96 80
SBL 400 212 177 212 177 236 197 236 197 262 218 262 218 WBL 100 - - - - 9 8 12 10 9 8 13 11
WBR 50 - - - - 12 10 16 13 12 10 23 19
NBR 50 - - - - 10 8 11 9 10 8 11 9
SBL 100 - - - - 15 13 19 16 15 13 20 17
EBL 100 - - - - 3 1 3 1 3 3 9 8
EBR 50 - - - - 1 1 1 1 1 1 5 4
WBL 100 31 13 35 15 33 14 35 15 36 30 40 33
WBR 50 1 1 1 1 1 1 1 1 1 1 1 1
NBL 100 - - - - 2 1 2 1 2 2 3 3
NBR 120 113 94 121 101 123 103 136 113 134 112 142 118
SBL 100 3 1 3 1 3 1 3 1 4 3 4 3
SBR 50 - - - - 3 3 3 3 3 3 5 4
EBR¹ - 54 23 54 23 55 46 55 46 57 48 57 48
WBR¹ - 13 5 17 7 16 13 16 13 19 16 23 19
NBR¹ - 17 7 17 7 18 15 18 15 20 17 20 17
¹There are no physical limitations to the storage length 1 Shirk St &
SR 198 WB Ramps
6 Roeben St &
Walnut Ave
2 Shirk St &
SR 198 EB Ramps
3 Shirk St &
Tulare Ave
4 Tulare Ave &
Roeben St
# Intersection Turn
Movement
Storage
Length
2023 2023+Project 2028 2028+Project 2033 2033+Project
DECELERATION LANE ANALYSIS
A review of the project intersection number 7, 8, 9, and 10 was conducted to determine if they meet the deceleration lane criteria in accordance with the traffic study guidelines. The following table shows the intersection and whether or not the intersection meets any of the four deceleration lane criteria:
Intersection 5,000 ADT 35mph Posted
Speed Limit
1,000 ADT
Using
Driveways
40 Right
Turns in Peak
Hour
7 No -
1 No No
8 No -
1 No No
9 Yes -
1 No No
10 No -
1 No No 1No posted speed limit. For Shirk Street, it is currently considered 55 mph. However, it is not known what the posted speed limit will be when development builds out.
Intersection 9 is the only intersection that meets one of the criteria. Due to the low number of right turns into the development at intersection 9 (20 in the PM peak hour), it is recommended that a striped right Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 26
turn deceleration lane be installed. The following table shows the right turn length recommended based on storage length (queue) length and deceleration length.
Intersection Int # Movement
Right Turn Volume
(veh/hr)
Speed
Limit (mph)
Storage length
(ft)
Decel Lane
Length (ft)1
Recommended
length (ft)
Avenue 4 & Shirk St 9 NBR 20 45² 17 275 300
1 From Table 405.2B in the Caltrans Highway Design Manual ²It is assumed that the speed limit will be 45mph once Shirk is built to ultimate width based on other portions of Shirk St
ACCIDENT INVESTIGATION
City Intersections
Accident data was investigated from the SWITRS database for the previous two years. Upon review of the data provided, it was determined that there was a total of one accident located within City of Visalia jurisdiction intersections, which was located at Shirk Street & Walnut Avenue (driver DUI).
Caltrans Safety Crash Analysis
Traffic accident data was received from Caltrans on April 17, 2024 for State Route 198 Westbound and Eastbound ramps at Shirk Road. Between the years 2020 and 2023, there were a total of two accidents, both on the SR 198 eastbound oof ramp to Shirk Road. Both accidents were related to speeding, with one resulting in a rear-end collision and one resulting in a collision with a dike or curb. There were no other accidents reported. The total collisions for each location shown in the TASAS report provided show the actual rates are below the average rates for all facilities.
The relatively low volume of traffic which will be added to the ramps by the project will not be expected to increase accidents rates on the ramps as there are no specific patterns of accidents that the project would increase. Additionally, as outlined in the mitigation shown in Table 6, the addition of signals at the ramps will provide an additional safety measure with the signal control.
The Traffic Accident Surveillance and Analysis System (TASAS) Collision Data Summary, provided by Caltrans, is included in the appendix.
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 27
MITIGATION
Based on the results of the Level of Service (LOS) analysis and eight-hour vehicular volume warrant, and the City of Visalia thresholds for mitigation, it is recommended that signals be constructed at the three intersections identified in Table 6 in order to operate at an acceptable level of service by the year 2033. The project’s fair share percentage for the improvements identified is included in Table 6.
Table 6
Future Intersection Improvements
# Intersection
Improvements
Recommended
by 2028
Improvements
Recommended
by 2033
Fair Share
Percentage
1 Shirk St & SR 198
WB Ramps Signal - 9.71%
2 Shirk St & SR 198
EB Ramps Signal - 18.00%
5 Shirk St & Walnut
Ave Signal - 13.66%
VEHICLE MILES TRAVELED (VMT) ANALYSIS
An evaluation of project vehicle miles traveled (VMT) was conducted based on VMT analysis guidelines adopted by the City of Visalia. The guidelines provide “screening thresholds” for identifying whether a land use project should be expected to result in a less than significant transportation impact under CEQA. Projects meeting one or more of these criteria would not be required to undergo a detailed VMT analysis. One of the screening criteria is “Project Location Screening”. Development projects that are located in a low VMT zone would be expected to generate similar low vehicle miles travelled.
Using the City of Visalia online VMT screening application, the project was determined to be located in TAZ 1358. Utilizing the “VMT Per Capita” metric due to residential project, the average VMT was determined to be 8.61 miles per capita. The average VMT per capita for Tulare County is 11.9.
Therefore, the project is determined to be in a low VMT zone and the project would be expected to result in a less than significant transportation impact under CEQA.
A printout of the application findings and mapping is included in the appendix.
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 28
REFERENCES
1. Annual Traffic Census, TCAG
2. Highway Capacity Manual, Special Report 209, Transportation Research Board
3. California Manual on Uniform Traffic Control Devices for Streets and Highways, 2014 Edition, Federal Highway Administration (FHA)
4. Trip Generation, 11th Edition, Institute of Transportation Engineers (ITE)
5. Visalia General Plan¸ October 2014
Traffic Study 624-03
Residential Development
Shirk Street & Tulare Ave 29
APPENDIX
Lanes, Volumes, Timings AM 2023
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 49 0 337 132 349 0 0 361 210 Future Volume (vph) 0 0 0 49 0 337 132 349 0 0 361 210
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 0 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 0 0 0 0 1770 1458 1630 1863 0 0 1863 1458 Flt Permitted 0.950 0.950
Satd. Flow (perm) 0 0 0 0 1770 1458 1630 1863 0 0 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 53 0 366 143 379 0 0 392 228
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 53 366 143 379 0 0 392 228 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC AM 2023
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 23
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 49 0 337 132 349 0 0 361 210
Future Vol, veh/h 0 0 0 49 0 337 132 349 0 0 361 210
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 53 0 366 143 379 0 0 392 228
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 22 23.8 22.9
HCM LOS C C C
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 132 349 49 337 361 210
LT Vol 132 0 49 0 0 0
Through Vol 0 349 0 0 361 0
RT Vol 0 0 0 337 0 210
Lane Flow Rate 143 379 53 366 392 228
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.302 0.743 0.119 0.692 0.76 0.397
Departure Headway (Hd) 7.565 7.052 8.026 6.799 6.974 6.256 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 476 512 447 531 518 575
Service Time 5.303 4.79 5.76 4.532 4.712 3.993
HCM Lane V/C Ratio 0.3 0.74 0.119 0.689 0.757 0.397
HCM Control Delay, s/veh 13.6 27.6 11.8 23.5 28.6 13.1
HCM Lane LOS B D B C D B
HCM 95th-tile Q 1.3 6.3 0.4 5.3 6.6 1.9
Lanes, Volumes, Timings AM 2023
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 180 2 67 0 0 0 0 302 62 212 194 0
Future Volume (vph) 180 2 67 0 0 0 0 302 62 212 194 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.950
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 4993 645
Travel Time (s) 13.3 26.3 61.9 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 196 2 73 0 0 0 0 328 67 230 211 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 198 73 0 0 0 0 328 67 230 211 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC AM 2023
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 13.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 180 2 67 0 0 0 0 302 62 212 194 0
Future Vol, veh/h 180 2 67 0 0 0 0 302 62 212 194 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 196 2 73 0 0 0 0 328 67 230 211 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 13.3 15 13
HCM LOS B B B
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 302 62 182 67 212 194
LT Vol 0 0 180 0 212 0
Through Vol 302 0 2 0 0 194
RT Vol 0 62 0 67 0 0
Lane Flow Rate 328 67 198 73 230 211
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.556 0.101 0.396 0.121 0.417 0.352
Departure Headway (Hd) 6.098 5.387 7.201 5.989 6.518 6.01 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 591 664 500 598 553 597
Service Time 3.844 3.133 4.948 3.735 4.263 3.755
HCM Lane V/C Ratio 0.555 0.101 0.396 0.122 0.416 0.353
HCM Control Delay, s/veh 16.3 8.7 14.6 9.6 13.9 12
HCM Lane LOS C A B A B B
HCM 95th-tile Q 3.4 0.3 1.9 0.4 2 1.6
Lanes, Volumes, Timings AM 2023
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 31 1 1 113 3 1
Future Volume (vph) 31 1 1 113 3 1
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 100 50 50 100
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 1863 1458 1630 1863
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 1863 1458 1630 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 1533 2637 1348
Travel Time (s) 19.0 32.7 16.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 34 1 1 123 3 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 34 1 1 123 3 1
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.6% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2023
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 31 1 1 113 3 1
Future Vol, veh/h 31 1 1 113 3 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 - - 50 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 34 1 1 123 3 1
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 8 1 0 0 124 0
Stage 1 1 - - - - -
Stage 2 7 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 1013 1084 - - 1463 -
Stage 1 1022 - - - - -
Stage 2 1016 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1011 1084 - - 1463 -
Mov Cap-2 Maneuver 1011 - - - - -
Stage 1 1022 - - - - -
Stage 2 1014 - - - - -
Approach WB NB SB
HCM Control Delay, s/v 8.7 0 5.6
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 1011 1084 1463 -
HCM Lane V/C Ratio - - 0.033 0.001 0.002 -
HCM Control Delay (s/veh) - - 8.7 8.3 7.5 -
HCM Lane LOS - - A A A -
HCM 95th %tile Q(veh) - - 0.1 0 0 -
Lanes, Volumes, Timings AM 2023
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 48 30 55 75 200 42 173 31 89 155 6 Future Volume (vph) 1 48 30 55 75 200 42 173 31 89 155 6 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.948 0.918 0.983 0.997
Flt Protected 0.999 0.992 0.991 0.982
Satd. Flow (prot) 0 1764 0 0 1696 0 0 1815 0 0 1824 0
Flt Permitted 0.999 0.992 0.991 0.982
Satd. Flow (perm) 0 1764 0 0 1696 0 0 1815 0 0 1824 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 4993
Travel Time (s) 22.3 33.4 36.6 61.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 52 33 60 82 217 46 188 34 97 168 7
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 86 0 0 359 0 0 268 0 0 272 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 57.8% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC AM 2023
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 13
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 48 30 55 75 200 42 173 31 89 155 6 Future Vol, veh/h 1 48 30 55 75 200 42 173 31 89 155 6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 52 33 60 82 217 46 188 34 97 168 7
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 9.9 14.1 12.6 13
HCM LOS A B B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 17% 1% 17% 36%
Vol Thru, % 70% 61% 23% 62%
Vol Right, % 13% 38% 61% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 246 79 330 250
LT Vol 42 1 55 89
Through Vol 173 48 75 155
RT Vol 31 30 200 6
Lane Flow Rate 267 86 359 272
Geometry Grp 1 1 1 1
Degree of Util (X) 0.416 0.14 0.525 0.429
Departure Headway (Hd) 5.597 5.878 5.267 5.681
Convergence, Y/N Yes Yes Yes Yes
Cap 639 605 682 630
Service Time 3.657 3.958 3.324 3.741
HCM Lane V/C Ratio 0.418 0.142 0.526 0.432
HCM Control Delay, s/veh 12.6 9.9 14.1 13
HCM Lane LOS B A B B
HCM 95th-tile Q 2 0.5 3.1 2.2
Lanes, Volumes, Timings AM 2023
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 35 89 54 11 168 13 101 35 17 21 29 46 Future Volume (vph) 35 89 54 11 168 13 101 35 17 21 29 46 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 50 0 140 0 50 0 0
Storage Lanes 0 1 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.936
Flt Protected 0.986 0.997 0.964 0.989
Satd. Flow (prot) 0 1837 1458 0 1857 1458 0 1796 1458 0 1724 0 Flt Permitted 0.986 0.997 0.964 0.989
Satd. Flow (perm) 0 1837 1458 0 1857 1458 0 1796 1458 0 1724 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2695 2169 2270 2637
Travel Time (s) 33.4 26.9 28.1 32.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 38 97 59 12 183 14 110 38 18 23 32 50
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 135 59 0 195 14 0 148 18 0 105 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.2% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC AM 2023
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 10.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 35 89 54 11 168 13 101 35 17 21 29 46 Future Vol, veh/h 35 89 54 11 168 13 101 35 17 21 29 46 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 38 97 59 12 183 14 110 38 18 23 32 50
Number of Lanes 0 1 1 0 1 1 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 9.4 10.5 10.6 9.8
HCM LOS A B B A
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 74% 0% 28% 0% 6% 0% 22%
Vol Thru, % 26% 0% 72% 0% 94% 0% 30%
Vol Right, % 0% 100% 0% 100% 0% 100% 48%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 136 17 124 54 179 13 96
LT Vol 101 0 35 0 11 0 21
Through Vol 35 0 89 0 168 0 29
RT Vol 0 17 0 54 0 13 46
Lane Flow Rate 148 18 135 59 195 14 104
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.249 0.026 0.213 0.079 0.3 0.019 0.165 Departure Headway (Hd) 6.061 4.981 5.68 4.831 5.547 4.809 5.686 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 587 709 625 732 642 735 634
Service Time 3.861 2.78 3.475 2.625 3.339 2.601 3.686
HCM Lane V/C Ratio 0.252 0.025 0.216 0.081 0.304 0.019 0.164 HCM Control Delay, s/veh 10.9 7.9 10 8 10.7 7.7 9.8
HCM Lane LOS B A A A B A A
HCM 95th-tile Q 1 0.1 0.8 0.3 1.3 0.1 0.6
Lanes, Volumes, Timings AM 2028
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 53 0 368 147 431 0 0 469 241 Future Volume (vph) 0 0 0 53 0 368 147 431 0 0 469 241
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 0 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 0 0 0 0 1770 1458 1630 1863 0 0 1863 1458 Flt Permitted 0.950 0.950
Satd. Flow (perm) 0 0 0 0 1770 1458 1630 1863 0 0 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 58 0 400 160 468 0 0 510 262
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 58 400 160 468 0 0 510 262 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC AM 2028
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 50.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 53 0 368 147 431 0 0 469 241
Future Vol, veh/h 0 0 0 53 0 368 147 431 0 0 469 241
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 58 0 400 160 468 0 0 510 262
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 31.6 50.3 62.2
HCM LOS D F F
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 147 431 53 368 469 241
LT Vol 147 0 53 0 0 0
Through Vol 0 431 0 0 469 0
RT Vol 0 0 0 368 0 241
Lane Flow Rate 160 468 58 400 510 262
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.354 0.972 0.136 0.806 1.063 0.494
Departure Headway (Hd) 8.166 7.649 8.658 7.42 7.508 6.786 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 443 478 417 492 489 534
Service Time 5.866 5.349 6.358 5.12 5.208 4.486
HCM Lane V/C Ratio 0.361 0.979 0.139 0.813 1.043 0.491
HCM Control Delay, s/veh 15.3 62.2 12.7 34.3 86 15.9
HCM Lane LOS C F B D F C
HCM 95th-tile Q 1.6 12.3 0.5 7.6 15.8 2.7
Lanes, Volumes, Timings AM 2028
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 189 2 70 0 0 0 0 394 71 236 240 0
Future Volume (vph) 189 2 70 0 0 0 0 394 71 236 240 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.950
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 2339 645
Travel Time (s) 13.3 26.3 29.0 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 205 2 76 0 0 0 0 428 77 257 261 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 207 76 0 0 0 0 428 77 257 261 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC AM 2028
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 18.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 189 2 70 0 0 0 0 394 71 236 240 0
Future Vol, veh/h 189 2 70 0 0 0 0 394 71 236 240 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 205 2 76 0 0 0 0 428 77 257 261 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 14.7 23.5 15.1
HCM LOS B C C
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 394 71 191 70 236 240
LT Vol 0 0 189 0 236 0
Through Vol 394 0 2 0 0 240
RT Vol 0 71 0 70 0 0
Lane Flow Rate 428 77 208 76 257 261
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.754 0.121 0.44 0.136 0.485 0.456
Departure Headway (Hd) 6.338 5.626 7.638 6.42 6.806 6.296 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 570 634 471 556 528 569
Service Time 4.102 3.389 5.406 4.187 4.571 4.062
HCM Lane V/C Ratio 0.751 0.121 0.442 0.137 0.487 0.459
HCM Control Delay, s/veh 26.1 9.2 16.3 10.2 15.9 14.3
HCM Lane LOS D A C B C B
HCM 95th-tile Q 6.6 0.4 2.2 0.5 2.6 2.4
Lanes, Volumes, Timings AM 2028
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 9 12 213 10 15 108
Future Volume (vph) 9 12 213 10 15 108
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 100 50 50 100
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 1863 1458 1630 1863
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 1863 1458 1630 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 2679 2654 2339
Travel Time (s) 33.2 32.9 29.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 10 13 232 11 16 117
Shared Lane Traffic (%)
Lane Group Flow (vph) 10 13 232 11 16 117
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 23.5% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2028
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 12 213 10 15 108
Future Vol, veh/h 9 12 213 10 15 108
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 - - 50 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 10 13 232 11 16 117
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 381 232 0 0 243 0
Stage 1 232 - - - - -
Stage 2 149 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 621 807 - - 1323 -
Stage 1 807 - - - - -
Stage 2 879 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 614 807 - - 1323 -
Mov Cap-2 Maneuver 614 - - - - -
Stage 1 807 - - - - -
Stage 2 868 - - - - -
Approach WB NB SB
HCM Control Delay, s/v 10.1 0 0.9
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 614 807 1323 -
HCM Lane V/C Ratio - - 0.016 0.016 0.012 -
HCM Control Delay (s/veh) - - 11 9.5 7.8 -
HCM Lane LOS - - B A A -
HCM 95th %tile Q(veh) - - 0 0 0 -
Lanes, Volumes, Timings AM 2028
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 80 1 33 82 1 2 1 123 3 1 3
Future Volume (vph) 3 80 1 33 82 1 2 1 123 3 1 3
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 100 50 100 50 100 50 100 50
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2679 1533 2637 1348
Travel Time (s) 33.2 19.0 32.7 16.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 3 87 1 36 89 1 2 1 134 3 1 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 3 87 1 36 89 1 2 1 134 3 1 3
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 25.8% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2028
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 80 1 33 82 1 2 1 123 3 1 3
Future Vol, veh/h 3 80 1 33 82 1 2 1 123 3 1 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 100 - 50 100 - 50 100 - 50 100 - 50
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 87 1 36 89 1 2 1 134 3 1 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 124 146 1 58 15 1 4 0 0 135 0 0
Stage 1 7 7 - 5 5 - - - - - - -
Stage 2 117 139 - 53 10 - - - - - - -
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 850 745 1084 939 879 1084 1618 - - 1449 - - Stage 1 1015 890 - 1017 892 - - - - - - -
Stage 2 888 782 - 960 887 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 781 743 1084 852 876 1084 1618 - - 1449 - - Mov Cap-2 Maneuver 781 743 - 852 876 - - - - - - -
Stage 1 1014 888 - 1016 891 - - - - - - -
Stage 2 797 781 - 863 885 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 10.4 9.5 0.1 3.2
HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1618 - - 781 743 1084 852 876 1084 1449 - - HCM Lane V/C Ratio 0.001 - - 0.004 0.117 0.001 0.042 0.102 0.001 0.002 - - HCM Control Delay (s/veh) 7.2 - - 9.6 10.5 8.3 9.4 9.6 8.3 7.5 - - HCM Lane LOS A - - A B A A A A A - -
HCM 95th %tile Q(veh) 0 - - 0 0.4 0 0.1 0.3 0 0 - -
Lanes, Volumes, Timings AM 2028
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 58 33 56 77 205 48 221 35 101 198 7 Future Volume (vph) 1 58 33 56 77 205 48 221 35 101 198 7 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.951 0.918 0.984 0.997
Flt Protected 0.992 0.992 0.984
Satd. Flow (prot) 0 1771 0 0 1696 0 0 1818 0 0 1827 0
Flt Permitted 0.992 0.992 0.984
Satd. Flow (perm) 0 1771 0 0 1696 0 0 1818 0 0 1827 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 2654
Travel Time (s) 22.3 33.4 36.6 32.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 63 36 61 84 223 52 240 38 110 215 8
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 100 0 0 368 0 0 330 0 0 333 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC AM 2028
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 16.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 58 33 56 77 205 48 221 35 101 198 7 Future Vol, veh/h 1 58 33 56 77 205 48 221 35 101 198 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 63 36 61 84 223 52 240 38 110 215 8
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 11.1 17.1 16.3 16.8
HCM LOS B C C C
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 16% 1% 17% 33%
Vol Thru, % 73% 63% 23% 65%
Vol Right, % 12% 36% 61% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 304 92 338 306
LT Vol 48 1 56 101
Through Vol 221 58 77 198
RT Vol 35 33 205 7
Lane Flow Rate 330 100 367 333
Geometry Grp 1 1 1 1
Degree of Util (X) 0.553 0.183 0.595 0.563
Departure Headway (Hd) 6.021 6.593 5.826 6.099
Convergence, Y/N Yes Yes Yes Yes
Cap 598 543 621 592
Service Time 4.065 4.651 3.865 4.144
HCM Lane V/C Ratio 0.552 0.184 0.591 0.563
HCM Control Delay, s/veh 16.3 11.1 17.1 16.8
HCM Lane LOS C B C C
HCM 95th-tile Q 3.4 0.7 3.9 3.5
Lanes, Volumes, Timings AM 2028
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 36 91 55 13 238 16 109 41 18 23 34 50 Future Volume (vph) 36 91 55 13 238 16 109 41 18 23 34 50 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 50 0 140 0 50 0 0
Storage Lanes 0 1 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.937
Flt Protected 0.986 0.997 0.965 0.989
Satd. Flow (prot) 0 1837 1458 0 1857 1458 0 1798 1458 0 1726 0 Flt Permitted 0.986 0.997 0.965 0.989
Satd. Flow (perm) 0 1837 1458 0 1857 1458 0 1798 1458 0 1726 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2695 2169 2270 2637
Travel Time (s) 33.4 26.9 28.1 32.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 39 99 60 14 259 17 118 45 20 25 37 54
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 138 60 0 273 17 0 163 20 0 116 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 44.9% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC AM 2028
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 11.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 36 91 55 13 238 16 109 41 18 23 34 50 Future Vol, veh/h 36 91 55 13 238 16 109 41 18 23 34 50 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 39 99 60 14 259 17 118 45 20 25 37 54
Number of Lanes 0 1 1 0 1 1 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 9.9 12.7 11.4 10.5
HCM LOS A B B B
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 73% 0% 28% 0% 5% 0% 21%
Vol Thru, % 27% 0% 72% 0% 95% 0% 32%
Vol Right, % 0% 100% 0% 100% 0% 100% 47%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 150 18 127 55 251 16 107
LT Vol 109 0 36 0 13 0 23
Through Vol 41 0 91 0 238 0 34
RT Vol 0 18 0 55 0 16 50
Lane Flow Rate 163 20 138 60 273 17 116
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.292 0.029 0.231 0.086 0.438 0.024 0.195 Departure Headway (Hd) 6.456 5.381 6.028 5.175 5.779 5.045 6.024 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 558 665 596 692 625 710 595
Service Time 4.19 3.114 3.76 2.906 3.507 2.773 4.06
HCM Lane V/C Ratio 0.292 0.03 0.232 0.087 0.437 0.024 0.195 HCM Control Delay, s/veh 11.8 8.3 10.6 8.4 13 7.9 10.5
HCM Lane LOS B A B A B A B
HCM 95th-tile Q 1.2 0.1 0.9 0.3 2.2 0.1 0.7
Lanes, Volumes, Timings AM 2028+Project
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 54 0 368 147 432 0 0 472 241 Future Volume (vph) 0 0 0 54 0 368 147 432 0 0 472 241
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.949
Flt Protected 0.950 0.950
Satd. Flow (prot) 0 0 0 0 1770 1458 1630 1863 0 1716 1768 0 Flt Permitted 0.950 0.950
Satd. Flow (perm) 0 0 0 0 1770 1458 1630 1863 0 1716 1768 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 59 0 400 160 470 0 0 513 262
