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Attachment 6y - CPC Staff Report - May 21, 2026

Riverside City Council
July 14, 2026

Document
Attachment 6y - CPC Staff Report - May 21, 2026
Meeting
July 14, 2026
Body
Riverside City Council
Pages
1
Original file
10.5 MB
Text extracted from the city's file for reading and search. Open the original on riversideca.legistar1.com. That file is the official record.

Public Work s Department
Cit) o/. lrts &_ /111101•m io11
Trip Generat ion Informati on:

Trip Generation Data Source: ____ _
Current General Plan Land Use: Proposed General Plan Land Use:

Current Zoning:

Existing Trip Generati on
In
AM Trips
PM Trips
Trip Internalization:

Pass-By Allowance:

Out
D Yes
D Yes
Prop osed Zoning:

Total
D No
D No
Proposed Trip Generation
In Out
( __ %Trip Discount)
__ %Trip Discount)
Potential Screening Ch ecks
Total
Is your project screened from specif ic analyses in accordance with City Guideli nes? Is the project screened from LOS assessment? D Yes
37 3900 Main Street, Riverside, CA 92522 I Phone: (951) 826-53661 RiversideCA.gov Apx-13
Public Works Deportment
City vJ. lrts &... lnnol'Ut ion
LOS screening justification (see Page 6 of the guide lines): --- ------ Is the project screened from VMT assessment? 0 Yes
VMT screen ing justificat ion (see Pages 23-25 of the guidelines): _____ _ _ Leve l of Service Scoping
• Proposed Trip Distribution (Attac h Graphic for Detai led Distribution):

North South East West
3 3 3 3
• Attach list of Approved and Pending Projects that need to be conside red (provided by the lead agency and adjace nt agencies)
• Attach list of study intersections/roadway segmen ts
• Attach legible site plan
• Note othe r specific items to be addressed:
o Site access
o On-site circulation
o Parking
o Consistency with Plans support ing Bikes/Peds/Transit o Other ____ _ _ __ ~
• Date of Traffic Coun ts _ _ _ ____ _
• Attach proposed analysis scenarios (years plus proposed forecas ting approa c h) • Attach proposed phasing approa ch (if the project is phas ed) 3900 Main Street, Riverside, CA 92522 I Phone: (951) 826-53661 RiversideCA.gov Apx-14
Public Works Department
City vftlr11 &. lnmwal ion
VMT Scop ing
For projects that are not screened , identify the following:
• Travel Demand Forecasting Model ________ _
• Attach WRCOG Screening VMT Assessment outpu t or describe why it is not appropriate for use
• Attach proposed Model Land Use Inputs and Assumed Conversion Factors (attach)
Specific Issues to be addressed in the Study (in addition to the standar d analysis described in the Guideline s) (To be filled out by the Public Works Traffic Engineering Division) 39 3900 Main Street , Riverside, CA 92522 I Phon e: (951) 826-5366 1 RiversideCA.gov Apx-15
5 Iron Lofts Multifamily Residential
Traffic Scoping Agreement
19630
Traffic Analysis Scoping

Specific Issues
Issues to be addressed in the Study (In addition to the standard analysis described in the Guidelines) [To be filled out by the Public Works Traffic Engineering Division]

Issues

1. Include traffic signal warrant analysis for Commerce St at Mission Inn Ave and Park Ave at Mission Inn Ave.

2. Include left-turn assessment for Commerce St at Mission Inn Ave.

3. Include traffic signal warrant analysis and queuing analysis for Project Driveway at Mission Inn Ave.

4. Include traffic pattern modification where existing traffic is re-routed because of 6th Street vacation.

5. Contact RCTC for planned improvements in the study area.

6. Show pedestrian and bike path to nearby railway station. Assess potential connection improvements.

7. Include pedestrian and bike related improvements on the project frontage. The City may condition related improvements at nearby intersections as a part of the project approval process.

8. Coordinate with the Federal Railroad Administration (FRA) and California Public Utilities Commission (CPUC) for their input/comments for project close to railway. Include response and requested analysis (if any) in the report.

9. Discuss 3rd Street grade separation and realignment of Commerce Street.

10. Show existing traffic volumes on 6th Street being relocated to adjacent parallel streets due to street vacation.

11. Show traffic volumes on Commerce Street being relocated to the future re-aligned Commerce because of street vacation.

Additional scenarios to address the 3rd Street Grade Separation Project (3GS) Existing Plus 3GS Existing Plus Project & 3GS
Opening Year Plus 3GS Opening Year Plus Project & 3GS General Build-out Plus 3GS General Build-out Plus Project & 3GS

Apx-16
Land Use Source1
% In % Out Rate % In % Out Rate
Discount Home Furnishing Superstore ITE 869 64% 36% 0.57 53% 47% 1.57 20.00 Multifamily Housing (Low-Rise, Close to Rail Transit) ITE 220 29% 71% 0.38 60% 40% 0.61 4.72 Multifamily Housing (Mid-Rise, Close to Rail Transit) ITE 221 56% 44% 0.32 43% 57% 0.29 4.75 Land Use Source In Out Total In Out Total
Existing to be removed
Discount Home Furnishing Superstore ITE 869 -10.620 TSF -4 -2 -6 -9 -8 -17 -212 Proposed development
Multifamily Housing (Mid-Rise, Close to Rail Transit) ITE 221 295 DU 53 41 94 37 49 86 1,401 Multifamily Housing (Low-Rise, Close to Rail Transit) ITE 220 5 DU 1 1 2 2 1 3 24 Subtotal Proposed Development Trips 0.000 TSF 54 42 96 39 50 89 1,425 TOTAL NET NEW VEHICLE TRIPS GENERATED 50 40 90 30 42 72 1,213 Notes:

1. 2. DU = Dwelling Unit; TSF = Thousand Square Feet.

TSF
DU
Quantity
AM Peak Hour PM Peak Hour
Daily
ITE = Institute of Transportation Engineers Trip Generation Manual (11th Edition, 2021); ### = Land Use Code.

All rates based on General Urban/Suburban setting.

Trips Generated
DU
Table 1
Project Trip Generation
Trip Generation Rates
Land Use
Variable2
AM Peak Hour PM Peak Hour Daily
Rate
Iron Lofts Multifamily Residential
Traffic Scoping Agreement
19630
Apx-17
Figure 1
Project Location Map
Iron Lofts Multifamily Residential Project
Traffic Impact Analysis
19630
N
91 Site

COMMERCE ST
4TH ST
5TH ST
6TH ST

MISSION

INN AVE VINE ST

MULBERRY ST

LIME ST
3RD ST

PARK AVE
1 2
3 4
5 9
7 6
Study Intersection
Legend
#
Project Driveway#
11 10
Planned Commerce Street Realignment (By Others)
Planned Commerce Street Vacation (By Others)
8 Study Intersection after#
12 13
Street Realignment
Planned 3rd Street Grade Separation Project (By Others) Apx-18
Figure 2
Site Plan
Iron Lofts Multifamily Residential Project
Traffic Impact Analysis
19630
N
Planned Commerce Street Realignment (By Others)
Planned Commerce Street Vacation (By Others)

MISSION INN AVENUE

COMMERCE STREET
5TH STREET
6TH STREET
370.17'
387.75'
727.25'
376.75'

91.25'
201.33'

LOADING

LOADING
378 SURFACE

PARKING SPACES
24'-0" 24'-0" 24'-0" 24'-0" 24'-0"
24'-0"24'-0"
24'-0"24'-0"
27'-2"
18'-0"
TYP.
9'-0"
TYP.
15'-5"
6'-3"
12'-11"
11'-9"
12'-11"
14'-9"
126'-0"
88'-1"
70'-2"
21'-3" 23'-11"
35'-0"
49'-6"

CL TO R/W
33'-0"

CL TO R/W
33'-0"

CL TO R/W
14'-11"
7'-9"
24'-0"
112'-10"

BUILDING FRONTAGE
141'-10"

BUILDING FRONTAGE
112'-10"

COMMERCIAL FRONTAGE
93'-9"

COMMERCIAL FRONTAGE
15'-0"
18'-4"
24'-0"
Apx-19
Planned Commerce Street Realignment (By Others)
Planned Commerce Street Vacation (By Others)
Figure 3
Project Trip Distribution (Outbound)
Iron Lofts Multifamily Residential Project
Traffic Impact Analysis
19630
N
91 Site

COMMERCE ST
4TH ST
5TH ST
6TH ST

MISSION

INN AVE VINE ST

MULBERRY ST

LIME ST
3RD ST

PARK AVE
5%
5%15%
60%
40%
15%
25%
20%
30%
10%
10%
10%
50% 40%
50%
40%
Percent From Project
Legend
10%
5%
5%
Movements north of the project will divert to the realigned Commerce Street when roadway construction is finished
Realigned 10%
Planned 3rd Street Grade Separation Project (By Others) Apx-20
Figure 4
Project Trip Distribution (Inbound)
Iron Lofts Multifamily Residential Project
Traffic Impact Analysis
19630
N
91 Site

COMMERCE ST
4TH ST
5TH ST
6TH ST

MISSION

INN AVE VINE ST

MULBERRY ST

LIME ST
3RD ST

PARK AVE
5%15%
60%
35%
15%
25%
20%
10%
10%
10%
60%
5%
Percent To Project
Legend
10%
5%
5%
70%
30%
20%
10%
Planned Commerce Street Realignment (By Others)
Planned Commerce Street Vacation (By Others)
Movements north of the project will divert to the realigned Commerce Street when roadway construction is finished Planned 3rd Street Grade Separation Project (By Others) Realigned 10%
Apx-21
Planned Commerce Street Realignment (By Others)
Planned Commerce Street Vacation (By Others)Figure 5
Project Trip Assignment
Iron Lofts Multifamily Residential Project
Traffic Impact Analysis
19630
N
91 Site

COMMERCE ST
4TH ST
5TH ST
6TH ST

MISSION

INN AVE VINE ST

MULBERRY ST

LIME ST
3RD ST

PARK AVE
8 AM
8 PM
5 AM
4 PM
14 AM
8 PM
14 AM
11 PM
24 AM
21 PM
36 AM
27 PM
11 AM
6 PM
54 AM
43 PM
53 AM
38 PM
9 AM
7 PM
5 AM
4 PM
9 AM
7 PM
9 AM
7 PM
17 AM
16 PM
14 AM
11 PM
5 AM
4 PM
10 AM
11 PM
Intersection turning movements to be provided in the traffic study.

Planned 3rd Street Grade Separation Project (By Others) 9 AM
7 PM
9 AM
7 PM
Realigned
Realigned
Apx-22

APPENDIX C

TRAFFIC COUNT DATA
Apx-23
File Name : 01_RIV_Lime_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Lime Street
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
Lime Street
Southbound
Mission Inn Avenue
Westbound
Lime Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
07:00 AM
5 36 3 44
88 116 21 225
3 20 5 28
0 41 7 48
345
07:15 AM
9 36 1 46
78 123 18 219
0 21 6 27
3 48 18 69
361
07:30 AM
9 53 0 62
88 110 37 235
3 19 13 35
3 56 20 79
411
07:45 AM
10 85 2 97
102 142 48 292
10 42 9 61
4 55 25 84
534
Total
33 210
6 249
356
491
124
971
16 102
33 151
10 200
70 280
1651
08:00 AM
15 62 0 77
103 146 50 299
6 34 15 55
1 54 13 68
499
08:15 AM
8 46 0 54
89 108 32 229
8 31 8 47
2 48 20 70
400
08:30 AM
4 25 2 31
80 95 30 205
6 32 9 47
1 62 15 78
361
08:45 AM
8 49 2 59
101 133 53 287
7 32 7 46
5 62 16 83
475
Total
35 182
4 221
373
482
165
1020
27 129
39 195
9 226
64 299
1735
Grand Total
68 392 10 470
729 973 289 1991
43 231 72 346
19 426 134 579
3386
Apprch %

14.5 83.4 2.1

36.6 48.9 14.5

12.4 66.8 20.8

3.3 73.6 23.1

Total %
2 11.6 0.3 13.9

21.5 28.7 8.5 58.8

1.3 6.8 2.1 10.2

0.6 12.6 4 17.1
Lime Street
Southbound
Mission Inn Avenue
Westbound
Lime Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM
9 53 0 62
88 110 37 235
3 19 13 35
3 56 20 79
411
07:45 AM
10 85 2 97
102 142 48 292
10 42 9 61
4 55 25 84
534
08:00 AM
15 62 0 77
103 146 50 299
6 34 15 55
1 54 13 68
499
08:15 AM
8 46 0 54
89 108 32 229
8 31 8 47
2 48 20 70
400
Total Volume
42 246
2 290
382
506
167
1055
27 126
45 198
10 213
78 301
1844
% App. Total

14.5 84.8

0.7 36.2
48 15.8

13.6 63.6

22.7 3.3

70.8 25.9

PHF
.700
.724
.250
.747
.927
.866
.835
.882
.675
.750
.750
.811
.625
.951
.780
.896
.863
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-24
File Name : 01_RIV_Lime_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Lime Street
E/W: Mission Inn Avenue
Weather: Clear
Lime Street
Mission Inn Avenue
Mission Inn Avenue
Lime Street
Right
2 Thru
246
Left
42 In
Out
Total
303
290
593
Right
167
Thru
506
Left
382
OutTotal In
300 1055 1355
Left
27 Thru
126
Right
45 Out
Total
In
706
198
904
Left
10 Thru
213
Right
78 TotalOut In
535 301 836
Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM
07:30 AM
07:45 AM
07:30 AM
+0 mins.
9 53 0 62
88 110 37 235
10 42 9 61
3 56 20
79 +15 mins.
10 85 2 97
102 142 48 292
6 34 15 55
4 55 25
84 +30 mins.
15 62 0 77
103 146 50 299
8 31 8 47
1 54 13
68 +45 mins.
8 46 0 54
89 108 32 229
6 32 9 47
2 48 20
70 Total Volume
42 246
2 290
382
506
167
1055
30 139
41 210
10 213
78 301
% App. Total

14.5 84.8

0.7 36.2
48 15.8

14.3 66.2

19.5 3.3

70.8 25.9

PHF
.700
.724
.250
.747
.927
.866
.835
.882
.750
.827
.683
.861
.625
.951
.780
.896
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-25
File Name : 01_RIV_Lime_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Lime Street
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
Lime Street
Southbound
Mission Inn Avenue
Westbound
Lime Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
04:00 PM
17 82 1 100
62 100 38 200
4 63 16 83
3 65 26 94
477
04:15 PM
17 70 3 90
48 67 30 145
4 52 14 70
8 57 22 87
392
04:30 PM
14 72 7 93
46 75 34 155
5 40 21 66
0 91 24 115
429
04:45 PM
10 71 3 84
50 62 33 145
1 61 17 79
4 75 22 101
409
Total
58 295
14 367
206
304
135
645
14 216
68 298
15 288
94 397
1707
05:00 PM
15 65 7 87
41 81 37 159
11 73 38 122
4 84 28 116
484
05:15 PM
12 49 9 70
53 95 44 192
5 70 40 115
5 86 25 116
493
05:30 PM
13 68 9 90
44 71 40 155
4 66 13 83
5 63 18 86
414
05:45 PM
15 58 2 75
40 81 33 154
5 49 16 70
4 69 22 95
394
Total
55 240
27 322
178
328
154
660
25 258
107
390
18 302
93 413
1785
Grand Total
113 535 41 689
384 632 289 1305
39 474 175 688
33 590 187 810
3492
Apprch %

16.4 77.6 6

29.4 48.4 22.1

5.7 68.9 25.4

4.1 72.8 23.1

Total %

3.2 15.3 1.2 19.7
11 18.1 8.3 37.4

1.1 13.6 5 19.7

0.9 16.9 5.4 23.2
Lime Street
Southbound
Mission Inn Avenue
Westbound
Lime Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM
14 72 7 93
46 75 34 155
5 40 21 66
0 91 24 115
429
04:45 PM
10 71 3 84
50 62 33 145
1 61 17 79
4 75 22 101
409
05:00 PM
15 65 7 87
41 81 37 159
11 73 38 122
4 84 28 116
484
05:15 PM
12 49 9 70
53 95 44 192
5 70 40 115
5 86 25 116
493
Total Volume
51 257
26 334
190
313
148
651
22 244
116
382
13 336
99 448
1815
% App. Total

15.3 76.9

7.8 29.2

48.1 22.7

5.8 63.9

30.4 2.9
75 22.1

PHF
.850
.892
.722
.898
.896
.824
.841
.848
.500
.836
.725
.783
.650
.923
.884
.966
.920
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-26
File Name : 01_RIV_Lime_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Lime Street
E/W: Mission Inn Avenue
Weather: Clear
Lime Street
Mission Inn Avenue
Mission Inn Avenue
Lime Street
Right
26 Thru
257
Left
51 In
Out
Total
405
334
739
Right
148
Thru
313
Left
190
OutTotal In
503 651 1154
Left
22 Thru
244
Right
116
Out
Total
In
546
382
928
Left
13 Thru
336
Right
99 TotalOut In
361 448 809
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM
05:00 PM
04:45 PM
04:30 PM
+0 mins.
17 82 1 100
41 81 37 159
1 61 17 79
0 91 24
115
+15 mins.
17 70 3 90
53 95 44 192
11 73 38 122
4 75 22
101
+30 mins.
14 72 7 93
44 71 40 155
5 70 40 115
4 84 28
116
+45 mins.
10 71 3 84
40 81 33 154
4 66 13 83
5 86 25
116
Total Volume
58 295
14 367
178
328
154
660
21 270
108
399
13 336
99 448
% App. Total

15.8 80.4

3.8 27

49.7 23.3

5.3 67.7

27.1 2.9
75 22.1

PHF
.853
.899
.500
.918
.840
.863
.875
.859
.477
.925
.675
.818
.650
.923
.884
.966
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-27
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Lime Street Mission Inn Avenue Lime Street Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
1 0 2 0 3
1 0 1 1 3
3 1 2 0 6
2 0 0 1 3
1 0 3 1 5
0 0 1 0 1
0 0 0 0 0
0 1 0 0 1
8 2 9 3 22
North Leg East Leg South Leg West Leg
Lime Street Mission Inn Avenue Lime Street Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0 0 2 1 3
4 0 2 1 7
2 0 2 1 5
3 2 1 1 7
5 2 5 0 12
3 2 1 1 7
0 1 3 1 5
6 0 3 0 9
23 7 19 6 55
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Riverside
Lime Street
Mission Inn Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-28
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 1 0 0 1 0 0 0 0 0 0 1 3
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 1 0 0 1 0 0 0 0 0 0 1 3
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 1 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 1 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 2 0 2
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 3 1 4
Mission Inn Avenue
TOTAL VOLUMES:

Lime Street Mission Inn Avenue Lime Street Mission Inn Avenue Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Lime Street Mission Inn Avenue Lime Street
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Mission Inn Avenue
Lime Street
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-29
File Name : 02_RIV_91W_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: SR-91 Westbound Off Ramp
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
SR-91 Westbound Off Ramp
Southbound
Mission Inn Avenue
Westbound
Mission Inn Avenue
Eastbound
Start Time
Left
Right
App. Total
Thru
Right
App. Total
Left
Thru
App. Total
Int. Total
07:00 AM
24 199 223
29 0 29
0 51 51
303
07:15 AM
28 178 206
34 0 34
0 57 57
297
07:30 AM
34 205 239
37 0 37
0 79 79
355
07:45 AM
49 244 293
50 0 50
0 77 77
420
Total
135
826
961
150
0 150
0 264
264
1375
08:00 AM
43 244 287
55 0 55
0 88 88
430
08:15 AM
35 178 213
40 0 40
0 64 64
317
08:30 AM
42 173 215
39 0 39
0 74 74
328
08:45 AM
76 234 310
50 0 50
0 74 74
434
Total
196
829
1025
184
0 184
0 300
300
1509
Grand Total
331 1655 1986
334 0 334
0 564 564
2884
Apprch %

16.7 83.3
100 0
0 100

Total %

11.5 57.4 68.9

11.6 0 11.6
0 19.6 19.6
SR-91 Westbound Off Ramp
Southbound
Mission Inn Avenue
Westbound
Mission Inn Avenue
Eastbound
Start Time
Left
Right
App. Total
Thru
Right
App. Total
Left
Thru
App. Total
Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM
34 205 239
37 0 37
0 79 79
355
07:45 AM
49 244 293
50 0 50
0 77 77
420
08:00 AM
43 244 287
55 0 55
0 88 88
430
08:15 AM
35 178 213
40 0 40
0 64 64
317
Total Volume
161
871
1032
182
0 182
0 308
308
1522
% App. Total

15.6 84.4

100
0 0
100

PHF
.821
.892
.881
.827
.000
.827
.000
.875
.875
.885
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-30
File Name : 02_RIV_91W_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: SR-91 Westbound Off Ramp
E/W: Mission Inn Avenue
Weather: Clear
SR-91 Westbound Off Ramp
Mission Inn Avenue
Mission Inn Avenue
Right
871
Left
161
In
Out
Total
0 1032
1032
Right
0 Thru
182
OutTotal In
469 182 651
Left
0 Thru
308
TotalOut In
1053 308 1361
Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM
07:45 AM
07:30 AM
+0 mins.
34 205 239
50 0 50
0 79
79 +15 mins.
49 244 293
55 0 55
0 77
77 +30 mins.
43 244 287
40 0 40
0 88
88 +45 mins.
35 178 213
39 0 39
0 64
64 Total Volume
161
871
1032
184
0 184
0 308
308
% App. Total

15.6 84.4

100
0 0
100

PHF
.821
.892
.881
.836
.000
.836
.000
.875
.875
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-31
File Name : 02_RIV_91W_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: SR-91 Westbound Off Ramp
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
SR-91 Westbound Off Ramp
Southbound
Mission Inn Avenue
Westbound
Mission Inn Avenue
Eastbound
Start Time
Left
Right
App. Total
Thru
Right
App. Total
Left
Thru
App. Total
Int. Total
04:00 PM
48 146 194
57 0 57
0 100 100
351
04:15 PM
39 101 140
45 0 45
0 86 86
271
04:30 PM
32 103 135
43 0 43
0 128 128
306
04:45 PM
53 109 162
37 0 37
0 102 102
301
Total
172
459
631
182
0 182
0 416
416
1229
05:00 PM
53 113 166
46 0 46
0 136 136
348
05:15 PM
52 134 186
53 0 53
0 139 139
378
05:30 PM
41 118 159
37 0 37
0 93 93
289
05:45 PM
53 112 165
40 0 40
0 100 100
305
Total
199
477
676
176
0 176
0 468
468
1320
Grand Total
371 936 1307
358 0 358
0 884 884
2549
Apprch %

28.4 71.6
100 0
0 100

Total %

14.6 36.7 51.3
14 0 14
0 34.7 34.7
SR-91 Westbound Off Ramp
Southbound
Mission Inn Avenue
Westbound
Mission Inn Avenue
Eastbound
Start Time
Left
Right
App. Total
Thru
Right
App. Total
Left
Thru
App. Total
Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM
32 103 135
43 0 43
0 128 128
306
04:45 PM
53 109 162
37 0 37
0 102 102
301
05:00 PM
53 113 166
46 0 46
0 136 136
348
05:15 PM
52 134 186
53 0 53
0 139 139
378
Total Volume
190
459
649
179
0 179
0 505
505
1333
% App. Total

29.3 70.7

100
0 0
100

PHF
.896
.856
.872
.844
.000
.844
.000
.908
.908
.882
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-32
File Name : 02_RIV_91W_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: SR-91 Westbound Off Ramp
E/W: Mission Inn Avenue
Weather: Clear
SR-91 Westbound Off Ramp
Mission Inn Avenue
Mission Inn Avenue
Right
459
Left
190
In
Out
Total
0 649
649
Right
0 Thru
179
OutTotal In
695 179 874
Left
0 Thru
505
TotalOut In
638 505 1143
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM
04:00 PM
04:30 PM
+0 mins.
53 113 166
57 0 57
0 128
128
+15 mins.
52 134 186
45 0 45
0 102
102
+30 mins.
41 118 159
43 0 43
0 136
136
+45 mins.
53 112 165
37 0 37
0 139
139
Total Volume
199
477
676
182
0 182
0 505
505
% App. Total