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 59 400 160 470 0 0 775 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC AM 2028+Project
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 131.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 54 0 368 147 432 0 0 472 241
Future Vol, veh/h 0 0 0 54 0 368 147 432 0 0 472 241
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 59 0 400 160 470 0 0 513 262
Number of Lanes 0 0 0 0 1 1 1 1 0 1 1 0
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 28.9 43.6 263.1
HCM LOS D E F
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 66%
Vol Right, % 0% 0% 0% 100% 0% 34%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 147 432 54 368 0 713
LT Vol 147 0 54 0 0 0
Through Vol 0 432 0 0 0 472
RT Vol 0 0 0 368 0 241
Lane Flow Rate 160 470 59 400 0 775
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.337 0.925 0.132 0.767 0 1.52
Departure Headway (Hd) 8.343 7.825 8.898 7.649 7.305 7.061 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 435 465 406 476 0 519
Service Time 6.043 5.525 6.598 5.349 5.07 4.826
HCM Lane V/C Ratio 0.368 1.011 0.145 0.84 0 1.493
HCM Control Delay, s/veh 15.2 53.2 12.9 31.3 10.1 263.1 HCM Lane LOS C F B D N F
HCM 95th-tile Q 1.5 10.7 0.5 6.6 0 40
Lanes, Volumes, Timings AM 2028+Project
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 189 2 70 0 0 0 0 395 76 236 244 0
Future Volume (vph) 189 2 70 0 0 0 0 395 76 236 244 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.950
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 2339 645
Travel Time (s) 13.3 26.3 29.0 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 205 2 76 0 0 0 0 429 83 257 265 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 207 76 0 0 0 0 429 83 257 265 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC AM 2028+Project
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 18.4
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 189 2 70 0 0 0 0 395 76 236 244 0
Future Vol, veh/h 189 2 70 0 0 0 0 395 76 236 244 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 205 2 76 0 0 0 0 429 83 257 265 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 14.7 23.6 15.2
HCM LOS B C C
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 395 76 191 70 236 244
LT Vol 0 0 189 0 236 0
Through Vol 395 0 2 0 0 244
RT Vol 0 76 0 70 0 0
Lane Flow Rate 429 83 208 76 257 265
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.757 0.129 0.441 0.136 0.486 0.465
Departure Headway (Hd) 6.347 5.635 7.655 6.438 6.817 6.307 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 567 633 469 555 526 568
Service Time 4.112 3.399 5.425 4.206 4.582 4.073
HCM Lane V/C Ratio 0.757 0.131 0.443 0.137 0.489 0.467
HCM Control Delay, s/veh 26.4 9.2 16.4 10.2 15.9 14.5
HCM Lane LOS D A C B C B
HCM 95th-tile Q 6.7 0.4 2.2 0.5 2.6 2.4
Lanes, Volumes, Timings AM 2028+Project
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 12 16 216 11 19 108
Future Volume (vph) 12 16 216 11 19 108
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 100 50 50 100
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 1863 1458 1630 1863
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 1863 1458 1630 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 739 548 2339
Travel Time (s) 9.2 6.8 29.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 13 17 235 12 21 117
Shared Lane Traffic (%)
Lane Group Flow (vph) 13 17 235 12 21 117
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 27.1% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2028+Project
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 12 16 216 11 19 108
Future Vol, veh/h 12 16 216 11 19 108
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 - - 50 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 13 17 235 12 21 117
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 394 235 0 0 247 0
Stage 1 235 - - - - -
Stage 2 159 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 611 804 - - 1319 -
Stage 1 804 - - - - -
Stage 2 870 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 601 804 - - 1319 -
Mov Cap-2 Maneuver 601 - - - - -
Stage 1 804 - - - - -
Stage 2 856 - - - - -
Approach WB NB SB
HCM Control Delay, s/v 10.2 0 1.2
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 601 804 1319 -
HCM Lane V/C Ratio - - 0.022 0.022 0.016 -
HCM Control Delay (s/veh) - - 11.1 9.6 7.8 -
HCM Lane LOS - - B A A -
HCM 95th %tile Q(veh) - - 0.1 0.1 0 -
Lanes, Volumes, Timings AM 2028+Project
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 84 1 35 82 1 2 1 136 3 1 3
Future Volume (vph) 3 84 1 35 82 1 2 1 136 3 1 3
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 100 50 100 50 100 50 100 50
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1360 1533 635 1348
Travel Time (s) 16.9 19.0 7.9 16.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 3 91 1 38 89 1 2 1 148 3 1 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 3 91 1 38 89 1 2 1 148 3 1 3
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 26.9% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2028+Project
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 5.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 84 1 35 82 1 2 1 136 3 1 3
Future Vol, veh/h 3 84 1 35 82 1 2 1 136 3 1 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 100 - 50 100 - 50 100 - 50 100 - 50
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 91 1 38 89 1 2 1 148 3 1 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 131 160 1 60 15 1 4 0 0 149 0 0
Stage 1 7 7 - 5 5 - - - - - - -
Stage 2 124 153 - 55 10 - - - - - - -
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 841 732 1084 936 879 1084 1618 - - 1432 - - Stage 1 1015 890 - 1017 892 - - - - - - -
Stage 2 880 771 - 957 887 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 773 730 1084 843 876 1084 1618 - - 1432 - - Mov Cap-2 Maneuver 773 730 - 843 876 - - - - - - -
Stage 1 1014 888 - 1016 891 - - - - - - -
Stage 2 790 770 - 856 885 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 10.5 9.6 0.1 3.2
HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1618 - - 773 730 1084 843 876 1084 1432 - - HCM Lane V/C Ratio 0.001 - - 0.004 0.125 0.001 0.045 0.102 0.001 0.002 - - HCM Control Delay (s/veh) 7.2 - - 9.7 10.6 8.3 9.5 9.6 8.3 7.5 - - HCM Lane LOS A - - A B A A A A A - -
HCM 95th %tile Q(veh) 0 - - 0 0.4 0 0.1 0.3 0 0 - -
Lanes, Volumes, Timings AM 2028+Project
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 58 33 56 77 206 48 222 35 105 208 7 Future Volume (vph) 1 58 33 56 77 206 48 222 35 105 208 7 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.951 0.918 0.985 0.997
Flt Protected 0.992 0.992 0.984
Satd. Flow (prot) 0 1771 0 0 1696 0 0 1820 0 0 1827 0
Flt Permitted 0.992 0.992 0.984
Satd. Flow (perm) 0 1771 0 0 1696 0 0 1820 0 0 1827 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 2106
Travel Time (s) 22.3 33.4 36.6 26.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 63 36 61 84 224 52 241 38 114 226 8
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 100 0 0 369 0 0 331 0 0 348 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 65.1% ICU Level of Service C Analysis Period (min) 15
HCM 2010 AWSC AM 2028+Project
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 16.8
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 58 33 56 77 206 48 222 35 105 208 7 Future Vol, veh/h 1 58 33 56 77 206 48 222 35 105 208 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 63 36 61 84 224 52 241 38 114 226 8
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 11.3 17.5 16.6 17.7
HCM LOS B C C C
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 16% 1% 17% 33%
Vol Thru, % 73% 63% 23% 65%
Vol Right, % 11% 36% 61% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 305 92 339 320
LT Vol 48 1 56 105
Through Vol 222 58 77 208
RT Vol 35 33 206 7
Lane Flow Rate 332 100 368 348
Geometry Grp 1 1 1 1
Degree of Util (X) 0.559 0.185 0.602 0.592
Departure Headway (Hd) 6.075 6.675 5.886 6.126
Convergence, Y/N Yes Yes Yes Yes
Cap 593 536 612 588
Service Time 4.122 4.738 3.929 4.171
HCM Lane V/C Ratio 0.56 0.187 0.601 0.592
HCM Control Delay, s/veh 16.6 11.3 17.5 17.7
HCM Lane LOS C B C C
HCM 95th-tile Q 3.4 0.7 4 3.9
Lanes, Volumes, Timings AM 2028+Project
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 36 95 55 13 239 16 109 41 18 29 39 50 Future Volume (vph) 36 95 55 13 239 16 109 41 18 29 39 50 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 50 0 140 0 50 0 0
Storage Lanes 0 1 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.943
Flt Protected 0.986 0.997 0.965 0.988
Satd. Flow (prot) 0 1837 1458 0 1857 1458 0 1798 1458 0 1735 0 Flt Permitted 0.986 0.997 0.965 0.988
Satd. Flow (perm) 0 1837 1458 0 1857 1458 0 1798 1458 0 1735 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2695 2169 2270 2002
Travel Time (s) 33.4 26.9 28.1 24.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 39 103 60 14 260 17 118 45 20 32 42 54
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 142 60 0 274 17 0 163 20 0 128 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 45.1% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC AM 2028+Project
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 11.5
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 36 95 55 13 239 16 109 41 18 29 39 50 Future Vol, veh/h 36 95 55 13 239 16 109 41 18 29 39 50 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 39 103 60 14 260 17 118 45 20 32 42 54
Number of Lanes 0 1 1 0 1 1 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 10 12.9 11.6 10.8
HCM LOS A B B B
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 73% 0% 27% 0% 5% 0% 25%
Vol Thru, % 27% 0% 73% 0% 95% 0% 33%
Vol Right, % 0% 100% 0% 100% 0% 100% 42%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 150 18 131 55 252 16 118
LT Vol 109 0 36 0 13 0 29
Through Vol 41 0 95 0 239 0 39
RT Vol 0 18 0 55 0 16 50
Lane Flow Rate 163 20 142 60 274 17 128
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.295 0.03 0.24 0.087 0.444 0.025 0.217 Departure Headway (Hd) 6.506 5.43 6.077 5.228 5.833 5.099 6.086 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 553 659 591 685 619 702 590
Service Time 4.244 3.168 3.816 2.967 3.567 2.833 4.128
HCM Lane V/C Ratio 0.295 0.03 0.24 0.088 0.443 0.024 0.217 HCM Control Delay, s/veh 12 8.3 10.7 8.5 13.2 8 10.8
HCM Lane LOS B A B A B A B
HCM 95th-tile Q 1.2 0.1 0.9 0.3 2.3 0.1 0.8
Lanes, Volumes, Timings AM 2028+Project
7: Street 3 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 82 5 0 68 11 0
Future Volume (vph) 82 5 0 68 11 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.993
Flt Protected 0.950
Satd. Flow (prot) 1850 0 0 1863 1770 0
Flt Permitted 0.950
Satd. Flow (perm) 1850 0 0 1863 1770 0
Link Speed (mph) 55 55 55
Link Distance (ft) 739 580 300
Travel Time (s) 9.2 7.2 3.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 89 5 0 74 12 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 94 0 0 74 12 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 14.6% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2028+Project
7: Street 3 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 82 5 0 68 11 0
Future Vol, veh/h 82 5 0 68 11 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 89 5 0 74 12 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 94 0 166 92
Stage 1 - - - - 92 -
Stage 2 - - - - 74 -
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 - - 1500 - 824 965
Stage 1 - - - - 932 -
Stage 2 - - - - 949 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1500 - 824 965
Mov Cap-2 Maneuver - - - - 824 -
Stage 1 - - - - 932 -
Stage 2 - - - - 949 -
Approach EB WB NB
HCM Control Delay, s/v 0 0 9.4
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 824 - - 1500 -
HCM Lane V/C Ratio 0.015 - - - -
HCM Control Delay (s/veh) 9.4 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
Lanes, Volumes, Timings AM 2028+Project
9: Shirk St & Avenue 4 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 7 229 2 0 113
Future Volume (vph) 0 7 229 2 0 113
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.999
Flt Protected
Satd. Flow (prot) 0 1611 1861 0 0 1863
Flt Permitted
Satd. Flow (perm) 0 1611 1861 0 0 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 2684 2106 548
Travel Time (s) 33.3 26.1 6.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 8 249 2 0 123
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 8 251 0 0 123
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 22.2% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2028+Project
9: Shirk St & Avenue 4 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 7 229 2 0 113
Future Vol, veh/h 0 7 229 2 0 113
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 8 249 2 0 123
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 250 0 0 251 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.22 - - 4.12 -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.318 - - 2.218 -
Pot Cap-1 Maneuver 0 789 - - 1314 -
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 789 - - 1314 -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s/v 9.6 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 789 1314 -
HCM Lane V/C Ratio - - 0.01 - -
HCM Control Delay (s/veh) - - 9.6 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
Lanes, Volumes, Timings AM 2028+Project
10: Roeben St & Avenue 6 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 13 11 4 0 0 4
Future Volume (vph) 13 11 4 0 0 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.938 0.865
Flt Protected 0.974 0.950
Satd. Flow (prot) 1702 0 0 1770 1611 0
Flt Permitted 0.974 0.950
Satd. Flow (perm) 1702 0 0 1770 1611 0
Link Speed (mph) 55 55 55
Link Distance (ft) 2684 2002 635
Travel Time (s) 33.3 24.8 7.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 14 12 4 0 0 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 26 0 0 4 4 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2028+Project
10: Roeben St & Avenue 6 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 7.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 11 4 0 0 4
Future Vol, veh/h 13 11 4 0 0 4
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 14 12 4 0 0 4
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 10 2 4 0 - 0
Stage 1 2 - - - - -
Stage 2 8 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 1010 1082 1618 - - -
Stage 1 1021 - - - - -
Stage 2 1015 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1008 1082 1618 - - -
Mov Cap-2 Maneuver 1008 - - - - -
Stage 1 1019 - - - - -
Stage 2 1015 - - - - -
Approach EB NB SB
HCM Control Delay, s/v 8.5 7.2 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1618 - 1041 - -
HCM Lane V/C Ratio 0.003 - 0.025 - -
HCM Control Delay (s/veh) 7.2 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
Lanes, Volumes, Timings AM 2028+Project with Mitigation 1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 54 0 368 147 432 0 0 472 241 Future Volume (vph) 0 0 0 54 0 368 147 432 0 0 472 241
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 0 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 0 0 0 0 1770 1458 1630 1863 0 0 1863 1458 Flt Permitted 0.950 0.449
Satd. Flow (perm) 0 0 0 0 1770 1458 770 1863 0 0 1863 1458 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 348 262
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 59 0 400 160 470 0 0 513 262
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 59 400 160 470 0 0 513 262 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm Perm NA NA Perm
Protected Phases 8 2 6
Permitted Phases 8 8 2 6
Detector Phase 8 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 24.0
Total Split (s) 36.0 36.0 36.0 54.0 54.0 54.0 54.0
Lanes, Volumes, Timings AM 2028+Project with Mitigation 1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (%) 40.0% 40.0% 40.0% 60.0% 60.0% 60.0% 60.0% Maximum Green (s) 30.0 30.0 30.0 48.0 48.0 48.0 48.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 12.0 12.0 66.0 66.0 66.0 66.0
Actuated g/C Ratio 0.13 0.13 0.73 0.73 0.73 0.73
v/c Ratio 0.25 0.81 0.28 0.34 0.38 0.23
Control Delay (s/veh) 34.6 19.7 5.0 4.2 6.5 1.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 34.6 19.7 5.0 4.2 6.5 1.4
LOS C B A A A A
Approach Delay (s/veh) 21.6 4.4 4.8
Approach LOS C A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay (s/veh): 8.8 Intersection LOS: A Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 1: Shirk St & SR 198 WB Ramps
HCM 2010 Signalized Intersection Summary AM 2028+Project with Mitigation 1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 54 0 368 147 432 0 0 472 241 Future Volume (veh/h) 0 0 0 54 0 368 147 432 0 0 472 241 Number 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1750 1863 1716 1716 1863 0 0 1863 1716 Adj Flow Rate, veh/h 59 0 400 160 470 0 0 513 262
Adj No. of Lanes 0 1 1 1 1 0 0 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 526 0 433 340 1062 0 0 1062 831
Arrive On Green 0.30 0.00 0.30 1.00 1.00 0.00 0.00 0.57 0.57 Sat Flow, veh/h 1774 0 1458 638 1863 0 0 1863 1458
Grp Volume(v), veh/h 59 0 400 160 470 0 0 513 262
Grp Sat Flow(s),veh/h/ln 1774 0 1458 638 1863 0 0 1863 1458 Q Serve(g_s), s 2.2 0.0 23.9 11.5 0.0 0.0 0.0 14.7 8.5
Cycle Q Clear(g_c), s 2.2 0.0 23.9 26.2 0.0 0.0 0.0 14.7 8.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 526 0 433 340 1062 0 0 1062 831
V/C Ratio(X) 0.11 0.00 0.92 0.47 0.44 0.00 0.00 0.48 0.32 Avail Cap(c_a), veh/h 591 0 486 340 1062 0 0 1062 831
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.95 0.95 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.0 0.0 30.7 3.8 0.0 0.0 0.0 11.5 10.1 Incr Delay (d2), s/veh 0.1 0.0 22.3 4.4 1.3 0.0 0.0 1.6 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 12.2 2.4 0.4 0.0 0.0 8.0 3.6 LnGrp Delay(d), s/veh 23.1 0.0 53.0 8.2 1.3 0.0 0.0 13.1 11.1 LnGrp LOS C D A A B B
Approach Vol, veh/h 459 630 775
Approach Delay, s/veh 49.1 3.0 12.4
Approach LOS D A B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 57.3 57.3 32.7
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 48.0 48.0 30.0
Max Q Clear Time (g_c+I1), s 28.2 16.7 25.9
Green Ext Time (p_c), s 3.2 3.1 0.8
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 18.3
HCM 2010 LOS B
Lanes, Volumes, Timings AM 2028+Project with Mitigation 2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 189 2 70 0 0 0 0 395 76 236 244 0
Future Volume (vph) 189 2 70 0 0 0 0 395 76 236 244 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.493
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 846 1863 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 76 83
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 2339 645
Travel Time (s) 13.3 26.3 29.0 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 205 2 76 0 0 0 0 429 83 257 265 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 207 76 0 0 0 0 429 83 257 265 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm Perm NA
Protected Phases 4 2 6
Permitted Phases 4 4 2 6
Detector Phase 4 4 4 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 24.0
Total Split (s) 24.0 24.0 24.0 66.0 66.0 66.0 66.0
Lanes, Volumes, Timings AM 2028+Project with Mitigation 2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (%) 26.7% 26.7% 26.7% 73.3% 73.3% 73.3% 73.3% Maximum Green (s) 18.0 18.0 18.0 60.0 60.0 60.0 60.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 15.0 15.0 63.0 63.0 63.0 63.0
Actuated g/C Ratio 0.17 0.17 0.70 0.70 0.70 0.70
v/c Ratio 0.70 0.25 0.33 0.08 0.43 0.20
Control Delay (s/veh) 48.1 9.9 6.7 2.2 8.5 4.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 48.1 9.9 6.7 2.2 8.5 4.4
LOS D A A A A A
Approach Delay (s/veh) 37.9 6.0 6.4
Approach LOS D A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay (s/veh): 13.0 Intersection LOS: B Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 2: Shirk St & SR 138 EB Ramps
HCM 2010 Signalized Intersection Summary AM 2028+Project with Mitigation 2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 189 2 70 0 0 0 0 395 76 236 244 0 Future Volume (veh/h) 189 2 70 0 0 0 0 395 76 236 244 0 Number 7 4 14 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1750 1863 1716 0 1863 1716 1716 1863 0 Adj Flow Rate, veh/h 205 2 76 0 429 83 257 265 0
Adj No. of Lanes 0 1 1 0 1 1 1 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 248 2 206 0 1352 1058 604 1352 0
Arrive On Green 0.14 0.14 0.14 0.00 0.73 0.73 1.00 1.00 0.00 Sat Flow, veh/h 1758 17 1458 0 1863 1458 815 1863 0
Grp Volume(v), veh/h 207 0 76 0 429 83 257 265 0
Grp Sat Flow(s),veh/h/ln 1775 0 1458 0 1863 1458 815 1863 0 Q Serve(g_s), s 10.2 0.0 4.3 0.0 7.4 1.5 5.7 0.0 0.0
Cycle Q Clear(g_c), s 10.2 0.0 4.3 0.0 7.4 1.5 13.1 0.0 0.0 Prop In Lane 0.99 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 250 0 206 0 1352 1058 604 1352 0 V/C Ratio(X) 0.83 0.00 0.37 0.00 0.32 0.08 0.43 0.20 0.00 Avail Cap(c_a), veh/h 355 0 292 0 1352 1058 604 1352 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.93 0.93 0.00 Uniform Delay (d), s/veh 37.6 0.0 35.0 0.0 4.4 3.6 0.7 0.0 0.0 Incr Delay (d2), s/veh 10.5 0.0 1.1 0.0 0.6 0.1 2.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.0 1.8 0.0 3.9 0.6 1.6 0.1 0.0 LnGrp Delay(d), s/veh 48.1 0.0 36.1 0.0 5.0 3.7 2.8 0.3 0.0 LnGrp LOS D D A A A A
Approach Vol, veh/h 283 512 522
Approach Delay, s/veh 44.9 4.8 1.5
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 71.3 18.7 71.3
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 60.0 18.0 60.0
Max Q Clear Time (g_c+I1), s 9.4 12.2 15.1
Green Ext Time (p_c), s 1.9 0.5 3.0
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 12.1
HCM 2010 LOS B
Lanes, Volumes, Timings AM 2028+Project with Mitigation 5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 58 33 56 77 206 48 222 35 105 208 7 Future Volume (vph) 1 58 33 56 77 206 48 222 35 105 208 7 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.951 0.918 0.985 0.997
Flt Protected 0.992 0.992 0.984
Satd. Flow (prot) 0 1771 0 0 1696 0 0 1820 0 0 1827 0
Flt Permitted 0.996 0.927 0.901 0.784
Satd. Flow (perm) 0 1764 0 0 1585 0 0 1653 0 0 1456 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 36 98 10 2
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 2654
Travel Time (s) 22.3 33.4 36.6 32.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 63 36 61 84 224 52 241 38 114 226 8
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 100 0 0 369 0 0 331 0 0 348 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 39.0 39.0 39.0 39.0 51.0 51.0 51.0 51.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 56.7% 56.7% 56.7% 56.7% Maximum Green (s) 33.0 33.0 33.0 33.0 45.0 45.0 45.0 45.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lanes, Volumes, Timings AM 2028+Project with Mitigation 5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 21.7 21.7 56.3 56.3
Actuated g/C Ratio 0.24 0.24 0.63 0.63
v/c Ratio 0.22 0.81 0.32 0.38
Control Delay (s/veh) 17.3 36.8 10.0 12.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 17.3 36.8 10.0 12.3
LOS B D B B
Approach Delay (s/veh) 17.3 36.8 10.0 12.3
Approach LOS B D B B
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay (s/veh): 19.9 Intersection LOS: B Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 5: Shirk St & Walnut Ave
HCM 2010 Signalized Intersection Summary AM 2028+Project with Mitigation 5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 58 33 56 77 206 48 222 35 105 208 7 Future Volume (veh/h) 1 58 33 56 77 206 48 222 35 105 208 7 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1750 1863 1750 1750 1863 1750 1750 1863 1750 1750 1863 1750 Adj Flow Rate, veh/h 1 63 36 61 84 224 52 241 38 114 226 8 Adj No. of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 41 287 162 97 111 249 175 787 119 337 645 22 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.61 0.61 0.61 0.61 0.61 0.61 Sat Flow, veh/h 3 1119 631 199 431 973 211 1290 195 465 1057 36 Grp Volume(v), veh/h 100 0 0 369 0 0 331 0 0 348 0 0
Grp Sat Flow(s),veh/h/ln 1753 0 0 1603 0 0 1695 0 0 1558 0 0 Q Serve(g_s), s 0.0 0.0 0.0 14.4 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 Cycle Q Clear(g_c), s 4.1 0.0 0.0 20.0 0.0 0.0 7.8 0.0 0.0 8.3 0.0 0.0 Prop In Lane 0.01 0.36 0.17 0.61 0.16 0.11 0.33 0.02
Lane Grp Cap(c), veh/h 490 0 0 457 0 0 1081 0 0 1004 0 0 V/C Ratio(X) 0.20 0.00 0.00 0.81 0.00 0.00 0.31 0.00 0.00 0.35 0.00 0.00 Avail Cap(c_a), veh/h 682 0 0 632 0 0 1081 0 0 1004 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 26.4 0.0 0.0 32.2 0.0 0.0 8.3 0.0 0.0 8.4 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 5.4 0.0 0.0 0.7 0.0 0.0 0.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 0.0 9.5 0.0 0.0 4.1 0.0 0.0 4.4 0.0 0.0 LnGrp Delay(d), s/veh 26.6 0.0 0.0 37.6 0.0 0.0 9.1 0.0 0.0 9.4 0.0 0.0 LnGrp LOS C D A A
Approach Vol, veh/h 100 369 331 348
Approach Delay, s/veh 26.6 37.6 9.1 9.4
Approach LOS C D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 60.9 29.1 60.9 29.1
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 45.0 33.0 45.0 33.0
Max Q Clear Time (g_c+I1), s 9.8 6.1 10.3 22.0
Green Ext Time (p_c), s 1.2 0.3 1.4 1.1
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 19.9
HCM 2010 LOS B
Lanes, Volumes, Timings AM 2033
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 58 0 401 163 532 0 0 610 277 Future Volume (vph) 0 0 0 58 0 401 163 532 0 0 610 277
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 0 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 0 0 0 0 1770 1458 1630 1863 0 0 1863 1458 Flt Permitted 0.950 0.950
Satd. Flow (perm) 0 0 0 0 1770 1458 1630 1863 0 0 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 63 0 436 177 578 0 0 663 301
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 63 436 177 578 0 0 663 301 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC AM 2033
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 114.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 58 0 401 163 532 0 0 610 277