29.4 70.6

100
0 0
100

PHF
.939
.890
.909
.798
.000
.798
.000
.908
.908
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-33
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
SR-91 WB Off Ramp Mission Inn Avenue Dead End Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
3 0 0 0 3
0 0 0 0 0
3 0 0 0 3
2 0 0 0 2
1 0 0 0 1
1 0 0 0 1
0 0 0 0 0
0 0 0 0 0
10 0 0 0 10
North Leg East Leg South Leg West Leg
SR-91 WB Off Ramp Mission Inn Avenue Dead End Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
1 0 0 0 1
1 0 0 0 1
2 0 0 0 2
1 0 0 0 1
1 0 0 0 1
2 0 0 0 2
0 0 0 0 0
0 0 0 0 0
8 0 0 0 8
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Riverside
SR-91 WB Off Ramp
Mission Inn Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-34
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 1 0 0 1 0 0 0 0 0 0 0 2
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 1 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 1 0 1
0 2 0 0 0 0 0 0 0 0 0 0 2
0 3 0 0 1 0 0 0 0 0 2 0 6
Mission Inn Avenue
TOTAL VOLUMES:

SR-91 WB Off Ramp Mission Inn Avenue Dead End Mission Inn Avenue Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
SR-91 WB Off Ramp Mission Inn Avenue Dead End
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Mission Inn Avenue
SR-91 WB Off Ramp
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-35
File Name : 03_RIV_Mul_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: SR-91 EB On Ramp/Mulberry Street
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
SR-91 Eastbound On Ramp
Southbound
Mission Inn Avenue
Westbound
Mulberry Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
07:00 AM
0 0 0 0
0 16 25 41
15 36 6 57
43 33 0 76
174
07:15 AM
0 0 0 0
0 10 16 26
22 45 4 71
47 35 0 82
179
07:30 AM
0 0 0 0
0 13 20 33
30 42 14 86
85 29 0 114
233
07:45 AM
0 0 0 0
0 24 19 43
21 48 13 82
67 59 0 126
251
Total
0 0
0 0
0 63
80 143
88 171
37 296
242
156
0 398
837
08:00 AM
0 0 0 0
0 27 23 50
27 53 14 94
55 72 0 127
271
08:15 AM
0 0 0 0
0 16 23 39
25 45 7 77
56 46 0 102
218
08:30 AM
0 0 0 0
0 21 21 42
17 39 9 65
53 58 0 111
218
08:45 AM
0 0 0 0
0 23 16 39
30 41 8 79
61 89 0 150
268
Total
0 0
0 0
0 87
83 170
99 178
38 315
225
265
0 490
975
Grand Total
0 0 0 0
0 150 163 313
187 349 75 611
467 421 0 888
1812
Apprch %
0 0 0
0 47.9 52.1

30.6 57.1 12.3

52.6 47.4 0

Total %
0 0 0 0
0 8.3 9 17.3

10.3 19.3 4.1 33.7

25.8 23.2 0 49
SR-91 Eastbound On Ramp
Southbound
Mission Inn Avenue
Westbound
Mulberry Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM
0 0 0 0
0 27 23 50
27 53 14 94
55 72 0 127
271
08:15 AM
0 0 0 0
0 16 23 39
25 45 7 77
56 46 0 102
218
08:30 AM
0 0 0 0
0 21 21 42
17 39 9 65
53 58 0 111
218
08:45 AM
0 0 0 0
0 23 16 39
30 41 8 79
61 89 0 150
268
Total Volume
0 0
0 0
0 87
83 170
99 178
38 315
225
265
0 490
975
% App. Total
0 0
0 0

51.2 48.8

31.4 56.5

12.1 45.9

54.1 0

PHF
.000
.000
.000
.000
.000
.806
.902
.850
.825
.840
.679
.838
.922
.744
.000
.817
.899
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-36
File Name : 03_RIV_Mul_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: SR-91 EB On Ramp/Mulberry Street
E/W: Mission Inn Avenue
Weather: Clear
SR-91 Eastbound On Ramp
Mission Inn Avenue
Mission Inn Avenue
Mulberry Street
Right
0 Thru
0 Left
0 In
Out
Total
486
0 486
Right
83 Thru
87 Left
0 OutTotal In
303 170 473
Left
99 Thru
178
Right
38 Out
Total
In
0 315
315
Left
225
Thru
265
Right
0 TotalOut In
186 490 676
Peak Hour Begins at 08:00 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM
07:45 AM
07:30 AM
08:00 AM
+0 mins.
0 0 0 0
0 24 19 43
30 42 14 86
55 72 0
127
+15 mins.
0 0 0 0
0 27 23 50
21 48 13 82
56 46 0
102
+30 mins.
0 0 0 0
0 16 23 39
27 53 14 94
53 58 0
111
+45 mins.
0 0 0 0
0 21 21 42
25 45 7 77
61 89 0
150
Total Volume
0 0
0 0
0 88
86 174
103
188
48 339
225
265
0 490
% App. Total
0 0
0 0

50.6 49.4

30.4 55.5

14.2 45.9

54.1 0

PHF
.000
.000
.000
.000
.000
.815
.935
.870
.858
.887
.857
.902
.922
.744
.000
.817
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-37
File Name : 03_RIV_Mul_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: SR-91 EB On Ramp/Mulberry Street
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
SR-91 Eastbound On Ramp
Southbound
Mission Inn Avenue
Westbound
Mulberry Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
04:00 PM
0 0 0 0
0 30 39 69
28 66 16 110
59 87 0 146
325
04:15 PM
0 0 0 0
0 28 18 46
16 56 15 87
49 77 0 126
259
04:30 PM
0 0 0 0
0 27 33 60
14 69 11 94
80 80 0 160
314
04:45 PM
0 0 0 0
0 14 24 38
23 92 15 130
63 88 0 151
319
Total
0 0
0 0
0 99
114
213
81 283
57 421
251
332
0 583
1217
05:00 PM
0 0 0 0
0 28 62 90
18 89 9 116
90 99 0 189
395
05:15 PM
0 0 0 0
0 32 32 64
21 83 12 116
92 99 0 191
371
05:30 PM
0 0 0 0
0 18 19 37
23 78 15 116
67 71 0 138
291
05:45 PM
0 0 0 0
0 17 12 29
19 61 12 92
58 89 0 147
268
Total
0 0
0 0
0 95
125
220
81 311
48 440
307
358
0 665
1325
Grand Total
0 0 0 0
0 194 239 433
162 594 105 861
558 690 0 1248
2542
Apprch %
0 0 0
0 44.8 55.2

18.8 69 12.2

44.7 55.3 0

Total %
0 0 0 0
0 7.6 9.4 17

6.4 23.4 4.1 33.9
22 27.1 0 49.1
SR-91 Eastbound On Ramp
Southbound
Mission Inn Avenue
Westbound
Mulberry Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM
0 0 0 0
0 27 33 60
14 69 11 94
80 80 0 160
314
04:45 PM
0 0 0 0
0 14 24 38
23 92 15 130
63 88 0 151
319
05:00 PM
0 0 0 0
0 28 62 90
18 89 9 116
90 99 0 189
395
05:15 PM
0 0 0 0
0 32 32 64
21 83 12 116
92 99 0 191
371
Total Volume
0 0
0 0
0 101
151
252
76 333
47 456
325
366
0 691
1399
% App. Total
0 0
0 0

40.1 59.9

16.7 73

10.3 47
53 0

PHF
.000
.000
.000
.000
.000
.789
.609
.700
.826
.905
.783
.877
.883
.924
.000
.904
.885
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-38
File Name : 03_RIV_Mul_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: SR-91 EB On Ramp/Mulberry Street
E/W: Mission Inn Avenue
Weather: Clear
SR-91 Eastbound On Ramp
Mission Inn Avenue
Mission Inn Avenue
Mulberry Street
Right
0 Thru
0 Left
0 In
Out
Total
809
0 809
Right
151
Thru
101
Left
0 OutTotal In
413 252 665
Left
76 Thru
333
Right
47 Out
Total
In
0 456
456
Left
325
Thru
366
Right
0 TotalOut In
177 691 868
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM
04:30 PM
04:45 PM
04:30 PM
+0 mins.
0 0 0 0
0 27 33 60
23 92 15 130
80 80 0
160
+15 mins.
0 0 0 0
0 14 24 38
18 89 9 116
63 88 0
151
+30 mins.
0 0 0 0
0 28 62 90
21 83 12 116
90 99 0
189
+45 mins.
0 0 0 0
0 32 32 64
23 78 15 116
92 99 0
191
Total Volume
0 0
0 0
0 101
151
252
85 342
51 478
325
366
0 691
% App. Total
0 0
0 0

40.1 59.9

17.8 71.5

10.7 47
53 0

PHF
.000
.000
.000
.000
.000
.789
.609
.700
.924
.929
.850
.919
.883
.924
.000
.904
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-39
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
SR-91 EB On Ramp Mission Inn Avenue Mulberry Street Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
2 0 2 0 4
0 0 0 0 0
3 0 2 0 5
1 0 0 0 1
3 0 2 0 5
1 0 0 0 1
0 0 1 0 1
1 0 0 0 1
11 0 7 0 18
North Leg East Leg South Leg West Leg
SR-91 EB On Ramp Mission Inn Avenue Mulberry Street Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
1 0 2 0 3
1 0 0 0 1
3 0 1 0 4
1 0 0 0 1
0 0 1 0 1
5 0 2 0 7
0 0 0 0 0
2 0 3 0 5
13 0 9 0 22
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Riverside
SR-91 EB On Ramp/Mulberry St
Mission Inn Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-40
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 1 0 0 0 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 1 0 0 0 0 0 0 0 0 0 0 1
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 1 0 0 1 0 2
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 1 0 0 1 0 2
0 0 0 0 0 0 0 1 0 0 0 0 1
0 0 0 0 1 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 1 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 1 0 0 3 0 0 3 0 7
Mission Inn Avenue
TOTAL VOLUMES:

SR-91 EB On Ramp Mission Inn Avenue Mulberry Street Mission Inn Avenue Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
SR-91 EB On Ramp Mission Inn Avenue Mulberry Street
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Mission Inn Avenue
SR-91 EB On Ramp/Mulberry St
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-41
File Name : 04_RIV_Vine_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Vine Street
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
Vine Street
Southbound
Mission Inn Avenue
Westbound
Vine Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
07:00 AM
0 1 7 8
0 23 3 26
10 3 6 19
12 21 7 40
93 07:15 AM
4 2 8 14
1 15 4 20
2 9 3 14
13 19 6 38
86 07:30 AM
5 3 7 15
1 25 3 29
3 4 2 9
19 16 6 41
94 07:45 AM
7 6 21 34
1 21 5 27
2 15 3 20
32 25 16 73
154
Total
16 12
43 71
3 84
15 102
17 31
14 62
76 81
35 192
427
08:00 AM
6 3 17 26
3 23 7 33
8 10 0 18
29 46 11 86
163
08:15 AM
4 4 19 27
0 19 6 25
1 14 5 20
21 27 5 53
125
08:30 AM
2 4 14 20
0 26 8 34
0 9 3 12
30 28 6 64
130
08:45 AM
8 3 15 26
2 18 5 25
5 10 5 20
28 29 38 95
166
Total
20 14
65 99
5 86
26 117
14 43
13 70
108
130
60 298
584
Grand Total
36 26 108 170
8 170 41 219
31 74 27 132
184 211 95 490
1011
Apprch %

21.2 15.3 63.5

3.7 77.6 18.7

23.5 56.1 20.5

37.6 43.1 19.4

Total %

3.6 2.6 10.7 16.8

0.8 16.8 4.1 21.7

3.1 7.3 2.7 13.1

18.2 20.9 9.4 48.5
Vine Street
Southbound
Mission Inn Avenue
Westbound
Vine Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM
6 3 17 26
3 23 7 33
8 10 0 18
29 46 11 86
163
08:15 AM
4 4 19 27
0 19 6 25
1 14 5 20
21 27 5 53
125
08:30 AM
2 4 14 20
0 26 8 34
0 9 3 12
30 28 6 64
130
08:45 AM
8 3 15 26
2 18 5 25
5 10 5 20
28 29 38 95
166
Total Volume
20 14
65 99
5 86
26 117
14 43
13 70
108
130
60 298
584
% App. Total

20.2 14.1

65.7 4.3

73.5 22.2

20 61.4

18.6 36.2

43.6 20.1

PHF
.625
.875
.855
.917
.417
.827
.813
.860
.438
.768
.650
.875
.900
.707
.395
.784
.880
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-42
File Name : 04_RIV_Vine_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Vine Street
E/W: Mission Inn Avenue
Weather: Clear
Vine Street
Mission Inn Avenue
Mission Inn Avenue
Vine Street
Right
65 Thru
14 Left
20 In
Out
Total
177
99 276
Right
26 Thru
86 Left
5 OutTotal In
163 117 280
Left
14 Thru
43 Right
13 Out
Total
In
79 70
149
Left
108
Thru
130
Right
60 TotalOut In
165 298 463
Peak Hour Begins at 08:00 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM
07:45 AM
07:45 AM
08:00 AM
+0 mins.
7 6 21 34
1 21 5 27
2 15 3 20
29 46 11
86 +15 mins.
6 3 17 26
3 23 7 33
8 10 0 18
21 27 5
53 +30 mins.
4 4 19 27
0 19 6 25
1 14 5 20
30 28 6
64 +45 mins.
2 4 14 20
0 26 8 34
0 9 3 12
28 29 38
95 Total Volume
19 17
71 107
4 89
26 119
11 48
11 70
108
130
60 298
% App. Total

17.8 15.9

66.4 3.4

74.8 21.8

15.7 68.6

15.7 36.2

43.6 20.1

PHF
.679
.708
.845
.787
.333
.856
.813
.875
.344
.800
.550
.875
.900
.707
.395
.784
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-43
File Name : 04_RIV_Vine_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Vine Street
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
Vine Street
Southbound
Mission Inn Avenue
Westbound
Vine Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
04:00 PM
6 12 27 45
1 25 7 33
19 19 10 48
23 57 17 97
223
04:15 PM
9 12 28 49
0 10 6 16
5 9 2 16
31 46 14 91
172
04:30 PM
11 8 25 44
3 26 8 37
8 14 3 25
20 61 10 91
197
04:45 PM
12 7 21 40
1 11 14 26
6 10 4 20
28 61 14 103
189
Total
38 39
101
178
5 72
35 112
38 52
19 109
102
225
55 382
781
05:00 PM
20 7 34 61
2 29 11 42
28 31 13 72
28 65 12 105
280
05:15 PM
13 11 20 44
1 28 8 37
8 15 6 29
24 72 13 109
219
05:30 PM
9 12 13 34
1 18 5 24
5 11 2 18
22 44 21 87
163
05:45 PM
7 4 10 21
2 9 6 17
7 23 7 37
27 57 17 101
176
Total
49 34
77 160
6 84
30 120
48 80
28 156
101
238
63 402
838
Grand Total
87 73 178 338
11 156 65 232
86 132 47 265
203 463 118 784
1619
Apprch %

25.7 21.6 52.7

4.7 67.2 28

32.5 49.8 17.7

25.9 59.1 15.1

Total %

5.4 4.5 11 20.9

0.7 9.6 4 14.3

5.3 8.2 2.9 16.4

12.5 28.6 7.3 48.4
Vine Street
Southbound
Mission Inn Avenue
Westbound
Vine Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM
11 8 25 44
3 26 8 37
8 14 3 25
20 61 10 91
197
04:45 PM
12 7 21 40
1 11 14 26
6 10 4 20
28 61 14 103
189
05:00 PM
20 7 34 61
2 29 11 42
28 31 13 72
28 65 12 105
280
05:15 PM
13 11 20 44
1 28 8 37
8 15 6 29
24 72 13 109
219
Total Volume
56 33
100
189
7 94
41 142
50 70
26 146
100
259
49 408
885
% App. Total

29.6 17.5

52.9 4.9

66.2 28.9

34.2 47.9

17.8 24.5

63.5 12

PHF
.700
.750
.735
.775
.583
.810
.732
.845
.446
.565
.500
.507
.893
.899
.875
.936
.790
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-44
File Name : 04_RIV_Vine_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Vine Street
E/W: Mission Inn Avenue
Weather: Clear
Vine Street
Mission Inn Avenue
Mission Inn Avenue
Vine Street
Right
100
Thru
33 Left
56 In
Out
Total
211
189
400
Right
41 Thru
94 Left
7 OutTotal In
341 142 483
Left
50 Thru
70 Right
26 Out
Total
In
89 146
235
Left
100
Thru
259
Right
49 TotalOut In
244 408 652
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM
04:30 PM
05:00 PM
04:30 PM
+0 mins.
9 12 28 49
3 26 8 37
28 31 13 72
20 61 10
91 +15 mins.
11 8 25 44
1 11 14 26
8 15 6 29
28 61 14
103
+30 mins.
12 7 21 40
2 29 11 42
5 11 2 18
28 65 12
105
+45 mins.
20 7 34 61
1 28 8 37
7 23 7 37
24 72 13
109
Total Volume
52 34
108
194
7 94
41 142
48 80
28 156
100
259
49 408
% App. Total

26.8 17.5

55.7 4.9

66.2 28.9

30.8 51.3

17.9 24.5

63.5 12

PHF
.650
.708
.794
.795
.583
.810
.732
.845
.429
.645
.538
.542
.893
.899
.875
.936
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-45
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Vine Street Mission Inn Avenue Vine Street Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
1 0 0 1 2
0 1 1 0 2
1 1 2 2 6
1 0 0 0 1
2 1 2 1 6
1 1 1 0 3
0 1 3 1 5
0 0 0 0 0
6 5 9 5 25
North Leg East Leg South Leg West Leg
Vine Street Mission Inn Avenue Vine Street Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
1 0 2 0 3
5 0 0 0 5
6 0 0 0 6
2 1 0 0 3
2 0 1 0 3
3 0 2 0 5
0 0 0 1 1
1 1 0 0 2
20 2 5 1 28
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Riverside
Vine Street
Mission Inn Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-46
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
1 0 0 0 0 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
1 0 0 0 0 0 0 0 0 0 0 0 1
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 1 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 1 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 1 0 1 0 0 0 0 1 0 3
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 1 0 1 0 1 0 0 2 0 5
Mission Inn Avenue
TOTAL VOLUMES:

Vine Street Mission Inn Avenue Vine Street Mission Inn Avenue Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Vine Street Mission Inn Avenue Vine Street
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Mission Inn Avenue
Vine Street
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-47
File Name : 05_RIV_Com_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Commerce Street
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
Commerce Street
Southbound
Mission Inn Avenue
Westbound
Commerce Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
07:00 AM
0 5 1 6
0 14 0 14
9 2 1 12
4 13 9 26
58 07:15 AM
0 2 0 2
0 14 1 15
6 1 0 7
2 17 5 24
48 07:30 AM
3 7 2 12
3 19 0 22
4 0 0 4
3 10 8 21
59 07:45 AM
3 4 5 12
4 13 2 19
10 3 3 16
1 30 5 36
83 Total
6 18
8 32
7 60
3 70
29 6
4 39
10 70
27 107
248
08:00 AM
1 5 0 6
3 22 0 25
7 0 2 9
3 30 8 41
81 08:15 AM
1 7 0 8
5 18 0 23
7 4 1 12
1 20 4 25
68 08:30 AM
4 4 0 8
1 26 2 29
7 2 2 11
1 32 3 36
84 08:45 AM
4 1 3 8
2 17 2 21
7 2 0 9
2 31 10 43
81 Total
10 17
3 30
11 83
4 98
28 8
5 41
7 113
25 145
314
Grand Total
16 35 11 62
18 143 7 168
57 14 9 80
17 183 52 252
562
Apprch %

25.8 56.5 17.7

10.7 85.1 4.2

71.2 17.5 11.2

6.7 72.6 20.6

Total %

2.8 6.2 2 11

3.2 25.4 1.2 29.9

10.1 2.5 1.6 14.2
3 32.6 9.3 44.8
Commerce Street
Southbound
Mission Inn Avenue
Westbound
Commerce Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM
3 4 5 12
4 13 2 19
10 3 3 16
1 30 5 36
83 08:00 AM
1 5 0 6
3 22 0 25
7 0 2 9
3 30 8 41
81 08:15 AM
1 7 0 8
5 18 0 23
7 4 1 12
1 20 4 25
68 08:30 AM
4 4 0 8
1 26 2 29
7 2 2 11
1 32 3 36
84 Total Volume
9 20
5 34
13 79
4 96
31 9
8 48
6 112
20 138
316
% App. Total

26.5 58.8

14.7 13.5

82.3 4.2

64.6 18.8

16.7 4.3

81.2 14.5

PHF
.563
.714
.250
.708
.650
.760
.500
.828
.775
.563
.667
.750
.500
.875
.625
.841
.940
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-48
File Name : 05_RIV_Com_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Commerce Street
E/W: Mission Inn Avenue
Weather: Clear
Commerce Street
Mission Inn Avenue
Mission Inn Avenue
Commerce Street
Right
5 Thru
20 Left
9 In
Out
Total
19 34
53 Right
4 Thru
79 Left
13 OutTotal In
129 96 225
Left
31 Thru
9 Right
8 Out
Total
In
53 48
101
Left
6 Thru
112
Right
20 TotalOut In
115 138 253
Peak Hour Begins at 07:45 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM
08:00 AM
07:45 AM
08:00 AM
+0 mins.
3 7 2 12
3 22 0 25
10 3 3 16
3 30 8
41 +15 mins.
3 4 5 12
5 18 0 23
7 0 2 9
1 20 4
25 +30 mins.
1 5 0 6
1 26 2 29
7 4 1 12
1 32 3
36 +45 mins.
1 7 0 8
2 17 2 21
7 2 2 11
2 31 10
43 Total Volume
8 23
7 38
11 83
4 98
31 9
8 48
7 113
25 145
% App. Total

21.1 60.5

18.4 11.2

84.7 4.1

64.6 18.8

16.7 4.8

77.9 17.2

PHF
.667
.821
.350
.792
.550
.798
.500
.845
.775
.563
.667
.750
.583
.883
.625
.843
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-49
File Name : 05_RIV_Com_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Commerce Street
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
Commerce Street
Southbound
Mission Inn Avenue
Westbound
Commerce Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
04:00 PM
1 6 3 10
1 19 2 22
9 3 1 13
4 60 10 74
119
04:15 PM
0 0 1 1
4 10 1 15
6 1 1 8
5 46 7 58
82 04:30 PM
2 7 2 11
0 14 1 15
20 3 2 25
4 60 13 77
128
04:45 PM
0 10 3 13
0 16 1 17
9 3 1 13
3 74 5 82
125
Total
3 23
9 35
5 59
5 69
44 10
5 59
16 240
35 291
454
05:00 PM
2 8 2 12
0 25 2 27
12 3 1 16
3 70 26 99
154
05:15 PM
2 10 3 15
2 25 3 30
8 4 1 13
2 74 19 95
153
05:30 PM
4 8 2 14
3 13 0 16
2 0 0 2
3 44 9 56
88 05:45 PM
4 9 0 13
3 17 0 20
2 1 1 4
2 52 9 63
100
Total
12 35
7 54
8 80
5 93
24 8
3 35
10 240
63 313
495
Grand Total
15 58 16 89
13 139 10 162
68 18 8 94
26 480 98 604
949
Apprch %

16.9 65.2 18
8 85.8 6.2

72.3 19.1 8.5

4.3 79.5 16.2

Total %

1.6 6.1 1.7 9.4

1.4 14.6 1.1 17.1

7.2 1.9 0.8 9.9

2.7 50.6 10.3 63.6
Commerce Street
Southbound
Mission Inn Avenue
Westbound
Commerce Street
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM
2 7 2 11
0 14 1 15
20 3 2 25
4 60 13 77
128
04:45 PM
0 10 3 13
0 16 1 17
9 3 1 13
3 74 5 82
125
05:00 PM
2 8 2 12
0 25 2 27
12 3 1 16
3 70 26 99
154
05:15 PM
2 10 3 15
2 25 3 30
8 4 1 13
2 74 19 95
153
Total Volume
6 35
10 51
2 80
7 89
49 13
5 67
12 278
63 353
560
% App. Total

11.8 68.6

19.6 2.2

89.9 7.9

73.1 19.4

7.5 3.4

78.8 17.8

PHF
.750
.875
.833
.850
.250
.800
.583
.742
.613
.813
.625
.670
.750
.939
.606
.891
.909
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-50
File Name : 05_RIV_Com_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Commerce Street
E/W: Mission Inn Avenue
Weather: Clear
Commerce Street
Mission Inn Avenue
Mission Inn Avenue
Commerce Street
Right
10 Thru
35 Left
6 In
Out
Total
32 51
83 Right
7 Thru
80 Left
2 OutTotal In
289 89 378
Left
49 Thru
13 Right
5 Out
Total
In
100
67 167
Left
12 Thru
278
Right
63 TotalOut In
139 353 492
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM
05:00 PM
04:30 PM
04:30 PM
+0 mins.
0 10 3 13
0 25 2 27
20 3 2 25
4 60 13
77 +15 mins.
2 8 2 12
2 25 3 30
9 3 1 13
3 74 5
82 +30 mins.
2 10 3 15
3 13 0 16
12 3 1 16
3 70 26
99 +45 mins.
4 8 2 14
3 17 0 20
8 4 1 13
2 74 19
95 Total Volume
8 36
10 54
8 80
5 93
49 13
5 67
12 278
63 353
% App. Total

14.8 66.7

18.5 8.6
86 5.4

73.1 19.4

7.5 3.4

78.8 17.8

PHF
.500
.900
.833
.900
.667
.800
.417
.775
.613
.813
.625
.670
.750
.939
.606
.891
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-51
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Commerce Street Mission Inn Avenue Commerce Street Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0 0 3 0 3
0 0 3 0 3
1 0 0 0 1
0 0 2 0 2
1 0 2 0 3
0 1 0 0 1
0 0 2 0 2
0 0 1 1 2
2 1 13 1 17
North Leg East Leg South Leg West Leg
Commerce Street Mission Inn Avenue Commerce Street Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0 0 3 1 4
1 0 1 0 2
2 0 2 0 4
0 0 3 0 3
0 0 7 0 7
0 0 4 0 4
0 0 0 0 0
0 0 1 0 1
3 0 21 1 25
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Riverside
Commerce Street
Mission Inn Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-52
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 1 0 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 1 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 1 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 1 0 0 0 1 0 0 0 1 3
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 1 0 0 0 0 1 0 0 1 3
0 0 0 0 0 0 0 1 0 0 1 0 2
0 0 0 0 1 0 0 1 0 0 0 0 2
0 0 0 0 0 0 0 0 0 1 1 0 2
0 2 0 0 0 0 0 0 0 0 0 0 2
1 0 0 0 1 0 0 0 0 0 0 0 2
0 0 0 0 1 0 0 1 0 0 1 0 3
0 0 0 0 0 0 0 0 0 0 1 0 1
1 2 0 1 3 0 0 3 1 1 4 1 17
Mission Inn Avenue
TOTAL VOLUMES:

Commerce Street Mission Inn Avenue Commerce Street Mission Inn Avenue Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Commerce Street Mission Inn Avenue Commerce Street
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Mission Inn Avenue
Commerce Street
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-53
File Name : 06_RIV_Park_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Park Avenue
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
Park Avenue
Southbound
Mission Inn Avenue
Westbound
Park Avenue
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
07:00 AM
0 14 0 14
5 5 0 10
3 3 1 7
2 9 5 16
47 07:15 AM
1 12 3 16
7 5 1 13
5 11 2 18
1 13 5 19
66 07:30 AM
0 13 3 16
7 11 1 19
4 12 1 17
2 6 7 15
67 07:45 AM
6 12 7 25
3 4 1 8
5 21 7 33
4 16 14 34
100
Total
7 51
13 71
22 25
3 50
17 47
11 75
9 44
31 84
280
08:00 AM
4 19 5 28
7 14 6 27
7 23 1 31
5 16 13 34
120
08:15 AM
1 8 3 12
5 11 2 18
10 19 5 34
3 9 13 25
89 08:30 AM
0 14 10 24
5 4 0 9
11 21 4 36
1 17 18 36
105
08:45 AM
1 13 1 15
2 10 0 12
6 20 2 28
2 10 21 33
88 Total
6 54
19 79
19 39
8 66
34 83
12 129
11 52
65 128
402
Grand Total
13 105 32 150
41 64 11 116
51 130 23 204
20 96 96 212
682
Apprch %

8.7 70 21.3

35.3 55.2 9.5
25 63.7 11.3

9.4 45.3 45.3

Total %

1.9 15.4 4.7 22
6 9.4 1.6 17

7.5 19.1 3.4 29.9

2.9 14.1 14.1 31.1
Park Avenue
Southbound
Mission Inn Avenue
Westbound
Park Avenue
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM
6 12 7 25
3 4 1 8
5 21 7 33
4 16 14 34
100
08:00 AM
4 19 5 28
7 14 6 27
7 23 1 31
5 16 13 34
120
08:15 AM
1 8 3 12
5 11 2 18
10 19 5 34
3 9 13 25
89 08:30 AM
0 14 10 24
5 4 0 9
11 21 4 36
1 17 18 36
105
Total Volume
11 53
25 89
20 33
9 62
33 84
17 134
13 58
58 129
414
% App. Total

12.4 59.6

28.1 32.3

53.2 14.5

24.6 62.7

12.7 10.1
45 45

PHF
.458
.697
.625
.795
.714
.589
.375
.574
.750
.913
.607
.931
.650
.853
.806
.896
.863
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-54
File Name : 06_RIV_Park_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Park Avenue
E/W: Mission Inn Avenue
Weather: Clear
Park Avenue
Mission Inn Avenue
Mission Inn Avenue
Park Avenue
Right
25 Thru
53 Left
11 In
Out
Total
106
89 195
Right
9 Thru
33 Left
20 OutTotal In
86 62 148
Left
33 Thru
84 Right
17 Out
Total
In
131
134
265
Left
13 Thru
58 Right
58 TotalOut In
91 129 220
Peak Hour Begins at 07:45 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM
07:30 AM
07:45 AM
07:45 AM
+0 mins.
6 12 7 25
7 11 1 19
5 21 7 33
4 16 14
34 +15 mins.
4 19 5 28
3 4 1 8
7 23 1 31
5 16 13
34 +30 mins.
1 8 3 12
7 14 6 27
10 19 5 34
3 9 13
25 +45 mins.
0 14 10 24
5 11 2 18
11 21 4 36
1 17 18
36 Total Volume
11 53
25 89
22 40
10 72
33 84
17 134
13 58
58 129
% App. Total

12.4 59.6

28.1 30.6

55.6 13.9

24.6 62.7

12.7 10.1
45 45

PHF
.458
.697
.625
.795
.786
.714
.417
.667
.750
.913
.607
.931
.650
.853
.806
.896
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-55
File Name : 06_RIV_Park_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Park Avenue
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
Park Avenue
Southbound
Mission Inn Avenue
Westbound
Park Avenue
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
04:00 PM
0 17 3 20
3 4 2 9
11 15 7 33
5 30 24 59
121
04:15 PM
2 11 2 15
3 7 0 10
9 9 7 25
1 23 19 43
93 04:30 PM
2 11 1 14
6 7 0 13
8 16 8 32
2 37 19 58
117
04:45 PM
2 15 2 19
5 6 1 12
11 21 11 43
3 41 29 73
147
Total
6 54
8 68
17 24
3 44
39 61
33 133
11 131
91 233
478
05:00 PM
2 19 3 24
4 7 2 13
17 7 7 31
4 39 28 71
139
05:15 PM
3 25 3 31
1 10 2 13
11 20 5 36
6 31 40 77
157
05:30 PM
2 23 5 30
5 7 2 14
5 23 7 35
3 19 22 44
123
05:45 PM
2 20 3 25
3 4 2 9
12 19 5 36
3 30 16 49
119
Total
9 87
14 110
13 28
8 49
45 69
24 138
16 119
106
241
538
Grand Total
15 141 22 178
30 52 11 93
84 130 57 271
27 250 197 474
1016
Apprch %

8.4 79.2 12.4

32.3 55.9 11.8
31 48 21

5.7 52.7 41.6

Total %

1.5 13.9 2.2 17.5
3 5.1 1.1 9.2

8.3 12.8 5.6 26.7

2.7 24.6 19.4 46.7
Park Avenue
Southbound
Mission Inn Avenue
Westbound
Park Avenue
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Left
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM
2 15 2 19
5 6 1 12
11 21 11 43
3 41 29 73
147
05:00 PM
2 19 3 24
4 7 2 13
17 7 7 31
4 39 28 71
139
05:15 PM
3 25 3 31
1 10 2 13
11 20 5 36
6 31 40 77
157
05:30 PM
2 23 5 30
5 7 2 14
5 23 7 35
3 19 22 44
123
Total Volume
9 82
13 104
15 30
7 52
44 71
30 145
16 130
119
265
566
% App. Total

8.7 78.8

12.5 28.8

57.7 13.5

30.3 49

20.7 6

49.1 44.9

PHF
.750
.820
.650
.839
.750
.750
.875
.929
.647
.772
.682
.843
.667
.793
.744
.860
.901
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-56
File Name : 06_RIV_Park_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Park Avenue
E/W: Mission Inn Avenue
Weather: Clear
Park Avenue
Mission Inn Avenue
Mission Inn Avenue
Park Avenue
Right
13 Thru
82 Left
9 In
Out
Total
94 104
198
Right
7 Thru
30 Left
15 OutTotal In
169 52 221
Left
44 Thru
71 Right
30 Out
Total
In
216
145
361
Left
16 Thru
130
Right
119
TotalOut In
87 265 352
Peak Hour Begins at 04:45 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM
04:45 PM
04:45 PM
04:30 PM
+0 mins.
2 19 3 24
5 6 1 12
11 21 11 43
2 37 19
58 +15 mins.
3 25 3 31
4 7 2 13
17 7 7 31
3 41 29
73 +30 mins.
2 23 5 30
1 10 2 13
11 20 5 36
4 39 28
71 +45 mins.
2 20 3 25
5 7 2 14
5 23 7 35
6 31 40
77 Total Volume
9 87
14 110
15 30
7 52
44 71
30 145
15 148
116
279
% App. Total

8.2 79.1

12.7 28.8

57.7 13.5

30.3 49

20.7 5.4
53 41.6

PHF
.750
.870
.700
.887
.750
.750
.875
.929
.647
.772
.682
.843
.625
.902
.725
.906
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-57
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Park Avenue Mission Inn Avenue Park Avenue Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0 0 1 0 1
0 0 0 1 1
0 0 2 0 2
0 0 5 3 8
0 2 1 0 3
0 1 3 0 4
0 1 2 0 3
0 0 0 0 0
0 4 14 4 22
North Leg East Leg South Leg West Leg
Park Avenue Mission Inn Avenue Park Avenue Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0 0 2 2 4
1 1 2 0 4
0 1 5 0 6
0 2 1 3 6
0 1 0 2 3
0 1 4 0 5
2 1 0 0 3
1 0 0 2 3
4 7 14 9 34
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Riverside
Park Avenue
Mission Inn Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-58
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 1 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 1 0 0 0 0 0 1 0 0 0 0 2
0 0 0 0 0 0 0 1 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 1 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 1 0 0 1 0 0 2 0 0 1 0 5
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 1 0 0 0 0 0 0 0 1 0 0 2
0 0 0 0 0 0 0 0 0 0 0 1 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 1 0 0 0 0 0 0 0 0 0 1 2
0 0 0 1 0 2 0 0 0 0 0 0 3
0 2 0 0 1 0 0 0 0 0 0 0 3
0 0 0 0 1 0 0 1 0 0 1 0 3
0 0 0 0 0 0 0 0 0 0 2 0 2
0 4 0 1 2 2 0 1 0 1 3 2 16
Mission Inn Avenue
TOTAL VOLUMES:

Park Avenue Mission Inn Avenue Park Avenue Mission Inn Avenue Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Park Avenue Mission Inn Avenue Park Avenue
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Mission Inn Avenue
Park Avenue
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-59
File Name : 07_RIV_Com_3rd AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Commerce Street
E/W: 3rd Street
Weather: Clear
Groups Printed- Total Volume
3rd Street
Westbound
Commerce Street
Northbound
3rd Street
Eastbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
07:00 AM
3 53 56
1 3 4
64 4 68
128
07:15 AM
3 61 64
1 2 3
107 1 108
175
07:30 AM
7 76 83
0 1 1
64 3 67
151
07:45 AM
6 103 109
2 2 4
97 3 100
213
Total
19 293
312
4 8
12 332
11 343
667
08:00 AM
0 100 100
1 1 2
132 5 137
239
08:15 AM
3 86 89
2 3 5
79 5 84
178
08:30 AM
3 88 91
2 3 5
63 4 67
163
08:45 AM
6 52 58
1 3 4
68 3 71
133
Total
12 326
338
6 10
16 342
17 359
713
Grand Total
31 619 650
10 18 28
674 28 702
1380
Apprch %

4.8 95.2

35.7 64.3
96 4

Total %

2.2 44.9 47.1

0.7 1.3 2

48.8 2 50.9
3rd Street
Westbound
Commerce Street
Northbound
3rd Street
Eastbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM
6 103 109
2 2 4
97 3 100
213
08:00 AM
0 100 100
1 1 2
132 5 137
239
08:15 AM
3 86 89
2 3 5
79 5 84
178
08:30 AM
3 88 91
2 3 5
63 4 67
163
Total Volume
12 377
389
7 9
16 371
17 388
793
% App. Total

3.1 96.9

43.8 56.2

95.6 4.4

PHF
.500
.915
.892
.875
.750
.800
.703
.850
.708
.829
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-60
File Name : 07_RIV_Com_3rd AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Commerce Street
E/W: 3rd Street
Weather: Clear
3rd Street
3rd Street
Commerce Street
Thru
377
Left
12 OutTotal In
380 389 769
Left
7 Right
9 Out
Total
In
29 16
45 Thru
371
Right
17 TotalOut In
384 388 772
Peak Hour Begins at 07:45 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:45 AM
07:45 AM
07:15 AM
+0 mins.
6 103 109
2 2 4
107 1
108
+15 mins.
0 100 100
1 1 2
64 3
67 +30 mins.
3 86 89
2 3 5
97 3
100
+45 mins.
3 88 91
2 3 5
132 5
137
Total Volume
12 377
389
7 9
16 400
12 412
% App. Total

3.1 96.9

43.8 56.2

97.1 2.9

PHF
.500
.915
.892
.875
.750
.800
.758
.600
.752
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-61
File Name : 07_RIV_Com_3rd PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Commerce Street
E/W: 3rd Street
Weather: Clear
Groups Printed- Total Volume
3rd Street
Westbound
Commerce Street
Northbound
3rd Street
Eastbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
04:00 PM
3 123 126
1 7 8
253 6 259
393
04:15 PM
3 86 89
0 2 2
219 2 221
312
04:30 PM
2 100 102
3 4 7
241 13 254
363
04:45 PM
3 109 112
1 1 2
251 8 259
373
Total
11 418
429
5 14
19 964
29 993
1441
05:00 PM
6 128 134
5 5 10
272 11 283
427
05:15 PM
1 84 85
5 1 6
304 10 314
405
05:30 PM
7 74 81
0 1 1
183 2 185
267
05:45 PM
3 74 77
1 2 3
281 7 288
368
Total
17 360
377
11 9
20 1040
30 1070
1467
Grand Total
28 778 806
16 23 39
2004 59 2063
2908
Apprch %

3.5 96.5
41 59

97.1 2.9

Total %
1 26.8 27.7

0.6 0.8 1.3

68.9 2 70.9
3rd Street
Westbound
Commerce Street
Northbound
3rd Street
Eastbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM
2 100 102
3 4 7
241 13 254
363
04:45 PM
3 109 112
1 1 2
251 8 259
373
05:00 PM
6 128 134
5 5 10
272 11 283
427
05:15 PM
1 84 85
5 1 6
304 10 314
405
Total Volume
12 421
433
14 11
25 1068
42 1110
1568
% App. Total

2.8 97.2

56 44

96.2 3.8

PHF
.500
.822
.808
.700
.550
.625
.878
.808
.884
.918
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-62
File Name : 07_RIV_Com_3rd PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Commerce Street
E/W: 3rd Street
Weather: Clear
3rd Street
3rd Street
Commerce Street
Thru
421
Left
12 OutTotal In
1079 433 1512
Left
14 Right
11 Out
Total
In
54 25
79 Thru
1068
Right
42 TotalOut In
435 1110 1545
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM
04:30 PM
04:30 PM
+0 mins.
3 86 89
3 4 7
241 13
254
+15 mins.
2 100 102
1 1 2
251 8
259
+30 mins.
3 109 112
5 5 10
272 11
283
+45 mins.
6 128 134
5 1 6
304 10
314
Total Volume
14 423
437
14 11
25 1068
42 1110
% App. Total

3.2 96.8

56 44

96.2 3.8

PHF
.583
.826
.815
.700
.550
.625
.878
.808
.884
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-63
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Dead End 3rd Street Commerce Street 3rd Street
Pedestrians Pedestrians Pedestrians Pedestrians
0 0 0 0 0
0 0 0 0 0
0 0 1 0 1
0 0 2 0 2
0 0 2 1 3
0 0 1 0 1
0 0 2 0 2
0 0 3 0 3
0 0 11 1 12
North Leg East Leg South Leg West Leg
Dead End 3rd Street Commerce Street 3rd Street
Pedestrians Pedestrians Pedestrians Pedestrians
0 0 1 0 1
0 0 0 0 0
0 0 1 0 1
0 0 0 1 1
0 0 1 0 1
0 1 4 1 6
0 0 2 0 2
0 0 1 0 1
0 1 10 2 13
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Riverside
Commerce Street
3rd Street

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-64
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 1 0 0 0 1 2
0 0 0 0 0 0 0 1 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 1 0 0 0 0 1
0 0 0 0 1 0 0 2 0 0 1 0 4
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 1 0 0 5 0 0 1 1 8
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 1 0 1
0 0 0 0 2 0 0 0 0 0 0 0 2
0 0 0 0 1 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 1 1 0 0 0 2
0 0 0 0 1 0 0 0 0 0 1 0 2
0 0 0 0 0 0 0 1 0 0 0 0 1
0 0 0 0 1 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 1 0 1
0 0 0 0 5 0 0 2 1 0 3 0 11
3rd Street
TOTAL VOLUMES:

Dead End 3rd Street Commerce Street 3rd Street
Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Dead End 3rd Street Commerce Street
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
3rd Street
Commerce Street
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-65
File Name : 08_RIV_Com_5th AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Commerce Street
E/W: 5th Street
Weather: Clear
Groups Printed- Total Volume
Commerce Street
Southbound
5th Street
Westbound
Commerce Street
Northbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
07:00 AM
1 6 7
0 0 0
6 0 6
13 07:15 AM
0 2 2
0 0 0
4 0 4
6 07:30 AM
0 10 10
0 0 0
2 0 2
12 07:45 AM
0 10 10
1 0 1
5 1 6
17 Total
1 28
29 1
0 1
17 1
18 48
08:00 AM
0 6 6
0 0 0
1 1 2
8 08:15 AM
0 8 8
1 1 2
5 0 5
15 08:30 AM
1 6 7
0 0 0
4 0 4
11 08:45 AM
0 7 7
2 0 2
4 0 4
13 Total
1 27
28 3
1 4
14 1
15 47
Grand Total
2 55 57
4 1 5
31 2 33
95 Apprch %

3.5 96.5
80 20

93.9 6.1

Total %

2.1 57.9 60

4.2 1.1 5.3

32.6 2.1 34.7
Commerce Street
Southbound
5th Street
Westbound
Commerce Street
Northbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM
0 10 10
0 0 0
2 0 2
12 07:45 AM
0 10 10
1 0 1
5 1 6
17 08:00 AM
0 6 6
0 0 0
1 1 2
8 08:15 AM
0 8 8
1 1 2
5 0 5
15 Total Volume
0 34
34 2
1 3
13 2
15 52
% App. Total
0 100

66.7 33.3

86.7 13.3

PHF
.000
.850
.850
.500
.250
.375
.650
.500
.625
.765
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-66
File Name : 08_RIV_Com_5th AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Commerce Street
E/W: 5th Street
Weather: Clear
Commerce Street
5th Street
Commerce Street
Thru
34 Left
0 In
Out
Total
14 34
48 Right
1 Left
2 OutTotal In
2 3 5
Thru
13 Right
2 Out
Total
In
36 15
51 Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM
08:00 AM
07:00 AM
+0 mins.
0 10 10
0 0 0
6 0
6 +15 mins.
0 10 10
1 1 2
4 0
4 +30 mins.
0 6 6
0 0 0
2 0
2 +45 mins.
0 8 8
2 0 2
5 1
6 Total Volume
0 34
34 3
1 4
17 1
18 % App. Total
0 100

75 25

94.4 5.6

PHF
.000
.850
.850
.375
.250
.500
.708
.250
.750
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-67
File Name : 08_RIV_Com_5th PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Commerce Street
E/W: 5th Street
Weather: Clear
Groups Printed- Total Volume
Commerce Street
Southbound
5th Street
Westbound
Commerce Street
Northbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
04:00 PM
0 9 9
2 1 3
7 1 8
20 04:15 PM
0 1 1
0 0 0
4 0 4
5 04:30 PM
2 9 11
1 1 2
6 1 7
20 04:45 PM
1 11 12
0 0 0
3 0 3
15 Total
3 30
33 3
2 5
20 2
22 60
05:00 PM
3 14 17
0 1 1
6 0 6
24 05:15 PM
1 11 12
2 0 2
5 1 6
20 05:30 PM
0 12 12
1 0 1
2 1 3
16 05:45 PM
0 11 11
1 1 2
2 1 3
16 Total
4 48
52 4
2 6
15 3
18 76
Grand Total
7 78 85
7 4 11
35 5 40
136
Apprch %

8.2 91.8

63.6 36.4

87.5 12.5

Total %

5.1 57.4 62.5

5.1 2.9 8.1

25.7 3.7 29.4
Commerce Street
Southbound
5th Street
Westbound
Commerce Street
Northbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM
2 9 11
1 1 2
6 1 7
20 04:45 PM
1 11 12
0 0 0
3 0 3
15 05:00 PM
3 14 17
0 1 1
6 0 6
24 05:15 PM
1 11 12
2 0 2
5 1 6
20 Total Volume
7 45
52 3
2 5
20 2
22 79
% App. Total

13.5 86.5

60 40

90.9 9.1

PHF
.583
.804
.765
.375
.500
.625
.833
.500
.786
.823
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-68
File Name : 08_RIV_Com_5th PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Commerce Street
E/W: 5th Street
Weather: Clear
Commerce Street
5th Street
Commerce Street
Thru
45 Left
7 In
Out
Total
22 52
74 Right
2 Left
3 OutTotal In
9 5 14
Thru
20 Right
2 Out
Total
In
48 22
70 Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM
05:00 PM
04:00 PM
+0 mins.
1 11 12
0 1 1
7 1
8 +15 mins.
3 14 17
2 0 2
4 0
4 +30 mins.
1 11 12
1 0 1
6 1
7 +45 mins.
0 12 12
1 1 2
3 0
3 Total Volume
5 48
53 4
2 6
20 2
22 % App. Total

9.4 90.6

66.7 33.3

90.9 9.1

PHF
.417
.857
.779
.500
.500
.750
.714
.500
.688
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-69
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Commerce Street 5th Street Commerce Street Dead End
Pedestrians Pedestrians Pedestrians Pedestrians
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 2 0 0 2
0 1 0 0 1
0 0 0 0 0
0 0 0 0 0
0 3 0 0 3
North Leg East Leg South Leg West Leg
Commerce Street 5th Street Commerce Street Dead End
Pedestrians Pedestrians Pedestrians Pedestrians
1 0 0 0 1
0 0 0 0 0
1 0 0 0 1
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 2 0 0 2
2 2 0 0 4
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Riverside
Commerce Street
5th Street

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-70
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1 0 0 0 0 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
1 0 0 0 0 0 0 0 0 0 0 0 1
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 1 0 0 0 0 1
0 0 0 0 0 0 0 1 0 0 0 0 1
0 2 0 0 0 0 0 0 0 0 0 0 2
0 0 0 0 0 0 0 0 0 0 0 0 0
1 0 0 0 0 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
1 2 0 0 0 0 0 2 0 0 0 0 5
Dead End
TOTAL VOLUMES:

Commerce Street 5th Street Commerce Street Dead End
Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Commerce Street 5th Street Commerce Street
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5th Street
Commerce Street
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-71
File Name : 09_RIV_Com_6th AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Commerce Street
E/W: 6th Street
Weather: Clear
Groups Printed- Total Volume
Commerce Street
Southbound
6th Street
Westbound
Commerce Street
Northbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
07:00 AM
0 7 7
0 0 0
6 0 6
13 07:15 AM
0 2 2
0 0 0
4 0 4
6 07:30 AM
0 9 9
3 0 3
2 0 2
14 07:45 AM
1 11 12
1 0 1
6 0 6
19 Total
1 29
30 4
0 4
18 0
18 52
08:00 AM
0 6 6
0 0 0
2 0 2
8 08:15 AM
0 9 9
0 0 0
5 0 5
14 08:30 AM
0 6 6
0 0 0
4 0 4
10 08:45 AM
1 8 9
0 0 0
4 0 4
13 Total
1 29
30 0
0 0
15 0
15 45
Grand Total
2 58 60
4 0 4
33 0 33
97 Apprch %

3.3 96.7
100 0
100 0

Total %

2.1 59.8 61.9

4.1 0 4.1
34 0 34
Commerce Street
Southbound
6th Street
Westbound
Commerce Street
Northbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM
0 9 9
3 0 3
2 0 2
14 07:45 AM
1 11 12
1 0 1
6 0 6
19 08:00 AM
0 6 6
0 0 0
2 0 2
8 08:15 AM
0 9 9
0 0 0
5 0 5
14 Total Volume
1 35
36 4
0 4
15 0
15 55
% App. Total

2.8 97.2

100
0 100
0 PHF
.250
.795
.750
.333
.000
.333
.625
.000
.625
.724
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-72
File Name : 09_RIV_Com_6th AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Commerce Street
E/W: 6th Street
Weather: Clear
Commerce Street
6th Street
Commerce Street
Thru
35 Left
1 In
Out
Total
15 36
51 Right
0 Left
4 OutTotal In
1 4 5
Thru
15 Right
0 Out
Total
In
39 15
54 Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM
07:00 AM
07:00 AM
+0 mins.
0 9 9
0 0 0
6 0
6 +15 mins.
1 11 12
0 0 0
4 0
4 +30 mins.
0 6 6
3 0 3
2 0
2 +45 mins.
0 9 9
1 0 1
6 0
6 Total Volume
1 35
36 4
0 4
18 0
18 % App. Total

2.8 97.2

100
0 100
0 PHF
.250
.795
.750
.333
.000
.333
.750
.000
.750
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-73
File Name : 09_RIV_Com_6th PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Commerce Street
E/W: 6th Street
Weather: Clear
Groups Printed- Total Volume
Commerce Street
Southbound
6th Street
Westbound
Commerce Street
Northbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
04:00 PM
1 10 11
0 0 0
8 0 8
19 04:15 PM
0 1 1
1 0 1
4 0 4
6 04:30 PM
0 10 10
2 0 2
7 0 7
19 04:45 PM
1 11 12
0 0 0
4 0 4
16 Total
2 32
34 3
0 3
23 0
23 60
05:00 PM
1 12 13
0 0 0
6 0 6
19 05:15 PM
1 13 14
0 0 0
6 0 6
20 05:30 PM
0 13 13
0 0 0
3 0 3
16 05:45 PM
0 12 12
1 0 1
3 0 3
16 Total
2 50
52 1
0 1
18 0
18 71
Grand Total
4 82 86
4 0 4
41 0 41
131
Apprch %

4.7 95.3
100 0
100 0

Total %

3.1 62.6 65.6

3.1 0 3.1

31.3 0 31.3
Commerce Street
Southbound
6th Street
Westbound
Commerce Street
Northbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM
0 10 10
2 0 2
7 0 7
19 04:45 PM
1 11 12
0 0 0
4 0 4
16 05:00 PM
1 12 13
0 0 0
6 0 6
19 05:15 PM
1 13 14
0 0 0
6 0 6
20 Total Volume
3 46
49 2
0 2
23 0
23 74
% App. Total

6.1 93.9

100
0 100
0 PHF
.750
.885
.875
.250
.000
.250
.821
.000
.821
.925
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-74
File Name : 09_RIV_Com_6th PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Commerce Street
E/W: 6th Street
Weather: Clear
Commerce Street
6th Street
Commerce Street
Thru
46 Left
3 In
Out
Total
23 49
72 Right
0 Left
2 OutTotal In
3 2 5
Thru
23 Right
0 Out
Total
In
48 23
71 Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM
04:00 PM
04:00 PM
+0 mins.
1 11 12
0 0 0
8 0
8 +15 mins.
1 12 13
1 0 1
4 0
4 +30 mins.
1 13 14
2 0 2
7 0
7 +45 mins.
0 13 13
0 0 0
4 0
4 Total Volume
3 49
52 3
0 3
23 0
23 % App. Total

5.8 94.2

100
0 100
0 PHF
.750
.942
.929
.375
.000
.375
.719
.000
.719
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-75
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Commerce Street 6th Street Commerce Street Dead End
Pedestrians Pedestrians Pedestrians Pedestrians
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 2 0 0 2
0 0 0 0 0
0 0 0 0 0
1 2 0 0 3
1 4 0 0 5
North Leg East Leg South Leg West Leg
Commerce Street 6th Street Commerce Street Dead End
Pedestrians Pedestrians Pedestrians Pedestrians
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 1 0 0 1
0 1 0 0 1
Riverside
Commerce Street
6th Street

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-76
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 1 0 0 0 1
0 0 0 0 0 0 0 0 1 0 0 0 1
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 4 0 0 0 4
0 0 0 0 0 0 0 1 1 0 0 0 2
0 0 0 0 0 0 0 1 2 0 0 0 3
0 2 0 0 0 0 0 0 1 0 0 0 3
0 0 0 0 0 0 0 0 2 0 0 0 2
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 2 0 0 0 0 0 2 10 0 0 0 14
6th Street
Commerce Street
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Commerce Street 6th Street Commerce Street Dead End
TOTAL VOLUMES:

Commerce Street 6th Street Commerce Street Dead End
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-77
File Name : 10_RIV_MLA DW_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Mission Lofts Apartments Driveway
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
Mission Inn Avenue
Westbound
Mission Lofts Apartments
Driveway
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
07:00 AM
0 11 11
3 1 4
15 1 16
31 07:15 AM
0 12 12
2 1 3
17 0 17
32 07:30 AM
0 19 19
2 1 3
14 1 15
37 07:45 AM
0 17 17
2 0 2
33 3 36
55 Total
0 59
59 9
3 12
79 5
84 155
08:00 AM
0 24 24
2 5 7
32 1 33
64 08:15 AM
0 24 24
0 1 1
20 2 22
47 08:30 AM
3 25 28
2 0 2
36 2 38
68 08:45 AM
0 18 18
2 1 3
32 2 34
55 Total
3 91
94 6
7 13
120
7 127
234
Grand Total
3 150 153
15 10 25
199 12 211
389
Apprch %
2 98
60 40

94.3 5.7

Total %

0.8 38.6 39.3

3.9 2.6 6.4

51.2 3.1 54.2
Mission Inn Avenue
Westbound
Mission Lofts Apartments
Driveway
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM
0 17 17
2 0 2
33 3 36
55 08:00 AM
0 24 24
2 5 7
32 1 33
64 08:15 AM
0 24 24
0 1 1
20 2 22
47 08:30 AM
3 25 28
2 0 2
36 2 38
68 Total Volume
3 90
93 6
6 12
121
8 129
234
% App. Total

3.2 96.8

50 50

93.8 6.2

PHF
.250
.900
.830
.750
.300
.429
.840
.667
.849
.860
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-78
File Name : 10_RIV_MLA DW_MI AM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Mission Lofts Apartments Driveway
E/W: Mission Inn Avenue
Weather: Clear
Mission Inn Avenue
Mission Inn Avenue
Mission Lofts Apartments Driveway
Thru
90 Left
3 OutTotal In
127 93 220
Left
6 Right
6 Out
Total
In
11 12
23 Thru
121
Right
8 TotalOut In
96 129 225
Peak Hour Begins at 07:45 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM
07:15 AM
07:45 AM
+0 mins.
0 24 24
2 1 3
33 3
36 +15 mins.
0 24 24
2 1 3
32 1
33 +30 mins.
3 25 28
2 0 2
20 2
22 +45 mins.
0 18 18
2 5 7
36 2
38 Total Volume
3 91
94 8
7 15
121
8 129
% App. Total

3.2 96.8

53.3 46.7

93.8 6.2

PHF
.250
.910
.839

1.000
.350
.536
.840
.667
.849
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-79
File Name : 10_RIV_MLA DW_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 1
City of Riverside
N/S: Mission Lofts Apartments Driveway
E/W: Mission Inn Avenue
Weather: Clear
Groups Printed- Total Volume
Mission Inn Avenue
Westbound
Mission Lofts Apartments
Driveway
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
04:00 PM
0 18 18
2 0 2
59 1 60
80 04:15 PM
1 14 15
1 0 1
43 5 48
64 04:30 PM
0 14 14
1 0 1
60 4 64
79 04:45 PM
0 16 16
2 1 3
70 4 74
93 Total
1 62
63 6
1 7
232
14 246
316
05:00 PM
1 24 25
3 1 4
69 4 73
102
05:15 PM
1 24 25
5 3 8
72 4 76
109
05:30 PM
3 14 17
2 0 2
44 4 48
67 05:45 PM
0 19 19
2 1 3
51 5 56
78 Total
5 81
86 12
5 17
236
17 253
356
Grand Total
6 143 149
18 6 24
468 31 499
672
Apprch %
4 96
75 25

93.8 6.2

Total %

0.9 21.3 22.2

2.7 0.9 3.6

69.6 4.6 74.3
Mission Inn Avenue
Westbound
Mission Lofts Apartments
Driveway
Northbound
Mission Inn Avenue
Eastbound
Start Time
Left
Thru
App. Total
Left
Right
App. Total
Thru
Right
App. Total
Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM
0 14 14
1 0 1
60 4 64
79 04:45 PM
0 16 16
2 1 3
70 4 74
93 05:00 PM
1 24 25
3 1 4
69 4 73
102
05:15 PM
1 24 25
5 3 8
72 4 76
109
Total Volume
2 78
80 11
5 16
271
16 287
383
% App. Total

2.5 97.5

68.8 31.2

94.4 5.6

PHF
.500
.813
.800
.550
.417
.500
.941

1.00 .944
.878
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-80
File Name : 10_RIV_MLA DW_MI PM
Site Code : 22524972
Start Date : 11/6/2024
Page No : 2
City of Riverside
N/S: Mission Lofts Apartments Driveway
E/W: Mission Inn Avenue
Weather: Clear
Mission Inn Avenue
Mission Inn Avenue
Mission Lofts Apartments Driveway
Thru
78 Left
2 OutTotal In
276 80 356
Left
11 Right
5 Out
Total
In
18 16
34 Thru
271
Right
16 TotalOut In
89 287 376
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM
04:45 PM
04:30 PM
+0 mins.
1 24 25
2 1 3
60 4
64 +15 mins.
1 24 25
3 1 4
70 4
74 +30 mins.
3 14 17
5 3 8
69 4
73 +45 mins.
0 19 19
2 0 2
72 4
76 Total Volume
5 81
86 12
5 17
271
16 287
% App. Total

5.8 94.2

70.6 29.4

94.4 5.6

PHF
.417
.844
.860
.600
.417
.531
.941

1.000
.944
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Apx-81
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Dead End Mission Inn Avenue Mission Lofts Apts DW Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0 3 5 4 12
0 0 3 0 3
0 0 5 2 7
0 0 4 0 4
0 1 7 1 9
0 0 4 0 4
0 0 6 1 7
0 0 7 0 7
0 4 41 8 53
North Leg East Leg South Leg West Leg
Dead End Mission Inn Avenue Mission Lofts Apts DW Mission Inn Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0 0 3 0 3
0 1 3 3 7
0 0 6 5 11
0 0 4 1 5
0 0 12 1 13
0 1 6 3 10
0 0 2 1 3
0 2 7 0 9
0 4 43 14 61
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Riverside
Mission Lofts Apts DW
Mission Inn Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-82
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 1 0 0 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 1 0 0 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 1 0 0 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 1 0 1 0 1 0 0 0 3
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 1 0 0 0 0 0 1 0 2
0 0 0 0 0 0 0 0 0 0 1 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 1 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 1 2 0 0 2 1 6
0 0 0 0 1 0 0 1 0 0 1 0 3
0 0 0 0 0 0 0 0 0 0 2 0 2
0 0 0 0 2 0 1 3 0 0 8 1 15
Mission Inn Avenue
TOTAL VOLUMES:

Dead End Mission Inn Avenue Mission Lofts Apts DW Mission Inn Avenue Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Dead End Mission Inn Avenue Mission Lofts Apts DW
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Mission Inn Avenue
Mission Lofts Apts DW
Riverside

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Apx-83

Page 1 ends

City of Riverside
Commerce Street
B/ Mission Inn Avenue - 3rd Street
24 Hour Directional Volume Count

RIV001
Site Code: 225-24972

Counts Unimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Start
11/6/24
Northbound
Hour Totals
Southbound
Hour Totals
Combined Totals
Time
Wed
Morning
Afternoon
Morning
Afternoon
Morning
Afternoon
Morning
Afternoon
Morning
Afternoon
12:00 1 6
1 81
12:15 0 5
0 53
12:30 0 9
0 11
12:45 2 2
3 22
0 10
1 155
4 177
01:00 0 11
1 3
01:15 0 5
0 6
01:30 1 4
1 6
01:45 0 9
1 29
0 10
2 25
3 54
02:00 2 6
0 7
02:15 1 6
0 5
02:30 0 11
0 12
02:45 1 6
4 29
1 10
1 34
5 63
03:00 0 3
0 7
03:15 0 5
0 6
03:30 1 1
0 5
03:45 2 6
3 15
2 8
2 26
5 41
04:00 0 10
1 8
04:15 3 3
1 3
04:30 1 7
1 11
04:45 5 6
9 26
2 13
5 35
14 61
05:00 0 7
1 19
05:15 1 5
4 9
05:30 6 2
3 14
05:45 5 3
12 17
4 9
12 51
24 68
06:00 6 0
6 6
06:15 5 7
0 6
06:30 6 2
1 8
06:45 5 6
22 15
8 2
15 22
37 37
07:00 5 2
6 4
07:15 4 2
2 2
07:30 2 2
12 4
07:45 5 0
16 6
10 3
30 13
46 19
08:00 1 1
6 1
08:15 7 2
8 4
08:30 3 1
7 4
08:45 4 4
15 8
14 2
35 11
50 19
09:00 9 2
42 1
09:15 4 1
15 4
09:30 5 2
10 7
09:45 8 0
26 5
45 1
112 13
138
18 10:00 3 1
19 1
10:15 4 0
9 0
10:30 4 0
6 3
10:45 2 1
13 2
4 0
38 4
51 6
11:00 7 1
8 3
11:15 0 1
17 1
11:30 3 0
6 2
11:45 4 0
14 2
16 0
47 6
61 8
Total

138
176
138
176
300
395
300
395
438
571
Combined
Total 314 314 695 695 1009
AM Peak - 09:00 - - - 09:00 - - - - -
Vol. - 26 - - - 112 - - - - -
P.H.F. 0.722 0.622
PM Peak - - 01:45 - - - 12:00 - - - -
Vol. - - 32 - - - 155 - - - -
P.H.F. 0.727 0.478

Percentag
e 43.9% 56.1% 43.2% 56.8%

ADT/AADT
ADT 1,009
AADT 1,009
Apx-84

Page 1 ends

City of Riverside
5th Street
B/ Commerce Street - Park Avenue
24 Hour Directional Volume Count

RIV002
Site Code: 225-24972

Counts Unimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Start
11/6/24
Eastbound
Hour Totals
Westbound
Hour Totals
Combined Totals
Time
Wed
Morning
Afternoon
Morning
Afternoon
Morning
Afternoon
Morning
Afternoon
Morning
Afternoon
12:00 0 2
0 0
12:15 0 1
0 0
12:30 0 0
0 0
12:45 0 0
0 3
0 0
0 0
0 3
01:00 0 1
0 1
01:15 0 1
0 0
01:30 0 0
0 1
01:45 0 1
0 3
0 0
0 2
0 5
02:00 0 1
0 0
02:15 0 0
0 0
02:30 0 1
0 2
02:45 0 1
0 3
0 0
0 2
0 5
03:00 0 1
0 0
03:15 0 0
1 1
03:30 0 0
0 0
03:45 0 2
0 3
0 1
1 2
1 5
04:00 0 1
0 3
04:15 3 0
0 0
04:30 0 3
0 2
04:45 0 1
3 5
0 0
0 5
3 10
05:00 0 3
2 1
05:15 0 2
0 2
05:30 0 1
1 1
05:45 0 1
0 7
2 2
5 6
5 13
06:00 0 0
0 1
06:15 0 0
2 0
06:30 1 2
0 2
06:45 0 1
1 3
0 1
2 4
3 7
07:00 1 2
0 1
07:15 0 0
0 0
07:30 0 0
0 1
07:45 1 3
2 5
1 0
1 2
3 7
08:00 1 0
0 1
08:15 0 0
2 1
08:30 1 0
0 0
08:45 0 0
2 0
2 0
4 2
6 2
09:00 0 0
1 0
09:15 0 0
0 0
09:30 1 1
0 0
09:45 2 0
3 1
3 0
4 0
7 1
10:00 0 0
1 0
10:15 0 0
0 0
10:30 1 1
0 0
10:45 0 1
1 2
1 0
2 0
3 2
11:00 0 0
0 0
11:15 0 0
0 0
11:30 0 0
0 0
11:45 1 0
1 0
0 0
0 0
1 0
Total

13 35
13 35
19 25
19 25
32 60
Combined
Total 48 48 44 44 92
AM Peak - 03:30 - - - 05:00 - - - - -
Vol. - 3 - - - 5 - - - - -
P.H.F. 0.250 0.625
PM Peak - - 04:30 - - - 03:45 - - - -
Vol. - - 9 - - - 6 - - - -
P.H.F. 0.750 0.500

Percentag
e 27.1% 72.9% 43.2% 56.8%

ADT/AADT
ADT 92
AADT 92
Apx-85

Page 1 ends

City of Riverside
6th Street
B/ Commerce Street - Park Avenue
24 Hour Directional Volume Count

RIV003
Site Code: 225-24972

Counts Unimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
email: [email protected]

Start
11/6/24
Eastbound
Hour Totals
Westbound
Hour Totals
Combined Totals
Time
Wed
Morning
Afternoon
Morning
Afternoon
Morning
Afternoon
Morning
Afternoon
Morning
Afternoon
12:00 1 2
1 0
12:15 1 0
0 1
12:30 0 1
0 1
12:45 0 2
2 5
0 1
1 3
3 8
01:00 0 0
0 1
01:15 0 0
0 3
01:30 0 0
0 0
01:45 0 2
0 2
0 1
0 5
0 7
02:00 0 1
0 0
02:15 0 0
0 0
02:30 0 2
0 1
02:45 0 1
0 4
0 1
0 2
0 6
03:00 0 2
0 1
03:15 0 2
0 2
03:30 0 1
0 2
03:45 0 0
0 5
0 3
0 8
0 13
04:00 0 1
0 0
04:15 0 4
1 0
04:30 0 1
1 1
04:45 0 4
0 10
2 2
4 3
4 13
05:00 0 1
0 0
05:15 0 3
0 0
05:30 0 0
2 0
05:45 1 0
1 4
0 1
2 1
3 5
06:00 0 2
0 0
06:15 0 2
1 1
06:30 0 0
0 0
06:45 1 1
1 5
1 0
2 1
3 6
07:00 0 1
0 1
07:15 0 2
1 3
07:30 0 1
2 0
07:45 0 1
0 5
2 0
5 4
5 9
08:00 0 1
0 0
08:15 1 0
0 2
08:30 0 1
0 1
08:45 3 0
4 2
0 0
0 3
4 5
09:00 0 0
1 0
09:15 1 0
1 1
09:30 1 0
0 0
09:45 0 0
2 0
0 0
2 1
4 1
10:00 0 0
2 1
10:15 1 0
2 0
10:30 1 0
1 0
10:45 0 0
2 0
0 0
5 1
7 1
11:00 1 1
1 0
11:15 0 0
0 0
11:30 2 0
0 0
11:45 1 0
4 1
3 0
4 0
8 1
Total

16 43
16 43
25 32
25 32
41 75
Combined
Total 59 59 57 57 116
AM Peak - 08:45 - - - 07:00 - - - - -
Vol. - 5 - - - 5 - - - - -
P.H.F. 0.417 0.625
PM Peak - - 04:00 - - - 03:00 - - - -
Vol. - - 10 - - - 8 - - - -
P.H.F. 0.625 0.667

Percentag
e 27.1% 72.9% 43.9% 56.1%

ADT/AADT
ADT 116
AADT 116
Apx-86

APPENDIX D

INTERSECTION LEVEL OF SERVICE WORKSHEETS
Apx-87

EXISTING
Apx-88

AM PEAK HOUR
Apx-89

0.515
Volume to Capacity (v/c):

C
Level Of Service:

34.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lime St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk
No
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 25.00

35.00 35.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
185.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00

72.00 Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
1 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Intersection Setup
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-90
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
No
No
Presence of On-Street Parking
193
586
442
90 247
12 2
285
49 52
146
31 Total Analysis Volume [veh/h]
48 147
111
23 62
3 1
71 12
13 36
8 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633
Peak Hour Factor
167
506
382
78 213
10 2
246
42 45
126
27 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
167
506
382
78 213
10 2
246
42 45
126
27 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-91
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Minimum Recall

0.0 2.6

2.6 0.0

2.6 2.6

0.0 3.1

3.1 0.0

3.1 3.1
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

2.0 2.0

0.0 2.0

2.0 0.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 21
0 0
18 0
0 20
0 0
21 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 7
0 0
7 0
Walk [s]

0.0 3.0

3.0 0.0

3.0 3.0

0.0 3.0

3.0 0.0

3.0 3.0
Vehicle Extension [s]
0 57
43 0
30 16
0 34
13 0
34 13
Split [s]

0.0 1.0

1.0 0.0

1.0 1.0

0.0 1.0

1.0 0.0

1.0 1.0
All red [s]

0.0 3.6

3.6 0.0

3.6 3.6

0.0 4.1

4.1 0.0

4.1 4.1
Amber [s]
0 30
30 0
30 30
0 30
30 0
30 30
Maximum Green [s]
0 10
7 0
10 7
0 10
7 0
10 7
Minimum Green [s]
-
-
Lead
-
-
Lead
-
-
Lead
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
1 0
2 5
0 4
7 0
8 3
Signal Group
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
ProtPer
Permiss
Permiss
ProtPer
Control Type
Phasing & Timing

16.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
120
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-92

81.38 284.51
535.63
140.11
146.90

18.80 196.54
196.69

55.53 67.76
205.74

34.75 95th-Percentile Queue Length [ft/ln]

3.26 11.38

21.43 5.60

5.88 0.75

7.86 7.87

2.22 2.71

8.23 1.39
95th-Percentile Queue Length [veh/ln]

45.21 175.79
376.51

77.84 81.61

10.45 110.38
110.50

30.85 37.65
117.03

19.30 50th-Percentile Queue Length [ft/ln]

1.81 7.03

15.06 3.11

3.26 0.42

4.42 4.42

1.23 1.51

4.68 0.77
50th-Percentile Queue Length [veh/ln]
No
No
Yes
Yes
No
No
No
No
Yes
No
Yes
No
Critical Lane Group
A
B
E
C
C
E
E
E
D
D
E
D
Lane Group LOS

7.62 10.51

62.04 22.40

22.23 63.71

56.82 56.78

41.49 51.86

61.13 40.92
d, Delay for Lane Group [s/veh]

0.18 0.46

0.93 0.22

0.22 0.34

0.72 0.72

0.18 0.34

0.80 0.12
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression 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
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.37 1.23

18.96 0.71

0.62 5.64

4.90 4.87

0.33 1.28

8.06 0.21
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.29 0.50

0.50 0.11

0.11 0.11

0.11 0.11

0.11 0.11
k, delay calibration

7.25 9.28

43.07 21.69

21.61 58.07

51.91 51.91

41.15 50.58

53.07 40.71
d1, Uniform Delay [s]
1072
1261
473
730
801
35 199
199
265
154
182
258
c, Capacity [veh/h]
1589
1870
1781
1705
1870
1781
1865
1870
1418
1589
1870
1327
s, saturation flow rate [veh/h]