Future Vol, veh/h 0 0 0 58 0 401 163 532 0 0 610 277
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 63 0 436 177 578 0 0 663 301
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 42.9 115.1 151.3
HCM LOS E F F
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 163 532 58 401 610 277
LT Vol 163 0 58 0 0 0
Through Vol 0 532 0 0 610 0
RT Vol 0 0 0 401 0 277
Lane Flow Rate 177 578 63 436 663 301
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.4 1.225 0.149 0.887 1.391 0.573
Departure Headway (Hd) 8.615 8.097 9.212 7.967 7.929 7.203 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 420 451 391 458 464 503
Service Time 6.315 5.797 6.912 5.667 5.629 4.903
HCM Lane V/C Ratio 0.421 1.282 0.161 0.952 1.429 0.598
HCM Control Delay, s/veh 16.9 145.2 13.5 47.1 211.3 19.1 HCM Lane LOS C F B E F C
HCM 95th-tile Q 1.9 21.9 0.5 9.5 30.1 3.6
Lanes, Volumes, Timings AM 2033
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 198 2 74 0 0 0 0 514 81 262 296 0
Future Volume (vph) 198 2 74 0 0 0 0 514 81 262 296 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.950
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 2339 645
Travel Time (s) 13.3 26.3 29.0 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 215 2 80 0 0 0 0 559 88 285 322 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 217 80 0 0 0 0 559 88 285 322 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC AM 2033
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 37
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 198 2 74 0 0 0 0 514 81 262 296 0
Future Vol, veh/h 198 2 74 0 0 0 0 514 81 262 296 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 215 2 80 0 0 0 0 559 88 285 322 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 16.6 63.3 19
HCM LOS C F C
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 514 81 200 74 262 296
LT Vol 0 0 198 0 262 0
Through Vol 514 0 2 0 0 296
RT Vol 0 81 0 74 0 0
Lane Flow Rate 559 88 217 80 285 322
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 1.028 0.145 0.492 0.155 0.568 0.596
Departure Headway (Hd) 6.627 5.912 8.146 6.92 7.18 6.669 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 542 601 439 515 498 537
Service Time 4.417 3.702 5.939 4.712 4.978 4.466
HCM Lane V/C Ratio 1.031 0.146 0.494 0.155 0.572 0.6
HCM Control Delay, s/veh 71.8 9.7 18.7 11 19.1 19
HCM Lane LOS F A C B C C
HCM 95th-tile Q 15.3 0.5 2.7 0.5 3.5 3.9
Lanes, Volumes, Timings AM 2033
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 9 12 213 10 15 108
Future Volume (vph) 9 12 213 10 15 108
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 100 50 50 100
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 1863 1458 1630 1863
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 1863 1458 1630 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 2679 2654 2339
Travel Time (s) 33.2 32.9 29.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 10 13 232 11 16 117
Shared Lane Traffic (%)
Lane Group Flow (vph) 10 13 232 11 16 117
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 23.5% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2033
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 12 213 10 15 108
Future Vol, veh/h 9 12 213 10 15 108
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 - - 50 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 10 13 232 11 16 117
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 381 232 0 0 243 0
Stage 1 232 - - - - -
Stage 2 149 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 621 807 - - 1323 -
Stage 1 807 - - - - -
Stage 2 879 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 614 807 - - 1323 -
Mov Cap-2 Maneuver 614 - - - - -
Stage 1 807 - - - - -
Stage 2 868 - - - - -
Approach WB NB SB
HCM Control Delay, s/v 10.1 0 0.9
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 614 807 1323 -
HCM Lane V/C Ratio - - 0.016 0.016 0.012 -
HCM Control Delay (s/veh) - - 11 9.5 7.8 -
HCM Lane LOS - - B A A -
HCM 95th %tile Q(veh) - - 0 0 0 -
Lanes, Volumes, Timings AM 2033
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 104 1 36 102 1 2 1 134 4 1 3
Future Volume (vph) 3 104 1 36 102 1 2 1 134 4 1 3
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 100 50 100 50 100 50 100 50
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2679 1533 2637 1348
Travel Time (s) 33.2 19.0 32.7 16.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 3 113 1 39 111 1 2 1 146 4 1 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 3 113 1 39 111 1 2 1 146 4 1 3
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 27.8% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2033
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 6.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 104 1 36 102 1 2 1 134 4 1 3
Future Vol, veh/h 3 104 1 36 102 1 2 1 134 4 1 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 100 - 50 100 - 50 100 - 50 100 - 50
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 113 1 39 111 1 2 1 146 4 1 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 143 160 1 73 17 1 4 0 0 147 0 0
Stage 1 9 9 - 5 5 - - - - - - -
Stage 2 134 151 - 68 12 - - - - - - -
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 826 732 1084 918 877 1084 1618 - - 1435 - - Stage 1 1012 888 - 1017 892 - - - - - - -
Stage 2 869 772 - 942 886 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 743 729 1084 805 873 1084 1618 - - 1435 - - Mov Cap-2 Maneuver 743 729 - 805 873 - - - - - - -
Stage 1 1011 885 - 1016 891 - - - - - - -
Stage 2 759 771 - 819 883 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 10.8 9.7 0.1 3.8
HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1618 - - 743 729 1084 805 873 1084 1435 - - HCM Lane V/C Ratio 0.001 - - 0.004 0.155 0.001 0.049 0.127 0.001 0.003 - - HCM Control Delay (s/veh) 7.2 - - 9.9 10.8 8.3 9.7 9.7 8.3 7.5 - - HCM Lane LOS A - - A B A A A A A - -
HCM 95th %tile Q(veh) 0 - - 0 0.5 0 0.2 0.4 0 0 - -
Lanes, Volumes, Timings AM 2033
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 69 36 58 79 210 54 283 40 114 254 8 Future Volume (vph) 1 69 36 58 79 210 54 283 40 114 254 8 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.954 0.918 0.986 0.997
Flt Protected 0.992 0.993 0.985
Satd. Flow (prot) 0 1777 0 0 1696 0 0 1824 0 0 1829 0
Flt Permitted 0.992 0.993 0.985
Satd. Flow (perm) 0 1777 0 0 1696 0 0 1824 0 0 1829 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 2654
Travel Time (s) 22.3 33.4 36.6 32.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 75 39 63 86 228 59 308 43 124 276 9
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 115 0 0 377 0 0 410 0 0 409 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period (min) 15
HCM 2010 AWSC AM 2033
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 25.5
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 69 36 58 79 210 54 283 40 114 254 8 Future Vol, veh/h 1 69 36 58 79 210 54 283 40 114 254 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 75 39 63 86 228 59 308 43 124 276 9
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 13.2 23.6 27.7 28.5
HCM LOS B C D D
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 14% 1% 17% 30%
Vol Thru, % 75% 65% 23% 68%
Vol Right, % 11% 34% 61% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 377 106 347 376
LT Vol 54 1 58 114
Through Vol 283 69 79 254
RT Vol 40 36 210 8
Lane Flow Rate 410 115 377 409
Geometry Grp 1 1 1 1
Degree of Util (X) 0.758 0.245 0.696 0.765
Departure Headway (Hd) 6.66 7.663 6.642 6.735
Convergence, Y/N Yes Yes Yes Yes
Cap 545 467 543 535
Service Time 4.702 5.739 4.683 4.777
HCM Lane V/C Ratio 0.752 0.246 0.694 0.764
HCM Control Delay, s/veh 27.7 13.2 23.6 28.5
HCM Lane LOS D B C D
HCM 95th-tile Q 6.7 1 5.4 6.8
Lanes, Volumes, Timings AM 2033
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 37 94 57 16 338 19 117 47 20 24 39 53 Future Volume (vph) 37 94 57 16 338 19 117 47 20 24 39 53 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 50 0 140 0 50 0 0
Storage Lanes 0 1 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.938
Flt Protected 0.986 0.998 0.966 0.990
Satd. Flow (prot) 0 1837 1458 0 1859 1458 0 1799 1458 0 1730 0 Flt Permitted 0.986 0.998 0.966 0.990
Satd. Flow (perm) 0 1837 1458 0 1859 1458 0 1799 1458 0 1730 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2695 2169 2270 2637
Travel Time (s) 33.4 26.9 28.1 32.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 40 102 62 17 367 21 127 51 22 26 42 58
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 142 62 0 384 21 0 178 22 0 126 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC AM 2033
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 14.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 37 94 57 16 338 19 117 47 20 24 39 53 Future Vol, veh/h 37 94 57 16 338 19 117 47 20 24 39 53 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 40 102 62 17 367 21 127 51 22 26 42 58
Number of Lanes 0 1 1 0 1 1 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 10.6 18.1 12.7 11.5
HCM LOS B C B B
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 71% 0% 28% 0% 5% 0% 21%
Vol Thru, % 29% 0% 72% 0% 95% 0% 34%
Vol Right, % 0% 100% 0% 100% 0% 100% 46%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 164 20 131 57 354 19 116
LT Vol 117 0 37 0 16 0 24
Through Vol 47 0 94 0 338 0 39
RT Vol 0 20 0 57 0 19 53
Lane Flow Rate 178 22 142 62 385 21 126
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.341 0.035 0.252 0.095 0.637 0.03 0.228 Departure Headway (Hd) 6.886 5.813 6.382 5.526 5.956 5.224 6.508 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 521 613 561 646 604 683 550
Service Time 4.647 3.574 4.142 3.286 3.704 2.971 4.577
HCM Lane V/C Ratio 0.342 0.036 0.253 0.096 0.637 0.031 0.229 HCM Control Delay, s/veh 13.2 8.8 11.3 8.9 18.6 8.1 11.5 HCM Lane LOS B A B A C A B
HCM 95th-tile Q 1.5 0.1 1 0.3 4.5 0.1 0.9
Lanes, Volumes, Timings AM 2033+Project (Future)
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 62 0 401 163 536 0 0 613 277 Future Volume (vph) 0 0 0 62 0 401 163 536 0 0 613 277
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.953
Flt Protected 0.950 0.950
Satd. Flow (prot) 0 0 0 0 1770 1458 1630 1863 0 1716 1775 0 Flt Permitted 0.950 0.950
Satd. Flow (perm) 0 0 0 0 1770 1458 1630 1863 0 1716 1775 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 67 0 436 177 583 0 0 666 301
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 67 436 177 583 0 0 967 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.7% ICU Level of Service C Analysis Period (min) 15
HCM 2010 AWSC AM 2033+Project (Future)
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 238.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 62 0 401 163 536 0 0 613 277
Future Vol, veh/h 0 0 0 62 0 401 163 536 0 0 613 277
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 67 0 436 177 583 0 0 666 301
Number of Lanes 0 0 0 0 1 1 1 1 0 1 1 0
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 38.2 105.3 446.6
HCM LOS E F F
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 100% 0% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 69%
Vol Right, % 0% 0% 0% 100% 0% 31%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 163 536 62 401 0 890
LT Vol 163 0 62 0 0 0
Through Vol 0 536 0 0 0 613
RT Vol 0 0 0 401 0 277
Lane Flow Rate 177 583 67 436 0 967
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.385 1.185 0.153 0.846 0 1.936
Departure Headway (Hd) 9.036 8.512 9.452 8.188 7.807 7.581 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 400 431 382 445 0 493
Service Time 6.736 6.212 7.152 5.888 5.507 5.281
HCM Lane V/C Ratio 0.443 1.353 0.175 0.98 0 1.961
HCM Control Delay, s/veh 17.3 132 13.9 41.9 10.5 446.6
HCM Lane LOS C F B E N F
HCM 95th-tile Q 1.8 19.4 0.5 8.3 0 61.2
Lanes, Volumes, Timings AM 2033+Project (Future)
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 198 2 74 0 0 0 0 518 96 262 303 0
Future Volume (vph) 198 2 74 0 0 0 0 518 96 262 303 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.950
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 2339 645
Travel Time (s) 13.3 26.3 29.0 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 215 2 80 0 0 0 0 563 104 285 329 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 217 80 0 0 0 0 563 104 285 329 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15
HCM 2010 AWSC AM 2033+Project (Future)
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 38.2
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 198 2 74 0 0 0 0 518 96 262 303 0
Future Vol, veh/h 198 2 74 0 0 0 0 518 96 262 303 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 215 2 80 0 0 0 0 563 104 285 329 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 16.7 65.1 19.5
HCM LOS C F C
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 99% 0% 100% 0%
Vol Thru, % 100% 0% 1% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 518 96 200 74 262 303
LT Vol 0 0 198 0 262 0
Through Vol 518 0 2 0 0 303
RT Vol 0 96 0 74 0 0
Lane Flow Rate 563 104 217 80 285 329
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 1.04 0.172 0.495 0.156 0.571 0.613
Departure Headway (Hd) 6.647 5.933 8.189 6.963 7.315 6.703 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 541 599 437 512 496 534
Service Time 4.44 3.725 5.984 4.756 5.015 4.503
HCM Lane V/C Ratio 1.041 0.174 0.497 0.156 0.575 0.616
HCM Control Delay, s/veh 75.3 10 18.8 11.1 19.3 19.7
HCM Lane LOS F A C B C C
HCM 95th-tile Q 15.8 0.6 2.7 0.5 3.5 4.1
Lanes, Volumes, Timings AM 2033+Project (Future)
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 15 24 220 12 22 108
Future Volume (vph) 15 24 220 12 22 108
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 100 50 50 100
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 1863 1458 1630 1863
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 1863 1458 1630 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 739 548 2339
Travel Time (s) 9.2 6.8 29.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 16 26 239 13 24 117
Shared Lane Traffic (%)
Lane Group Flow (vph) 16 26 239 13 24 117
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.2% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC AM 2033+Project (Future)
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 15 24 220 12 22 108
Future Vol, veh/h 15 24 220 12 22 108
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 16 26 239 13 24 117
Number of Lanes 1 1 1 1 1 1
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 8.1 9.5 8.4
HCM LOS A A A
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 220 12 15 24 22 108
LT Vol 0 0 15 0 22 0
Through Vol 220 0 0 0 0 108
RT Vol 0 12 0 24 0 0
Lane Flow Rate 239 13 16 26 24 117
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.311 0.014 0.027 0.035 0.035 0.158
Departure Headway (Hd) 4.677 3.976 5.969 4.764 5.335 4.834 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 758 886 603 755 674 745
Service Time 2.468 1.766 3.676 2.47 3.044 2.542
HCM Lane V/C Ratio 0.315 0.015 0.027 0.034 0.036 0.157
HCM Control Delay, s/veh 9.6 6.8 8.8 7.6 8.2 8.4
HCM Lane LOS A A A A A A
HCM 95th-tile Q 1.3 0 0.1 0.1 0.1 0.6
Lanes, Volumes, Timings AM 2033+Project (Future)
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 116 2 47 105 1 3 1 167 4 1 3
Future Volume (vph) 3 116 2 47 105 1 3 1 167 4 1 3
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 100 50 100 50 100 50 100 50
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1360 1533 635 1348
Travel Time (s) 16.9 19.0 7.9 16.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 3 126 2 51 114 1 3 1 182 4 1 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 3 126 2 51 114 1 3 1 182 4 1 3
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 30.7% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2033+Project (Future)
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 6.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 116 2 47 105 1 3 1 167 4 1 3
Future Vol, veh/h 3 116 2 47 105 1 3 1 167 4 1 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 100 - 50 100 - 50 100 - 50 100 - 50
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 126 2 51 114 1 3 1 182 4 1 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 165 198 1 82 19 1 4 0 0 183 0 0
Stage 1 9 9 - 7 7 - - - - - - -
Stage 2 156 189 - 75 12 - - - - - - -
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 800 698 1084 905 875 1084 1618 - - 1392 - - Stage 1 1012 888 - 1015 890 - - - - - - -
Stage 2 846 744 - 934 886 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 716 695 1084 775 871 1084 1618 - - 1392 - - Mov Cap-2 Maneuver 716 695 - 775 871 - - - - - - -
Stage 1 1010 885 - 1013 888 - - - - - - -
Stage 2 735 743 - 797 883 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 11.2 9.9 0.1 3.8
HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1618 - - 716 695 1084 775 871 1084 1392 - - HCM Lane V/C Ratio 0.002 - - 0.005 0.181 0.002 0.066 0.131 0.001 0.003 - - HCM Control Delay (s/veh) 7.2 - - 10.1 11.3 8.3 10 9.8 8.3 7.6 - - HCM Lane LOS A - - B B A B A A A - -
HCM 95th %tile Q(veh) 0 - - 0 0.7 0 0.2 0.5 0 0 - -
Lanes, Volumes, Timings AM 2033+Project (Future)
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 69 36 58 79 212 54 287 40 120 266 8 Future Volume (vph) 1 69 36 58 79 212 54 287 40 120 266 8 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.954 0.918 0.986 0.997
Flt Protected 0.992 0.993 0.985
Satd. Flow (prot) 0 1777 0 0 1696 0 0 1824 0 0 1829 0
Flt Permitted 0.992 0.993 0.985
Satd. Flow (perm) 0 1777 0 0 1696 0 0 1824 0 0 1829 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 2106
Travel Time (s) 22.3 33.4 36.6 26.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 75 39 63 86 230 59 312 43 130 289 9
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 115 0 0 379 0 0 414 0 0 428 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15
HCM 2010 AWSC AM 2033+Project (Future)
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 27.9
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 69 36 58 79 212 54 287 40 120 266 8 Future Vol, veh/h 1 69 36 58 79 212 54 287 40 120 266 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 75 39 63 86 230 59 312 43 130 289 9
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 13.5 24.8 29.6 32.8
HCM LOS B C D D
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 14% 1% 17% 30%
Vol Thru, % 75% 65% 23% 68%
Vol Right, % 10% 34% 61% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 381 106 349 394
LT Vol 54 1 58 120
Through Vol 287 69 79 266
RT Vol 40 36 212 8
Lane Flow Rate 414 115 379 428
Geometry Grp 1 1 1 1
Degree of Util (X) 0.777 0.251 0.711 0.809
Departure Headway (Hd) 6.758 7.833 6.749 6.799
Convergence, Y/N Yes Yes Yes Yes
Cap 534 456 535 531
Service Time 4.813 5.912 4.802 4.854
HCM Lane V/C Ratio 0.775 0.252 0.708 0.806
HCM Control Delay, s/veh 29.6 13.5 24.8 32.8
HCM Lane LOS D B C D
HCM 95th-tile Q 7.1 1 5.7 7.8
Lanes, Volumes, Timings AM 2033+Project (Future)
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 37 100 57 16 340 25 117 52 20 43 52 53 Future Volume (vph) 37 100 57 16 340 25 117 52 20 43 52 53 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 50 0 140 0 50 0 0
Storage Lanes 0 1 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.952
Flt Protected 0.987 0.998 0.967 0.986
Satd. Flow (prot) 0 1839 1458 0 1859 1458 0 1801 1458 0 1749 0 Flt Permitted 0.987 0.998 0.967 0.986
Satd. Flow (perm) 0 1839 1458 0 1859 1458 0 1801 1458 0 1749 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2695 2169 2270 2002
Travel Time (s) 33.4 26.9 28.1 24.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 40 109 62 17 370 27 127 57 22 47 57 58
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 149 62 0 387 27 0 184 22 0 162 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC AM 2033+Project (Future)
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 15.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 37 100 57 16 340 25 117 52 20 43 52 53 Future Vol, veh/h 37 100 57 16 340 25 117 52 20 43 52 53 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 40 109 62 17 370 27 127 57 22 47 57 58
Number of Lanes 0 1 1 0 1 1 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 11.1 19.3 13.3 12.6
HCM LOS B C B B
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 69% 0% 27% 0% 4% 0% 29%
Vol Thru, % 31% 0% 73% 0% 96% 0% 35%
Vol Right, % 0% 100% 0% 100% 0% 100% 36%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 169 20 137 57 356 25 148
LT Vol 117 0 37 0 16 0 43
Through Vol 52 0 100 0 340 0 52
RT Vol 0 20 0 57 0 25 53
Lane Flow Rate 184 22 149 62 387 27 161
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.359 0.036 0.273 0.099 0.66 0.041 0.299 Departure Headway (Hd) 7.04 5.976 6.589 5.738 6.14 5.407 6.687 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 509 595 542 620 584 658 534
Service Time 4.824 3.759 4.369 3.516 3.905 3.171 4.775
HCM Lane V/C Ratio 0.361 0.037 0.275 0.1 0.663 0.041 0.301 HCM Control Delay, s/veh 13.8 9 11.9 9.2 20.1 8.4 12.6
HCM Lane LOS B A B A C A B
HCM 95th-tile Q 1.6 0.1 1.1 0.3 4.9 0.1 1.2
Lanes, Volumes, Timings AM 2033+Project (Future)
7: Street 3 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 108 9 3 99 18 12
Future Volume (vph) 108 9 3 99 18 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.989 0.947
Flt Protected 0.999 0.971
Satd. Flow (prot) 1842 0 0 1861 1713 0
Flt Permitted 0.999 0.971
Satd. Flow (perm) 1842 0 0 1861 1713 0
Link Speed (mph) 55 55 55
Link Distance (ft) 739 580 300
Travel Time (s) 9.2 7.2 3.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 117 10 3 108 20 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 127 0 0 111 33 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.6% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2033+Project (Future)
7: Street 3 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 108 9 3 99 18 12
Future Vol, veh/h 108 9 3 99 18 12
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 117 10 3 108 20 13
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 127 0 236 122
Stage 1 - - - - 122 -
Stage 2 - - - - 114 -
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 - - 1459 - 752 929
Stage 1 - - - - 903 -
Stage 2 - - - - 911 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1459 - 750 929
Mov Cap-2 Maneuver - - - - 750 -
Stage 1 - - - - 903 -
Stage 2 - - - - 909 -
Approach EB WB NB
HCM Control Delay, s/v 0 0.2 9.6
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 813 - - 1459 -
HCM Lane V/C Ratio 0.04 - - 0.002 -
HCM Control Delay (s/veh) 9.6 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
Lanes, Volumes, Timings AM 2033+Project (Future)
8: Street 6 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 112 0 1 103 0 1
Future Volume (vph) 112 0 1 103 0 1
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865
Flt Protected
Satd. Flow (prot) 1863 0 0 1863 1611 0
Flt Permitted
Satd. Flow (perm) 1863 0 0 1863 1611 0
Link Speed (mph) 55 55 55
Link Distance (ft) 580 1360 308
Travel Time (s) 7.2 16.9 3.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 122 0 1 112 0 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 122 0 0 113 1 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.2% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2033+Project (Future)
8: Street 6 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 112 0 1 103 0 1
Future Vol, veh/h 112 0 1 103 0 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 122 0 1 112 0 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 122 0 236 122
Stage 1 - - - - 122 -
Stage 2 - - - - 114 -
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 - - 1465 - 752 929
Stage 1 - - - - 903 -
Stage 2 - - - - 911 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1465 - 751 929
Mov Cap-2 Maneuver - - - - 751 -
Stage 1 - - - - 903 -
Stage 2 - - - - 910 -
Approach EB WB NB
HCM Control Delay, s/v 0 0.1 8.9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 929 - - 1465 -
HCM Lane V/C Ratio 0.001 - - 0.001 -
HCM Control Delay (s/veh) 8.9 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -
Lanes, Volumes, Timings AM 2033+Project (Future)
9: Shirk St & Avenue 4 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 19 291 6 0 138
Future Volume (vph) 0 19 291 6 0 138
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.997
Flt Protected
Satd. Flow (prot) 0 1611 1857 0 0 1863
Flt Permitted
Satd. Flow (perm) 0 1611 1857 0 0 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 2684 2106 548
Travel Time (s) 33.3 26.1 6.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 21 316 7 0 150
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 21 323 0 0 150
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 25.7% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2033+Project (Future)
9: Shirk St & Avenue 4 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 19 291 6 0 138
Future Vol, veh/h 0 19 291 6 0 138
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 21 316 7 0 150
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 320 0 0 323 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.22 - - 4.12 -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.318 - - 2.218 -
Pot Cap-1 Maneuver 0 721 - - 1237 -
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 721 - - 1237 -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s/v 10.1 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 721 1237 -
HCM Lane V/C Ratio - - 0.029 - -
HCM Control Delay (s/veh) - - 10.1 0 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.1 0 -
Lanes, Volumes, Timings AM 2033+Project (Future)
10: Roeben St & Avenue 6 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 34 31 11 1 1 12
Future Volume (vph) 34 31 11 1 1 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.935 0.875
Flt Protected 0.975 0.956
Satd. Flow (prot) 1698 0 0 1781 1630 0
Flt Permitted 0.975 0.956
Satd. Flow (perm) 1698 0 0 1781 1630 0
Link Speed (mph) 55 55 55
Link Distance (ft) 2684 2002 635
Travel Time (s) 33.3 24.8 7.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 37 34 12 1 1 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 71 0 0 13 14 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.8% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC AM 2033+Project (Future)
10: Roeben St & Avenue 6 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 7.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 34 31 11 1 1 12
Future Vol, veh/h 34 31 11 1 1 12
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 37 34 12 1 1 13
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 33 8 14 0 - 0
Stage 1 8 - - - - -
Stage 2 25 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 980 1074 1604 - - -
Stage 1 1015 - - - - -
Stage 2 998 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 973 1074 1604 - - -
Mov Cap-2 Maneuver 973 - - - - -
Stage 1 1008 - - - - -
Stage 2 998 - - - - -
Approach EB NB SB
HCM Control Delay, s/v 8.8 6.7 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1604 - 1019 - -
HCM Lane V/C Ratio 0.007 - 0.069 - -
HCM Control Delay (s/veh) 7.3 0 8.8 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.2 - -
Lanes, Volumes, Timings AM 2033+Project with Mitigation 1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 62 0 401 163 536 0 0 613 277 Future Volume (vph) 0 0 0 62 0 401 163 536 0 0 613 277
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 0 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 0 0 0 0 1770 1458 1630 1863 0 0 1863 1458 Flt Permitted 0.950 0.345
Satd. Flow (perm) 0 0 0 0 1770 1458 592 1863 0 0 1863 1458 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 302 301
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 67 0 436 177 583 0 0 666 301
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 67 436 177 583 0 0 666 301 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm Perm NA NA Perm
Protected Phases 8 2 6
Permitted Phases 8 8 2 6
Detector Phase 8 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 24.0
Total Split (s) 31.0 31.0 31.0 59.0 59.0 59.0 59.0
Lanes, Volumes, Timings AM 2033+Project with Mitigation 1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (%) 34.4% 34.4% 34.4% 65.6% 65.6% 65.6% 65.6% Maximum Green (s) 25.0 25.0 25.0 53.0 53.0 53.0 53.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 15.5 15.5 62.5 62.5 62.5 62.5
Actuated g/C Ratio 0.17 0.17 0.69 0.69 0.69 0.69
v/c Ratio 0.22 0.87 0.43 0.45 0.52 0.27
Control Delay (s/veh) 30.4 29.1 9.8 6.8 9.8 1.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 30.4 29.1 9.8 6.8 9.8 1.7
LOS C C A A A A
Approach Delay (s/veh) 29.2 7.5 7.3
Approach LOS C A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay (s/veh): 12.3 Intersection LOS: B Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Shirk St & SR 198 WB Ramps
HCM 2010 Signalized Intersection Summary AM 2033+Project with Mitigation 1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 62 0 401 163 536 0 0 613 277 Future Volume (veh/h) 0 0 0 62 0 401 163 536 0 0 613 277 Number 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1750 1863 1716 1716 1863 0 0 1863 1716 Adj Flow Rate, veh/h 67 0 436 177 583 0 0 666 301
Adj No. of Lanes 0 1 1 1 1 0 0 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 493 0 405 272 1097 0 0 1097 859
Arrive On Green 0.28 0.00 0.28 1.00 1.00 0.00 0.00 0.59 0.59 Sat Flow, veh/h 1774 0 1458 533 1863 0 0 1863 1458
Grp Volume(v), veh/h 67 0 436 177 583 0 0 666 301
Grp Sat Flow(s),veh/h/ln 1774 0 1458 533 1863 0 0 1863 1458 Q Serve(g_s), s 2.6 0.0 25.0 26.6 0.0 0.0 0.0 20.6 9.6
Cycle Q Clear(g_c), s 2.6 0.0 25.0 47.2 0.0 0.0 0.0 20.6 9.6 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 493 0 405 272 1097 0 0 1097 859
V/C Ratio(X) 0.14 0.00 1.08 0.65 0.53 0.00 0.00 0.61 0.35 Avail Cap(c_a), veh/h 493 0 405 272 1097 0 0 1097 859
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.90 0.90 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 24.4 0.0 32.5 9.2 0.0 0.0 0.0 11.8 9.6 Incr Delay (d2), s/veh 0.1 0.0 66.6 10.4 1.7 0.0 0.0 2.5 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 17.5 4.5 0.5 0.0 0.0 11.3 4.1 LnGrp Delay(d), s/veh 24.5 0.0 99.1 19.6 1.7 0.0 0.0 14.3 10.7 LnGrp LOS C F B A B B
Approach Vol, veh/h 503 760 967
Approach Delay, s/veh 89.2 5.8 13.2
Approach LOS F A B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 59.0 59.0 31.0
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 53.0 53.0 25.0
Max Q Clear Time (g_c+I1), s 49.2 22.6 27.0
Green Ext Time (p_c), s 1.6 4.2 0.0
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 27.8
HCM 2010 LOS C
Lanes, Volumes, Timings AM 2033+Project with Mitigation 2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 198 2 74 0 0 0 0 518 96 262 303 0
Future Volume (vph) 198 2 74 0 0 0 0 518 96 262 303 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.407
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 698 1863 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 80 102
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 2339 645
Travel Time (s) 13.3 26.3 29.0 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 215 2 80 0 0 0 0 563 104 285 329 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 217 80 0 0 0 0 563 104 285 329 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm Perm NA
Protected Phases 4 2 6
Permitted Phases 4 4 2 6
Detector Phase 4 4 4 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 24.0
Total Split (s) 24.0 24.0 24.0 66.0 66.0 66.0 66.0
Lanes, Volumes, Timings AM 2033+Project with Mitigation 2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (%) 26.7% 26.7% 26.7% 73.3% 73.3% 73.3% 73.3% Maximum Green (s) 18.0 18.0 18.0 60.0 60.0 60.0 60.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 15.2 15.2 62.8 62.8 62.8 62.8
Actuated g/C Ratio 0.17 0.17 0.70 0.70 0.70 0.70
v/c Ratio 0.72 0.26 0.43 0.10 0.59 0.25
Control Delay (s/veh) 49.2 9.7 8.2 2.1 8.2 2.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 49.2 9.7 8.2 2.1 8.2 2.4
LOS D A A A A A
Approach Delay (s/veh) 38.6 7.2 5.1
Approach LOS D A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay (s/veh): 12.3 Intersection LOS: B Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Shirk St & SR 138 EB Ramps
HCM 2010 Signalized Intersection Summary AM 2033+Project with Mitigation 2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 198 2 74 0 0 0 0 518 96 262 303 0 Future Volume (veh/h) 198 2 74 0 0 0 0 518 96 262 303 0 Number 7 4 14 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1750 1863 1716 0 1863 1716 1716 1863 0 Adj Flow Rate, veh/h 215 2 80 0 563 104 285 329 0
Adj No. of Lanes 0 1 1 0 1 1 1 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 258 2 214 0 1342 1050 503 1342 0
Arrive On Green 0.15 0.15 0.15 0.00 0.72 0.72 1.00 1.00 0.00 Sat Flow, veh/h 1758 16 1458 0 1863 1458 706 1863 0
Grp Volume(v), veh/h 217 0 80 0 563 104 285 329 0
Grp Sat Flow(s),veh/h/ln 1775 0 1458 0 1863 1458 706 1863 0 Q Serve(g_s), s 10.7 0.0 4.5 0.0 10.9 1.9 13.9 0.0 0.0
Cycle Q Clear(g_c), s 10.7 0.0 4.5 0.0 10.9 1.9 24.8 0.0 0.0 Prop In Lane 0.99 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 260 0 214 0 1342 1050 503 1342 0 V/C Ratio(X) 0.83 0.00 0.37 0.00 0.42 0.10 0.57 0.25 0.00 Avail Cap(c_a), veh/h 355 0 292 0 1342 1050 503 1342 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.85 0.85 0.00 Uniform Delay (d), s/veh 37.3 0.0 34.7 0.0 5.0 3.8 2.1 0.0 0.0 Incr Delay (d2), s/veh 11.8 0.0 1.1 0.0 1.0 0.2 3.9 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 0.0 1.9 0.0 5.8 0.8 3.0 0.1 0.0 LnGrp Delay(d), s/veh 49.1 0.0 35.8 0.0 6.0 4.0 6.0 0.4 0.0 LnGrp LOS D D A A A A
Approach Vol, veh/h 297 667 614
Approach Delay, s/veh 45.5 5.7 3.0
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 70.8 19.2 70.8
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 60.0 18.0 60.0
Max Q Clear Time (g_c+I1), s 12.9 12.7 26.8
Green Ext Time (p_c), s 2.7 0.5 4.0
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 12.1
HCM 2010 LOS B
Lanes, Volumes, Timings AM 2033+Project with Mitigation 5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 69 36 58 79 212 54 287 40 120 266 8 Future Volume (vph) 1 69 36 58 79 212 54 287 40 120 266 8 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.954 0.918 0.986 0.997
Flt Protected 0.992 0.993 0.985
Satd. Flow (prot) 0 1777 0 0 1696 0 0 1824 0 0 1829 0
Flt Permitted 0.997 0.928 0.892 0.771
Satd. Flow (perm) 0 1772 0 0 1587 0 0 1638 0 0 1432 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 32 97 9 2
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 2654
Travel Time (s) 22.3 33.4 36.6 32.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 75 39 63 86 230 59 312 43 130 289 9
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 115 0 0 379 0 0 414 0 0 428 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 39.0 39.0 39.0 39.0 51.0 51.0 51.0 51.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 56.7% 56.7% 56.7% 56.7% Maximum Green (s) 33.0 33.0 33.0 33.0 45.0 45.0 45.0 45.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lanes, Volumes, Timings AM 2033+Project with Mitigation 5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 22.4 22.4 55.6 55.6
Actuated g/C Ratio 0.25 0.25 0.62 0.62
v/c Ratio 0.25 0.81 0.41 0.48
Control Delay (s/veh) 18.7 36.6 11.6 13.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 18.7 36.6 11.6 13.5
LOS B D B B
Approach Delay (s/veh) 18.7 36.6 11.6 13.5
Approach LOS B D B B
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay (s/veh): 19.9 Intersection LOS: B Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 5: Shirk St & Walnut Ave
HCM 2010 Signalized Intersection Summary AM 2033+Project with Mitigation 5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 69 36 58 79 212 54 287 40 120 266 8 Future Volume (veh/h) 1 69 36 58 79 212 54 287 40 120 266 8 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1750 1863 1750 1750 1863 1750 1750 1863 1750 1750 1863 1750 Adj Flow Rate, veh/h 1 75 39 63 86 230 59 312 43 130 289 9 Adj No. of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 41 305 157 99 113 255 157 807 106 304 652 19 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.60 0.60 0.60 0.60 0.60 0.60 Sat Flow, veh/h 3 1160 597 200 428 970 185 1336 176 417 1080 32 Grp Volume(v), veh/h 115 0 0 379 0 0 414 0 0 428 0 0
Grp Sat Flow(s),veh/h/ln 1760 0 0 1599 0 0 1698 0 0 1529 0 0 Q Serve(g_s), s 0.0 0.0 0.0 15.0 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 4.6 0.0 0.0 20.5 0.0 0.0 10.4 0.0 0.0 12.2 0.0 0.0 Prop In Lane 0.01 0.34 0.17 0.61 0.14 0.10 0.30 0.02
Lane Grp Cap(c), veh/h 503 0 0 467 0 0 1071 0 0 975 0 0 V/C Ratio(X) 0.23 0.00 0.00 0.81 0.00 0.00 0.39 0.00 0.00 0.44 0.00 0.00 Avail Cap(c_a), veh/h 684 0 0 630 0 0 1071 0 0 975 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 26.2 0.0 0.0 31.9 0.0 0.0 9.1 0.0 0.0 9.3 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 5.8 0.0 0.0 1.1 0.0 0.0 1.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.0 9.8 0.0 0.0 5.5 0.0 0.0 6.0 0.0 0.0 LnGrp Delay(d), s/veh 26.4 0.0 0.0 37.7 0.0 0.0 10.2 0.0 0.0 10.8 0.0 0.0 LnGrp LOS C D B B
Approach Vol, veh/h 115 379 414 428
Approach Delay, s/veh 26.4 37.7 10.2 10.8
Approach LOS C D B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 60.3 29.7 60.3 29.7
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 45.0 33.0 45.0 33.0
Max Q Clear Time (g_c+I1), s 12.4 6.6 14.2 22.5
Green Ext Time (p_c), s 1.6 0.3 1.8 1.1
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 19.6
HCM 2010 LOS B
Lanes, Volumes, Timings PM 2023
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 61 4 205 83 404 0 0 549 142
Future Volume (vph) 0 0 0 61 4 205 83 404 0 0 549 142
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 0 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.955 0.950
Satd. Flow (prot) 0 0 0 0 1779 1458 1630 1863 0 0 1863 1458 Flt Permitted 0.955 0.950
Satd. Flow (perm) 0 0 0 0 1779 1458 1630 1863 0 0 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 66 4 223 90 439 0 0 597 154
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 70 223 90 439 0 0 597 154 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC PM 2023
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 43
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 61 4 205 83 404 0 0 549 142
Future Vol, veh/h 0 0 0 61 4 205 83 404 0 0 549 142
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 66 4 223 90 439 0 0 597 154
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 14.2 27.5 65.2
HCM LOS B D F
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 94% 0% 0% 0%
Vol Thru, % 0% 100% 6% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 83 404 65 205 549 142
LT Vol 83 0 61 0 0 0
Through Vol 0 404 4 0 549 0
RT Vol 0 0 0 205 0 142
Lane Flow Rate 90 439 71 223 597 154
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.176 0.797 0.157 0.423 1.059 0.243
Departure Headway (Hd) 7.224 6.713 8.231 7.029 6.389 5.675 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 500 545 439 515 567 631
Service Time 4.924 4.413 5.931 4.729 4.138 3.424
HCM Lane V/C Ratio 0.18 0.806 0.162 0.433 1.053 0.244
HCM Control Delay, s/veh 11.5 30.8 12.5 14.8 79.4 10.3
HCM Lane LOS B D B B F B
HCM 95th-tile Q 0.6 7.6 0.6 2.1 17.1 0.9
Lanes, Volumes, Timings PM 2023
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 228 4 155 0 0 0 0 256 40 341 271 0 Future Volume (vph) 228 4 155 0 0 0 0 256 40 341 271 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.950
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 4993 645
Travel Time (s) 13.3 26.3 61.9 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 248 4 168 0 0 0 0 278 43 371 295 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 252 168 0 0 0 0 278 43 371 295 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC PM 2023
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 18.9
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 228 4 155 0 0 0 0 256 40 341 271 0
Future Vol, veh/h 228 4 155 0 0 0 0 256 40 341 271 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 248 4 168 0 0 0 0 278 43 371 295 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 16.1 16.7 21.8
HCM LOS C C C
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 98% 0% 100% 0%
Vol Thru, % 100% 0% 2% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 256 40 232 155 341 271
LT Vol 0 0 228 0 341 0
Through Vol 256 0 4 0 0 271
RT Vol 0 40 0 155 0 0
Lane Flow Rate 278 43 252 168 371 295
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.541 0.076 0.534 0.3 0.721 0.531
Departure Headway (Hd) 6.994 6.277 7.627 6.415 7.004 6.494 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 512 567 472 558 515 554
Service Time 4.777 4.06 5.401 4.187 4.775 4.264
HCM Lane V/C Ratio 0.543 0.076 0.534 0.301 0.72 0.532
HCM Control Delay, s/veh 17.8 9.6 18.9 11.9 26 16.5
HCM Lane LOS C A C B D C
HCM 95th-tile Q 3.2 0.2 3.1 1.3 5.8 3.1
Lanes, Volumes, Timings PM 2023
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 108 9 2 61 7 4
Future Volume (vph) 108 9 2 61 7 4
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 100 50 50 100
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 1863 1458 1630 1863
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 1863 1458 1630 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 1533 2637 1348
Travel Time (s) 19.0 32.7 16.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 117 10 2 66 8 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 117 10 2 66 8 4
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 19.5% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2023
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 5.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 108 9 2 61 7 4
Future Vol, veh/h 108 9 2 61 7 4
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 - - 50 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 117 10 2 66 8 4
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 22 2 0 0 68 0
Stage 1 2 - - - - -
Stage 2 20 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 995 1082 - - 1533 -
Stage 1 1021 - - - - -
Stage 2 1003 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 990 1082 - - 1533 -
Mov Cap-2 Maneuver 990 - - - - -
Stage 1 1021 - - - - -
Stage 2 998 - - - - -
Approach WB NB SB
HCM Control Delay, s/v 9 0 4.7
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 990 1082 1533 -
HCM Lane V/C Ratio - - 0.119 0.009 0.005 -
HCM Control Delay (s/veh) - - 9.1 8.4 7.4 -
HCM Lane LOS - - A A A -
HCM 95th %tile Q(veh) - - 0.4 0 0 -
Lanes, Volumes, Timings PM 2023
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 13 130 65 35 69 119 34 158 46 232 191 9 Future Volume (vph) 13 130 65 35 69 119 34 158 46 232 191 9 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.958 0.928 0.974 0.997
Flt Protected 0.997 0.992 0.993 0.974
Satd. Flow (prot) 0 1779 0 0 1715 0 0 1802 0 0 1809 0
Flt Permitted 0.997 0.992 0.993 0.974
Satd. Flow (perm) 0 1779 0 0 1715 0 0 1802 0 0 1809 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 4993
Travel Time (s) 22.3 33.4 36.6 61.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 14 141 71 38 75 129 37 172 50 252 208 10 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 226 0 0 242 0 0 259 0 0 470 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 69.6% ICU Level of Service C Analysis Period (min) 15
HCM 2010 AWSC PM 2023
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 20.7
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 130 65 35 69 119 34 158 46 232 191 9 Future Vol, veh/h 13 130 65 35 69 119 34 158 46 232 191 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 14 141 71 38 75 129 37 172 50 252 208 10
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 14.5 14.7 15 29.9
HCM LOS B B B D
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 14% 6% 16% 54%
Vol Thru, % 66% 63% 31% 44%
Vol Right, % 19% 31% 53% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 238 208 223 432
LT Vol 34 13 35 232
Through Vol 158 130 69 191
RT Vol 46 65 119 9
Lane Flow Rate 259 226 242 470
Geometry Grp 1 1 1 1
Degree of Util (X) 0.462 0.419 0.439 0.804
Departure Headway (Hd) 6.434 6.664 6.515 6.162
Convergence, Y/N Yes Yes Yes Yes
Cap 556 538 550 587
Service Time 4.512 4.744 4.593 4.225
HCM Lane V/C Ratio 0.466 0.42 0.44 0.801
HCM Control Delay, s/veh 15 14.5 14.7 29.9
HCM Lane LOS B B B D
HCM 95th-tile Q 2.4 2.1 2.2 7.9
Lanes, Volumes, Timings PM 2023
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 47 241 120 15 124 29 62 38 12 18 34 55 Future Volume (vph) 47 241 120 15 124 29 62 38 12 18 34 55 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 50 0 140 0 50 0 0
Storage Lanes 0 1 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.931
Flt Protected 0.992 0.995 0.970 0.992
Satd. Flow (prot) 0 1848 1458 0 1853 1458 0 1807 1458 0 1720 0 Flt Permitted 0.992 0.995 0.970 0.992
Satd. Flow (perm) 0 1848 1458 0 1853 1458 0 1807 1458 0 1720 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2695 2169 2270 2637
Travel Time (s) 33.4 26.9 28.1 32.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 51 262 130 16 135 32 67 41 13 20 37 60
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 313 130 0 151 32 0 108 13 0 117 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC PM 2023
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 11.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 47 241 120 15 124 29 62 38 12 18 34 55 Future Vol, veh/h 47 241 120 15 124 29 62 38 12 18 34 55 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 51 262 130 16 135 32 67 41 13 20 37 60
Number of Lanes 0 1 1 0 1 1 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 12.1 10.2 10.8 10.6
HCM LOS B B B B
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 62% 0% 16% 0% 11% 0% 17%
Vol Thru, % 38% 0% 84% 0% 89% 0% 32%
Vol Right, % 0% 100% 0% 100% 0% 100% 51%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 100 12 288 120 139 29 107
LT Vol 62 0 47 0 15 0 18
Through Vol 38 0 241 0 124 0 34
RT Vol 0 12 0 120 0 29 55
Lane Flow Rate 109 13 313 130 151 32 116
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.201 0.02 0.489 0.176 0.248 0.045 0.196 Departure Headway (Hd) 6.656 5.633 5.626 4.858 5.905 5.141 6.082 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 540 636 642 743 609 697 591
Service Time 4.389 3.366 3.347 2.558 3.632 2.869 4.113
HCM Lane V/C Ratio 0.202 0.02 0.488 0.175 0.248 0.046 0.196 HCM Control Delay, s/veh 11.1 8.5 13.6 8.6 10.6 8.1 10.6 HCM Lane LOS B A B A B A B
HCM 95th-tile Q 0.7 0.1 2.7 0.6 1 0.1 0.7
Lanes, Volumes, Timings PM 2028
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 67 5 224 92 499 0 0 714 163
Future Volume (vph) 0 0 0 67 5 224 92 499 0 0 714 163
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 0 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.955 0.950
Satd. Flow (prot) 0 0 0 0 1779 1458 1630 1863 0 0 1863 1458 Flt Permitted 0.955 0.950
Satd. Flow (perm) 0 0 0 0 1779 1458 1630 1863 0 0 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 73 5 243 100 542 0 0 776 177
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 78 243 100 542 0 0 776 177 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC PM 2028
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 118.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 67 5 224 92 499 0 0 714 163
Future Vol, veh/h 0 0 0 67 5 224 92 499 0 0 714 163
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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 73 5 243 100 542 0 0 776 177
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 16.3 61.1 192
HCM LOS C F F
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 93% 0% 0% 0%
Vol Thru, % 0% 100% 7% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 92 499 72 224 714 163
LT Vol 92 0 67 0 0 0
Through Vol 0 499 5 0 714 0
RT Vol 0 0 0 224 0 163
Lane Flow Rate 100 542 78 243 776 177
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.2 1.012 0.179 0.478 1.453 0.297
Departure Headway (Hd) 7.755 7.241 8.861 7.651 6.742 6.026 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 466 504 408 475 543 595
Service Time 5.455 4.941 6.561 5.351 4.496 3.779
HCM Lane V/C Ratio 0.215 1.075 0.191 0.512 1.429 0.297
HCM Control Delay, s/veh 12.4 70.1 13.5 17.2 233.2 11.3 HCM Lane LOS B F B C F B
HCM 95th-tile Q 0.7 14.1 0.6 2.5 37.7 1.2
Lanes, Volumes, Timings PM 2028
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 239 4 163 0 0 0 0 334 46 379 335 0 Future Volume (vph) 239 4 163 0 0 0 0 334 46 379 335 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.950
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 2339 645
Travel Time (s) 13.3 26.3 29.0 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 260 4 177 0 0 0 0 363 50 412 364 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 264 177 0 0 0 0 363 50 412 364 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC PM 2028
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 27.2
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 239 4 163 0 0 0 0 334 46 379 335 0
Future Vol, veh/h 239 4 163 0 0 0 0 334 46 379 335 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 260 4 177 0 0 0 0 363 50 412 364 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 18.4 26.9 32.4
HCM LOS C D D
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 98% 0% 100% 0%
Vol Thru, % 100% 0% 2% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 334 46 243 163 379 335
LT Vol 0 0 239 0 379 0
Through Vol 334 0 4 0 0 335
RT Vol 0 46 0 163 0 0
Lane Flow Rate 363 50 264 177 412 364
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.749 0.093 0.59 0.336 0.851 0.7
Departure Headway (Hd) 7.432 6.713 8.163 6.942 7.433 6.921 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 490 536 444 521 490 524
Service Time 5.15 4.431 5.863 4.642 5.133 4.621
HCM Lane V/C Ratio 0.741 0.093 0.595 0.34 0.841 0.695
HCM Control Delay, s/veh 29.2 10.1 21.9 13.1 39.6 24.2
HCM Lane LOS D B C B E C
HCM 95th-tile Q 6.3 0.3 3.7 1.5 8.7 5.5
Lanes, Volumes, Timings PM 2028
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 15 20 290 12 18 426
Future Volume (vph) 15 20 290 12 18 426
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 100 50 50 100
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 1863 1458 1630 1863
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 1863 1458 1630 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 2679 2654 2339
Travel Time (s) 33.2 32.9 29.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 16 22 315 13 20 463
Shared Lane Traffic (%)
Lane Group Flow (vph) 16 22 315 13 20 463
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2028
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 15 20 290 12 18 426
Future Vol, veh/h 15 20 290 12 18 426
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 - - 50 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 16 22 315 13 20 463
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 818 315 0 0 328 0
Stage 1 315 - - - - -
Stage 2 503 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 346 725 - - 1232 -
Stage 1 740 - - - - -
Stage 2 607 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 340 725 - - 1232 -
Mov Cap-2 Maneuver 340 - - - - -
Stage 1 740 - - - - -
Stage 2 597 - - - - -
Approach WB NB SB
HCM Control Delay, s/v 12.7 0 0.3
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 340 725 1232 -
HCM Lane V/C Ratio - - 0.048 0.03 0.016 -
HCM Control Delay (s/veh) - - 16.1 10.1 8 -
HCM Lane LOS - - C B A -
HCM 95th %tile Q(veh) - - 0.2 0.1 0 -
Lanes, Volumes, Timings PM 2028
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 81 2 116 83 10 3 2 67 8 5 2
Future Volume (vph) 4 81 2 116 83 10 3 2 67 8 5 2
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 100 50 100 50 100 50 100 50
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2679 1533 2637 1348
Travel Time (s) 33.2 19.0 32.7 16.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 4 88 2 126 90 11 3 2 73 9 5 2
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 88 2 126 90 11 3 2 73 9 5 2
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 27.5% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2028