0.12 0.31

0.25 0.10

0.09 0.01

0.08 0.08

0.03 0.03

0.08 0.02
(v / s)_i Volume / Saturation Flow Rate

0.67 0.67

0.27 0.43

0.43 0.02

0.11 0.11

0.19 0.10

0.10 0.19
g / C, Green / Cycle
81 81
32 51
51 2
13 13
22 12
12 22
g_i, Effective Green Time [s]

2.60 2.60

2.60 2.60

2.60 2.60

3.10 3.10

0.00 3.10

3.10 0.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.60 4.60

4.60 4.60

4.60 4.60

5.10 5.10

5.10 5.10

5.10 5.10
L, Total Lost Time per Cycle [s]
120
120
120
120
120
120
120
120
120
120
120
120
C, Cycle Length [s]
R
C
L
C
C
L
C
C
L
R
C
L
Lane Group
Lane Group Calculations
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-93
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

40.92 61.13

51.86 41.49

56.80 56.82

63.71 22.28

22.40 62.04

10.51 7.62
Movement LOS
D
E
D
D
E
E
E
C
C
E
B
A
d_A, Approach Delay [s/veh]

56.29 54.57

23.73 28.71
Approach LOS
E
D
C
C
d_I, Intersection Delay [s/veh]

34.92 Intersection LOS
C
Intersection V/C

0.515
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

49.51 49.51

49.51 49.51
I_p,int, Pedestrian LOS Score for Intersectio

2.552

2.340

2.347

2.679
Crosswalk LOS
B
B
B
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
482
482
423
873
d_b, Bicycle Delay [s]

34.59 34.59

37.30 19.05
I_b,int, Bicycle LOS Score for Intersection

1.937

1.837

1.848

3.574
Bicycle LOS
A
A
A
D
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 7
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
4 3
2 1
Ring 1
Sequence
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-94

0.484
Volume to Capacity (v/c):

C
Level Of Service:

25.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 2: SR-91 SB Off-Ramp (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 Grade [%]

35.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Thru
Left
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Intersection Setup
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-95
0 0
0 Bicycle Volume [bicycles/h]
0 0
0 v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 v_co, Outbound Pedestrian Volume crossing
0 0
0 v_di, Inbound Pedestrian Volume crossing m
0 0
0 v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 206
348
0 984
182
Total Analysis Volume [veh/h]
0 51
87 0
246
45 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9500

0.8849

0.8849

0.9500

0.8849

0.8849
Peak Hour Factor
0 182
308
0 871
161
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 182
308
0 871
161
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-96
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
Pedestrian Recall
No
No
No
Maximum Recall
No
No
No
Minimum Recall

0.0 4.0

4.0 0.0

0.0 3.0
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 15
10 0
0 10
Pedestrian Clearance [s]
0 7
7 0
0 7
Walk [s]

0.0 3.0

3.0 0.0

0.0 3.0
Vehicle Extension [s]
0 28
28 0
0 77
Split [s]

0.0 1.0

1.0 0.0

0.0 1.0
All red [s]

0.0 5.0

5.0 0.0

0.0 4.0
Amber [s]
0 42
42 0
0 47
Maximum Green [s]
0 10
10 0
0 7
Minimum Green [s]
-
-
-
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
2 0
0 7
Signal Group
Permissive
Permissive
Permissive
Permissive
Split
Split
Control Type
Phasing & Timing

8.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
105
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-97

57.13 100.91
427.75
135.48
95th-Percentile Queue Length [ft/ln]

2.29 4.04

17.11 5.42
95th-Percentile Queue Length [veh/ln]

31.74 56.06
288.47

75.26 50th-Percentile Queue Length [ft/ln]

1.27 2.24

11.54 3.01
50th-Percentile Queue Length [veh/ln]
No
Yes
Yes
No
Critical Lane Group
B
B
C
C
Lane Group LOS

13.74 14.45

32.95 21.95
d, Delay for Lane Group [s/veh]

0.11 0.19

0.90 0.26
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.13 0.24

2.92 0.20
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.11 0.11
k, delay calibration

13.61 14.21

30.03 21.75
d1, Uniform Delay [s]
1799
1799
1096
694
c, Capacity [veh/h]
3560
3560
2813
1781
s, saturation flow rate [veh/h]

0.06 0.10

0.35 0.10
(v / s)_i Volume / Saturation Flow Rate

0.50 0.50

0.39 0.39
g / C, Green / Cycle
53 53
41 41
g_i, Effective Green Time [s]

4.00 4.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

5.00 5.00
L, Total Lost Time per Cycle [s]
105
105
105
105
C, Cycle Length [s]
C
C
R
L
Lane Group
Lane Group Calculations
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-98
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

21.95 32.95

0.00 14.45

13.74 0.00
Movement LOS
C
C
B
B
d_A, Approach Delay [s/veh]

31.24 14.45

13.74 Approach LOS
C
B
B
d_I, Intersection Delay [s/veh]

25.74 Intersection LOS
C
Intersection V/C

0.484
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 0.0

0.0 M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 d_p, Pedestrian Delay [s]

42.04 0.00

0.00 I_p,int, Pedestrian LOS Score for Intersectio

2.470

0.000

0.000
Crosswalk LOS
B
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1372
419
419
d_b, Bicycle Delay [s]

5.17 32.77

32.77 I_b,int, Bicycle LOS Score for Intersection

1.560

1.847

1.730
Bicycle LOS
A
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
-
7 6
-
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-99

0.339
Volume to Capacity (v/c):

C
Level Of Service:

31.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 3: Mulberry St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
178.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1 0
0 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Intersection Setup
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-100
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 97
0 0
295
250
0 0
0 42
198
110
Total Analysis Volume [veh/h]
0 24
0 0
74 63
0 0
0 11
49 28
Total 15-Minute Volume [veh/h]

0.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8994

0.8994

0.9500

0.9500

0.8994

0.8994

0.9500

0.9500

0.9500

0.8994

0.8994

0.8994
Peak Hour Factor
83 87
0 0
265
225
0 0
0 38
178
99 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
83 87
0 0
265
225
0 0
0 38
178
99 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-101
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
No
No
No
Minimum Recall

0.0 4.0

0.0 0.0

4.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
l2, Clearance Lost Time [s]

0.0 2.0

0.0 0.0

2.0 2.0

0.0 0.0

0.0 0.0

2.0 0.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 23
0 0
19 0
0 0
0 0
10 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 0
0 0
7 0
Walk [s]

0.0 3.0

0.0 0.0

3.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
Vehicle Extension [s]
0 36
0 0
71 35
0 0
0 0
34 0
Split [s]

0.0 1.0

0.0 0.0

1.0 1.0

0.0 0.0

0.0 0.0

1.0 0.0
All red [s]

0.0 5.0

0.0 0.0

5.0 4.0

0.0 0.0

0.0 0.0

4.0 0.0
Amber [s]
0 42
0 0
42 30
0 0
0 0
45 0
Maximum Green [s]
0 10
0 0
10 7
0 0
0 0
10 0
Minimum Green [s]
-
-
-
-
-
Lead
-
-
-
-
-
-
Lead / Lag
Auxiliary Signal Groups
0 6
0 0
2 5
0 0
0 0
8 0
Signal Group
Permiss
Permiss
Permiss
Permiss
Permiss
Protecte
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Control Type
Phasing & Timing

12.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

14.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
105
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-102

0.00 24.27

33.73 278.80
269.82
118.09
95th-Percentile Queue Length [ft/ln]

0.00 0.97

1.35 11.15

10.79 4.72
95th-Percentile Queue Length [veh/ln]

0.00 13.49

18.74 171.43
164.61

65.61 50th-Percentile Queue Length [ft/ln]

0.00 0.54

0.75 6.86

6.58 2.62
50th-Percentile Queue Length [veh/ln]
No
Yes
No
Yes
Yes
No
Critical Lane Group
A
B
A
D
D
D
Lane Group LOS

0.00 11.92

3.96 51.05

50.38 40.89
d, Delay for Lane Group [s/veh]

0.00 0.05

0.11 0.87

0.85 0.40
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.00 0.05

0.09 8.03

7.17 0.93
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.50 0.11

0.11 0.11
k, delay calibration

0.00 11.87

3.87 43.02

43.21 39.97
d1, Uniform Delay [s]
844
1892
2635
287
282
277
c, Capacity [veh/h]
1589
3560
3560
1781
1814
1781
s, saturation flow rate [veh/h]

0.00 0.03

0.08 0.14

0.13 0.06
(v / s)_i Volume / Saturation Flow Rate

0.53 0.53

0.74 0.16

0.15 0.15
g / C, Green / Cycle
56 56
78 17
16 16
g_i, Effective Green Time [s]

4.00 4.00

4.00 3.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

6.00 5.00

5.00 5.00
L, Total Lost Time per Cycle [s]
105
105
105
105
105
105
C, Cycle Length [s]
R
C
C
L
C
L
Lane Group
Lane Group Calculations
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-103
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

40.89 50.38

50.38 0.00

0.00 0.00

51.05 3.96

0.00 0.00

11.92 0.00
Movement LOS
D
D
D
D
A
B
A
d_A, Approach Delay [s/veh]

47.40 0.00

25.56 11.92
Approach LOS
D
A
C
B
d_I, Intersection Delay [s/veh]

31.93 Intersection LOS
C
Intersection V/C

0.339
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

0.0 0.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

42.10 42.10

0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio

2.061

1.867

0.000

0.000
Crosswalk LOS
B
A
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
552
0 1237
571
d_b, Bicycle Delay [s]

27.53 52.53

7.64 26.81
I_b,int, Bicycle LOS Score for Intersection

2.137

4.132

2.009

1.640
Bicycle LOS
B
D
B
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 -
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-104

0.225
Volume to Capacity (v/c):

A
Level Of Service:

9.4 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Vine St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00

75.00 100.00
100.00
135.00
100.00
100.00
100.00
100.00
100.00
152.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
30 98
6 68
148
123
74 16
23 15
49 16
Total Analysis Volume [veh/h]
7 24
1 17
37 31
18 4
6 4
12 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795
Peak Hour Factor
26 86
5 60
130
108
65 14
20 13
43 14
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
26 86
5 60
130
108
65 14
20 13
43 14
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-105
A
Intersection LOS

9.42 Intersection Delay [s/veh]
A
A
A
A
Approach LOS

9.02 9.55

9.69 9.19
Approach Delay [s/veh]

8.11 8.65

0.80 7.39

21.47 18.99

15.60 8.57

2.21 95th-Percentile Queue Length [ft]

0.32 0.35

0.03 0.30

0.86 0.76

0.62 0.34

0.09 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.10 0.10

0.01 0.09

0.22 0.20

0.17 0.10

0.03 Degree of Utilization, x
653
616
568
756
658
603
651
621
558
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-106

0.016
Volume to Capacity (v/c):

B
Level Of Service:

11.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 5: Commerce St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
150.00
220.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 1
0 0
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
4 84
14 21
119
6 5
21 10
9 10
33 Total Analysis Volume [veh/h]
1 21
3 5
30 2
1 5
2 2
2 8
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405
Peak Hour Factor
4 79
13 20
112
6 5
20 9
8 9
31 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
4 79
13 20
112
6 5
20 9
8 9
31 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-107
B
Intersection LOS

3.13 d_I, Intersection Delay [s/veh]
A
A
B
B
Approach LOS

1.03 0.30

10.08 10.39
d_A, Approach Delay [s/veh]

0.00 0.00

0.74 0.00

0.25 0.25

3.80 3.80

3.80 5.83

5.83 5.83
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.03 0.00

0.01 0.01

0.15 0.15

0.15 0.23

0.23 0.23
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
A
A
B
B
Movement LOS

0.00 0.00

7.52 0.00

0.00 7.40

8.79 10.49

9.86 9.01

10.97 10.59
d_M, Delay for Movement [s/veh]

0.00 0.00

0.01 0.00

0.00 0.00

0.00 0.03

0.01 0.01

0.02 0.05
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
2 0
Number of Storage Spaces in Median
Yes
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-108

0.197
Volume to Capacity (v/c):

A
Level Of Service:

8.5 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 6: Park Ave (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
No
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00

97.00 100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
10 38
23 67
67 15
29 61
13 20
97 38
Total Analysis Volume [veh/h]
3 10
6 17
17 4
7 15
3 5
24 10
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625
Peak Hour Factor
9 33
20 58
58 13
25 53
11 17
84 33
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
9 33
20 58
58 13
25 53
11 17
84 33
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-109
A
Intersection LOS

8.53 Intersection Delay [s/veh]
A
A
A
A
Approach LOS

8.41 8.66

8.19 8.69
Approach Delay [s/veh]

5.53 2.89

16.52 1.84

11.09 18.21
95th-Percentile Queue Length [ft]

0.22 0.12

0.66 0.07

0.44 0.73
95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.07 0.04

0.18 0.02

0.13 0.20
Degree of Utilization, x
697
620
737
627
796
787
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-110

0.022
Volume to Capacity (v/c):

C
Level Of Service:

15.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 7: Commerce St (NS) at 3rd St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 30.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
132.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 1
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
3rd St
3rd St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
454
14 20
447
11 8
Total Analysis Volume [veh/h]
114
4 5
112
3 2
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8295

0.8295

0.8295

0.8295

0.8295

0.8295
Peak Hour Factor
377
12 17
371
9 7
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
377
12 17
371
9 7
Base Volume Input [veh/h]
3rd St
3rd St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-111
C
Intersection LOS

0.36 d_I, Intersection Delay [s/veh]
A
A
B
Approach LOS

0.25 0.00

12.16 d_A, Approach Delay [s/veh]

0.00 0.97

0.00 0.00

2.83 2.83
95th-Percentile Queue Length [ft/ln]

0.00 0.04

0.00 0.00

0.11 0.11
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
C
Movement LOS

0.00 8.34

0.00 0.00

9.95 15.20
d_M, Delay for Movement [s/veh]

0.00 0.01

0.00 0.00

0.01 0.02
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-112

0.003
Volume to Capacity (v/c):

A
Level Of Service:

8.8 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 8: Commerce St (NS) at 5th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
5th St
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
1 3
44 0
3 17
Total Analysis Volume [veh/h]
0 1
11 0
1 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.7647

0.7647

0.7647

0.7647

0.7647

0.7647
Peak Hour Factor
1 2
34 0
2 13
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
1 2
34 0
2 13
Base Volume Input [veh/h]
5th St
Commerce St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-113
A
Intersection LOS

0.51 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

8.73 0.00

0.00 d_A, Approach Delay [s/veh]

0.31 0.31

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.01 0.01

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

8.41 8.83

0.00 7.26

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-114

0.006
Volume to Capacity (v/c):

A
Level Of Service:

8.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 9: Commerce St (NS) at 6th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
6th Street
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
0 6
48 1
0 21
Total Analysis Volume [veh/h]
0 1
12 0
0 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.7237

0.7237

0.7237

0.7237

0.7237

0.7237
Peak Hour Factor
0 4
35 1
0 15
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 4
35 1
0 15
Base Volume Input [veh/h]
6th Street
Commerce St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-115
A
Intersection LOS

0.80 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

8.88 0.15

0.00 d_A, Approach Delay [s/veh]

0.49 0.49

0.04 0.04

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.02 0.02

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

8.43 8.88

0.00 7.26

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.01

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-116

0.010
Volume to Capacity (v/c):

A
Level Of Service:

10.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 10: Project Dwy (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
0 105
3 9
141
0 0
0 0
7 0
7 Total Analysis Volume [veh/h]
0 26
1 2
35 0
0 0
0 2
0 2
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8603

0.8603

0.8603

0.8603

0.8603

0.8603

0.8603

0.9500

0.8603

0.8603

0.9500

0.8603
Peak Hour Factor
0 90
3 8
121
0 0
0 0
6 0
6 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 90
3 8
121
0 0
0 0
6 0
6 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-117
A
Intersection LOS

0.57 d_I, Intersection Delay [s/veh]
A
A
A
A
Approach LOS

0.21 0.00

9.19 9.38
d_A, Approach Delay [s/veh]

0.00 0.00

0.16 0.00

0.00 0.00

0.00 0.00

0.00 1.28

0.00 1.28
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.01 0.00

0.00 0.00

0.00 0.00

0.00 0.05

0.00 0.05
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
A
A
A
Movement LOS

0.00 0.00

7.52 0.00

0.00 7.43

8.59 0.00

9.79 8.78

0.00 9.98
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.01

0.00 0.01
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-118

PM PEAK HOUR
Apx-119

0.505
Volume to Capacity (v/c):

C
Level Of Service:

26.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lime St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk
No
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 25.00

35.00 35.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
185.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00

72.00 Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
1 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Intersection Setup
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-120
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
No
No
Presence of On-Street Parking
161
340
206
108
365
14 28
279
55 126
265
24 Total Analysis Volume [veh/h]
40 85
52 27
91 4
7 70
14 32
66 6
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204
Peak Hour Factor
148
313
190
99 336
13 26
257
51 116
244
22 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
148
313
190
99 336
13 26
257
51 116
244
22 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-121
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Minimum Recall

0.0 2.6

2.6 0.0

2.6 2.6

0.0 3.1

3.1 0.0

3.1 3.1
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

2.0 2.0

0.0 2.0

2.0 0.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 21
0 0
18 0
0 20
0 0
21 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 7
0 0
7 0
Walk [s]

0.0 3.0

3.0 0.0

3.0 3.0

0.0 3.0

3.0 0.0

3.0 3.0
Vehicle Extension [s]
0 42
24 0
29 9
0 30
9 0
30 9
Split [s]

0.0 1.0

1.0 0.0

1.0 1.0

0.0 1.0

1.0 0.0

1.0 1.0
All red [s]

0.0 3.6

3.6 0.0

3.6 3.6

0.0 4.1

4.1 0.0

4.1 4.1
Amber [s]
0 30
30 0
30 30
0 30
30 0
30 30
Maximum Green [s]
0 10
7 0
10 7
0 10
7 0
10 7
Minimum Green [s]
-
-
Lead
-
-
Lead
-
-
Lead
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
1 0
2 5
0 4
7 0
8 3
Signal Group
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
ProtPer
Permiss
Permiss
ProtPer
Control Type
Phasing & Timing

16.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
90 Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-122

74.41 171.99
209.82
151.89
159.98

16.10 131.52
133.81

38.73 113.17
249.52

16.51 95th-Percentile Queue Length [ft/ln]

2.98 6.88

8.39 6.08

6.40 0.64

5.26 5.35

1.55 4.53

9.98 0.66
95th-Percentile Queue Length [veh/ln]

41.34 95.55
120.00

84.38 88.88

8.95 73.07

74.34 21.51

62.87 149.32

9.17 50th-Percentile Queue Length [ft/ln]

1.65 3.82

4.80 3.38

3.56 0.36

2.92 2.97

0.86 2.51

5.97 0.37
50th-Percentile Queue Length [veh/ln]
No
No
Yes
Yes
No
No
No
No
Yes
No
Yes
No
Critical Lane Group
B
B
D
B
B
D
C
C
C
D
D
C
Lane Group LOS

11.51 13.03

45.12 18.80

18.63 47.45

32.98 32.90

24.88 35.05

42.07 23.66
d, Delay for Lane Group [s/veh]

0.19 0.34

0.84 0.32

0.31 0.32

0.44 0.43

0.16 0.47

0.84 0.06
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression 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
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.50 0.94

7.27 1.16

1.04 4.19

0.86 0.82

0.22 1.26

5.82 0.06
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.11 0.50

0.50 0.11

0.11 0.11

0.11 0.11

0.11 0.11
k, delay calibration

11.01 12.09

37.85 17.64

17.59 43.26

32.12 32.08

24.66 33.79

36.25 23.59
d1, Uniform Delay [s]
845
994
247
721
781
43 348
360
340
269
317
397
c, Capacity [veh/h]
1589
1870
1781
1727
1870
1781
1811
1870
1252
1589
1870
1248
s, saturation flow rate [veh/h]

0.10 0.18

0.12 0.13

0.13 0.01

0.08 0.08

0.04 0.08

0.14 0.02
(v / s)_i Volume / Saturation Flow Rate

0.53 0.53

0.14 0.42

0.42 0.02

0.19 0.19

0.28 0.17

0.17 0.28
g / C, Green / Cycle
48 48
12 38
38 2
17 17
26 15
15 26
g_i, Effective Green Time [s]

2.60 2.60

2.60 2.60

2.60 2.60

3.10 3.10

0.00 3.10

3.10 0.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.60 4.60

4.60 4.60

4.60 4.60

5.10 5.10

5.10 5.10

5.10 5.10
L, Total Lost Time per Cycle [s]
90 90
90 90
90 90
90 90
90 90
90 90
C, Cycle Length [s]
R
C
L
C
C
L
C
C
L
R
C
L
Lane Group
Lane Group Calculations
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-123
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

23.66 42.07

35.05 24.88

32.93 32.98

47.45 18.69

18.80 45.12

13.03 11.51
Movement LOS
C
D
D
C
C
C
D
B
B
D
B
B
d_A, Approach Delay [s/veh]

38.87 31.71

19.54 22.03
Approach LOS
D
C
B
C
d_I, Intersection Delay [s/veh]

26.74 Intersection LOS
C
Intersection V/C

0.505
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

34.72 34.72

34.72 34.72
I_p,int, Pedestrian LOS Score for Intersectio

2.529

2.359

2.316

2.599
Crosswalk LOS
B
B
B
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
553
553
542
830
d_b, Bicycle Delay [s]

23.59 23.59

23.95 15.41
I_b,int, Bicycle LOS Score for Intersection

2.244

1.858

1.961

2.726
Bicycle LOS
B
A
A
B
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 7
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
4 3
2 1
Ring 1
Sequence
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-124

0.373
Volume to Capacity (v/c):

C
Level Of Service:

24.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 2: SR-91 SB Off-Ramp (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 Grade [%]

35.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Thru
Left
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Intersection Setup
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-125
0 0
0 Bicycle Volume [bicycles/h]
0 0
0 v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 v_co, Outbound Pedestrian Volume crossing
0 0
0 v_di, Inbound Pedestrian Volume crossing m
0 0
0 v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 203
573
0 521
216
Total Analysis Volume [veh/h]
0 51
143
0 130
54 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9500

0.8816

0.8816

0.9500

0.8816

0.8816
Peak Hour Factor
0 179
505
0 459
190
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 179
505
0 459
190
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-126
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
Pedestrian Recall
No
No
No
Maximum Recall
No
No
No
Minimum Recall

0.0 4.0

4.0 0.0

0.0 3.0
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 15
10 0
0 10
Pedestrian Clearance [s]
0 7
7 0
0 7
Walk [s]

0.0 3.0

3.0 0.0

0.0 3.0
Vehicle Extension [s]
0 53
53 0
0 57
Split [s]

0.0 1.0

1.0 0.0

0.0 1.0
All red [s]

0.0 5.0

5.0 0.0

0.0 4.0
Amber [s]
0 42
42 0
0 47
Maximum Green [s]
0 10
10 0
0 7
Minimum Green [s]
-
-
-
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
2 0
0 7
Signal Group
Permissive
Permissive
Permissive
Permissive
Split
Split
Control Type
Phasing & Timing

8.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
110
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-127

32.55 103.47
282.96
225.74
95th-Percentile Queue Length [ft/ln]

1.30 4.14

11.32 9.03
95th-Percentile Queue Length [veh/ln]

18.08 57.48
174.61
131.65
50th-Percentile Queue Length [ft/ln]

0.72 2.30

6.98 5.27
50th-Percentile Queue Length [veh/ln]
No
Yes
Yes
No
Critical Lane Group
A
A
D
D
Lane Group LOS

5.85 6.73

45.28 39.81
d, Delay for Lane Group [s/veh]

0.08 0.24

0.86 0.56
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.07 0.23

3.76 1.30
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.11 0.11
k, delay calibration

5.79 6.50

41.53 38.51
d1, Uniform Delay [s]
2438
2438
605
383
c, Capacity [veh/h]
3560
3560
2813
1781
s, saturation flow rate [veh/h]

0.06 0.16

0.19 0.12
(v / s)_i Volume / Saturation Flow Rate

0.68 0.68

0.21 0.21
g / C, Green / Cycle
75 75
24 24
g_i, Effective Green Time [s]

4.00 4.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

5.00 5.00
L, Total Lost Time per Cycle [s]
110
110
110
110
C, Cycle Length [s]
C
C
R
L
Lane Group
Lane Group Calculations
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-128
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

39.81 45.28

0.00 6.73

5.85 0.00
Movement LOS
D
D
A
A
d_A, Approach Delay [s/veh]

43.68 6.73

5.85 Approach LOS
D
A
A
d_I, Intersection Delay [s/veh]

24.61 Intersection LOS
C
Intersection V/C

0.373
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 0.0

0.0 M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 d_p, Pedestrian Delay [s]

44.51 0.00

0.00 I_p,int, Pedestrian LOS Score for Intersectio

2.350

0.000

0.000
Crosswalk LOS
B
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
946
855
855
d_b, Bicycle Delay [s]

15.26 18.01

18.01 I_b,int, Bicycle LOS Score for Intersection

1.560

2.032

1.727
Bicycle LOS
A
B
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
-
7 6
-
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-129

0.530
Volume to Capacity (v/c):

D
Level Of Service:

36.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 3: Mulberry St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
178.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1 0
0 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Intersection Setup
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-130
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 114
0 0
413
367
0 0
0 53
376
86 Total Analysis Volume [veh/h]
0 29
0 0
103
92 0
0 0
13 94
21 Total 15-Minute Volume [veh/h]

0.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8854

0.8854

0.9500

0.9500

0.8854

0.8854

0.9500

0.9500

0.9500

0.8854

0.8854

0.8854
Peak Hour Factor
151
101
0 0
366
325
0 0
0 47
333
76 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
151
101
0 0
366
325
0 0
0 47
333
76 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-131
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
No
No
No
Minimum Recall

0.0 4.0

0.0 0.0

4.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
l2, Clearance Lost Time [s]

0.0 2.0

0.0 0.0

2.0 2.0

0.0 0.0

0.0 0.0

2.0 0.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 23
0 0
20 0
0 0
0 0
10 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 0
0 0
7 0
Walk [s]

0.0 3.0

0.0 0.0

3.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
Vehicle Extension [s]
0 36
0 0
71 35
0 0
0 0
39 0
Split [s]

0.0 1.0

0.0 0.0

1.0 1.0

0.0 0.0

0.0 0.0

1.0 0.0
All red [s]

0.0 5.0

0.0 0.0

5.0 4.0

0.0 0.0

0.0 0.0

4.0 0.0
Amber [s]
0 42
0 0
42 30
0 0
0 0
45 0
Maximum Green [s]
0 10
0 0
10 7
0 0
0 0
10 0
Minimum Green [s]
-
-
-
-
-
Lead
-
-
-
-
-
-
Lead / Lag
Auxiliary Signal Groups
0 6
0 0
2 5
0 0
0 0
8 0
Signal Group
Permiss
Permiss
Permiss
Permiss
Permiss
Protecte
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Control Type
Phasing & Timing

12.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

22.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
110
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-132

0.00 43.35

83.59 425.07
454.80

82.10 95th-Percentile Queue Length [ft/ln]

0.00 1.73

3.34 17.00

18.19 3.28
95th-Percentile Queue Length [veh/ln]

0.00 24.09

46.44 286.32
310.34

45.61 50th-Percentile Queue Length [ft/ln]

0.00 0.96

1.86 11.45

12.41 1.82
50th-Percentile Queue Length [veh/ln]
No
Yes
No
Yes
Yes
No
Critical Lane Group
A
C
A
E
D
C
Lane Group LOS

0.00 22.31

8.00 59.06

49.66 32.34
d, Delay for Lane Group [s/veh]

0.00 0.09

0.18 0.92

0.92 0.19
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.00 0.13

0.17 17.38

9.71 0.20
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.50 0.25

0.14 0.11
k, delay calibration

0.00 22.18

7.83 41.68

39.95 32.14
d1, Uniform Delay [s]
597
1337
2298
400
466
453
c, Capacity [veh/h]
1589
3560
3560
1781
1830
1781
s, saturation flow rate [veh/h]

0.00 0.03

0.12 0.21

0.23 0.05
(v / s)_i Volume / Saturation Flow Rate

0.38 0.38

0.65 0.22

0.25 0.25
g / C, Green / Cycle
41 41
71 25
28 28
g_i, Effective Green Time [s]

4.00 4.00

4.00 3.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

6.00 5.00

5.00 5.00
L, Total Lost Time per Cycle [s]
110
110
110
110
110
110
C, Cycle Length [s]
R
C
C
L
C
L
Lane Group
Lane Group Calculations
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-133
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

32.34 49.66

49.66 0.00

0.00 0.00

59.06 8.00

0.00 0.00

22.31 0.00
Movement LOS
C
D
D
E
A
C
A
d_A, Approach Delay [s/veh]

46.77 0.00

32.02 22.31
Approach LOS
D
A
C
C
d_I, Intersection Delay [s/veh]

36.63 Intersection LOS
D
Intersection V/C

0.530
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

0.0 0.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

44.57 44.57

0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio

2.117

2.157

0.000

0.000
Crosswalk LOS
B
B
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
618
0 1181
545
d_b, Bicycle Delay [s]

26.27 55.02

9.22 29.11
I_b,int, Bicycle LOS Score for Intersection

2.409

4.132

2.203

1.654
Bicycle LOS
B
D
B
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 -
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-134

0.606
Volume to Capacity (v/c):

B
Level Of Service:

14.4 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Vine St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00

75.00 100.00
100.00
135.00
100.00
100.00
100.00
100.00
100.00
152.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
52 119
9 62
328
127
127
42 71
33 89
63 Total Analysis Volume [veh/h]
13 30
2 16
82 32
32 10
18 8
22 16
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902
Peak Hour Factor
41 94
7 49
259
100
100
33 56
26 70
50 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
41 94
7 49
259
100
100
33 56
26 70
50 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-135
B
Intersection LOS

14.37 Intersection Delay [s/veh]
B
C
B
B
Approach LOS

11.26 16.23

14.72 11.72
Approach Delay [s/veh]

14.59 15.67

1.50 8.51
100.39

24.84 55.82

22.80 11.49
95th-Percentile Queue Length [ft]

0.58 0.63

0.06 0.34

4.02 0.99

2.23 0.91

0.46 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.16 0.17

0.02 0.10

0.61 0.25

0.44 0.24

0.13 Degree of Utilization, x
520
490
459
606
541
503
545
516
471
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-136

0.111
Volume to Capacity (v/c):

B
Level Of Service:

13.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 5: Commerce St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
150.00
220.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 1
0 0
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
8 88
2 69
306
13 11
38 7
5 14
54 Total Analysis Volume [veh/h]
2 22
1 17
76 3
3 10
2 1
4 13
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091
Peak Hour Factor
7 80
2 63
278
12 10
35 6
5 13
49 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
7 80
2 63
278
12 10
35 6
5 13
49 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-137
B
Intersection LOS

2.79 d_I, Intersection Delay [s/veh]
A
A
B
B
Approach LOS

0.16 0.25

11.35 13.30
d_A, Approach Delay [s/veh]

0.00 0.00

0.13 0.00

0.55 0.55

7.37 7.37

7.37 12.51

12.51 12.51
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.01 0.00

0.02 0.02

0.29 0.29

0.29 0.50

0.50 0.50
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
B
B
B
B
Movement LOS

0.00 0.00

8.06 0.00

0.00 7.42

9.13 12.10

10.71 10.35

13.27 13.58
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.01

0.01 0.07

0.01 0.01

0.03 0.11
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
2 0
Number of Storage Spaces in Median
Yes
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-138

0.382
Volume to Capacity (v/c):

A
Level Of Service:

9.8 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 6: Park Ave (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
No
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00

97.00 100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
8 33
17 132
144
18 14
91 10
33 79
49 Total Analysis Volume [veh/h]
2 8
4 33
36 4
4 23
2 8
20 12
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013
Peak Hour Factor
7 30
15 119
130
16 13
82 9
30 71
44 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
7 30
15 119
130
16 13
82 9
30 71
44 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-139
A
Intersection LOS

9.78 Intersection Delay [s/veh]
A
B
A
A
Approach LOS

8.63 10.61

8.92 9.28
Approach Delay [s/veh]

4.94 2.21

44.94 2.25

14.08 20.84
95th-Percentile Queue Length [ft]

0.20 0.09

1.80 0.09

0.56 0.83
95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.06 0.03

0.38 0.03

0.16 0.22
Degree of Utilization, x
663
593
722
618
723
734
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-140

0.124
Volume to Capacity (v/c):

E
Level Of Service:

38.5 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 7: Commerce St (NS) at 3rd St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 30.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
132.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 1
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
3rd St
3rd St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
459
13 46
1163
12 15
Total Analysis Volume [veh/h]
115
3 11
291
3 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9180

0.9180

0.9180

0.9180

0.9180

0.9180
Peak Hour Factor
421
12 42
1068
11 14
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
421
12 42
1068
11 14
Base Volume Input [veh/h]
3rd St
3rd St
Commerce St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-141
E
Intersection LOS

0.54 d_I, Intersection Delay [s/veh]
A
A
D
Approach LOS

0.31 0.00

28.81 d_A, Approach Delay [s/veh]

0.00 1.74

0.00 0.00

13.05 13.05
95th-Percentile Queue Length [ft/ln]

0.00 0.07

0.00 0.00

0.52 0.52
95th-Percentile Queue Length [veh/ln]
A
B
A
A
C
E
Movement LOS

0.00 11.43

0.00 0.00

16.74 38.46
d_M, Delay for Movement [s/veh]

0.00 0.02

0.00 0.01

0.03 0.12
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-142

0.004
Volume to Capacity (v/c):

A
Level Of Service:

9.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 8: Commerce St (NS) at 5th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
5th St
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
2 4
54 8
2 24
Total Analysis Volume [veh/h]
1 1
14 2
1 6
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8333

0.8333

0.8333

0.8333

0.8333

0.8333
Peak Hour Factor
2 3
45 7
2 20
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
2 3
45 7
2 20
Base Volume Input [veh/h]
5th St
Commerce St
Commerce St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-143
A
Intersection LOS

1.18 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

8.83 0.94

0.00 d_A, Approach Delay [s/veh]

0.48 0.48

0.33 0.33

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.02 0.02

0.01 0.01

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

8.45 9.02

0.00 7.28

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.01

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-144

0.002
Volume to Capacity (v/c):

A
Level Of Service:

8.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 9: Commerce St (NS) at 6th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
6th Street
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
0 2
50 3
0 25
Total Analysis Volume [veh/h]
0 1
12 1
0 6
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9250

0.9250

0.9250

0.9250

0.9250

0.9250
Peak Hour Factor
0 2
46 3
0 23
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 2
46 3
0 23
Base Volume Input [veh/h]
6th Street
Commerce St
Commerce St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-145
A
Intersection LOS

0.50 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

8.92 0.41

0.00 d_A, Approach Delay [s/veh]

0.16 0.16

0.13 0.13

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.01 0.01

0.01 0.01

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

8.43 8.92

0.00 7.27

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-146

0.023
Volume to Capacity (v/c):

B
Level Of Service:

11.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 10: Project Dwy (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
0 89
2 18
309
0 0
0 0
6 0
13 Total Analysis Volume [veh/h]
0 22
1 5
77 0
0 0
0 1
0 3
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8784

0.8784

0.8784

0.8784

0.8784

0.8784

0.8784

0.9500

0.8784

0.8784

0.9500

0.8784
Peak Hour Factor
0 78
2 16
271
0 0
0 0
5 0
11 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 78
2 16
271
0 0
0 0
5 0
11 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-147
B
Intersection LOS

0.51 d_I, Intersection Delay [s/veh]
A
A
A
B
Approach LOS

0.17 0.00

9.43 10.88
d_A, Approach Delay [s/veh]

0.00 0.00

0.12 0.00

0.00 0.00

0.00 0.00

0.00 2.32

0.00 2.32
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.09

0.00 0.09
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
A
B
Movement LOS

0.00 0.00

7.93 0.00

0.00 7.39

8.54 0.00

10.32 9.40

0.00 11.56
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.01

0.00 0.02
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 1: 1 Existing
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-148
Apx-149

AM PEAK HOUR
Apx-150

0.528
Volume to Capacity (v/c):

D
Level Of Service:

35.3 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lime St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk
No
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 25.00

35.00 35.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
185.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00

72.00 Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
1 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Intersection Setup
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-151
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
No
No
Presence of On-Street Parking
193
597
459
90 253
12 2
285
49 52
146
31 Total Analysis Volume [veh/h]
48 149
115
23 63
3 1
71 12
13 36
8 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633
Peak Hour Factor
167
515
396
78 218
10 2
246
42 45
126
27 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 9
14 0
5 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
167
506
382
78 213
10 2
246
42 45
126
27 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-152
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Minimum Recall

0.0 2.6

2.6 0.0

2.6 2.6

0.0 3.1

3.1 0.0

3.1 3.1
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

2.0 2.0

0.0 2.0

2.0 0.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 21
0 0
18 0
0 20
0 0
21 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 7
0 0
7 0
Walk [s]

0.0 3.0

3.0 0.0

3.0 3.0

0.0 3.0

3.0 0.0

3.0 3.0
Vehicle Extension [s]
0 57
43 0
30 16
0 34
13 0
34 13
Split [s]

0.0 1.0

1.0 0.0

1.0 1.0

0.0 1.0

1.0 0.0

1.0 1.0
All red [s]

0.0 3.6

3.6 0.0

3.6 3.6

0.0 4.1

4.1 0.0

4.1 4.1
Amber [s]
0 30
30 0
30 30
0 30
30 0
30 30
Maximum Green [s]
0 10
7 0
10 7
0 10
7 0
10 7
Minimum Green [s]
-
-
Lead
-
-
Lead
-
-
Lead
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
1 0
2 5
0 4
7 0
8 3
Signal Group
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
ProtPer
Permiss
Permiss
ProtPer
Control Type
Phasing & Timing

16.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
120
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-153

81.38 290.96
556.73
145.60
152.62

18.80 196.54
196.69

55.53 67.76
205.74

34.75 95th-Percentile Queue Length [ft/ln]

3.26 11.64

22.27 5.82

6.10 0.75

7.86 7.87

2.22 2.71

8.23 1.39
95th-Percentile Queue Length [veh/ln]

45.21 180.72
393.97

80.89 84.79

10.45 110.38
110.50

30.85 37.65
117.03

19.30 50th-Percentile Queue Length [ft/ln]

1.81 7.23

15.76 3.24

3.39 0.42

4.42 4.42

1.23 1.51

4.68 0.77
50th-Percentile Queue Length [veh/ln]
No
No
Yes
Yes
No
No
No
No
Yes
No
Yes
No
Critical Lane Group
A
B
E
C
C
E
E
E
D
D
E
D
Lane Group LOS

7.62 10.64

62.61 23.19

23.01 63.71

56.82 56.78

41.49 51.86

61.13 40.92
d, Delay for Lane Group [s/veh]

0.18 0.47

0.94 0.23

0.22 0.34

0.72 0.72

0.18 0.34

0.80 0.12
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression 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
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.37 1.28

20.06 0.76

0.66 5.64

4.90 4.87

0.33 1.28

8.06 0.21
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.31 0.50

0.50 0.11

0.11 0.11

0.11 0.11

0.11 0.11
k, delay calibration

7.25 9.36

42.55 22.43

22.34 58.07

51.91 51.91

41.15 50.58

53.07 40.71
d1, Uniform Delay [s]
1072
1261
489
716
784
35 199
199
265
154
182
258
c, Capacity [veh/h]
1589
1870
1781
1707
1870
1781
1865
1870
1418
1589
1870
1327
s, saturation flow rate [veh/h]

0.12 0.32

0.26 0.10

0.09 0.01

0.08 0.08

0.03 0.03

0.08 0.02
(v / s)_i Volume / Saturation Flow Rate

0.67 0.67

0.27 0.42

0.42 0.02

0.11 0.11

0.19 0.10

0.10 0.19
g / C, Green / Cycle
81 81
33 50
50 2
13 13
22 12
12 22
g_i, Effective Green Time [s]

2.60 2.60

2.60 2.60

2.60 2.60

3.10 3.10

0.00 3.10

3.10 0.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.60 4.60

4.60 4.60

4.60 4.60

5.10 5.10

5.10 5.10

5.10 5.10
L, Total Lost Time per Cycle [s]
120
120
120
120
120
120
120
120
120
120
120
120
C, Cycle Length [s]
R
C
L
C
C
L
C
C
L
R
C
L
Lane Group
Lane Group Calculations
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-154
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

40.92 61.13

51.86 41.49

56.80 56.82

63.71 23.06

23.19 62.61

10.64 7.62
Movement LOS
D
E
D
D
E
E
E
C
C
E
B
A
d_A, Approach Delay [s/veh]

56.29 54.57

24.47 29.27
Approach LOS
E
D
C
C
d_I, Intersection Delay [s/veh]

35.26 Intersection LOS
D
Intersection V/C

0.528
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

49.51 49.51

49.51 49.51
I_p,int, Pedestrian LOS Score for Intersectio

2.555

2.340

2.350

2.686
Crosswalk LOS
B
B
B
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
482
482
423
873
d_b, Bicycle Delay [s]

34.59 34.59

37.30 19.05
I_b,int, Bicycle LOS Score for Intersection

1.937

1.837

1.852

3.620
Bicycle LOS
A
A
A
D
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 7
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
4 3
2 1
Ring 1
Sequence
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-155

0.484
Volume to Capacity (v/c):

C
Level Of Service:

26.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 2: SR-91 SB Off-Ramp (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 Grade [%]

35.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Thru
Left
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Intersection Setup
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-156
0 0
0 Bicycle Volume [bicycles/h]
0 0
0 v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 v_co, Outbound Pedestrian Volume crossing
0 0
0 v_di, Inbound Pedestrian Volume crossing m
0 0
0 v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 232
354
0 984
189
Total Analysis Volume [veh/h]
0 58
88 0
246
47 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9500

0.8849

0.8849

0.9500

0.8849

0.8849
Peak Hour Factor
0 205
313
0 871
167
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 23
5 0
0 6
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 182
308
0 871
161
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-157
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
Pedestrian Recall
No
No
No
Maximum Recall
No
No
No
Minimum Recall

0.0 4.0

4.0 0.0

0.0 3.0
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 15
10 0
0 10
Pedestrian Clearance [s]
0 7
7 0
0 7
Walk [s]

0.0 3.0

3.0 0.0

0.0 3.0
Vehicle Extension [s]
0 28
28 0
0 82
Split [s]

0.0 1.0

1.0 0.0

0.0 1.0
All red [s]

0.0 5.0

5.0 0.0

0.0 4.0
Amber [s]
0 42
42 0
0 47
Maximum Green [s]
0 10
10 0
0 7
Minimum Green [s]
-
-
-
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
2 0
0 7
Signal Group
Permissive
Permissive
Permissive
Permissive
Split
Split
Control Type
Phasing & Timing

8.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
110
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-158

67.59 107.17
449.18
149.85
95th-Percentile Queue Length [ft/ln]

2.70 4.29

17.97 5.99
95th-Percentile Queue Length [veh/ln]

37.55 59.54
305.79

83.25 50th-Percentile Queue Length [ft/ln]

1.50 2.38

12.23 3.33
50th-Percentile Queue Length [veh/ln]
No
Yes
Yes
No
Critical Lane Group
B
B
C
C
Lane Group LOS

14.15 14.78

34.65 23.21
d, Delay for Lane Group [s/veh]

0.13 0.19

0.90 0.27
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.14 0.24

3.04 0.21
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.11 0.11
k, delay calibration

14.01 14.54

31.62 23.00
d1, Uniform Delay [s]
1822
1822
1092
691
c, Capacity [veh/h]
3560
3560
2813
1781
s, saturation flow rate [veh/h]

0.07 0.10

0.35 0.11
(v / s)_i Volume / Saturation Flow Rate

0.51 0.51

0.39 0.39
g / C, Green / Cycle
56 56
43 43
g_i, Effective Green Time [s]

4.00 4.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

5.00 5.00
L, Total Lost Time per Cycle [s]
110
110
110
110
C, Cycle Length [s]
C
C
R
L
Lane Group
Lane Group Calculations
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-159
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

23.21 34.65

0.00 14.78

14.15 0.00
Movement LOS
C
C
B
B
d_A, Approach Delay [s/veh]

32.81 14.78

14.15 Approach LOS
C
B
B
d_I, Intersection Delay [s/veh]

26.72 Intersection LOS
C
Intersection V/C

0.484
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 0.0

0.0 M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 d_p, Pedestrian Delay [s]

44.51 0.00

0.00 I_p,int, Pedestrian LOS Score for Intersectio

2.474

0.000

0.000
Crosswalk LOS
B
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1401
400
400
d_b, Bicycle Delay [s]

4.93 35.16

35.16 I_b,int, Bicycle LOS Score for Intersection

1.560

1.852

1.751
Bicycle LOS
A
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
-
7 6
-
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-160

0.351
Volume to Capacity (v/c):

C
Level Of Service:

32.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 3: Mulberry St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
178.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1 0
0 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Intersection Setup
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-161
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 122
0 0
307
250
0 0
0 51
198
110
Total Analysis Volume [veh/h]
0 31
0 0
77 63
0 0
0 13
49 28
Total 15-Minute Volume [veh/h]

0.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8994

0.8994

0.9500

0.9500

0.8994

0.8994

0.9500

0.9500

0.9500

0.8994

0.8994

0.8994
Peak Hour Factor
95 110
0 0
276
225
0 0
0 46
178
99 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
12 23
0 0
11 0
0 0
0 8
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
83 87
0 0
265
225
0 0
0 38
178
99 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-162
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
No
No
No
Minimum Recall

0.0 4.0

0.0 0.0

4.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
l2, Clearance Lost Time [s]

0.0 2.0

0.0 0.0

2.0 2.0

0.0 0.0

0.0 0.0

2.0 0.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 23
0 0
19 0
0 0
0 0
10 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 0
0 0
7 0
Walk [s]

0.0 3.0

0.0 0.0

3.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
Vehicle Extension [s]
0 36
0 0
73 37
0 0
0 0
37 0
Split [s]

0.0 1.0

0.0 0.0

1.0 1.0

0.0 0.0

0.0 0.0

1.0 0.0
All red [s]

0.0 5.0

0.0 0.0

5.0 4.0

0.0 0.0

0.0 0.0

4.0 0.0
Amber [s]
0 42
0 0
42 30
0 0
0 0
45 0
Maximum Green [s]
0 10
0 0
10 7
0 0
0 0
10 0
Minimum Green [s]
-
-
-
-
-
Lead
-
-
-
-
-
-
Lead / Lag
Auxiliary Signal Groups
0 6
0 0
2 5
0 0
0 0
8 0
Signal Group
Permiss
Permiss
Permiss
Permiss
Permiss
Protecte
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Control Type
Phasing & Timing

12.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

12.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
110
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-163

0.00 32.34

37.98 290.84
289.60
123.34
95th-Percentile Queue Length [ft/ln]

0.00 1.29

1.52 11.63

11.58 4.93
95th-Percentile Queue Length [veh/ln]

0.00 17.97

21.10 180.63
179.68

68.52 50th-Percentile Queue Length [ft/ln]

0.00 0.72

0.84 7.23

7.19 2.74
50th-Percentile Queue Length [veh/ln]
No
Yes
No
Yes
Yes
No
Critical Lane Group
A
B
A
D
D
D
Lane Group LOS

0.00 12.43

4.16 53.51

52.54 42.24
d, Delay for Lane Group [s/veh]

0.00 0.06

0.12 0.88

0.86 0.39
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.00 0.06

0.09 8.36

7.49 0.85
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.50 0.11

0.11 0.11
k, delay calibration

0.00 12.36

4.07 45.15

45.05 41.39
d1, Uniform Delay [s]
849
1902
2635
285
289
285
c, Capacity [veh/h]
1589
3560
3560
1781
1805
1781
s, saturation flow rate [veh/h]

0.00 0.03

0.09 0.14

0.14 0.06
(v / s)_i Volume / Saturation Flow Rate

0.53 0.53

0.74 0.16

0.16 0.16
g / C, Green / Cycle
59 59
81 18
18 18
g_i, Effective Green Time [s]

4.00 4.00

4.00 3.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

6.00 5.00

5.00 5.00
L, Total Lost Time per Cycle [s]
110
110
110
110
110
110
C, Cycle Length [s]
R
C
C
L
C
L
Lane Group
Lane Group Calculations
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-164
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

42.24 52.54

52.54 0.00

0.00 0.00

53.51 4.16

0.00 0.00

12.43 0.00
Movement LOS
D
D
D
D
A
B
A
d_A, Approach Delay [s/veh]