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 7.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 81 2 116 83 10 3 2 67 8 5 2
Future Vol, veh/h 4 81 2 116 83 10 3 2 67 8 5 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 100 - 50 100 - 50 100 - 50 100 - 50
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 4 88 2 126 90 11 3 2 73 9 5 2
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 118 104 5 77 33 2 7 0 0 75 0 0
Stage 1 23 23 - 8 8 - - - - - - -
Stage 2 95 81 - 69 25 - - - - - - -
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 858 786 1078 912 860 1082 1614 - - 1524 - - Stage 1 995 876 - 1013 889 - - - - - - -
Stage 2 912 828 - 941 874 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 776 780 1078 826 853 1082 1614 - - 1524 - - Mov Cap-2 Maneuver 776 780 - 826 853 - - - - - - -
Stage 1 993 871 - 1011 887 - - - - - - -
Stage 2 810 826 - 839 869 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 10.1 9.9 0.3 3.9
HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1614 - - 776 780 1078 826 853 1082 1524 - - HCM Lane V/C Ratio 0.002 - - 0.006 0.113 0.002 0.153 0.106 0.01 0.006 - - HCM Control Delay (s/veh) 7.2 - - 9.7 10.2 8.3 10.1 9.7 8.4 7.4 - - HCM Lane LOS A - - A B A B A A A - -
HCM 95th %tile Q(veh) 0 - - 0 0.4 0 0.5 0.4 0 0 - -
Lanes, Volumes, Timings PM 2028
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 14 156 71 36 71 122 38 202 52 262 244 10 Future Volume (vph) 14 156 71 36 71 122 38 202 52 262 244 10 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.960 0.928 0.976 0.997
Flt Protected 0.997 0.992 0.994 0.975
Satd. Flow (prot) 0 1783 0 0 1715 0 0 1807 0 0 1811 0
Flt Permitted 0.997 0.992 0.994 0.975
Satd. Flow (perm) 0 1783 0 0 1715 0 0 1807 0 0 1811 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 2654
Travel Time (s) 22.3 33.4 36.6 32.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 15 170 77 39 77 133 41 220 57 285 265 11 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 262 0 0 249 0 0 318 0 0 561 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15
HCM 2010 AWSC PM 2028
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 44.7
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 156 71 36 71 122 38 202 52 262 244 10 Future Vol, veh/h 14 156 71 36 71 122 38 202 52 262 244 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 15 170 77 39 77 133 41 220 57 285 265 11
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 19.4 18.3 21.8 81.3
HCM LOS C C C F
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 13% 6% 16% 51%
Vol Thru, % 69% 65% 31% 47%
Vol Right, % 18% 29% 53% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 292 241 229 516
LT Vol 38 14 36 262
Through Vol 202 156 71 244
RT Vol 52 71 122 10
Lane Flow Rate 317 262 249 561
Geometry Grp 1 1 1 1
Degree of Util (X) 0.625 0.54 0.509 1.057
Departure Headway (Hd) 7.36 7.724 7.665 6.783
Convergence, Y/N Yes Yes Yes Yes
Cap 495 469 473 533
Service Time 5.36 5.724 5.665 4.865
HCM Lane V/C Ratio 0.64 0.559 0.526 1.053
HCM Control Delay, s/veh 21.8 19.4 18.3 81.3
HCM Lane LOS C C C F
HCM 95th-tile Q 4.2 3.2 2.8 16.4
Lanes, Volumes, Timings PM 2028
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 48 247 123 18 176 35 67 44 13 19 39 59 Future Volume (vph) 48 247 123 18 176 35 67 44 13 19 39 59 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 50 0 140 0 50 0 0
Storage Lanes 0 1 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.932
Flt Protected 0.992 0.995 0.971 0.992
Satd. Flow (prot) 0 1848 1458 0 1853 1458 0 1809 1458 0 1722 0 Flt Permitted 0.992 0.995 0.971 0.992
Satd. Flow (perm) 0 1848 1458 0 1853 1458 0 1809 1458 0 1722 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2695 2169 2270 2637
Travel Time (s) 33.4 26.9 28.1 32.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 268 134 20 191 38 73 48 14 21 42 64
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 320 134 0 211 38 0 121 14 0 127 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC PM 2028
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 12.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 48 247 123 18 176 35 67 44 13 19 39 59 Future Vol, veh/h 48 247 123 18 176 35 67 44 13 19 39 59 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 52 268 134 20 191 38 73 48 14 21 42 64
Number of Lanes 0 1 1 0 1 1 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 13.1 11.5 11.5 11.3
HCM LOS B B B B
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 60% 0% 16% 0% 9% 0% 16%
Vol Thru, % 40% 0% 84% 0% 91% 0% 33%
Vol Right, % 0% 100% 0% 100% 0% 100% 50%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 111 13 295 123 194 35 117
LT Vol 67 0 48 0 18 0 19
Through Vol 44 0 247 0 176 0 39
RT Vol 0 13 0 123 0 35 59
Lane Flow Rate 121 14 321 134 211 38 127
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.232 0.023 0.52 0.187 0.355 0.056 0.225 Departure Headway (Hd) 6.917 5.899 5.838 5.047 6.053 5.296 6.367 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 519 605 619 710 593 675 562
Service Time 4.67 3.652 3.577 2.786 3.798 3.04 4.419
HCM Lane V/C Ratio 0.233 0.023 0.519 0.189 0.356 0.056 0.226 HCM Control Delay, s/veh 11.8 8.8 14.8 9 12.1 8.4 11.3
HCM Lane LOS B A B A B A B
HCM 95th-tile Q 0.9 0.1 3 0.7 1.6 0.2 0.9
Lanes, Volumes, Timings PM 2028+Project
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 72 5 224 92 502 0 0 723 163
Future Volume (vph) 0 0 0 72 5 224 92 502 0 0 723 163
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.972
Flt Protected 0.955 0.950
Satd. Flow (prot) 0 0 0 0 1779 1458 1630 1863 0 1716 1811 0 Flt Permitted 0.955 0.950
Satd. Flow (perm) 0 0 0 0 1779 1458 1630 1863 0 1716 1811 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 78 5 243 100 546 0 0 786 177
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 83 243 100 546 0 0 963 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15
HCM 2010 AWSC PM 2028+Project
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 204.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 72 5 224 92 502 0 0 723 163
Future Vol, veh/h 0 0 0 72 5 224 92 502 0 0 723 163
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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 78 5 243 100 546 0 0 786 177
Number of Lanes 0 0 0 0 1 1 1 1 0 1 1 0
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 16.7 56.3 368.3
HCM LOS C F F
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 94% 0% 0% 0%
Vol Thru, % 0% 100% 6% 0% 100% 82%
Vol Right, % 0% 0% 0% 100% 0% 18%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 92 502 77 224 0 886
LT Vol 92 0 72 0 0 0
Through Vol 0 502 5 0 0 723
RT Vol 0 0 0 224 0 163
Lane Flow Rate 100 546 84 243 0 963
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.195 0.987 0.188 0.469 0 1.765
Departure Headway (Hd) 7.855 7.338 9.214 7.992 6.73 6.599 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 460 497 392 455 0 559
Service Time 5.555 5.038 6.914 5.692 4.465 4.333
HCM Lane V/C Ratio 0.217 1.099 0.214 0.534 0 1.723
HCM Control Delay, s/veh 12.4 64.3 14 17.6 9.5 368.3
HCM Lane LOS B F B C N F
HCM 95th-tile Q 0.7 13.1 0.7 2.4 0 58.1
Lanes, Volumes, Timings PM 2028+Project
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 239 4 163 0 0 0 0 337 51 379 349 0 Future Volume (vph) 239 4 163 0 0 0 0 337 51 379 349 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.950
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 2339 645
Travel Time (s) 13.3 26.3 29.0 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 260 4 177 0 0 0 0 366 55 412 379 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 264 177 0 0 0 0 366 55 412 379 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15
HCM 2010 AWSC PM 2028+Project
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 28.1
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 239 4 163 0 0 0 0 337 51 379 349 0
Future Vol, veh/h 239 4 163 0 0 0 0 337 51 379 349 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 260 4 177 0 0 0 0 366 55 412 379 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 18.8 27.6 33.6
HCM LOS C D D
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 98% 0% 100% 0%
Vol Thru, % 100% 0% 2% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 337 51 243 163 379 349
LT Vol 0 0 239 0 379 0
Through Vol 337 0 4 0 0 349
RT Vol 0 51 0 163 0 0
Lane Flow Rate 366 55 264 177 412 379
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.76 0.104 0.601 0.343 0.854 0.732
Departure Headway (Hd) 7.465 6.746 8.188 6.967 7.46 6.947 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 484 532 444 519 486 523
Service Time 5.203 4.483 5.903 4.682 5.18 4.668
HCM Lane V/C Ratio 0.756 0.103 0.595 0.341 0.848 0.725
HCM Control Delay, s/veh 30.2 10.3 22.5 13.3 40.2 26.4
HCM Lane LOS D B C B E D
HCM 95th-tile Q 6.5 0.3 3.8 1.5 8.8 6.1
Lanes, Volumes, Timings PM 2028+Project
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 23 292 15 32 426
Future Volume (vph) 17 23 292 15 32 426
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 100 50 50 100
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 1863 1458 1630 1863
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 1863 1458 1630 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 739 548 2339
Travel Time (s) 9.2 6.8 29.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 18 25 317 16 35 463
Shared Lane Traffic (%)
Lane Group Flow (vph) 18 25 317 16 35 463
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC PM 2028+Project
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 13.6
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 17 23 292 15 32 426
Future Vol, veh/h 17 23 292 15 32 426
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 18 25 317 16 35 463
Number of Lanes 1 1 1 1 1 1
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 9.3 11.7 15.3
HCM LOS A B C
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 292 15 17 23 32 426
LT Vol 0 0 17 0 32 0
Through Vol 292 0 0 0 0 426
RT Vol 0 15 0 23 0 0
Lane Flow Rate 317 16 18 25 35 463
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.447 0.02 0.036 0.04 0.052 0.634
Departure Headway (Hd) 5.068 4.364 6.944 5.729 5.432 4.93 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 711 820 514 622 660 732
Service Time 2.797 2.093 4.706 3.491 3.16 2.657
HCM Lane V/C Ratio 0.446 0.02 0.035 0.04 0.053 0.633
HCM Control Delay, s/veh 11.9 7.2 10 8.7 8.5 15.8
HCM Lane LOS B A A A A C
HCM 95th-tile Q 2.3 0.1 0.1 0.1 0.2 4.6
Lanes, Volumes, Timings PM 2028+Project
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 84 2 123 83 10 3 2 76 8 5 2
Future Volume (vph) 4 84 2 123 83 10 3 2 76 8 5 2
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 100 50 100 50 100 50 100 50
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1360 1533 635 1348
Travel Time (s) 16.9 19.0 7.9 16.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 4 91 2 134 90 11 3 2 83 9 5 2
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 91 2 134 90 11 3 2 83 9 5 2
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 27.9% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2028+Project
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 7.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 84 2 123 83 10 3 2 76 8 5 2
Future Vol, veh/h 4 84 2 123 83 10 3 2 76 8 5 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 100 - 50 100 - 50 100 - 50 100 - 50
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 4 91 2 134 90 11 3 2 83 9 5 2
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 123 114 5 79 33 2 7 0 0 85 0 0
Stage 1 23 23 - 8 8 - - - - - - -
Stage 2 100 91 - 71 25 - - - - - - -
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 852 776 1078 910 860 1082 1614 - - 1512 - - Stage 1 995 876 - 1013 889 - - - - - - -
Stage 2 906 820 - 939 874 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 770 770 1078 821 853 1082 1614 - - 1512 - - Mov Cap-2 Maneuver 770 770 - 821 853 - - - - - - -
Stage 1 993 871 - 1011 887 - - - - - - -
Stage 2 804 818 - 834 869 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 10.2 9.9 0.3 3.9
HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1614 - - 770 770 1078 821 853 1082 1512 - - HCM Lane V/C Ratio 0.002 - - 0.006 0.119 0.002 0.163 0.106 0.01 0.006 - - HCM Control Delay (s/veh) 7.2 - - 9.7 10.3 8.3 10.2 9.7 8.4 7.4 - - HCM Lane LOS A - - A B A B A A A - -
HCM 95th %tile Q(veh) 0 - - 0 0.4 0 0.6 0.4 0 0 - -
Lanes, Volumes, Timings PM 2028+Project
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 14 156 71 36 71 124 38 206 52 265 251 10 Future Volume (vph) 14 156 71 36 71 124 38 206 52 265 251 10 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.960 0.927 0.976 0.997
Flt Protected 0.997 0.992 0.994 0.975
Satd. Flow (prot) 0 1783 0 0 1713 0 0 1807 0 0 1811 0
Flt Permitted 0.997 0.992 0.994 0.975
Satd. Flow (perm) 0 1783 0 0 1713 0 0 1807 0 0 1811 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 2106
Travel Time (s) 22.3 33.4 36.6 26.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 15 170 77 39 77 135 41 224 57 288 273 11 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 262 0 0 251 0 0 322 0 0 572 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 79.1% ICU Level of Service D Analysis Period (min) 15
HCM 2010 AWSC PM 2028+Project
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 49
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 156 71 36 71 124 38 206 52 265 251 10 Future Vol, veh/h 14 156 71 36 71 124 38 206 52 265 251 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 15 170 77 39 77 135 41 224 57 288 273 11
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 19.7 18.7 22.6 90.5
HCM LOS C C C F
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 13% 6% 16% 50%
Vol Thru, % 70% 65% 31% 48%
Vol Right, % 18% 29% 54% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 296 241 231 526
LT Vol 38 14 36 265
Through Vol 206 156 71 251
RT Vol 52 71 124 10
Lane Flow Rate 322 262 251 572
Geometry Grp 1 1 1 1
Degree of Util (X) 0.637 0.543 0.516 1.086
Departure Headway (Hd) 7.433 7.823 7.753 6.837
Convergence, Y/N Yes Yes Yes Yes
Cap 489 464 467 532
Service Time 5.433 5.823 5.753 4.905
HCM Lane V/C Ratio 0.658 0.565 0.537 1.075
HCM Control Delay, s/veh 22.6 19.7 18.7 90.5
HCM Lane LOS C C C F
HCM 95th-tile Q 4.4 3.2 2.9 17.6
Lanes, Volumes, Timings PM 2028+Project
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 48 250 123 18 178 35 67 45 13 23 43 59 Future Volume (vph) 48 250 123 18 178 35 67 45 13 23 43 59 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 50 0 140 0 50 0 0
Storage Lanes 0 1 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.936
Flt Protected 0.992 0.995 0.971 0.991
Satd. Flow (prot) 0 1848 1458 0 1853 1458 0 1809 1458 0 1728 0 Flt Permitted 0.992 0.995 0.971 0.991
Satd. Flow (perm) 0 1848 1458 0 1853 1458 0 1809 1458 0 1728 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2695 2169 2270 2002
Travel Time (s) 33.4 26.9 28.1 24.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 272 134 20 193 38 73 49 14 25 47 64
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 324 134 0 213 38 0 122 14 0 136 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC PM 2028+Project
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 12.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 48 250 123 18 178 35 67 45 13 23 43 59 Future Vol, veh/h 48 250 123 18 178 35 67 45 13 23 43 59 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 52 272 134 20 193 38 73 49 14 25 47 64
Number of Lanes 0 1 1 0 1 1 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 13.3 11.7 11.6 11.5
HCM LOS B B B B
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 60% 0% 16% 0% 9% 0% 18%
Vol Thru, % 40% 0% 84% 0% 91% 0% 34%
Vol Right, % 0% 100% 0% 100% 0% 100% 47%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 112 13 298 123 196 35 125
LT Vol 67 0 48 0 18 0 23
Through Vol 45 0 250 0 178 0 43
RT Vol 0 13 0 123 0 35 59
Lane Flow Rate 122 14 324 134 213 38 136
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.235 0.023 0.53 0.189 0.361 0.057 0.242 Departure Headway (Hd) 6.962 5.947 5.887 5.097 6.107 5.35 6.422 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 515 600 612 703 588 668 558
Service Time 4.719 3.703 3.625 2.834 3.852 3.094 4.476
HCM Lane V/C Ratio 0.237 0.023 0.529 0.191 0.362 0.057 0.244 HCM Control Delay, s/veh 11.9 8.8 15.1 9 12.3 8.4 11.5
HCM Lane LOS B A C A B A B
HCM 95th-tile Q 0.9 0.1 3.1 0.7 1.6 0.2 0.9
Lanes, Volumes, Timings PM 2028+Project
7: Street 3 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 77 17 0 82 8 0
Future Volume (vph) 77 17 0 82 8 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.976
Flt Protected 0.950
Satd. Flow (prot) 1818 0 0 1863 1770 0
Flt Permitted 0.950
Satd. Flow (perm) 1818 0 0 1863 1770 0
Link Speed (mph) 55 55 55
Link Distance (ft) 739 580 300
Travel Time (s) 9.2 7.2 3.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 84 18 0 89 9 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 102 0 0 89 9 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 15.1% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2028+Project
7: Street 3 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 77 17 0 82 8 0
Future Vol, veh/h 77 17 0 82 8 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 84 18 0 89 9 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 102 0 182 93
Stage 1 - - - - 93 -
Stage 2 - - - - 89 -
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 - - 1490 - 807 964
Stage 1 - - - - 931 -
Stage 2 - - - - 934 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1490 - 807 964
Mov Cap-2 Maneuver - - - - 807 -
Stage 1 - - - - 931 -
Stage 2 - - - - 934 -
Approach EB WB NB
HCM Control Delay, s/v 0 0 9.5
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 807 - - 1490 -
HCM Lane V/C Ratio 0.011 - - - -
HCM Control Delay (s/veh) 9.5 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
Lanes, Volumes, Timings PM 2028+Project
8: Street 6 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 85 1 2 87 0 1
Future Volume (vph) 85 1 2 87 0 1
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.999 0.865
Flt Protected 0.999
Satd. Flow (prot) 1861 0 0 1861 1611 0
Flt Permitted 0.999
Satd. Flow (perm) 1861 0 0 1861 1611 0
Link Speed (mph) 55 55 55
Link Distance (ft) 580 1360 308
Travel Time (s) 7.2 16.9 3.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 92 1 2 95 0 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 93 0 0 97 1 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.2% ICU Level of Service A Analysis Period (min) 15
Lanes, Volumes, Timings PM 2028+Project
9: Shirk St & Avenue 4 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 5 230 6 0 433
Future Volume (vph) 0 5 230 6 0 433
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.996
Flt Protected
Satd. Flow (prot) 0 1611 1855 0 0 1863
Flt Permitted
Satd. Flow (perm) 0 1611 1855 0 0 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 2684 2106 548
Travel Time (s) 33.3 26.1 6.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 5 250 7 0 471
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 5 257 0 0 471
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 26.1% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2028+Project
9: Shirk St & Avenue 4 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 5 230 6 0 433
Future Vol, veh/h 0 5 230 6 0 433
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 5 250 7 0 471
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 254 0 0 257 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.22 - - 4.12 -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.318 - - 2.218 -
Pot Cap-1 Maneuver 0 785 - - 1308 -
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 785 - - 1308 -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s/v 9.6 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 785 1308 -
HCM Lane V/C Ratio - - 0.007 - -
HCM Control Delay (s/veh) - - 9.6 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - 0 0 -
Lanes, Volumes, Timings PM 2028+Project
10: Roeben St & Avenue 6 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 9 8 14 0 0 16
Future Volume (vph) 9 8 14 0 0 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.936 0.865
Flt Protected 0.974 0.950
Satd. Flow (prot) 1698 0 0 1770 1611 0
Flt Permitted 0.974 0.950
Satd. Flow (perm) 1698 0 0 1770 1611 0
Link Speed (mph) 55 55 55
Link Distance (ft) 2684 2002 635
Travel Time (s) 33.3 24.8 7.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 10 9 15 0 0 17
Shared Lane Traffic (%)
Lane Group Flow (vph) 19 0 0 15 17 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.4% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2028+Project
10: Roeben St & Avenue 6 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 5.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 8 14 0 0 16
Future Vol, veh/h 9 8 14 0 0 16
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 10 9 15 0 0 17
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 39 9 17 0 - 0
Stage 1 9 - - - - -
Stage 2 30 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 973 1073 1600 - - -
Stage 1 1014 - - - - -
Stage 2 993 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 964 1073 1600 - - -
Mov Cap-2 Maneuver 964 - - - - -
Stage 1 1005 - - - - -
Stage 2 993 - - - - -
Approach EB NB SB
HCM Control Delay, s/v 8.6 7.3 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1600 - 1012 - -
HCM Lane V/C Ratio 0.01 - 0.018 - -
HCM Control Delay (s/veh) 7.3 0 8.6 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
Lanes, Volumes, Timings PM 2028+Project with Mitigation 1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 72 5 224 92 502 0 0 723 163
Future Volume (vph) 0 0 0 72 5 224 92 502 0 0 723 163
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 0 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.955 0.950
Satd. Flow (prot) 0 0 0 0 1779 1458 1630 1863 0 0 1863 1458 Flt Permitted 0.955 0.309
Satd. Flow (perm) 0 0 0 0 1779 1458 530 1863 0 0 1863 1458 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 243 177
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 78 5 243 100 546 0 0 786 177
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 83 243 100 546 0 0 786 177 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm Perm NA NA Perm
Protected Phases 8 2 6
Permitted Phases 8 8 2 6
Detector Phase 8 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 24.0
Total Split (s) 31.0 31.0 31.0 59.0 59.0 59.0 59.0
Lanes, Volumes, Timings PM 2028+Project with Mitigation 1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (%) 34.4% 34.4% 34.4% 65.6% 65.6% 65.6% 65.6% Maximum Green (s) 25.0 25.0 25.0 53.0 53.0 53.0 53.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 9.8 9.8 68.2 68.2 68.2 68.2
Actuated g/C Ratio 0.11 0.11 0.76 0.76 0.76 0.76
v/c Ratio 0.43 0.65 0.25 0.39 0.56 0.15
Control Delay (s/veh) 43.3 13.6 4.7 4.5 6.9 1.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 43.3 13.6 4.7 4.5 6.9 1.0
LOS D B A A A A
Approach Delay (s/veh) 21.1 4.6 5.8
Approach LOS C A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay (s/veh): 8.0 Intersection LOS: A Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Shirk St & SR 198 WB Ramps
HCM 2010 Signalized Intersection Summary PM 2028+Project with Mitigation 1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 72 5 224 92 502 0 0 723 163 Future Volume (veh/h) 0 0 0 72 5 224 92 502 0 0 723 163 Number 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1750 1863 1716 1716 1863 0 0 1863 1716 Adj Flow Rate, veh/h 78 5 243 100 546 0 0 786 177
Adj No. of Lanes 0 1 1 1 1 0 0 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 322 21 281 313 1256 0 0 1256 983
Arrive On Green 0.19 0.19 0.19 1.00 1.00 0.00 0.00 0.67 0.67 Sat Flow, veh/h 1672 107 1458 535 1863 0 0 1863 1458
Grp Volume(v), veh/h 83 0 243 100 546 0 0 786 177
Grp Sat Flow(s),veh/h/ln 1779 0 1458 535 1863 0 0 1863 1458 Q Serve(g_s), s 3.6 0.0 14.5 8.2 0.0 0.0 0.0 21.4 4.1
Cycle Q Clear(g_c), s 3.6 0.0 14.5 29.6 0.0 0.0 0.0 21.4 4.1 Prop In Lane 0.94 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 342 0 281 313 1256 0 0 1256 983
V/C Ratio(X) 0.24 0.00 0.87 0.32 0.43 0.00 0.00 0.63 0.18 Avail Cap(c_a), veh/h 494 0 405 313 1256 0 0 1256 983
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.97 0.97 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 30.8 0.0 35.2 5.2 0.0 0.0 0.0 8.3 5.4 Incr Delay (d2), s/veh 0.4 0.0 12.7 2.6 1.1 0.0 0.0 2.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 6.9 1.4 0.4 0.0 0.0 11.7 1.7 LnGrp Delay(d), s/veh 31.1 0.0 47.9 7.8 1.1 0.0 0.0 10.6 5.8 LnGrp LOS C D A A B A
Approach Vol, veh/h 326 646 963
Approach Delay, s/veh 43.7 2.1 9.7
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 66.7 66.7 23.3
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 53.0 53.0 25.0
Max Q Clear Time (g_c+I1), s 31.6 23.4 16.5
Green Ext Time (p_c), s 3.2 4.4 0.8
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 12.9
HCM 2010 LOS B
Lanes, Volumes, Timings PM 2028+Project with Mitigation 2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 239 4 163 0 0 0 0 335 50 379 349 0 Future Volume (vph) 239 4 163 0 0 0 0 335 50 379 349 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.533
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 914 1863 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 177 54
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 2339 645
Travel Time (s) 13.3 26.3 29.0 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 260 4 177 0 0 0 0 364 54 412 379 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 264 177 0 0 0 0 364 54 412 379 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm Perm NA
Protected Phases 4 2 6
Permitted Phases 4 4 2 6
Detector Phase 4 4 4 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 24.0
Total Split (s) 24.0 24.0 24.0 66.0 66.0 66.0 66.0