49.38 0.00

26.31 12.43
Approach LOS
D
A
C
B
d_I, Intersection Delay [s/veh]

32.66 Intersection LOS
C
Intersection V/C

0.351
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

0.0 0.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

44.57 44.57

0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio

2.066

1.870

0.000

0.000
Crosswalk LOS
B
A
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
582
0 1218
545
d_b, Bicycle Delay [s]

27.68 55.02

8.42 29.11
I_b,int, Bicycle LOS Score for Intersection

2.152

4.132

2.019

1.660
Bicycle LOS
B
D
B
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 -
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-165

0.263
Volume to Capacity (v/c):

A
Level Of Service:

9.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Vine St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00

75.00 100.00
100.00
135.00
100.00
100.00
100.00
100.00
100.00
152.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
30 138
6 68
169
123
74 16
23 15
49 16
Total Analysis Volume [veh/h]
7 34
1 17
42 31
18 4
6 4
12 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795
Peak Hour Factor
26 121
5 60
149
108
65 14
20 13
43 14
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 35
0 0
19 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
26 86
5 60
130
108
65 14
20 13
43 14
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-166
A
Intersection LOS

9.73 Intersection Delay [s/veh]
A
A
A
A
Approach LOS

9.40 9.90

9.94 9.42
Approach Delay [s/veh]

11.38 11.95

0.81 7.60

26.24 19.47

16.19 8.87

2.27 95th-Percentile Queue Length [ft]

0.46 0.48

0.03 0.30

1.05 0.78

0.65 0.35

0.09 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.13 0.14

0.01 0.09

0.26 0.21

0.18 0.11

0.03 Degree of Utilization, x
634
608
560
737
644
591
631
603
543
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-167

0.020
Volume to Capacity (v/c):

B
Level Of Service:

11.4 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 5: Commerce St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
150.00
220.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 1
0 0
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
6 108
14 21
140
6 18
24 13
9 12
33 Total Analysis Volume [veh/h]
2 27
3 5
35 2
5 6
3 2
3 8
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405
Peak Hour Factor
6 102
13 20
132
6 17
23 12
8 11
31 Total Hourly Volume [veh/h]
0 0
0 0
1 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
2 23
0 0
19 0
12 3
3 0
2 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
4 79
13 20
112
6 5
20 9
8 9
31 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-168
B
Intersection LOS

3.19 d_I, Intersection Delay [s/veh]
A
A
B
B
Approach LOS

0.83 0.27

10.04 10.83
d_A, Approach Delay [s/veh]

0.00 0.00

0.75 0.00

0.25 0.25

5.76 5.76

5.76 6.54

6.54 6.54
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.03 0.00

0.01 0.01

0.23 0.23

0.23 0.26

0.26 0.26
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
B
A
B
B
Movement LOS

0.00 0.00

7.57 0.00

0.00 7.45

8.97 10.78

10.15 9.15

11.40 11.08
d_M, Delay for Movement [s/veh]

0.00 0.00

0.01 0.00

0.00 0.00

0.02 0.04

0.02 0.01

0.02 0.05
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
2 0
Number of Storage Spaces in Median
Yes
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-169

0.199
Volume to Capacity (v/c):

A
Level Of Service:

8.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 6: Park Ave (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
No
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00

97.00 100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
10 44
23 67
78 15
34 61
13 20
97 38
Total Analysis Volume [veh/h]
3 11
6 17
19 4
8 15
3 5
24 10
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625
Peak Hour Factor
9 38
20 58
67 13
29 53
11 17
84 33
Total Hourly Volume [veh/h]
0 0
0 0
0 0
4 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 5
0 0
9 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
9 33
20 58
58 13
25 53
11 17
84 33
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-170
A
Intersection LOS

8.64 Intersection Delay [s/veh]
A
A
A
A
Approach LOS

8.48 8.83

8.27 8.77
Approach Delay [s/veh]

6.34 2.91

18.43 1.84

11.79 18.47
95th-Percentile Queue Length [ft]

0.25 0.12

0.74 0.07

0.47 0.74
95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.08 0.04

0.20 0.02

0.14 0.20
Degree of Utilization, x
690
616
729
625
791
779
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-171

0.034
Volume to Capacity (v/c):

C
Level Of Service:

15.5 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 7: Commerce St (NS) at 3rd St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 30.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
132.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 1
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
3rd St
3rd St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
454
17 23
447
14 12
Total Analysis Volume [veh/h]
114
4 6
112
4 3
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8295

0.8295

0.8295

0.8295

0.8295

0.8295
Peak Hour Factor
377
14 19
371
12 10
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 2
2 0
3 3
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
377
12 17
371
9 7
Base Volume Input [veh/h]
3rd St
3rd St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-172
C
Intersection LOS

0.48 d_I, Intersection Delay [s/veh]
A
A
B
Approach LOS

0.30 0.00

12.57 d_A, Approach Delay [s/veh]

0.00 1.19

0.00 0.00

4.09 4.09
95th-Percentile Queue Length [ft/ln]

0.00 0.05

0.00 0.00

0.16 0.16
95th-Percentile Queue Length [veh/ln]
A
A
A
A
B
C
Movement LOS

0.00 8.36

0.00 0.00

10.09 15.47
d_M, Delay for Movement [s/veh]

0.00 0.02

0.00 0.00

0.02 0.03
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-173

0.028
Volume to Capacity (v/c):

A
Level Of Service:

9.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 8: Commerce St (NS) at 5th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
5th St
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
9 26
44 5
8 17
Total Analysis Volume [veh/h]
2 7
11 1
2 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.7647

0.7647

0.7647

0.7647

0.7647

0.7647
Peak Hour Factor
7 20
34 4
6 13
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
6 18
0 4
4 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
1 2
34 0
2 13
Base Volume Input [veh/h]
5th St
Commerce St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-174
A
Intersection LOS

3.19 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

8.91 0.74

0.00 d_A, Approach Delay [s/veh]

2.85 2.85

0.21 0.21

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.11 0.11

0.01 0.01

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

8.55 9.03

0.00 7.27

0.00 0.00
d_M, Delay for Movement [s/veh]

0.01 0.03

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-175

0.001
Volume to Capacity (v/c):

A
Level Of Service:

0.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 9: Commerce St (NS) at 6th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
6th Street
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
0 0
73 0
0 26
Total Analysis Volume [veh/h]
0 0
18 0
0 7
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.7237

0.7237

0.7237

0.7237

0.7237

0.7237
Peak Hour Factor
0 0
53 0
0 19
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 -4
0 -1
0 0
Diverted Trips [veh/h]
0 0
18 0
0 4
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 4
35 1
0 15
Base Volume Input [veh/h]
6th Street
Commerce St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-176
A
Intersection LOS

0.00 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

8.71 0.00

0.00 d_A, Approach Delay [s/veh]

0.00 0.00

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

8.43 9.00

0.00 7.27

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-177

0.011
Volume to Capacity (v/c):

B
Level Of Service:

10.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 10: Project Dwy (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
3 107
3 9
144
22 27
0 7
7 0
7 Total Analysis Volume [veh/h]
1 27
1 2
36 6
7 0
2 2
0 2
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8603

0.8603

0.8603

0.8603

0.8603

0.8603

0.8603

0.9500

0.8603

0.8603

0.9500

0.8603
Peak Hour Factor
3 92
3 8
124
19 23
0 6
6 0
6 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
3 2
0 0
3 19
23 0
6 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 90
3 8
121
0 0
0 0
6 0
6 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-178
B
Intersection LOS

1.88 d_I, Intersection Delay [s/veh]
A
A
A
A
Approach LOS

0.20 0.94

9.09 9.71
d_A, Approach Delay [s/veh]

0.00 0.00

0.16 0.00

0.00 1.13

2.90 0.00

2.90 1.37

0.00 1.37
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.01 0.00

0.00 0.05

0.12 0.00

0.12 0.05

0.00 0.05
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
A
B
Movement LOS

0.00 0.00

7.53 0.00

0.00 7.47

8.75 0.00

10.42 8.80

0.00 10.61
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.01

0.03 0.00

0.01 0.01

0.00 0.01
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-179

0.026
Volume to Capacity (v/c):

A
Level Of Service:

8.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 11: Project Dwy (NS) at 5th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
5th St
5th St
Project Dwy
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
3 3
9 3
7 26
Total Analysis Volume [veh/h]
1 1
2 1
2 7
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9200

0.9200

0.9200

0.9200

0.9200

0.9200
Peak Hour Factor
3 3
8 3
6 24
Total Hourly Volume [veh/h]
0 0
0 1
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 3
8 0
6 24
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
3 0
0 2
0 0
Base Volume Input [veh/h]
5th St
5th St
Project Dwy
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-180
A
Intersection LOS

6.03 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

3.62 0.00

8.67 d_A, Approach Delay [s/veh]

0.13 0.13

0.00 0.00

2.52 2.52
95th-Percentile Queue Length [ft/ln]

0.01 0.01

0.00 0.00

0.10 0.10
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

0.00 7.24

0.00 0.00

8.47 8.72
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.01 0.03
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-181

PM PEAK HOUR
Apx-182

0.513
Volume to Capacity (v/c):

C
Level Of Service:

26.8 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lime St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk
No
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 25.00

35.00 35.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
185.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00

72.00 Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
1 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Intersection Setup
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-183
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
No
No
Presence of On-Street Parking
161
343
214
108
373
14 28
279
55 126
265
24 Total Analysis Volume [veh/h]
40 86
54 27
93 4
7 70
14 32
66 6
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204
Peak Hour Factor
148
316
197
99 343
13 26
257
51 116
244
22 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 3
7 0
7 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
148
313
190
99 336
13 26
257
51 116
244
22 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-184
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Minimum Recall

0.0 2.6

2.6 0.0

2.6 2.6

0.0 3.1

3.1 0.0

3.1 3.1
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

2.0 2.0

0.0 2.0

2.0 0.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 21
0 0
18 0
0 20
0 0
21 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 7
0 0
7 0
Walk [s]

0.0 3.0

3.0 0.0

3.0 3.0

0.0 3.0

3.0 0.0

3.0 3.0
Vehicle Extension [s]
0 42
24 0
29 9
0 30
9 0
30 9
Split [s]

0.0 1.0

1.0 0.0

1.0 1.0

0.0 1.0

1.0 0.0

1.0 1.0
All red [s]

0.0 3.6

3.6 0.0

3.6 3.6

0.0 4.1

4.1 0.0

4.1 4.1
Amber [s]
0 30
30 0
30 30
0 30
30 0
30 30
Maximum Green [s]
0 10
7 0
10 7
0 10
7 0
10 7
Minimum Green [s]
-
-
Lead
-
-
Lead
-
-
Lead
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
1 0
2 5
0 4
7 0
8 3
Signal Group
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
ProtPer
Permiss
Permiss
ProtPer
Control Type
Phasing & Timing

16.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
90 Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-185

74.41 173.88
215.97
156.45
164.74

16.10 131.52
133.81

38.73 113.17
249.52

16.51 95th-Percentile Queue Length [ft/ln]

2.98 6.96

8.64 6.26

6.59 0.64

5.26 5.35

1.55 4.53

9.98 0.66
95th-Percentile Queue Length [veh/ln]

41.34 96.60
124.48

86.91 91.52

8.95 73.07

74.34 21.51

62.87 149.32

9.17 50th-Percentile Queue Length [ft/ln]

1.65 3.86

4.98 3.48

3.66 0.36

2.92 2.97

0.86 2.51

5.97 0.37
50th-Percentile Queue Length [veh/ln]
No
No
Yes
Yes
No
No
No
No
Yes
No
Yes
No
Critical Lane Group
B
B
D
B
B
D
C
C
C
D
D
C
Lane Group LOS

11.51 13.07

44.92 19.18

19.01 47.45

32.98 32.90

24.88 35.05

42.07 23.66
d, Delay for Lane Group [s/veh]

0.19 0.35

0.84 0.33

0.32 0.32

0.44 0.43

0.16 0.47

0.84 0.06
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression 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
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.50 0.95

7.28 1.22

1.10 4.19

0.86 0.82

0.22 1.26

5.82 0.06
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.11 0.50

0.50 0.11

0.11 0.11

0.11 0.11

0.11 0.11
k, delay calibration

11.01 12.12

37.64 17.96

17.91 43.26

32.12 32.08

24.66 33.79

36.25 23.59
d1, Uniform Delay [s]
845
994
255
714
772
43 348
360
340
269
317
397
c, Capacity [veh/h]
1589
1870
1781
1729
1870
1781
1811
1870
1252
1589
1870
1248
s, saturation flow rate [veh/h]

0.10 0.18

0.12 0.13

0.13 0.01

0.08 0.08

0.04 0.08

0.14 0.02
(v / s)_i Volume / Saturation Flow Rate

0.53 0.53

0.14 0.41

0.41 0.02

0.19 0.19

0.28 0.17

0.17 0.28
g / C, Green / Cycle
48 48
13 37
37 2
17 17
26 15
15 26
g_i, Effective Green Time [s]

2.60 2.60

2.60 2.60

2.60 2.60

3.10 3.10

0.00 3.10

3.10 0.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.60 4.60

4.60 4.60

4.60 4.60

5.10 5.10

5.10 5.10

5.10 5.10
L, Total Lost Time per Cycle [s]
90 90
90 90
90 90
90 90
90 90
90 90
C, Cycle Length [s]
R
C
L
C
C
L
C
C
L
R
C
L
Lane Group
Lane Group Calculations
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-186
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

23.66 42.07

35.05 24.88

32.93 32.98

47.45 19.07

19.18 44.92

13.07 11.51
Movement LOS
C
D
D
C
C
C
D
B
B
D
B
B
d_A, Approach Delay [s/veh]

38.87 31.71

19.89 22.21
Approach LOS
D
C
B
C
d_I, Intersection Delay [s/veh]

26.84 Intersection LOS
C
Intersection V/C

0.513
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

34.72 34.72

34.72 34.72
I_p,int, Pedestrian LOS Score for Intersectio

2.531

2.359

2.319

2.604
Crosswalk LOS
B
B
B
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
553
553
542
830
d_b, Bicycle Delay [s]

23.59 23.59

23.95 15.41
I_b,int, Bicycle LOS Score for Intersection

2.244

1.858

1.968

2.744
Bicycle LOS
B
A
A
B
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 7
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
4 3
2 1
Ring 1
Sequence
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-187

0.376
Volume to Capacity (v/c):

C
Level Of Service:

24.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 2: SR-91 SB Off-Ramp (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 Grade [%]

35.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Thru
Left
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Intersection Setup
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-188
0 0
0 Bicycle Volume [bicycles/h]
0 0
0 v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 v_co, Outbound Pedestrian Volume crossing
0 0
0 v_di, Inbound Pedestrian Volume crossing m
0 0
0 v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 214
581
0 521
227
Total Analysis Volume [veh/h]
0 54
145
0 130
57 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9500

0.8816

0.8816

0.9500

0.8816

0.8816
Peak Hour Factor
0 189
512
0 459
200
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 10
7 0
0 10
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 179
505
0 459
190
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-189
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
Pedestrian Recall
No
No
No
Maximum Recall
No
No
No
Minimum Recall

0.0 4.0

4.0 0.0

0.0 3.0
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 15
10 0
0 10
Pedestrian Clearance [s]
0 7
7 0
0 7
Walk [s]

0.0 3.0

3.0 0.0

0.0 3.0
Vehicle Extension [s]
0 53
53 0
0 57
Split [s]

0.0 1.0

1.0 0.0

0.0 1.0
All red [s]

0.0 5.0

5.0 0.0

0.0 4.0
Amber [s]
0 42
42 0
0 47
Maximum Green [s]
0 10
10 0
0 7
Minimum Green [s]
-
-
-
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
2 0
0 7
Signal Group
Permissive
Permissive
Permissive
Permissive
Split
Split
Control Type
Phasing & Timing

8.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
110
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-190

34.46 105.31
282.82
236.36
95th-Percentile Queue Length [ft/ln]

1.38 4.21

11.31 9.45
95th-Percentile Queue Length [veh/ln]

19.15 58.50
174.50
139.51
50th-Percentile Queue Length [ft/ln]

0.77 2.34

6.98 5.58
50th-Percentile Queue Length [veh/ln]
No
Yes
Yes
No
Critical Lane Group
A
A
D
D
Lane Group LOS

5.89 6.76

45.23 40.22
d, Delay for Lane Group [s/veh]

0.09 0.24

0.86 0.59
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.07 0.23

3.73 1.46
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.11 0.11
k, delay calibration

5.81 6.53

41.50 38.76
d1, Uniform Delay [s]
2437
2437
606
383
c, Capacity [veh/h]
3560
3560
2813
1781
s, saturation flow rate [veh/h]

0.06 0.16

0.19 0.13
(v / s)_i Volume / Saturation Flow Rate

0.68 0.68

0.22 0.22
g / C, Green / Cycle
75 75
24 24
g_i, Effective Green Time [s]

4.00 4.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

5.00 5.00
L, Total Lost Time per Cycle [s]
110
110
110
110
C, Cycle Length [s]
C
C
R
L
Lane Group
Lane Group Calculations
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-191
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

40.22 45.23

0.00 6.76

5.89 0.00
Movement LOS
D
D
A
A
d_A, Approach Delay [s/veh]

43.71 6.76

5.89 Approach LOS
D
A
A
d_I, Intersection Delay [s/veh]

24.55 Intersection LOS
C
Intersection V/C

0.376
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 0.0

0.0 M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 d_p, Pedestrian Delay [s]

44.51 0.00

0.00 I_p,int, Pedestrian LOS Score for Intersectio

2.353

0.000

0.000
Crosswalk LOS
B
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
946
855
855
d_b, Bicycle Delay [s]

15.26 18.01

18.01 I_b,int, Bicycle LOS Score for Intersection

1.560

2.039

1.736
Bicycle LOS
A
B
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
-
7 6
-
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-192

0.544
Volume to Capacity (v/c):

D
Level Of Service:

36.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 3: Mulberry St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
178.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1 0
0 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Intersection Setup
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-193
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 125
0 0
433
367
0 0
0 67
376
86 Total Analysis Volume [veh/h]
0 31
0 0
108
92 0
0 0
17 94
21 Total 15-Minute Volume [veh/h]

0.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8854

0.8854

0.9500

0.9500

0.8854

0.8854

0.9500

0.9500

0.9500

0.8854

0.8854

0.8854
Peak Hour Factor
156
111
0 0
383
325
0 0
0 59
333
76 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
5 10
0 0
17 0
0 0
0 12
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
151
101
0 0
366
325
0 0
0 47
333
76 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-194
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
No
No
No
Minimum Recall

0.0 4.0

0.0 0.0

4.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
l2, Clearance Lost Time [s]

0.0 2.0

0.0 0.0

2.0 2.0

0.0 0.0

0.0 0.0

2.0 0.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 23
0 0
20 0
0 0
0 0
10 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 0
0 0
7 0
Walk [s]

0.0 3.0

0.0 0.0

3.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
Vehicle Extension [s]
0 36
0 0
71 35
0 0
0 0
39 0
Split [s]

0.0 1.0

0.0 0.0

1.0 1.0

0.0 0.0

0.0 0.0

1.0 0.0
All red [s]

0.0 5.0

0.0 0.0

5.0 4.0

0.0 0.0

0.0 0.0

4.0 0.0
Amber [s]
0 42
0 0
42 30
0 0
0 0
45 0
Maximum Green [s]
0 10
0 0
10 7
0 0
0 0
10 0
Minimum Green [s]
-
-
-
-
-
Lead
-
-
-
-
-
-
Lead / Lag
Auxiliary Signal Groups
0 6
0 0
2 5
0 0
0 0
8 0
Signal Group
Permiss
Permiss
Permiss
Permiss
Permiss
Protecte
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Control Type
Phasing & Timing

12.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

22.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
110
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-195

0.00 48.47

91.08 425.07
471.07

81.02 95th-Percentile Queue Length [ft/ln]

0.00 1.94

3.64 17.00

18.84 3.24
95th-Percentile Queue Length [veh/ln]

0.00 26.93

50.60 286.32
323.56

45.01 50th-Percentile Queue Length [ft/ln]

0.00 1.08

2.02 11.45

12.94 1.80
50th-Percentile Queue Length [veh/ln]
No
Yes
No
Yes
Yes
No
Critical Lane Group
A
C
A
E
D
C
Lane Group LOS

0.00 22.99

8.44 59.06

50.32 31.61
d, Delay for Lane Group [s/veh]

0.00 0.10

0.19 0.92

0.93 0.18
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.00 0.15

0.19 17.38

10.80 0.19
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.50 0.25

0.15 0.11
k, delay calibration

0.00 22.85

8.25 41.68

39.52 31.42
d1, Uniform Delay [s]
584
1307
2269
400
479
468
c, Capacity [veh/h]
1589
3560
3560
1781
1821
1781
s, saturation flow rate [veh/h]

0.00 0.04

0.12 0.21

0.24 0.05
(v / s)_i Volume / Saturation Flow Rate

0.37 0.37

0.64 0.22

0.26 0.26
g / C, Green / Cycle
40 40
70 25
29 29
g_i, Effective Green Time [s]

4.00 4.00

4.00 3.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

6.00 5.00

5.00 5.00
L, Total Lost Time per Cycle [s]
110
110
110
110
110
110
C, Cycle Length [s]
R
C
C
L
C
L
Lane Group
Lane Group Calculations
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-196
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

31.61 50.32

50.32 0.00

0.00 0.00

59.06 8.44

0.00 0.00

22.99 0.00
Movement LOS
C
D
D
E
A
C
A
d_A, Approach Delay [s/veh]

47.28 0.00

31.66 22.99
Approach LOS
D
A
C
C
d_I, Intersection Delay [s/veh]

36.60 Intersection LOS
D
Intersection V/C

0.544
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

0.0 0.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

44.57 44.57

0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio

2.122

2.157

0.000

0.000
Crosswalk LOS
B
B
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
618
0 1181
545
d_b, Bicycle Delay [s]

26.27 55.02

9.22 29.11
I_b,int, Bicycle LOS Score for Intersection

2.432

4.132

2.220

1.663
Bicycle LOS
B
D
B
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 -
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-197

0.686
Volume to Capacity (v/c):

C
Level Of Service:

16.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Vine St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00

75.00 100.00
100.00
135.00
100.00
100.00
100.00
100.00
100.00
152.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
52 138
9 62
364
127
127
42 71
33 89
63 Total Analysis Volume [veh/h]
13 34
2 16
91 32
32 10
18 8
22 16
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902
Peak Hour Factor
41 109
7 49
288
100
100
33 56
26 70
50 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 15
0 0
29 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
41 94
7 49
259
100
100
33 56
26 70
50 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-198
C
Intersection LOS

15.96 Intersection Delay [s/veh]
B
C
C
B
Approach LOS

11.74 19.06

15.33 12.08
Approach Delay [s/veh]

17.16 18.30

1.53 8.71
130.76

25.40 58.49

23.73 11.87
95th-Percentile Queue Length [ft]

0.69 0.73

0.06 0.35

5.23 1.02

2.34 0.95

0.47 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.19 0.20

0.02 0.10

0.69 0.26

0.45 0.24

0.14 Degree of Utilization, x
505
479
449
594
531
494
529
500
457
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-199

0.120
Volume to Capacity (v/c):

B
Level Of Service:

14.4 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 5: Commerce St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
150.00
220.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 1
0 0
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
10 99
2 69
341
13 16
40 8
5 16
54 Total Analysis Volume [veh/h]
2 25
1 17
85 3
4 10
2 1
4 13
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091
Peak Hour Factor
9 90
2 63
310
12 15
36 7
5 15
49 Total Hourly Volume [veh/h]
0 0
0 0
3 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
2 10
0 0
29 0
5 1
1 0
2 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
7 80
2 63
278
12 10
35 6
5 13
49 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-200
B
Intersection LOS

2.83 d_I, Intersection Delay [s/veh]
A
A
B
B
Approach LOS

0.15 0.23

11.47 14.10
d_A, Approach Delay [s/veh]

0.00 0.00

0.13 0.00

0.55 0.55

8.59 8.59

8.59 14.07

14.07 14.07
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.01 0.00

0.02 0.02

0.34 0.34

0.34 0.56

0.56 0.56
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
B
B
B
B
Movement LOS

0.00 0.00

8.15 0.00

0.00 7.45

9.26 12.46

10.99 10.71

13.98 14.45
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.01

0.02 0.08

0.01 0.01

0.03 0.12
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
2 0
Number of Storage Spaces in Median
Yes
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-201

0.390
Volume to Capacity (v/c):

A
Level Of Service:

9.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 6: Park Ave (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
No
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00

97.00 100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
8 41
17 132
148
18 17
91 10
33 79
49 Total Analysis Volume [veh/h]
2 10
4 33
37 4
4 23
2 8
20 12
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013
Peak Hour Factor
7 37
15 119
133
16 15
82 9
30 71
44 Total Hourly Volume [veh/h]
0 0
0 0
0 0
2 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 7
0 0
3 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
7 30
15 119
130
16 13
82 9
30 71
44 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-202
A
Intersection LOS

9.86 Intersection Delay [s/veh]
A
B
A
A
Approach LOS

8.71 10.74

8.98 9.34
Approach Delay [s/veh]

6.02 2.22

46.33 2.26

14.59 21.05
95th-Percentile Queue Length [ft]

0.24 0.09

1.85 0.09

0.58 0.84
95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.07 0.03

0.39 0.03

0.16 0.22
Degree of Utilization, x
657
591
719
616
720
728
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-203

0.134
Volume to Capacity (v/c):

E
Level Of Service:

39.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 7: Commerce St (NS) at 3rd St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 30.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
132.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 1
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
3rd St
3rd St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
459
15 48
1163
13 16
Total Analysis Volume [veh/h]
115
4 12
291
3 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9180

0.9180

0.9180

0.9180

0.9180

0.9180
Peak Hour Factor
421
14 44
1068
12 15
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 2
2 0
1 1
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
421
12 42
1068
11 14
Base Volume Input [veh/h]
3rd St
3rd St
Commerce St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-204
E
Intersection LOS

0.60 d_I, Intersection Delay [s/veh]
A
A
D
Approach LOS

0.36 0.00

29.27 d_A, Approach Delay [s/veh]

0.00 2.02

0.00 0.00

14.25 14.25
95th-Percentile Queue Length [ft/ln]

0.00 0.08

0.00 0.00

0.57 0.57
95th-Percentile Queue Length [veh/ln]
A
B
A
A
C
E
Movement LOS

0.00 11.47

0.00 0.00

17.12 39.15
d_M, Delay for Movement [s/veh]

0.00 0.03

0.00 0.01

0.03 0.13
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-205

0.014
Volume to Capacity (v/c):

A
Level Of Service:

9.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 8: Commerce St (NS) at 5th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
5th St
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
5 12
54 13
7 24
Total Analysis Volume [veh/h]
1 3
14 3
2 6
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8333

0.8333

0.8333

0.8333

0.8333

0.8333
Peak Hour Factor
4 10
45 11
6 20
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
2 7
0 4
4 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
2 3
45 7
2 20
Base Volume Input [veh/h]
5th St
Commerce St
Commerce St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-206
A
Intersection LOS

2.15 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

8.96 1.41

0.00 d_A, Approach Delay [s/veh]

1.40 1.40

0.55 0.55

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.06 0.06

0.02 0.02

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

8.51 9.15

0.00 7.29

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.01

0.00 0.01

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-207

0.027
Volume to Capacity (v/c):

B
Level Of Service:

12.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 10: Project Dwy (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
6 91
2 18
310
33 11
0 2
6 0
13 Total Analysis Volume [veh/h]
1 23
1 5
77 8
3 0
1 1
0 3
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8784

0.8784

0.8784

0.8784

0.8784

0.8784

0.8784

0.9500

0.8784

0.8784

0.9500

0.8784
Peak Hour Factor
5 80
2 16
272
29 10
0 2
5 0
11 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
5 2
0 0
1 29
10 0
2 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 78
2 16
271
0 0
0 0
5 0
11 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-208
B
Intersection LOS

1.22 d_I, Intersection Delay [s/veh]
A
A
A
B
Approach LOS

0.16 0.68

9.01 11.61
d_A, Approach Delay [s/veh]

0.00 0.00

0.12 0.00

0.00 1.69

1.09 0.00

1.09 2.61

0.00 2.61
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00

0.00 0.07

0.04 0.00

0.04 0.10

0.00 0.10
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
A
B
Movement LOS

0.00 0.00

7.94 0.00

0.00 7.46

8.62 0.00

11.17 9.45

0.00 12.60
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.02

0.01 0.00

0.00 0.01

0.00 0.03
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-209

0.010
Volume to Capacity (v/c):

A
Level Of Service:

8.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 11: Project Dwy (NS) at 5th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
5th St
5th St
Project Dwy
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
5 5
11 5
2 10
Total Analysis Volume [veh/h]
1 1
3 1
1 2
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9200

0.9200

0.9200

0.9200

0.9200

0.9200
Peak Hour Factor
5 5
10 5
2 9
Total Hourly Volume [veh/h]
0 0
0 3
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
2 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 5
8 0
2 9
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
5 0
0 2
0 0
Base Volume Input [veh/h]
5th St
5th St
Project Dwy
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-210
A
Intersection LOS

3.68 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

3.63 0.00

8.64 d_A, Approach Delay [s/veh]

0.21 0.21

0.00 0.00

0.91 0.91
95th-Percentile Queue Length [ft/ln]

0.01 0.01

0.00 0.00

0.04 0.04
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

0.00 7.25

0.00 0.00

8.41 8.69
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.01
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 2: 2 Existing Plus Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-211
OPENING YEAR (2026) WITHOUT PROJECT
Apx-212

AM PEAK HOUR
Apx-213

0.550
Volume to Capacity (v/c):

D
Level Of Service:

35.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lime St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk
No
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 25.00

35.00 35.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
185.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00

72.00 Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
1 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Intersection Setup
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-214
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
No
No
Presence of On-Street Parking
202
660
460
116
276
14 6
297
51 54
152
32 Total Analysis Volume [veh/h]
50 165
115
29 69
3 1
74 13
14 38
8 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633
Peak Hour Factor
174
570
397
100
238
12 5
256
44 47
131
28 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 44
0 19
16 2
3 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
167
506
382
78 213
10 2
246
42 45
126
27 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-215
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Minimum Recall

0.0 2.6

2.6 0.0

2.6 2.6

0.0 3.1

3.1 0.0

3.1 3.1
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

2.0 2.0

0.0 2.0

2.0 0.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 21
0 0
18 0
0 20
0 0
21 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 7
0 0
7 0
Walk [s]

0.0 3.0

3.0 0.0

3.0 3.0

0.0 3.0

3.0 0.0

3.0 3.0
Vehicle Extension [s]
0 57
43 0
30 16
0 34
13 0
34 13
Split [s]

0.0 1.0

1.0 0.0

1.0 1.0

0.0 1.0

1.0 0.0

1.0 1.0
All red [s]

0.0 3.6

3.6 0.0

3.6 3.6

0.0 4.1

4.1 0.0

4.1 4.1
Amber [s]
0 30
30 0
30 30
0 30
30 0
30 30
Maximum Green [s]
0 10
7 0
10 7
0 10
7 0
10 7
Minimum Green [s]
-
-
Lead
-
-
Lead
-
-
Lead
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
1 0
2 5
0 4
7 0
8 3
Signal Group
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
ProtPer
Permiss
Permiss
ProtPer
Control Type
Phasing & Timing

16.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
120
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-216

88.30 338.07
557.68
170.00
180.46

21.55 205.30
205.79

57.52 70.10
212.04

35.68 95th-Percentile Queue Length [ft/ln]

3.53 13.52

22.31 6.80

7.22 0.86

8.21 8.23

2.30 2.80

8.48 1.43
95th-Percentile Queue Length [veh/ln]

49.05 217.22
394.76

94.44 100.25

11.97 116.71
117.07

31.96 38.94
121.61

19.82 50th-Percentile Queue Length [ft/ln]

1.96 8.69

15.79 3.78

4.01 0.48

4.67 4.68

1.28 1.56

4.86 0.79
50th-Percentile Queue Length [veh/ln]
No
No
Yes
Yes
No
No
No
No
Yes
No
Yes
No
Critical Lane Group
A
B
E
C
C
E
E
E
D
D
E
D
Lane Group LOS

8.04 11.93

62.55 24.17

23.94 62.80

56.98 56.88

41.11 51.51

60.83 40.54
d, Delay for Lane Group [s/veh]

0.19 0.53

0.94 0.27

0.26 0.35

0.74 0.74

0.19 0.34

0.81 0.12
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression 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
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.40 1.61

20.04 0.95

0.82 5.01

5.20 5.11

0.34 1.24

7.97 0.21
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.31 0.50

0.50 0.11

0.11 0.11

0.11 0.11

0.11 0.11
k, delay calibration

7.64 10.31

42.51 23.22

23.12 57.80

51.78 51.76

40.77 50.27

52.86 40.32
d1, Uniform Delay [s]
1060
1247
490
699
774
40 204
206
268
160
188
258
c, Capacity [veh/h]
1589
1870
1781
1687
1870
1781
1857
1870
1411
1589
1870
1315
s, saturation flow rate [veh/h]

0.13 0.35

0.26 0.11

0.11 0.01

0.08 0.08

0.04 0.03

0.08 0.02
(v / s)_i Volume / Saturation Flow Rate

0.67 0.67

0.28 0.41

0.41 0.02

0.11 0.11

0.19 0.10

0.10 0.19
g / C, Green / Cycle
80 80
33 50
50 3
13 13
23 12
12 23
g_i, Effective Green Time [s]

2.60 2.60

2.60 2.60

2.60 2.60

3.10 3.10

0.00 3.10

3.10 0.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.60 4.60

4.60 4.60

4.60 4.60

5.10 5.10

5.10 5.10

5.10 5.10
L, Total Lost Time per Cycle [s]
120
120
120
120
120
120
120
120
120
120
120
120
C, Cycle Length [s]
R
C
L
C
C
L
C
C
L
R
C
L
Lane Group
Lane Group Calculations
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-217
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

40.54 60.83

51.51 41.11

56.93 56.98

62.80 24.00

24.17 62.55

11.93 8.04
Movement LOS
D
E
D
D
E
E
E
C
C
E
B
A
d_A, Approach Delay [s/veh]

55.99 54.65

25.39 28.95
Approach LOS
E
D
C
C
d_I, Intersection Delay [s/veh]

35.02 Intersection LOS
D
Intersection V/C

0.550
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

49.52 49.52

49.52 49.52
I_p,int, Pedestrian LOS Score for Intersectio

2.566

2.350

2.375

2.710
Crosswalk LOS
B
B
B
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
482
482
423
873
d_b, Bicycle Delay [s]

34.60 34.60

37.31 19.06
I_b,int, Bicycle LOS Score for Intersection

1.952

1.852

1.895

3.741
Bicycle LOS
A
A
A
D
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 7
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
4 3
2 1
Ring 1
Sequence
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-218

0.515
Volume to Capacity (v/c):

C
Level Of Service:

25.1 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 2: SR-91 SB Off-Ramp (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 Grade [%]

35.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Thru
Left
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Intersection Setup
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-219
0 0
0 Bicycle Volume [bicycles/h]
0 0
0 v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 v_co, Outbound Pedestrian Volume crossing
0 0
0 v_di, Inbound Pedestrian Volume crossing m
0 0
0 v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 250
380
0 1037
189
Total Analysis Volume [veh/h]
0 62
95 0
259
47 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9500

0.8849

0.8849

0.9500

0.8849

0.8849
Peak Hour Factor
0 221
336
0 918
167
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 32
16 0
12 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0400

1.0400

1.0000

1.0400

1.0400
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 182
308
0 871
161
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-220
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
Pedestrian Recall
No
No
No
Maximum Recall
No
No
No
Minimum Recall

0.0 4.0

4.0 0.0

0.0 3.0
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 15
10 0
0 10
Pedestrian Clearance [s]
0 7
7 0
0 7
Walk [s]

0.0 3.0

3.0 0.0

0.0 3.0
Vehicle Extension [s]
0 28
28 0
0 77
Split [s]

0.0 1.0

1.0 0.0

0.0 1.0
All red [s]

0.0 5.0

5.0 0.0

0.0 4.0
Amber [s]
0 42
42 0
0 47
Maximum Green [s]
0 10
10 0
0 7
Minimum Green [s]
-
-
-
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
2 0
0 7
Signal Group
Permissive
Permissive
Permissive
Permissive
Split
Split
Control Type
Phasing & Timing

8.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
105
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-221

73.99 117.23
442.01
135.50
95th-Percentile Queue Length [ft/ln]

2.96 4.69

17.68 5.42
95th-Percentile Queue Length [veh/ln]

41.11 65.13
299.98

75.28 50th-Percentile Queue Length [ft/ln]

1.64 2.61

12.00 3.01
50th-Percentile Queue Length [veh/ln]
No
Yes
Yes
No
Critical Lane Group
B
B
C
C
Lane Group LOS

15.14 15.86

31.70 20.59
d, Delay for Lane Group [s/veh]

0.14 0.22

0.90 0.26
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.18 0.29

2.81 0.19
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.11 0.11
k, delay calibration

14.96 15.57

28.88 20.40
d1, Uniform Delay [s]
1726
1726
1154
731
c, Capacity [veh/h]
3560
3560
2813
1781
s, saturation flow rate [veh/h]

0.07 0.11

0.37 0.11
(v / s)_i Volume / Saturation Flow Rate

0.48 0.48

0.41 0.41
g / C, Green / Cycle
51 51
43 43
g_i, Effective Green Time [s]

4.00 4.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

5.00 5.00
L, Total Lost Time per Cycle [s]
105
105
105
105
C, Cycle Length [s]
C
C
R
L
Lane Group
Lane Group Calculations
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-222
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

20.59 31.70

0.00 15.86

15.14 0.00
Movement LOS
C
C
B
B
d_A, Approach Delay [s/veh]

29.98 15.86

15.14 Approach LOS
C
B
B
d_I, Intersection Delay [s/veh]

25.09 Intersection LOS
C
Intersection V/C

0.515
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 0.0

0.0 M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 d_p, Pedestrian Delay [s]

42.04 0.00

0.00 I_p,int, Pedestrian LOS Score for Intersectio

2.487

0.000

0.000
Crosswalk LOS
B
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1372
419
419
d_b, Bicycle Delay [s]

5.17 32.77

32.77 I_b,int, Bicycle LOS Score for Intersection

1.560

1.873

1.766
Bicycle LOS
A
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
-
7 6
-
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-223

0.362
Volume to Capacity (v/c):

C
Level Of Service:

31.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 3: Mulberry St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
178.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1 0
0 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Intersection Setup
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-224
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 110
0 0
315
270
0 0
0 44
206
140
Total Analysis Volume [veh/h]
0 28
0 0
79 68
0 0
0 11
51 35
Total 15-Minute Volume [veh/h]

0.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8994

0.8994

0.9500

0.9500

0.8994

0.8994

0.9500

0.9500

0.9500

0.8994

0.8994

0.8994
Peak Hour Factor
86 99
0 0
283
243
0 0
0 40
185
126
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 9
0 0
7 9
0 0
0 0
0 23
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0000

1.0000

1.0400

1.0400

1.0000

1.0000

1.0000

1.0400

1.0400

1.0400
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
83 87
0 0
265
225
0 0
0 38
178
99 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-225
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
No
No
No
Minimum Recall

0.0 4.0

0.0 0.0

4.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
l2, Clearance Lost Time [s]

0.0 2.0

0.0 0.0

2.0 2.0

0.0 0.0

0.0 0.0

2.0 0.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 23
0 0
19 0
0 0
0 0
10 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 0
0 0
7 0
Walk [s]

0.0 3.0

0.0 0.0

3.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
Vehicle Extension [s]
0 36
0 0
71 35
0 0
0 0
34 0
Split [s]

0.0 1.0

0.0 0.0

1.0 1.0

0.0 0.0

0.0 0.0

1.0 0.0
All red [s]

0.0 5.0

0.0 0.0

5.0 4.0

0.0 0.0

0.0 0.0

4.0 0.0
Amber [s]
0 42
0 0
42 30
0 0
0 0
45 0
Maximum Green [s]
0 10
0 0
10 7
0 0
0 0
10 0
Minimum Green [s]
-
-
-
-
-
Lead
-
-
-
-
-
-
Lead / Lag
Auxiliary Signal Groups
0 6
0 0
2 5
0 0
0 0
8 0
Signal Group
Permiss
Permiss
Permiss
Permiss
Permiss
Protecte
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Control Type
Phasing & Timing

12.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

14.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
105
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-226

0.00 28.95

37.63 296.02
278.07
152.29
95th-Percentile Queue Length [ft/ln]

0.00 1.16

1.51 11.84

11.12 6.09
95th-Percentile Queue Length [veh/ln]

0.00 16.08

20.91 184.60
170.88

84.60 50th-Percentile Queue Length [ft/ln]

0.00 0.64

0.84 7.38

6.84 3.38
50th-Percentile Queue Length [veh/ln]
No
Yes
No
Yes
Yes
No
Critical Lane Group
A
B
A
D
D
D
Lane Group LOS

0.00 12.87

4.17 50.46

49.90 41.39
d, Delay for Lane Group [s/veh]

0.00 0.06

0.12 0.88

0.85 0.49
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.00 0.06

0.09 8.03

7.03 1.28
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.50 0.11

0.11 0.11
k, delay calibration

0.00 12.81

4.08 42.43

42.87 40.11
d1, Uniform Delay [s]
817
1830
2613
307
293
287
c, Capacity [veh/h]
1589
3560
3560
1781
1814
1781
s, saturation flow rate [veh/h]

0.00 0.03

0.09 0.15

0.14 0.08
(v / s)_i Volume / Saturation Flow Rate

0.51 0.51

0.73 0.17

0.16 0.16
g / C, Green / Cycle
54 54
77 18
17 17
g_i, Effective Green Time [s]

4.00 4.00

4.00 3.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

6.00 5.00

5.00 5.00
L, Total Lost Time per Cycle [s]
105
105
105
105
105
105
C, Cycle Length [s]
R
C
C
L
C
L
Lane Group
Lane Group Calculations
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-227
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

41.39 49.90

49.90 0.00

0.00 0.00

50.46 4.17

0.00 0.00

12.87 0.00
Movement LOS
D
D
D
D
A
B
A
d_A, Approach Delay [s/veh]

46.85 0.00

25.54 12.87
Approach LOS
D
A
C
B
d_I, Intersection Delay [s/veh]

31.91 Intersection LOS
C
Intersection V/C

0.362
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

0.0 0.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

42.10 42.10

0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio

2.074

1.895

0.000

0.000
Crosswalk LOS
B
A
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
552
0 1237
571
d_b, Bicycle Delay [s]

27.53 52.53

7.64 26.81
I_b,int, Bicycle LOS Score for Intersection

2.203

4.132

2.042

1.650
Bicycle LOS
B
D
B
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 -
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-228

0.248
Volume to Capacity (v/c):

A
Level Of Service:

9.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Vine St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00

75.00 100.00
100.00
135.00
100.00
100.00
100.00
100.00
100.00
152.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
31 111
6 70
161
127
77 17
24 16
51 17
Total Analysis Volume [veh/h]
8 28
1 18
40 32
19 4
6 4
13 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795
Peak Hour Factor
27 98
5 62
142
112
68 15
21 14
45 15
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 9
0 0
7 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
26 86
5 60
130
108
65 14
20 13
43 14
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-229
A
Intersection LOS

9.63 Intersection Delay [s/veh]
A
A
A
A
Approach LOS

9.21 9.78

9.89 9.35
Approach Delay [s/veh]

9.30 9.86

0.81 7.76

24.34 20.06

16.78 9.19

2.39 95th-Percentile Queue Length [ft]

0.37 0.39

0.03 0.31

0.97 0.80

0.67 0.37

0.10 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.11 0.12

0.01 0.09

0.25 0.21

0.18 0.11

0.03 Degree of Utilization, x
640
608
560
744
650
595
640
611
550
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-230

0.016
Volume to Capacity (v/c):

B
Level Of Service:

11.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 5: Commerce St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
150.00
220.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 1
0 0
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
4 97
15 22
131
6 5
22 10
9 10
34 Total Analysis Volume [veh/h]
1 24
4 6
33 2
1 6
2 2
2 9
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405
Peak Hour Factor
4 91
14 21
123
6 5
21 9
8 9
32 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 9
0 0
7 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
4 79
13 20
112
6 5
20 9
8 9
31 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-231
B
Intersection LOS

3.01 d_I, Intersection Delay [s/veh]
A
A
B
B
Approach LOS

0.98 0.28

10.21 10.60
d_A, Approach Delay [s/veh]

0.00 0.00

0.80 0.00

0.25 0.25

4.01 4.01

4.01 6.17

6.17 6.17
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.03 0.00

0.01 0.01

0.16 0.16

0.16 0.25

0.25 0.25
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
A
A
B
B
Movement LOS

0.00 0.00

7.55 0.00

0.00 7.42

8.84 10.62

9.98 9.08

11.21 10.83
d_M, Delay for Movement [s/veh]

0.00 0.00

0.01 0.00

0.00 0.00

0.00 0.03

0.01 0.01

0.02 0.05
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
2 0
Number of Storage Spaces in Median
Yes
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-232

0.209
Volume to Capacity (v/c):

A
Level Of Service:

8.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 6: Park Ave (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
No
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00

97.00 100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
10 50
24 70
78 16
30 64
13 21
102
39 Total Analysis Volume [veh/h]
3 12
6 17
19 4
8 16
3 5
26 10
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625
Peak Hour Factor
9 43
21 60
67 14
26 55
11 18
88 34
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 9
0 0
7 0
0 0
0 0
1 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
9 33
20 58
58 13
25 53
11 17
84 33
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-233
A
Intersection LOS

8.72 Intersection Delay [s/veh]
A
A
A
A
Approach LOS

8.56 8.90

8.34 8.88
Approach Delay [s/veh]

7.17 3.05

19.00 1.98

11.85 19.66
95th-Percentile Queue Length [ft]

0.29 0.12

0.76 0.08

0.47 0.79
95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.09 0.04

0.20 0.03

0.14 0.21
Degree of Utilization, x
685
613
726
621
780
774
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-234

0.023
Volume to Capacity (v/c):

C
Level Of Service:

15.8 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 7: Commerce St (NS) at 3rd St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 30.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
132.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 1
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
3rd St
3rd St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
479
14 22
470
11 8
Total Analysis Volume [veh/h]
120
4 5
118
3 2
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8295

0.8295

0.8295

0.8295

0.8295

0.8295
Peak Hour Factor
397
12 18
390
9 7
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
5 0
0 4
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
377
12 17
371
9 7
Base Volume Input [veh/h]
3rd St
3rd St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-235
C
Intersection LOS

0.35 d_I, Intersection Delay [s/veh]
A
A
B
Approach LOS

0.24 0.00

12.46 d_A, Approach Delay [s/veh]

0.00 1.00

0.00 0.00

2.95 2.95
95th-Percentile Queue Length [ft/ln]

0.00 0.04

0.00 0.00

0.12 0.12
95th-Percentile Queue Length [veh/ln]
A
A
A
A
B
C
Movement LOS

0.00 8.42

0.00 0.00

10.06 15.77
d_M, Delay for Movement [s/veh]

0.00 0.01

0.00 0.00

0.01 0.02
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-236

0.003
Volume to Capacity (v/c):

A
Level Of Service:

8.8 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 8: Commerce St (NS) at 5th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
5th St
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
1 3
46 0
3 18
Total Analysis Volume [veh/h]
0 1
11 0
1 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.7647

0.7647

0.7647

0.7647

0.7647

0.7647
Peak Hour Factor
1 2
35 0
2 14
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
1 2
34 0
2 13
Base Volume Input [veh/h]
5th St
Commerce St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-237
A
Intersection LOS

0.49 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

8.74 0.00

0.00 d_A, Approach Delay [s/veh]

0.31 0.31

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.01 0.01

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

8.42 8.85

0.00 7.26

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-238

0.006
Volume to Capacity (v/c):

A
Level Of Service:

8.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 9: Commerce St (NS) at 6th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
6th Street
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
0 6
50 1
0 22
Total Analysis Volume [veh/h]
0 1
12 0
0 6
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.7237

0.7237

0.7237

0.7237

0.7237

0.7237
Peak Hour Factor
0 4
36 1
0 16
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 4
35 1
0 15
Base Volume Input [veh/h]
6th Street