Lanes, Volumes, Timings PM 2028+Project with Mitigation 2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (%) 26.7% 26.7% 26.7% 73.3% 73.3% 73.3% 73.3% Maximum Green (s) 18.0 18.0 18.0 60.0 60.0 60.0 60.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 16.6 16.6 61.4 61.4 61.4 61.4
Actuated g/C Ratio 0.18 0.18 0.68 0.68 0.68 0.68
v/c Ratio 0.81 0.43 0.29 0.05 0.66 0.30
Control Delay (s/veh) 54.9 8.6 6.0 1.9 12.2 3.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 54.9 8.6 6.0 1.9 12.2 3.9
LOS D A A A B A
Approach Delay (s/veh) 36.3 5.4 8.2
Approach LOS D A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay (s/veh): 15.0 Intersection LOS: B Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Shirk St & SR 138 EB Ramps
HCM 2010 Signalized Intersection Summary PM 2028+Project with Mitigation 2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 239 4 163 0 0 0 0 335 50 379 349 0 Future Volume (veh/h) 239 4 163 0 0 0 0 335 50 379 349 0 Number 7 4 14 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1750 1863 1716 0 1863 1716 1716 1863 0 Adj Flow Rate, veh/h 260 4 177 0 364 54 412 379 0
Adj No. of Lanes 0 1 1 0 1 1 1 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 302 5 252 0 1293 1012 631 1293 0
Arrive On Green 0.17 0.17 0.17 0.00 0.69 0.69 1.00 1.00 0.00 Sat Flow, veh/h 1748 27 1458 0 1863 1458 888 1863 0
Grp Volume(v), veh/h 264 0 177 0 364 54 412 379 0
Grp Sat Flow(s),veh/h/ln 1775 0 1458 0 1863 1458 888 1863 0 Q Serve(g_s), s 13.0 0.0 10.3 0.0 6.7 1.1 13.5 0.0 0.0
Cycle Q Clear(g_c), s 13.0 0.0 10.3 0.0 6.7 1.1 20.2 0.0 0.0 Prop In Lane 0.98 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 306 0 252 0 1293 1012 631 1293 0 V/C Ratio(X) 0.86 0.00 0.70 0.00 0.28 0.05 0.65 0.29 0.00 Avail Cap(c_a), veh/h 355 0 292 0 1293 1012 631 1293 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.81 0.81 0.00 Uniform Delay (d), s/veh 36.2 0.0 35.1 0.0 5.2 4.4 1.1 0.0 0.0 Incr Delay (d2), s/veh 17.1 0.0 6.2 0.0 0.5 0.1 4.2 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 0.0 4.6 0.0 3.6 0.4 3.6 0.2 0.0 LnGrp Delay(d), s/veh 53.3 0.0 41.3 0.0 5.8 4.5 5.3 0.5 0.0 LnGrp LOS D D A A A A
Approach Vol, veh/h 441 418 791
Approach Delay, s/veh 48.5 5.6 3.0
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 68.5 21.5 68.5
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 60.0 18.0 60.0
Max Q Clear Time (g_c+I1), s 8.7 15.0 22.2
Green Ext Time (p_c), s 1.5 0.5 4.7
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 15.8
HCM 2010 LOS B
Lanes, Volumes, Timings PM 2028+Project with Mitigation 5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 14 156 71 36 71 124 38 206 52 265 251 10 Future Volume (vph) 14 156 71 36 71 124 38 206 52 265 251 10 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.960 0.927 0.976 0.997
Flt Protected 0.997 0.992 0.994 0.975
Satd. Flow (prot) 0 1783 0 0 1713 0 0 1807 0 0 1811 0
Flt Permitted 0.965 0.798 0.893 0.694
Satd. Flow (perm) 0 1726 0 0 1378 0 0 1624 0 0 1289 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 26 74 17 2
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 2654
Travel Time (s) 22.3 33.4 36.6 32.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 15 170 77 39 77 135 41 224 57 288 273 11 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 262 0 0 251 0 0 322 0 0 572 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 39.0 39.0 39.0 39.0 51.0 51.0 51.0 51.0 Total Split (%) 43.3% 43.3% 43.3% 43.3% 56.7% 56.7% 56.7% 56.7% Maximum Green (s) 33.0 33.0 33.0 33.0 45.0 45.0 45.0 45.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lanes, Volumes, Timings PM 2028+Project with Mitigation 5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 17.8 17.8 60.2 60.2
Actuated g/C Ratio 0.20 0.20 0.67 0.67
v/c Ratio 0.72 0.76 0.30 0.66
Control Delay (s/veh) 41.4 38.0 7.5 16.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 41.4 38.0 7.5 16.5
LOS D D A B
Approach Delay (s/veh) 41.4 38.0 7.5 16.5
Approach LOS D D A B
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay (s/veh): 22.9 Intersection LOS: C Intersection Capacity Utilization 84.1% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 5: Shirk St & Walnut Ave
HCM 2010 Signalized Intersection Summary PM 2028+Project with Mitigation 5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 156 71 36 71 124 38 206 52 265 251 10 Future Volume (veh/h) 14 156 71 36 71 124 38 206 52 265 251 10 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1750 1863 1750 1750 1863 1750 1750 1863 1750 1750 1863 1750 Adj Flow Rate, veh/h 15 170 77 39 77 135 41 224 57 288 273 11 Adj No. of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 51 217 94 77 104 157 160 848 207 531 470 18
Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.69 0.69 0.69 0.69 0.69 0.69 Sat Flow, veh/h 51 1205 522 171 578 872 167 1236 302 687 685 27 Grp Volume(v), veh/h 262 0 0 251 0 0 322 0 0 572 0 0
Grp Sat Flow(s),veh/h/ln 1777 0 0 1620 0 0 1705 0 0 1398 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 12.0 0.0 0.0 Cycle Q Clear(g_c), s 12.7 0.0 0.0 13.4 0.0 0.0 6.1 0.0 0.0 18.2 0.0 0.0 Prop In Lane 0.06 0.29 0.16 0.54 0.13 0.18 0.50 0.02
Lane Grp Cap(c), veh/h 363 0 0 339 0 0 1215 0 0 1020 0 0 V/C Ratio(X) 0.72 0.00 0.00 0.74 0.00 0.00 0.26 0.00 0.00 0.56 0.00 0.00 Avail Cap(c_a), veh/h 682 0 0 629 0 0 1215 0 0 1020 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 35.5 0.0 0.0 35.6 0.0 0.0 5.4 0.0 0.0 7.1 0.0 0.0 Incr Delay (d2), s/veh 2.7 0.0 0.0 3.2 0.0 0.0 0.5 0.0 0.0 2.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 0.0 0.0 6.3 0.0 0.0 3.2 0.0 0.0 7.8 0.0 0.0 LnGrp Delay(d), s/veh 38.2 0.0 0.0 38.8 0.0 0.0 5.9 0.0 0.0 9.3 0.0 0.0 LnGrp LOS D D A A
Approach Vol, veh/h 262 251 322 572
Approach Delay, s/veh 38.2 38.8 5.9 9.3
Approach LOS D D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 67.8 22.2 67.8 22.2
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 45.0 33.0 45.0 33.0
Max Q Clear Time (g_c+I1), s 8.1 14.7 20.2 15.4
Green Ext Time (p_c), s 1.2 0.8 2.7 0.8
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 19.2
HCM 2010 LOS B
Lanes, Volumes, Timings PM 2033
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 73 6 244 103 616 0 0 928 187 Future Volume (vph) 0 0 0 73 6 244 103 616 0 0 928 187
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 0 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.956 0.950
Satd. Flow (prot) 0 0 0 0 1781 1458 1630 1863 0 0 1863 1458 Flt Permitted 0.956 0.950
Satd. Flow (perm) 0 0 0 0 1781 1458 1630 1863 0 0 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 79 7 265 112 670 0 0 1009 203
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 86 265 112 670 0 0 1009 203 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.5% ICU Level of Service C Analysis Period (min) 15
HCM 2010 AWSC PM 2033
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 238.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 73 6 244 103 616 0 0 928 187
Future Vol, veh/h 0 0 0 73 6 244 103 616 0 0 928 187
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 79 7 265 112 670 0 0 1009 203
Number of Lanes 0 0 0 0 1 1 1 1 0 0 1 1
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 18.3 144 362.5
HCM LOS C F F
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 92% 0% 0% 0%
Vol Thru, % 0% 100% 8% 0% 100% 0%
Vol Right, % 0% 0% 0% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 103 616 79 244 928 187
LT Vol 103 0 73 0 0 0
Through Vol 0 616 6 0 928 0
RT Vol 0 0 0 244 0 187
Lane Flow Rate 112 670 86 265 1009 203
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.23 1.281 0.196 0.521 1.908 0.345
Departure Headway (Hd) 8.291 7.775 9.456 8.234 7.17 6.451 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 436 475 382 440 514 561
Service Time 5.991 5.475 7.156 5.934 4.87 4.151
HCM Lane V/C Ratio 0.257 1.411 0.225 0.602 1.963 0.362
HCM Control Delay, s/veh 13.5 165.8 14.4 19.5 433 12.5
HCM Lane LOS B F B C F B
HCM 95th-tile Q 0.9 25.1 0.7 2.9 62.7 1.5
Lanes, Volumes, Timings PM 2033
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 251 5 170 0 0 0 0 436 52 422 413 0 Future Volume (vph) 251 5 170 0 0 0 0 436 52 422 413 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.950
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 2339 645
Travel Time (s) 13.3 26.3 29.0 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 273 5 185 0 0 0 0 474 57 459 449 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 278 185 0 0 0 0 474 57 459 449 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.5% ICU Level of Service C Analysis Period (min) 15
HCM 2010 AWSC PM 2033
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 52.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 251 5 170 0 0 0 0 436 52 422 413 0
Future Vol, veh/h 251 5 170 0 0 0 0 436 52 422 413 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 273 5 185 0 0 0 0 474 57 459 449 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 21.6 71.3 56.6
HCM LOS C F F
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 98% 0% 100% 0%
Vol Thru, % 100% 0% 2% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 436 52 256 170 422 413
LT Vol 0 0 251 0 422 0
Through Vol 436 0 5 0 0 413
RT Vol 0 52 0 170 0 0
Lane Flow Rate 474 57 278 185 459 449
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 1.032 0.112 0.656 0.373 0.985 0.9
Departure Headway (Hd) 7.843 7.121 8.599 7.372 7.878 7.363 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 464 506 423 492 463 494
Service Time 5.543 4.821 6.299 5.072 5.578 5.063
HCM Lane V/C Ratio 1.022 0.113 0.657 0.376 0.991 0.909
HCM Control Delay, s/veh 78.5 10.7 26.3 14.4 66.4 46.6
HCM Lane LOS F B D B F E
HCM 95th-tile Q 14.3 0.4 4.6 1.7 12.6 10.1
Lanes, Volumes, Timings PM 2033
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 15 20 290 12 18 426
Future Volume (vph) 15 20 290 12 18 426
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 100 50 50 100
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 1863 1458 1630 1863
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 1863 1458 1630 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 2679 2654 2339
Travel Time (s) 33.2 32.9 29.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 16 22 315 13 20 463
Shared Lane Traffic (%)
Lane Group Flow (vph) 16 22 315 13 20 463
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2033
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 15 20 290 12 18 426
Future Vol, veh/h 15 20 290 12 18 426
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 - - 50 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 16 22 315 13 20 463
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 818 315 0 0 328 0
Stage 1 315 - - - - -
Stage 2 503 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 346 725 - - 1232 -
Stage 1 740 - - - - -
Stage 2 607 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 340 725 - - 1232 -
Mov Cap-2 Maneuver 340 - - - - -
Stage 1 740 - - - - -
Stage 2 597 - - - - -
Approach WB NB SB
HCM Control Delay, s/v 12.7 0 0.3
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 340 725 1232 -
HCM Lane V/C Ratio - - 0.048 0.03 0.016 -
HCM Control Delay (s/veh) - - 16.1 10.1 8 -
HCM Lane LOS - - C B A -
HCM 95th %tile Q(veh) - - 0.2 0.1 0 -
Lanes, Volumes, Timings PM 2033
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 106 2 125 110 10 3 3 73 8 6 2
Future Volume (vph) 4 106 2 125 110 10 3 3 73 8 6 2
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 100 50 100 50 100 50 100 50
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2679 1533 2637 1348
Travel Time (s) 33.2 19.0 32.7 16.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 4 115 2 136 120 11 3 3 79 9 7 2
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 115 2 136 120 11 3 3 79 9 7 2
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.0% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2033
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 8.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 106 2 125 110 10 3 3 73 8 6 2
Future Vol, veh/h 4 106 2 125 110 10 3 3 73 8 6 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 100 - 50 100 - 50 100 - 50 100 - 50
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 4 115 2 136 120 11 3 3 79 9 7 2
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 139 113 7 94 36 3 9 0 0 82 0 0
Stage 1 25 25 - 9 9 - - - - - - -
Stage 2 114 88 - 85 27 - - - - - - -
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 831 777 1075 889 856 1081 1611 - - 1515 - - Stage 1 993 874 - 1012 888 - - - - - - -
Stage 2 891 822 - 923 873 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 730 771 1075 781 849 1081 1611 - - 1515 - - Mov Cap-2 Maneuver 730 771 - 781 849 - - - - - - -
Stage 1 991 869 - 1010 886 - - - - - - -
Stage 2 762 820 - 794 868 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 10.4 10.2 0.3 3.7
HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1611 - - 730 771 1075 781 849 1081 1515 - - HCM Lane V/C Ratio 0.002 - - 0.006 0.149 0.002 0.174 0.141 0.01 0.006 - - HCM Control Delay (s/veh) 7.2 - - 10 10.5 8.4 10.6 9.9 8.4 7.4 - - HCM Lane LOS A - - B B A B A A A - -
HCM 95th %tile Q(veh) 0 - - 0 0.5 0 0.6 0.5 0 0 - -
Lanes, Volumes, Timings PM 2033
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 188 78 37 73 125 44 259 59 297 313 12 Future Volume (vph) 16 188 78 37 73 125 44 259 59 297 313 12 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.962 0.928 0.978 0.997
Flt Protected 0.997 0.992 0.994 0.977
Satd. Flow (prot) 0 1787 0 0 1715 0 0 1811 0 0 1814 0
Flt Permitted 0.997 0.992 0.994 0.977
Satd. Flow (perm) 0 1787 0 0 1715 0 0 1811 0 0 1814 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 2654
Travel Time (s) 22.3 33.4 36.6 32.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 17 204 85 40 79 136 48 282 64 323 340 13 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 306 0 0 255 0 0 394 0 0 676 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 88.5% ICU Level of Service E Analysis Period (min) 15
HCM 2010 AWSC PM 2033
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 114.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 188 78 37 73 125 44 259 59 297 313 12 Future Vol, veh/h 16 188 78 37 73 125 44 259 59 297 313 12 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 17 204 85 40 79 136 48 282 64 323 340 13
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 29 23.9 41.1 229.4
HCM LOS D C E F
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 12% 6% 16% 48%
Vol Thru, % 72% 67% 31% 50%
Vol Right, % 16% 28% 53% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 362 282 235 622
LT Vol 44 16 37 297
Through Vol 259 188 73 313
RT Vol 59 78 125 12
Lane Flow Rate 393 307 255 676
Geometry Grp 1 1 1 1
Degree of Util (X) 0.827 0.676 0.571 1.436
Departure Headway (Hd) 8.544 9.078 9.248 7.644
Convergence, Y/N Yes Yes Yes Yes
Cap 429 402 393 480
Service Time 6.544 7.078 7.248 5.644
HCM Lane V/C Ratio 0.916 0.764 0.649 1.408
HCM Control Delay, s/veh 41.1 29 23.9 229.4
HCM Lane LOS E D C F
HCM 95th-tile Q 7.7 4.8 3.4 33.3
Lanes, Volumes, Timings PM 2033
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 49 253 126 22 250 42 72 51 14 21 46 64 Future Volume (vph) 49 253 126 22 250 42 72 51 14 21 46 64 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 50 0 140 0 50 0 0
Storage Lanes 0 1 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.934
Flt Protected 0.992 0.996 0.972 0.992
Satd. Flow (prot) 0 1848 1458 0 1855 1458 0 1811 1458 0 1726 0 Flt Permitted 0.992 0.996 0.972 0.992
Satd. Flow (perm) 0 1848 1458 0 1855 1458 0 1811 1458 0 1726 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2695 2169 2270 2637
Travel Time (s) 33.4 26.9 28.1 32.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 53 275 137 24 272 46 78 55 15 23 50 70
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 328 137 0 296 46 0 133 15 0 143 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC PM 2033
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 14
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 253 126 22 250 42 72 51 14 21 46 64 Future Vol, veh/h 49 253 126 22 250 42 72 51 14 21 46 64 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 53 275 137 24 272 46 78 55 15 23 50 70
Number of Lanes 0 1 1 0 1 1 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 14.5 14.6 12.4 12.3
HCM LOS B B B B
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 59% 0% 16% 0% 8% 0% 16%
Vol Thru, % 41% 0% 84% 0% 92% 0% 35%
Vol Right, % 0% 100% 0% 100% 0% 100% 49%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 123 14 302 126 272 42 131
LT Vol 72 0 49 0 22 0 21
Through Vol 51 0 253 0 250 0 46
RT Vol 0 14 0 126 0 42 64
Lane Flow Rate 134 15 328 137 296 46 142
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.271 0.027 0.561 0.204 0.514 0.07 0.268 Departure Headway (Hd) 7.293 6.281 6.15 5.357 6.259 5.506 6.77 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 491 566 584 666 574 646 527
Service Time 5.076 4.063 3.916 3.123 4.029 3.276 4.856
HCM Lane V/C Ratio 0.273 0.027 0.562 0.206 0.516 0.071 0.269 HCM Control Delay, s/veh 12.8 9.2 16.6 9.5 15.5 8.7 12.3 HCM Lane LOS B A C A C A B
HCM 95th-tile Q 1.1 0.1 3.5 0.8 2.9 0.2 1.1
Lanes, Volumes, Timings PM 2033+Project (Future)
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 86 6 244 103 619 0 0 940 187 Future Volume (vph) 0 0 0 86 6 244 103 619 0 0 940 187
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.975
Flt Protected 0.956 0.950
Satd. Flow (prot) 0 0 0 0 1781 1458 1630 1863 0 1716 1816 0 Flt Permitted 0.956 0.950
Satd. Flow (perm) 0 0 0 0 1781 1458 1630 1863 0 1716 1816 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 93 7 265 112 673 0 0 1022 203
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 100 265 112 673 0 0 1225 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 15
HCM 2010 AWSC PM 2033+Project (Future)
1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 354.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 86 6 244 103 619 0 0 940 187
Future Vol, veh/h 0 0 0 86 6 244 103 619 0 0 940 187
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 93 7 265 112 673 0 0 1022 203
Number of Lanes 0 0 0 0 1 1 1 1 0 1 1 0
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 18.8 128.1 600.2
HCM LOS C F F
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 93% 0% 0% 0%
Vol Thru, % 0% 100% 7% 0% 100% 83%
Vol Right, % 0% 0% 0% 100% 0% 17%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 103 619 92 244 0 1127
LT Vol 103 0 86 0 0 0
Through Vol 0 619 6 0 0 940
RT Vol 0 0 0 244 0 187
Lane Flow Rate 112 673 100 265 0 1225
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.22 1.231 0.226 0.513 0 2.285
Departure Headway (Hd) 8.523 8.001 9.9 8.659 7.146 7.027 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 424 458 365 419 0 527
Service Time 6.223 5.701 7.6 6.359 4.846 4.727
HCM Lane V/C Ratio 0.264 1.469 0.274 0.632 0 2.324
HCM Control Delay, s/veh 13.6 147.1 15.5 20.1 9.8 600.2 HCM Lane LOS B F C C N F
HCM 95th-tile Q 0.8 22.3 0.9 2.8 0 87.3
Lanes, Volumes, Timings PM 2033+Project (Future)
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 251 5 170 0 0 0 0 439 62 422 438 0 Future Volume (vph) 251 5 170 0 0 0 0 439 62 422 438 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.950
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 2339 645
Travel Time (s) 13.3 26.3 29.0 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 273 5 185 0 0 0 0 477 67 459 476 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 278 185 0 0 0 0 477 67 459 476 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 73.6% ICU Level of Service D Analysis Period (min) 15
HCM 2010 AWSC PM 2033+Project (Future)
2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 56.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 251 5 170 0 0 0 0 439 62 422 438 0
Future Vol, veh/h 251 5 170 0 0 0 0 439 62 422 438 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 273 5 185 0 0 0 0 477 67 459 476 0
Number of Lanes 0 1 1 0 0 0 0 1 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 21.8 73.9 62.9
HCM LOS C F F
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 98% 0% 100% 0%
Vol Thru, % 100% 0% 2% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 439 62 256 170 422 438
LT Vol 0 0 251 0 422 0
Through Vol 439 0 5 0 0 438
RT Vol 0 62 0 170 0 0
Lane Flow Rate 477 67 278 185 459 476
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 1.046 0.134 0.66 0.375 0.99 0.959
Departure Headway (Hd) 7.894 7.173 8.656 7.429 7.915 7.4 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 463 503 420 488 463 495
Service Time 5.594 4.873 6.356 5.129 5.615 5.1
HCM Lane V/C Ratio 1.03 0.133 0.662 0.379 0.991 0.962
HCM Control Delay, s/veh 82.8 11 26.6 14.5 67.8 58.1
HCM Lane LOS F B D B F F
HCM 95th-tile Q 14.7 0.5 4.6 1.7 12.7 12
Lanes, Volumes, Timings PM 2033+Project (Future)
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 19 28 295 20 43 426
Future Volume (vph) 19 28 295 20 43 426
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 100 50 50 100
Storage Lanes 1 0 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 1863 1458 1630 1863
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 1863 1458 1630 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 739 548 2339
Travel Time (s) 9.2 6.8 29.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 21 30 321 22 47 463
Shared Lane Traffic (%)
Lane Group Flow (vph) 21 30 321 22 47 463
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC PM 2033+Project (Future)
3: Shirk St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 13.7
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 19 28 295 20 43 426
Future Vol, veh/h 19 28 295 20 43 426
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 21 30 321 22 47 463
Number of Lanes 1 1 1 1 1 1
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 Right SB WB
Conflicting Lanes Right 2 2 0
HCM Control Delay, s/veh 9.3 11.8 15.4
HCM LOS A B C
Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0% 100% 0%
Vol Thru, % 100% 0% 0% 0% 0% 100%
Vol Right, % 0% 100% 0% 100% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 295 20 19 28 43 426
LT Vol 0 0 19 0 43 0
Through Vol 295 0 0 0 0 426
RT Vol 0 20 0 28 0 0
Lane Flow Rate 321 22 21 30 47 463
Geometry Grp 5 5 5 5 5 5
Degree of Util (X) 0.456 0.027 0.04 0.049 0.071 0.639
Departure Headway (Hd) 5.114 4.41 6.983 5.768 5.468 4.966 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 705 810 511 617 655 727
Service Time 2.849 2.144 4.753 3.537 3.2 2.698
HCM Lane V/C Ratio 0.455 0.027 0.041 0.049 0.072 0.637
HCM Control Delay, s/veh 12.1 7.3 10 8.8 8.6 16.1
HCM Lane LOS B A A A A C
HCM 95th-tile Q 2.4 0.1 0.1 0.2 0.2 4.6
Lanes, Volumes, Timings PM 2033+Project (Future)
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 114 3 164 120 10 5 3 95 8 6 2
Future Volume (vph) 4 114 3 164 120 10 5 3 95 8 6 2
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 100 50 100 50 100 50 100 50
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 1863 1458 Link Speed (mph) 55 55 55 55
Link Distance (ft) 1360 1533 635 1348
Travel Time (s) 16.9 19.0 7.9 16.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 4 124 3 178 130 11 5 3 103 9 7 2
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 124 3 178 130 11 5 3 103 9 7 2
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 30.3% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2033+Project (Future)
4: Roeben St & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 8.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 114 3 164 120 10 5 3 95 8 6 2
Future Vol, veh/h 4 114 3 164 120 10 5 3 95 8 6 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 100 - 50 100 - 50 100 - 50 100 - 50
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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 4 124 3 178 130 11 5 3 103 9 7 2
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 160 141 7 103 40 3 9 0 0 106 0 0
Stage 1 25 25 - 13 13 - - - - - - -
Stage 2 135 116 - 90 27 - - - - - - -
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 806 750 1075 877 852 1081 1611 - - 1485 - - Stage 1 993 874 - 1007 885 - - - - - - -
Stage 2 868 800 - 917 873 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 699 743 1075 757 844 1081 1611 - - 1485 - - Mov Cap-2 Maneuver 699 743 - 757 844 - - - - - - -
Stage 1 990 869 - 1004 882 - - - - - - -
Stage 2 730 798 - 779 868 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s/v 10.7 10.6 0.4 3.7
HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBL SBT SBR Capacity (veh/h) 1611 - - 699 743 1075 757 844 1081 1485 - - HCM Lane V/C Ratio 0.003 - - 0.006 0.167 0.003 0.235 0.155 0.01 0.006 - - HCM Control Delay (s/veh) 7.2 - - 10.2 10.8 8.4 11.2 10 8.4 7.4 - - HCM Lane LOS A - - B B A B B A A - -
HCM 95th %tile Q(veh) 0 - - 0 0.6 0 0.9 0.5 0 0 - -
Lanes, Volumes, Timings PM 2033+Project (Future)
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 188 78 37 73 131 44 273 59 301 321 12 Future Volume (vph) 16 188 78 37 73 131 44 273 59 301 321 12 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.962 0.927 0.979 0.997
Flt Protected 0.997 0.992 0.994 0.977
Satd. Flow (prot) 0 1787 0 0 1713 0 0 1813 0 0 1814 0
Flt Permitted 0.997 0.992 0.994 0.977
Satd. Flow (perm) 0 1787 0 0 1713 0 0 1813 0 0 1814 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 2106
Travel Time (s) 22.3 33.4 36.6 26.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 17 204 85 40 79 142 48 297 64 327 349 13 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 306 0 0 261 0 0 409 0 0 689 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 90.3% ICU Level of Service E Analysis Period (min) 15
HCM 2010 AWSC PM 2033+Project (Future)
5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 126
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 188 78 37 73 131 44 273 59 301 321 12 Future Vol, veh/h 16 188 78 37 73 131 44 273 59 301 321 12 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 17 204 85 40 79 142 48 297 64 327 349 13
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
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 Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 30.4 25.3 47.6 253.3
HCM LOS D D E F
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 12% 6% 15% 47%
Vol Thru, % 73% 67% 30% 51%
Vol Right, % 16% 28% 54% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 376 282 241 634
LT Vol 44 16 37 301
Through Vol 273 188 73 321
RT Vol 59 78 131 12
Lane Flow Rate 409 307 262 689
Geometry Grp 1 1 1 1
Degree of Util (X) 0.868 0.686 0.592 1.491
Departure Headway (Hd) 8.739 9.339 9.483 7.79
Convergence, Y/N Yes Yes Yes Yes
Cap 417 389 382 475
Service Time 6.739 7.339 7.483 5.79
HCM Lane V/C Ratio 0.981 0.789 0.686 1.451
HCM Control Delay, s/veh 47.6 30.4 25.3 253.3
HCM Lane LOS E D D F
HCM 95th-tile Q 8.7 4.9 3.7 35.6
Lanes, Volumes, Timings PM 2033+Project (Future)
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 49 257 126 22 256 61 72 69 14 34 55 64 Future Volume (vph) 49 257 126 22 256 61 72 69 14 34 55 64 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 50 0 140 0 50 0 0
Storage Lanes 0 1 0 1 0 1 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.943
Flt Protected 0.992 0.996 0.975 0.989
Satd. Flow (prot) 0 1848 1458 0 1855 1458 0 1816 1458 0 1737 0 Flt Permitted 0.992 0.996 0.975 0.989
Satd. Flow (perm) 0 1848 1458 0 1855 1458 0 1816 1458 0 1737 0 Link Speed (mph) 55 55 55 55
Link Distance (ft) 2695 2169 2270 2002
Travel Time (s) 33.4 26.9 28.1 24.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 53 279 137 24 278 66 78 75 15 37 60 70
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 332 137 0 302 66 0 153 15 0 167 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 56.3% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC PM 2033+Project (Future)
6: Roeben St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 15.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 257 126 22 256 61 72 69 14 34 55 64 Future Vol, veh/h 49 257 126 22 256 61 72 69 14 34 55 64 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 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 53 279 137 24 278 66 78 75 15 37 60 70
Number of Lanes 0 1 1 0 1 1 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay, s/veh 16.1 15.9 13.5 13.7
HCM LOS C C B B
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 51% 0% 16% 0% 8% 0% 22%
Vol Thru, % 49% 0% 84% 0% 92% 0% 36%
Vol Right, % 0% 100% 0% 100% 0% 100% 42%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 141 14 306 126 278 61 153
LT Vol 72 0 49 0 22 0 34
Through Vol 69 0 257 0 256 0 55
RT Vol 0 14 0 126 0 61 64
Lane Flow Rate 153 15 333 137 302 66 166
Geometry Grp 5 5 5 5 5 5 4b
Degree of Util (X) 0.322 0.028 0.602 0.218 0.555 0.108 0.329 Departure Headway (Hd) 7.564 6.587 6.519 5.724 6.612 5.857 7.13 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 475 543 555 630 547 614 504
Service Time 5.308 4.33 4.231 3.436 4.325 3.57 5.175
HCM Lane V/C Ratio 0.322 0.028 0.6 0.217 0.552 0.107 0.329 HCM Control Delay, s/veh 13.9 9.5 18.6 10 17.3 9.3 13.7 HCM Lane LOS B A C A C A B
HCM 95th-tile Q 1.4 0.1 4 0.8 3.4 0.4 1.4
Lanes, Volumes, Timings PM 2033+Project (Future)
7: Street 3 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 103 32 10 103 12 8
Future Volume (vph) 103 32 10 103 12 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.968 0.945
Flt Protected 0.996 0.971
Satd. Flow (prot) 1803 0 0 1855 1709 0
Flt Permitted 0.996 0.971
Satd. Flow (perm) 1803 0 0 1855 1709 0
Link Speed (mph) 55 55 55
Link Distance (ft) 739 580 300
Travel Time (s) 9.2 7.2 3.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 112 35 11 112 13 9
Shared Lane Traffic (%)
Lane Group Flow (vph) 147 0 0 123 22 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 23.7% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2033+Project (Future)
7: Street 3 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 103 32 10 103 12 8
Future Vol, veh/h 103 32 10 103 12 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 112 35 11 112 13 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 147 0 264 130
Stage 1 - - - - 130 -
Stage 2 - - - - 134 -
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 - - 1435 - 725 920
Stage 1 - - - - 896 -
Stage 2 - - - - 892 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1435 - 719 920
Mov Cap-2 Maneuver - - - - 719 -
Stage 1 - - - - 896 -
Stage 2 - - - - 885 -
Approach EB WB NB
HCM Control Delay, s/v 0 0.7 9.7
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 788 - - 1435 -
HCM Lane V/C Ratio 0.028 - - 0.008 -
HCM Control Delay (s/veh) 9.7 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
Lanes, Volumes, Timings PM 2033+Project (Future)
8: Street 6 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 108 1 2 110 0 1
Future Volume (vph) 108 1 2 110 0 1
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.999 0.865
Flt Protected 0.999
Satd. Flow (prot) 1861 0 0 1861 1611 0
Flt Permitted 0.999
Satd. Flow (perm) 1861 0 0 1861 1611 0
Link Speed (mph) 55 55 55
Link Distance (ft) 580 1360 308
Travel Time (s) 7.2 16.9 3.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 117 1 2 120 0 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 118 0 0 122 1 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.4% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2033+Project (Future)
8: Street 6 & Tulare Ave 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 108 1 2 110 0 1
Future Vol, veh/h 108 1 2 110 0 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 117 1 2 120 0 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 118 0 242 118
Stage 1 - - - - 118 -
Stage 2 - - - - 124 -
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 - - 1470 - 746 934
Stage 1 - - - - 907 -
Stage 2 - - - - 902 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1470 - 745 934
Mov Cap-2 Maneuver - - - - 745 -
Stage 1 - - - - 907 -
Stage 2 - - - - 901 -
Approach EB WB NB
HCM Control Delay, s/v 0 0.1 8.9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 934 - - 1470 -
HCM Lane V/C Ratio 0.001 - - 0.001 -
HCM Control Delay (s/veh) 8.9 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -
Lanes, Volumes, Timings PM 2033+Project (Future)
9: Shirk St & Avenue 4 06/24/2024
Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 13 277 20 0 456
Future Volume (vph) 0 13 277 20 0 456
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.991
Flt Protected
Satd. Flow (prot) 0 1611 1846 0 0 1863
Flt Permitted
Satd. Flow (perm) 0 1611 1846 0 0 1863
Link Speed (mph) 55 55 55
Link Distance (ft) 2684 2106 548
Travel Time (s) 33.3 26.1 6.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 14 301 22 0 496
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 14 323 0 0 496
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 27.3% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2033+Project (Future)
9: Shirk St & Avenue 4 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 13 277 20 0 456
Future Vol, veh/h 0 13 277 20 0 456
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 14 301 22 0 496
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 312 0 0 323 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.22 - - 4.12 -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.318 - - 2.218 -
Pot Cap-1 Maneuver 0 728 - - 1237 -
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 728 - - 1237 -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s/v 10 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 728 1237 -
HCM Lane V/C Ratio - - 0.019 - -
HCM Control Delay (s/veh) - - 10 0 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.1 0 -
Lanes, Volumes, Timings PM 2033+Project (Future)
10: Roeben St & Avenue 6 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 23 21 35 2 1 41
Future Volume (vph) 23 21 35 2 1 41
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.935 0.868
Flt Protected 0.975 0.955
Satd. Flow (prot) 1698 0 0 1779 1617 0
Flt Permitted 0.975 0.955
Satd. Flow (perm) 1698 0 0 1779 1617 0
Link Speed (mph) 55 55 55
Link Distance (ft) 2684 2002 635
Travel Time (s) 33.3 24.8 7.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 25 23 38 2 1 45
Shared Lane Traffic (%)
Lane Group Flow (vph) 48 0 0 40 46 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 18.7% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2033+Project (Future)
10: Roeben St & Avenue 6 06/24/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 5.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 23 21 35 2 1 41
Future Vol, veh/h 23 21 35 2 1 41
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 25 23 38 2 1 45
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 102 24 46 0 - 0
Stage 1 24 - - - - -
Stage 2 78 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 896 1052 1562 - - -
Stage 1 999 - - - - -
Stage 2 945 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 874 1052 1562 - - -
Mov Cap-2 Maneuver 874 - - - - -
Stage 1 975 - - - - -
Stage 2 945 - - - - -
Approach EB NB SB
HCM Control Delay, s/v 9 7 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1562 - 951 - -
HCM Lane V/C Ratio 0.024 - 0.05 - -
HCM Control Delay (s/veh) 7.4 0 9 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
Detailed Alternative Comparisons PM 2033+Project (Future) 06/24/2024
Baseline Synchro 9 Report
Scenario Information
Scenario 1
Description:
Data Date: Undefined Data Time: Undefined
Timing Plan ID: Default
Alternative: Baseline
Number of Signalized Intersections: 0
Most Popular Cycle Length: 0
Detailed Alternative Comparisons PM 2033+Project (Future) 06/24/2024
Baseline Synchro 9 Report
Network Totals
Scenario 1
Number of Intersections 10
Most Popular Cycle (s) 0
Alternative Baseline
Timing Plan ID Default
Data Time Undefined
Control Delay / Veh (s/v) 116
Queue Delay / Veh (s/v) 0
Total Delay / Veh (s/v) 116
Total Delay (hr) 300
Stops / Veh 0.85
Stops (#) 7948
Average Speed (mph) 7
Total Travel Time (hr) 348
Distance Traveled (mi) 2601
Fuel Consumed (gal) 455
Fuel Economy (mpg) 5.7
CO Emissions (kg) 31.78
NOx Emissions (kg) 6.18
VOC Emissions (kg) 7.37
Unserved Vehicles (#) 0
Vehicles in dilemma zone (#) 0
Performance Index 322.3
Lanes, Volumes, Timings PM 2033+Project with Mitigation 1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 86 6 244 103 619 0 0 940 187 Future Volume (vph) 0 0 0 86 6 244 103 619 0 0 940 187
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 0 0 350 200 0 80 0
Storage Lanes 0 0 0 1 1 0 0 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.956 0.950
Satd. Flow (prot) 0 0 0 0 1781 1458 1630 1863 0 0 1863 1458 Flt Permitted 0.956 0.190
Satd. Flow (perm) 0 0 0 0 1781 1458 326 1863 0 0 1863 1458 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 246 203
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1153 2492 645 504
Travel Time (s) 14.3 30.9 8.0 6.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 93 7 265 112 673 0 0 1022 203
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 100 265 112 673 0 0 1022 203 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm Perm NA NA Perm
Protected Phases 8 2 6
Permitted Phases 8 8 2 6
Detector Phase 8 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 24.0
Total Split (s) 31.0 31.0 31.0 59.0 59.0 59.0 59.0
Lanes, Volumes, Timings PM 2033+Project with Mitigation 1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (%) 34.4% 34.4% 34.4% 65.6% 65.6% 65.6% 65.6% Maximum Green (s) 25.0 25.0 25.0 53.0 53.0 53.0 53.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 10.8 10.8 67.2 67.2 67.2 67.2
Actuated g/C Ratio 0.12 0.12 0.75 0.75 0.75 0.75
v/c Ratio 0.47 0.68 0.46 0.48 0.73 0.18
Control Delay (s/veh) 43.1 15.5 11.8 5.1 11.5 1.1
Queue Delay 0.0 0.0 0.0 0.2 0.0 0.0
Total Delay (s/veh) 43.1 15.5 11.8 5.3 11.5 1.1
LOS D B B A B A
Approach Delay (s/veh) 23.1 6.2 9.7
Approach LOS C A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay (s/veh): 10.6 Intersection LOS: B Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 1: Shirk St & SR 198 WB Ramps
HCM 2010 Signalized Intersection Summary PM 2033+Project with Mitigation 1: Shirk St & SR 198 WB Ramps 06/24/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 86 6 244 103 619 0 0 940 187 Future Volume (veh/h) 0 0 0 86 6 244 103 619 0 0 940 187 Number 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1750 1863 1716 1716 1863 0 0 1863 1716 Adj Flow Rate, veh/h 93 7 265 112 673 0 0 1022 203
Adj No. of Lanes 0 1 1 1 1 0 0 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 343 26 302 182 1228 0 0 1228 961
Arrive On Green 0.21 0.21 0.21 1.00 1.00 0.00 0.00 0.66 0.66 Sat Flow, veh/h 1655 125 1458 418 1863 0 0 1863 1458
Grp Volume(v), veh/h 100 0 265 112 673 0 0 1022 203
Grp Sat Flow(s),veh/h/ln 1780 0 1458 418 1863 0 0 1863 1458 Q Serve(g_s), s 4.2 0.0 15.8 22.1 0.0 0.0 0.0 37.3 5.0
Cycle Q Clear(g_c), s 4.2 0.0 15.8 59.3 0.0 0.0 0.0 37.3 5.0 Prop In Lane 0.93 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 369 0 302 182 1228 0 0 1228 961
V/C Ratio(X) 0.27 0.00 0.88 0.61 0.55 0.00 0.00 0.83 0.21 Avail Cap(c_a), veh/h 494 0 405 182 1228 0 0 1228 961
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.93 0.93 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 0.0 34.5 19.6 0.0 0.0 0.0 11.6 6.1 Incr Delay (d2), s/veh 0.4 0.0 15.2 13.6 1.6 0.0 0.0 6.7 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 %ile BackOfQ(50%),veh/ln 2.1 0.0 7.7 3.4 0.6 0.0 0.0 21.0 2.1 LnGrp Delay(d), s/veh 30.3 0.0 49.7 33.2 1.6 0.0 0.0 18.3 6.6 LnGrp LOS C D C A B A
Approach Vol, veh/h 365 785 1225
Approach Delay, s/veh 44.4 6.1 16.3
Approach LOS D A B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 65.3 65.3 24.7
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 53.0 53.0 25.0
Max Q Clear Time (g_c+I1), s 61.3 39.3 17.8
Green Ext Time (p_c), s 0.0 5.1 0.8
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 17.3
HCM 2010 LOS B
Lanes, Volumes, Timings PM 2033+Project with Mitigation 2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 251 5 170 0 0 0 0 439 62 422 438 0 Future Volume (vph) 251 5 170 0 0 0 0 439 62 422 438 0
Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 0 220 0 0 0 90 150 0
Storage Lanes 0 1 0 0 0 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1775 1458 0 0 0 0 1863 1458 1630 1863 0 Flt Permitted 0.953 0.455
Satd. Flow (perm) 0 1775 1458 0 0 0 0 1863 1458 781 1863 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 185 67
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1076 2120 2339 645
Travel Time (s) 13.3 26.3 29.0 8.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 273 5 185 0 0 0 0 477 67 459 476 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 278 185 0 0 0 0 477 67 459 476 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm Perm NA
Protected Phases 4 2 6
Permitted Phases 4 4 2 6
Detector Phase 4 4 4 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 24.0
Total Split (s) 24.0 24.0 24.0 66.0 66.0 66.0 66.0
Lanes, Volumes, Timings PM 2033+Project with Mitigation 2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (%) 26.7% 26.7% 26.7% 73.3% 73.3% 73.3% 73.3% Maximum Green (s) 18.0 18.0 18.0 60.0 60.0 60.0 60.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 16.9 16.9 61.1 61.1 61.1 61.1
Actuated g/C Ratio 0.19 0.19 0.68 0.68 0.68 0.68
v/c Ratio 0.84 0.44 0.38 0.07 0.87 0.38
Control Delay (s/veh) 57.5 8.5 9.6 3.2 23.4 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 57.5 8.5 9.6 3.2 23.4 3.5
LOS E A A A C A
Approach Delay (s/veh) 37.9 8.8 13.3
Approach LOS D A B
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay (s/veh): 17.9 Intersection LOS: B Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 2: Shirk St & SR 138 EB Ramps
HCM 2010 Signalized Intersection Summary PM 2033+Project with Mitigation 2: Shirk St & SR 138 EB Ramps 06/24/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 251 5 170 0 0 0 0 439 62 422 438 0 Future Volume (veh/h) 251 5 170 0 0 0 0 439 62 422 438 0 Number 7 4 14 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1750 1863 1716 0 1863 1716 1716 1863 0 Adj Flow Rate, veh/h 273 5 185 0 477 67 459 476 0
Adj No. of Lanes 0 1 1 0 1 1 1 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 313 6 262 0 1280 1002 538 1280 0
Arrive On Green 0.18 0.18 0.18 0.00 0.69 0.69 1.00 1.00 0.00 Sat Flow, veh/h 1744 32 1458 0 1863 1458 791 1863 0
Grp Volume(v), veh/h 278 0 185 0 477 67 459 476 0
Grp Sat Flow(s),veh/h/ln 1776 0 1458 0 1863 1458 791 1863 0 Q Serve(g_s), s 13.7 0.0 10.7 0.0 9.7 1.4 52.2 0.0 0.0
Cycle Q Clear(g_c), s 13.7 0.0 10.7 0.0 9.7 1.4 61.8 0.0 0.0 Prop In Lane 0.98 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 319 0 262 0 1280 1002 538 1280 0 V/C Ratio(X) 0.87 0.00 0.71 0.00 0.37 0.07 0.85 0.37 0.00 Avail Cap(c_a), veh/h 355 0 292 0 1280 1002 538 1280 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.60 0.60 0.00 Uniform Delay (d), s/veh 35.9 0.0 34.7 0.0 5.9 4.6 4.9 0.0 0.0 Incr Delay (d2), s/veh 19.1 0.0 6.7 0.0 0.8 0.1 10.1 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.4 0.0 4.8 0.0 5.2 0.6 12.0 0.2 0.0 LnGrp Delay(d), s/veh 55.0 0.0 41.4 0.0 6.8 4.7 15.0 0.5 0.0 LnGrp LOS E D A A B A
Approach Vol, veh/h 463 544 935
Approach Delay, s/veh 49.6 6.5 7.6
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 67.8 22.2 67.8
Change Period (Y+Rc), s 6.0 6.0 6.0
Max Green Setting (Gmax), s 60.0 18.0 60.0
Max Q Clear Time (g_c+I1), s 11.7 15.7 63.8
Green Ext Time (p_c), s 2.1 0.4 0.0
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 17.3
HCM 2010 LOS B
Lanes, Volumes, Timings PM 2033+Project with Mitigation 5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 188 78 37 73 131 44 273 59 301 321 12 Future Volume (vph) 16 188 78 37 73 131 44 273 59 301 321 12 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.962 0.927 0.979 0.997
Flt Protected 0.997 0.992 0.994 0.977
Satd. Flow (prot) 0 1787 0 0 1713 0 0 1813 0 0 1814 0
Flt Permitted 0.958 0.734 0.877 0.665
Satd. Flow (perm) 0 1717 0 0 1267 0 0 1599 0 0 1235 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 20 61 22 2
Link Speed (mph) 55 55 55 55
Link Distance (ft) 1796 2695 2949 2654
Travel Time (s) 22.3 33.4 36.6 32.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 17 204 85 40 79 142 48 297 64 327 349 13 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 306 0 0 261 0 0 409 0 0 689 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 25.0 25.0 25.0 25.0 65.0 65.0 65.0 65.0 Total Split (%) 27.8% 27.8% 27.8% 27.8% 72.2% 72.2% 72.2% 72.2% Maximum Green (s) 19.0 19.0 19.0 19.0 59.0 59.0 59.0 59.0 Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lanes, Volumes, Timings PM 2033+Project with Mitigation 5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.0 6.0 6.0 6.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Don't Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 17.7 17.7 60.3 60.3
Actuated g/C Ratio 0.20 0.20 0.67 0.67
v/c Ratio 0.86 0.88 0.38 0.83
Control Delay (s/veh) 56.9 56.2 7.7 30.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 56.9 56.2 7.7 30.2
LOS E E A C
Approach Delay (s/veh) 56.9 56.2 7.7 30.2
Approach LOS E E A C
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay (s/veh): 33.6 Intersection LOS: C Intersection Capacity Utilization 95.3% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 5: Shirk St & Walnut Ave
HCM 2010 Signalized Intersection Summary PM 2033+Project with Mitigation 5: Shirk St & Walnut Ave 06/24/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 188 78 37 73 131 44 273 59 301 321 12 Future Volume (veh/h) 16 188 78 37 73 131 44 273 59 301 321 12 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1750 1863 1750 1750 1863 1750 1750 1863 1750 1750 1863 1750 Adj Flow Rate, veh/h 17 204 85 40 79 142 48 297 64 327 349 13 Adj No. of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 52 237 95 77 106 164 144 866 179 478 456 17
Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.67 0.67 0.67 0.67 0.67 0.67 Sat Flow, veh/h 50 1233 494 160 554 853 148 1283 265 621 675 25 Grp Volume(v), veh/h 306 0 0 261 0 0 409 0 0 689 0 0
Grp Sat Flow(s),veh/h/ln 1777 0 0 1567 0 0 1696 0 0 1322 0 0 Q Serve(g_s), s 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 23.8 0.0 0.0 Cycle Q Clear(g_c), s 15.0 0.0 0.0 14.5 0.0 0.0 8.5 0.0 0.0 32.3 0.0 0.0 Prop In Lane 0.06 0.28 0.15 0.54 0.12 0.16 0.47 0.02
Lane Grp Cap(c), veh/h 383 0 0 347 0 0 1189 0 0 951 0 0 V/C Ratio(X) 0.80 0.00 0.00 0.75 0.00 0.00 0.34 0.00 0.00 0.72 0.00 0.00 Avail Cap(c_a), veh/h 416 0 0 377 0 0 1189 0 0 951 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 35.5 0.0 0.0 35.0 0.0 0.0 6.1 0.0 0.0 10.1 0.0 0.0 Incr Delay (d2), s/veh 9.8 0.0 0.0 7.7 0.0 0.0 0.8 0.0 0.0 4.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.4 0.0 0.0 7.0 0.0 0.0 4.5 0.0 0.0 12.8 0.0 0.0 LnGrp Delay(d), s/veh 45.3 0.0 0.0 42.7 0.0 0.0 6.9 0.0 0.0 14.9 0.0 0.0 LnGrp LOS D D A B
Approach Vol, veh/h 306 261 409 689
Approach Delay, s/veh 45.3 42.7 6.9 14.9
Approach LOS D D A B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 66.7 23.3 66.7 23.3
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 59.0 19.0 59.0 19.0
Max Q Clear Time (g_c+I1), s 10.5 17.0 34.3 16.5
Green Ext Time (p_c), s 1.7 0.2 3.6 0.2
Intersection Summary
HCM 2010 Ctrl Delay, s/veh 22.9
HCM 2010 LOS C
Traffic Study 624-03
Intersection 1
Shirk St & SR 198 WB Ramps
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Existing
Intersection #:1
12 11 10
142 549 0
1 0 205 6
2 0 4 5
3 0 61 4
83 404 0
7 8 9
Major Total: 1178
Minor High Volume: 270
(Major Street)
Shirk St
SR 198 WB Ramps (Minor Street)
SR 198 WB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future
Intersection #:1
12 11 10
163 714 0
1 0 224 6
2 0 5 5
3 0 67 4
92 499 0
7 8 9
Major Total: 1468
Minor High Volume: 296
(Major Street)
Shirk St
SR 198 WB Ramps (Minor Street)
SR 198 WB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future+Project
Intersection #:1
12 11 10
163 723 0
1 0 224 6
2 0 5 5
3 0 72 4
92 502 0
7 8 9
Major Total: 1480
Minor High Volume: 301
(Major Street)
Shirk St
SR 198 WB Ramps (Minor Street)
SR 198 WB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future
Intersection #:1
12 11 10
187 928 0
1 0 244 6
2 0 6 5
3 0 73 4
103 616 0
7 8 9
Major Total: 1834
Minor High Volume: 323
(Major Street)
Shirk St
SR 198 WB Ramps (Minor Street)
SR 198 WB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future+Project (Future)
Intersection #:1
12 11 10
187 940 0
1 0 244 6
2 0 6 5
3 0 86 4
103 619 0
7 8 9
Major Total: 1849
Minor High Volume: 336
(Major Street)
Shirk St
SR 198 WB Ramps (Minor Street)
SR 198 WB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Existing
Intersection #:1
12 11 10
210 361 0
1 0 337 6
2 0 0 5
3 0 49 4
132 349 0
7 8 9
Major Total: 1052
Minor High Volume: 386
(Major Street)
Shirk St
SR 198 WB Ramps (Minor Street)
SR 198 WB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future
Intersection #:1
12 11 10
241 469 0
1 0 368 6
2 0 0 5
3 0 53 4
147 431 0
7 8 9
Major Total: 1288
Minor High Volume: 421
(Major Street)
Shirk St
SR 198 WB Ramps (Minor Street)
SR 198 WB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future+Project
Intersection #:1
12 11 10
241 472 0
1 0 368 6
2 0 0 5
3 0 54 4
147 435 0
7 8 9
Major Total: 1295
Minor High Volume: 422
(Major Street)
Shirk St
SR 198 WB Ramps (Minor Street)
SR 198 WB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future
Intersection #:1
12 11 10
277 610 0
1 0 401 6
2 0 0 5
3 0 58 4
163 532 0
7 8 9
Major Total: 1582
Minor High Volume: 459
(Major Street)
Shirk St
SR 198 WB Ramps (Minor Street)
SR 198 WB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future+Project (Future)
Intersection #:1
12 11 10
277 613 0
1 0 401 6
2 0 0 5
3 0 62 4
163 536 0
7 8 9
Major Total: 1589
Minor High Volume: 463
(Major Street)
Shirk St
SR 198 WB Ramps (Minor Street)
SR 198 WB Ramps
(Major Street)
Shirk St
Traffic Study 624-03
Intersection 2
Shirk St & SR 138 EB Ramps
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Existing
Intersection #:2
12 11 10
0 271 341
1 228 0 6
2 4 0 5
3 155 0 4
0 256 40
7 8 9
Major Total: 908
Minor High Volume: 387
(Major Street)
Shirk St
(Minor Street)
SR 138 EB Ramps SR 138 EB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future
Intersection #:2
12 11 10
0 335 379
1 239 0 6
2 4 0 5
3 163 0 4
0 334 46
7 8 9
Major Total: 1094
Minor High Volume: 406
(Major Street)
Shirk St
(Minor Street)
SR 138 EB Ramps SR 138 EB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future+Project
Intersection #:2
12 11 10
0 349 379
1 239 0 6
2 4 0 5
3 163 0 4
0 337 51
7 8 9
Major Total: 1116
Minor High Volume: 406
(Major Street)
Shirk St
(Minor Street)
SR 138 EB Ramps SR 138 EB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future
Intersection #:2
12 11 10
0 413 422
1 251 0 6
2 5 0 5
3 170 0 4
0 436 52
7 8 9
Major Total: 1323
Minor High Volume: 426
(Major Street)
Shirk St
(Minor Street)
SR 138 EB Ramps SR 138 EB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future+Project (Future)
Intersection #:2
12 11 10
0 438 422
1 251 0 6
2 5 0 5
3 170 0 4
0 439 62
7 8 9
Major Total: 1361
Minor High Volume: 426
(Major Street)
Shirk St
(Minor Street)
SR 138 EB Ramps SR 138 EB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Existing
Intersection #:2
12 11 10
0 194 212
1 180 0 6
2 2 0 5
3 67 0 4
0 302 62
7 8 9
Major Total: 770
Minor High Volume: 249
(Major Street)
Shirk St
(Minor Street)
SR 138 EB Ramps SR 138 EB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future
Intersection #:2
12 11 10
0 240 236
1 189 0 6
2 2 0 5
3 70 0 4
0 394 71
7 8 9
Major Total: 941
Minor High Volume: 261
(Major Street)
Shirk St
(Minor Street)
SR 138 EB Ramps SR 138 EB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future+Project
Intersection #:2
12 11 10
0 244 236
1 189 0 6
2 2 0 5
3 70 0 4
0 398 78
7 8 9
Major Total: 956
Minor High Volume: 261
(Major Street)
Shirk St
(Minor Street)
SR 138 EB Ramps SR 138 EB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future
Intersection #:2
12 11 10
0 296 262
1 198 0 6
2 2 0 5
3 74 0 4
0 514 81
7 8 9
Major Total: 1153
Minor High Volume: 274
(Major Street)
Shirk St
(Minor Street)
SR 138 EB Ramps SR 138 EB Ramps
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future+Project (Future)
Intersection #:2
12 11 10
0 303 262
1 198 0 6
2 2 0 5
3 74 0 4
0 518 96
7 8 9
Major Total: 1179
Minor High Volume: 274
(Major Street)
Shirk St
(Minor Street)
SR 138 EB Ramps SR 138 EB Ramps
(Major Street)
Shirk St
Traffic Study 624-03
Intersection 3
Shirk St & Tulare Ave
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:3
12 11 10
0 426 18
1 0 20 6
2 0 0 5
3 0 15 4
0 290 12
7 8 9
Major Total: 746
Minor High Volume: 35
(Major Street)
Shirk St
Tulare Ave (Minor Street)
Tulare Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project
Intersection #:3
12 11 10
0 426 32
1 0 26 6
2 0 0 5
3 0 17 4
3 292 15
7 8 9
Major Total: 768
Minor High Volume: 43
(Major Street)
Shirk St
Tulare Ave (Minor Street)
Tulare Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:3
12 11 10
0 426 18
1 0 20 6
2 0 0 5
3 0 15 4
0 290 12
7 8 9
Major Total: 746
Minor High Volume: 35
(Major Street)
Shirk St
Tulare Ave (Minor Street)
Tulare Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project (Future)
Intersection #:3
12 11 10
0 426 43
1 0 28 6
2 0 0 5
3 0 19 4
8 295 20
7 8 9
Major Total: 792
Minor High Volume: 47
(Major Street)
Shirk St
Tulare Ave (Minor Street)
Tulare Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:3
12 11 10
0 108 15
1 0 12 6
2 0 0 5
3 0 9 4
0 213 10
7 8 9
Major Total: 346
Minor High Volume: 21
(Major Street)
Shirk St
Tulare Ave (Minor Street)
Tulare Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:3
12 11 10
0 108 19
1 0 20 6
2 0 0 5
3 0 12 4
4 216 11
7 8 9
Major Total: 358
Minor High Volume: 32
(Major Street)
Shirk St
Tulare Ave (Minor Street)
Tulare Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:3
12 11 10
0 108 15
1 0 12 6
2 0 0 5
3 0 9 4
0 213 10
7 8 9
Major Total: 346
Minor High Volume: 21
(Major Street)
Shirk St
Tulare Ave (Minor Street)
Tulare Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project (Future)
Intersection #:3
12 11 10
0 108 22
1 0 24 6
2 0 0 5
3 0 15 4
12 220 12
7 8 9
Major Total: 374
Minor High Volume: 39
(Major Street)
Shirk St
Tulare Ave (Minor Street)
Tulare Ave
(Major Street)
Shirk St
Traffic Study 624-03
Intersection 4
Roeben St & Tulare Ave
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Existing
Intersection #:4
12 11 10
2 4 7
1 4 9 6
2 6 10 5
3 2 108 4
3 2 61
7 8 9
Major Total: 139
Minor High Volume: 66
Roeben St
(Major Street)
Tulare Ave
(Major Street)
Tulare Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:4
12 11 10
2 5 8
1 4 10 6
2 81 83 5
3 2 116 4
3 2 67
7 8 9
Major Total: 296
Minor High Volume: 72
Roeben St
(Major Street)
Tulare Ave
(Major Street)
Tulare Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project
Intersection #:4
12 11 10
2 5 8
1 4 10 6
2 81 83 5
3 2 123 4
3 2 76
7 8 9
Major Total: 303
Minor High Volume: 81
Roeben St
(Major Street)
Tulare Ave
(Major Street)
Tulare Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:4
12 11 10
2 6 8
1 4 10 6
2 106 110 5
3 2 125 4
3 3 73
7 8 9
Major Total: 357
Minor High Volume: 79
Roeben St
(Major Street)
Tulare Ave
(Major Street)
Tulare Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project (Future)
Intersection #:4
12 11 10
2 6 8
1 4 10 6
2 114 120 5
3 3 164 4
5 3 95
7 8 9
Major Total: 415
Minor High Volume: 103
Roeben St
(Major Street)
Tulare Ave
(Major Street)
Tulare Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Existing
Intersection #:4
12 11 10
3 1 3
1 3 1 6
2 4 2 5
3 1 31 4
2 1 113
7 8 9
Major Total: 123
Minor High Volume: 34
(Major Street)
Roeben St
Tulare Ave (Minor Street)
Tulare Ave
(Major Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:4
12 11 10
3 1 3
1 3 1 6
2 80 82 5
3 1 33 4
2 1 123
7 8 9
Major Total: 200
Minor High Volume: 126
Roeben St
(Major Street)
Tulare Ave
(Major Street)
Tulare Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:4
12 11 10
3 1 3
1 3 1 6
2 80 82 5
3 1 35 4
2 1 136
7 8 9
Major Total: 202
Minor High Volume: 139
Roeben St
(Major Street)
Tulare Ave
(Major Street)
Tulare Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:4
12 11 10
3 1 4
1 3 1 6
2 104 102 5
3 1 36 4
2 1 134
7 8 9
Major Total: 247
Minor High Volume: 137
Roeben St
(Major Street)
Tulare Ave
(Major Street)
Tulare Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project (Future)
Intersection #:4
12 11 10
3 1 4
1 3 1 6
2 116 105 5
3 2 47 4
3 1 167
7 8 9
Major Total: 274
Minor High Volume: 171
Roeben St
(Major Street)
Tulare Ave
(Major Street)
Tulare Ave
(Minor Street)
Roeben St
Traffic Study 624-03
Intersection 5
Shirk St & Walnut Ave
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Existing
Intersection #:5
12 11 10
9 191 232
1 13 119 6
2 130 69 5
3 65 35 4
34 158 46
7 8 9
Major Total: 670
Minor High Volume: 223
(Major Street)
Shirk St
Walnut Ave (Minor Street)
Walnut Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future
Intersection #:5
12 11 10
10 244 262
1 14 122 6
2 156 71 5
3 71 36 4
38 202 52
7 8 9
Major Total: 808
Minor High Volume: 241
(Major Street)
Shirk St
(Minor Street)
Walnut Ave Walnut Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future+Project
Intersection #:5
12 11 10
10 251 265
1 14 124 6
2 156 71 5
3 71 36 4
38 206 52
7 8 9
Major Total: 822
Minor High Volume: 241
(Major Street)
Shirk St
(Minor Street)
Walnut Ave Walnut Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future
Intersection #:5
12 11 10
12 313 297
1 16 125 6
2 188 73 5
3 78 37 4
44 259 59
7 8 9
Major Total: 984
Minor High Volume: 282
(Major Street)
Shirk St
(Minor Street)
Walnut Ave Walnut Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future+Project (Future)
Intersection #:5
12 11 10
12 321 301
1 16 131 6
2 188 73 5
3 78 37 4
44 273 59
7 8 9
Major Total: 1010
Minor High Volume: 282
(Major Street)
Shirk St
(Minor Street)
Walnut Ave Walnut Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Existing
Intersection #:5
12 11 10
6 155 89
1 1 200 6
2 48 75 5
3 30 55 4
42 173 31
7 8 9
Major Total: 496
Minor High Volume: 330
(Major Street)
Shirk St
Walnut Ave (Minor Street)
Walnut Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future
Intersection #:5
12 11 10
7 198 101
1 1 205 6
2 58 77 5
3 33 56 4
48 221 35
7 8 9
Major Total: 610
Minor High Volume: 338
(Major Street)
Shirk St
Walnut Ave (Minor Street)
Walnut Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future+Project
Intersection #:5
12 11 10
7 208 105
1 1 206 6
2 58 77 5
3 33 56 4
48 222 35
7 8 9
Major Total: 625
Minor High Volume: 339
(Major Street)
Shirk St
Walnut Ave (Minor Street)
Walnut Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future
Intersection #:5
12 11 10
8 254 114
1 1 210 6
2 69 79 5
3 36 58 4
54 283 40
7 8 9
Major Total: 753
Minor High Volume: 347
(Major Street)
Shirk St
Walnut Ave (Minor Street)
Walnut Ave
(Major Street)
Shirk St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future+Project (Future)
Intersection #:5
12 11 10
8 266 120
1 1 212 6
2 69 79 5
3 36 58 4
54 287 40
7 8 9
Major Total: 775
Minor High Volume: 349
(Major Street)
Shirk St
Walnut Ave (Minor Street)
Walnut Ave
(Major Street)
Shirk St
Traffic Study 624-03
Intersection 6
Roeben St & Walnut Ave
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Existing
Intersection #:6
12 11 10
55 34 18
1 47 29 6
2 241 124 5
3 120 15 4
62 38 12
7 8 9
Major Total: 576
Minor High Volume: 112
Roeben St
(Major Street)
Walnut Ave
(Major Street)
Walnut Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:6
12 11 10
59 39 19
1 48 35 6
2 247 176 5
3 123 18 4
67 44 13
7 8 9
Major Total: 647
Minor High Volume: 124
Roeben St
(Major Street)
Walnut Ave
(Major Street)
Walnut Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project
Intersection #:6
12 11 10
59 43 23
1 48 35 6
2 250 178 5
3 123 18 4
67 45 13
7 8 9
Major Total: 652
Minor High Volume: 125
(Minor Street)
Roeben St
(Major Street)
Walnut Ave
(Major Street)
Walnut Ave
Roeben St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future
Intersection #:6
12 11 10
64 46 21
1 49 42 6
2 253 250 5
3 126 22 4
72 51 14
7 8 9
Major Total: 742
Minor High Volume: 137
Roeben St
(Major Street)
Walnut Ave
(Major Street)
Walnut Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:PM Future+Project (Future)
Intersection #:6
12 11 10
64 55 34
1 49 61 6
2 257 256 5
3 126 22 4
72 69 14
7 8 9
Major Total: 771
Minor High Volume: 155
Roeben St
(Major Street)
Walnut Ave
(Major Street)
Walnut Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Existing
Intersection #:6
12 11 10
46 29 21
1 35 13 6
2 89 168 5
3 54 11 4
101 35 17
7 8 9
Major Total: 370
Minor High Volume: 153
Roeben St
(Major Street)
Walnut Ave
(Major Street)
Walnut Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:6
12 11 10
50 34 23
1 36 16 6
2 91 238 5
3 55 13 4
109 41 18
7 8 9
Major Total: 449
Minor High Volume: 168
Roeben St
(Major Street)
Walnut Ave
(Major Street)
Walnut Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Project
Intersection #:6
12 11 10
50 39 29
1 36 16 6
2 95 239 5
3 55 13 4
109 41 18
7 8 9
Major Total: 454
Minor High Volume: 168
Roeben St
(Major Street)
Walnut Ave
(Major Street)
Walnut Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future
Intersection #:6
12 11 10
53 39 24
1 37 19 6
2 94 338 5
3 57 16 4
117 47 20
7 8 9
Major Total: 561
Minor High Volume: 184
Roeben St
(Major Street)
Walnut Ave
(Major Street)
Walnut Ave
(Minor Street)
Roeben St
Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future+Project (Future)
Intersection #:6
12 11 10
53 52 43
1 37 25 6
2 100 340 5
3 57 16 4
117 52 20
7 8 9
Major Total: 575
Minor High Volume: 189
Roeben St
(Major Street)
Walnut Ave
(Major Street)
Walnut Ave
(Minor Street)
Roeben St
Traffic Study 624-03
Intersection 7
Street 3 & Tulare Ave
Traffic Study 624-03
Intersection 8
Street 6 & Tulare Ave
Traffic Study 624-03
Intersection 9
Shirk St & Avenue 4
Traffic Study 624-03
Intersection 10
Roeben St & Avenue 6
2023
Warrant 1: Eight-hour Vehicular Volume
1: SR 198 WB Off Ramp & Shirk St
Intersection Information
Major Street Name:
Major Street Direction:
Minor Street Direction:
WARRANT 1 MET?
Shirk Rd
NB/SB
WB/WB
Details:
Condition A Met?
Condition B Met?
11 Hours met (8 required)
10 Hours met (8 required)
Hour Major Street Vehicles
(Total of Both Approaches)
High Volume Minor
Approach Vehicles
70% Standard Met?
Cond. A OR Cond. B
56% Standard Met?
Cond. A AND Cond. B
Condition A
70%
Column
Condition B
70%
Column
Condition A
56%
Column
Condition B
56%
Column
00:00 to 01:00 2
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
00:15 to 01:15 1
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
01:30 to 02:30 4
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
02:00 to 03:00 3
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 3
Yes
Yes
Yes
02 :15 to 03:152
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
03:30 to 04:309
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
03:45 to 04:45 12
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
04:00 to 05:00 12
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
04:15 to 05:159
No
No
1 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
04:30 to 05:30 16
No
No
1 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
04:45 to 05:45 21
No
No
2 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012
4 05
:00 to 06:00 21
No
No
2 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
05:15 to 06:15 29
No
No
6 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
05:30 to 06:30 29
No
No
13 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
05:45 to 06:455106
No
No
34 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
06:00 to 07:00 126
No
No
70 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
NoYes
No
No No No No
06:15 to 07:151126
No
No
121
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
NoYes
No
No No No No
06:30 to 07:30 322
No
225
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
NoYes
No
No No
California 2012
5 Yes
Yes No
06:45 to 07:45 362 205
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No Yes
No
No No
07:00 to 08:00 325 206
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No Yes
No
No No
07:15 to 08:15 4329 122378
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
07:30 to 08:30
Condition A
Condition B
07:45 to 08:45
Condition A
Condition B
08:00 to 09:00
Condition A
Condition B
08:15 to 09:15 285
No
No
152
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No
No
No No No No
California 2012 6
Yes
Yes
Yes
Yes Yes
Yes
Yes
Yes
Yes
Yes
Yes
No
Yes No Yes Yes
422 225
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
No
Yes No Yes Yes
421 192
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
No
Yes No Yes Yes
422 1758
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
No
Yes No Yes Yes
Yes
08 :30 to 09:30 380
No
No
15 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
08:45 to 09:45 186
No
No
62 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
09:00 to 10:00 126
No
No
31 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
09:15 to 10:15 165
No
No
20 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
09:30 to 10:30 222
No
No
17 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
09:45 to 10:45 205
No
No
19 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
10:00 to11:00 116
No
No
29 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012
7 10
:15 to11:15 92
No
No
24 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
10:30 to11:30 115
No
No
14 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
10:45 to11:45 63
No
No
33 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
11:00 to 12:00 61
No
No
16 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
11:15 to 12:15 72
No
No
17 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
11:30 to 12:30 83
No
No
33 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
11:45 to 12:45 52
No
No
25 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012
8 12:00 to 13:00
Condition A
Condition B
12:15 to 13:15
Condition A
Condition B
12:30 to 13:30
Condition A
Condition B
12:45 to 13:45
Condition A
Condition B
13:00 to 14:00 466 234
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
13:15 to 14:15 215
No
No
221
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No Yes
No
No No No No
13:30 to 14:30 266
No
No
86 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No Yes
No
No No No No
California 2012 9
Yes
Yes
Yes
Yes
Yes Yes Yes Yes
432 100
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
Yes
Yes Yes Yes Yes
426 117
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
Yes
Yes Yes Yes Yes
413 122
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
Yes
Yes Yes Yes Yes
418 119
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
Yes
Yes Yes Yes Yes
13:45 to 14:45
Condition A
Condition B
14:00 to 15:00
Condition A
Condition B
14:15 to 15:15
Condition A
Condition B
14:30 to 15:30
Condition A
Condition B
14:45 to 15:45
Condition A
Condition B
15:00 to 16:00
Condition A
Condition B
15:15 to 16:15
Condition A
Condition B
California 2012 10
209
No
No
44 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No No
No
No No No No
366
No
No
85 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
No
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No Yes
No
No No No No
466 234
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
215
No
No
221
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No Yes
No
No No No No
266
No
No
86 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No Yes
No
No No No No
Yes
Yes
Yes
Yes
Yes Yes Yes Yes
432 100
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
Yes
Yes Yes Yes Yes
426 117
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
Yes
Yes Yes Yes Yes
15 :30 to 16:30 105
No
No
10 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
15:45 to 16:45 91
No
No
13 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
16:00 to 17:00 88
No
No
14 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
16:15 to 17:15 84
No
No
17 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
16:30 to 17:30 82
No
No
16 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
16:45 to 17:45 83
No
No
15 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
17:00 to 18:00 72
No
No
15 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 11
17 :15 to 18:15 68
No
No
10 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
17:30 to 18:30 61
No
No
7 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
17:45 to 18:45 51
No
No
3 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
18:00 to 19:00 46
No
No
1 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
18:15 to 19:15 43
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
18:30 to 19:30 38
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
18:45 to 19:45 33
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 12
19 :00 to 20:00 28
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
19:15 to 20:15 24
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
19:30 to 20:30 21
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
19:45 to 20:45 26
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
20:00 to 21:00 26
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
20:15 to 21:15 21
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
20:30 to 21:30 18
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 13
20 :45 to 21:45 13
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
21:00 to 22:00 11
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
21:15 to 22:15 12
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
21:30 to 22:30 14
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
21:45 to 22:45 13
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
22:00 to 23:009
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
22:15 to 23:157
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 14
22:30 to 23:30 2
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
23:45 to 00:45 4
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 15
Warrant 1: Eight-hour Vehicular Volume
2: SR 198 EB Off-Ramp & Shirk St
Intersection Information
Major Street Name:
Major Street Direction:
Minor Street Direction:
WARRANT 1 MET?
Shirk Rd
NB/SB
WB/WB
Details:
Condition A Met?
Condition B Met?
8 Hours met (8 required)
8 Hours met (8 required)
Hour Major Street Vehicles
(Total of Both Approaches)
High Volume Minor
Approach Vehicles
70% Standard Met?
Cond. A OR Cond. B
56% Standard Met?
Cond. A AND Cond. B
Condition A
70%
Column
Condition B
70%
Column
Condition A
56%
Column
Condition B
56%
Column
00:00 to 01:00 0
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
00:15 to 01:15 1
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
01:30 to 02:30 2
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
02:00 to 03:00 3
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 3
Yes
Yes
Yes
02 :15 to 03:155
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
03:30 to 04:304
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
03:45 to 04:45 12
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
04:00 to 05:00 12
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
04:15 to 05:153
No
No
1 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
04:30 to 05:30 16
No
No
1 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
04:45 to 05:45 24
No
No
2 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012
4 05
:00 to 06:00 23
No
No
2 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
05:15 to 06:15 28
No
No
6 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
05:30 to 06:30 33
No
No
13 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
05:45 to 06:45 56
No
No
34 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
06:00 to 07:00 85
No
No
70 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
NoYes
No
No No No No
06:15 to 07:15 201
No
No
121
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
NoYes
No
No No No No
06:30 to 07:30 318
No
210
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
NoYes
No
No No
California 2012
5 Yes
Yes No
06:45 to 07:45 362 222
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No Yes
No
No No
07:00 to 08:00 305 152
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No Yes
No
No No
07:15 to 08:15 322 148
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
07:30 to 08:30
Condition A
Condition B
07:45 to 08:45
Condition A
Condition B
08:00 to 09:00
Condition A
Condition B
08:15 to 09:15 415
No
No
201
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No
No
No No No No
California 2012 6
Yes
Yes
Yes
Yes Yes
Yes
Yes
Yes
Yes
Yes
Yes
No
Yes No Yes Yes
405 222
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
No
Yes No Yes Yes
482 225
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
No
Yes No Yes Yes
465 209
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
No
Yes No Yes Yes
Yes
08 :30 to 09:30 132
No
No
64 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
08:45 to 09:45 185
No
No
62 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
09:00 to 10:00 199
No
No
35 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
09:15 to 10:15 66
No
No
20 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
09:30 to 10:30 68
No
No
18 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
09:45 to 10:45 78
No
No
5 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
10:00 to11:00 69
No
No
19 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012
7 10
:15 to11:15 82
No
No
24 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
10:30 to11:30 22
No
No
14 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
10:45 to11:45 63
No
No
13 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
11:00 to 12:00 69
No
No
16 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
11:15 to 12:15 65
No
No
17 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
11:30 to 12:30 105
No
No
33 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
11:45 to 12:45 119
No
No
25 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012
8 12:00 to 13:00 222
No
No
44 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No No
No
No No No No
12:15 to 13:15 336
No
No
85 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No Yes
No
No No No No
12:30 to 13:30
Condition A
Condition B
12:45 to 13:45
Condition A
Condition B
13:00 to 14:00 466 234
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
13:15 to 14:15 326
No
No
221
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No Yes
No
No No No No
13:30 to 14:30 315
No
No
176
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
No Yes
No
No No No No
California 2012 9
Yes
Yes
Yes
Yes
Yes Yes Yes Yes
432 232
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
Yes
Yes Yes Yes Yes
426 215
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Volume >= 56%
column (280)?
Yes
Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
Yes
Yes
Yes
Yes
Yes
Yes Yes Yes Yes
13 :45 to 14:45 226
No
No
120
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
Yes Yes
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
NoYes
No
No No No No
14:00 to 15:00 205
No
No
54 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
Yes
NoYes
No
No No No No
14:15 to 15:15 206
No
No
26 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
14:30 to 15:30 65
No
No
20 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
14:45 to 15:45 91
No
No
15 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
15:00 to 16:00 102
No
No
10 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
15:15 to 16:15 102
No
No
9 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 10
15 :30 to 16:30 105
No
No
10 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
15:45 to 16:45 91
No
No
13 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
16:00 to 17:00 88
No
No
14 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
16:15 to 17:15 84
No
No
17 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
16:30 to 17:30 82
No
No
16 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
16:45 to 17:45 83
No
No
15 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
17:00 to 18:00 72
No
No
15 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 11
17 :15 to 18:15 68
No
No
10 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
17:30 to 18:30 55
No
No
7 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
17:45 to 18:45 51
No
No
3 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
18:00 to 19:00 62
No
No
1 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
18:15 to 19:15 43
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
18:30 to 19:30 38
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
18:45 to 19:45 33
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 12
19 :00 to 20:00 19
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
19:15 to 20:15 21
No
No
1 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
19:30 to 20:30 21
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
19:45 to 20:45 26
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
20:00 to 21:00 26
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
20:15 to 21:15 21
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
20:30 to 21:30 18
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 13
20 :45 to 21:45 13
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
21:00 to 22:00 11
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
21:15 to 22:15 12
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
21:30 to 22:30 14
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
21:45 to 22:45 13
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
22:00 to 23:009
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
22:15 to 23:157
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 14
22:30 to 23:30 2
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
23:45 to 00:45 4
No
No
0 Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (350)?
Condition A
Condition B
Volume >= 56%
column (280)?
No
No
Volume >= 70%
column (525)?
Volume >= 56%
column (420)?
Volume >= 70%
column (53)?
Volume >= 56%
column (42)?
No
No No
No
No No No No
California 2012 15
Warrant 1: Eight-hour Vehicular Volume
4: Roeben St & Tulare Ave
Intersection Information
Major Street Name: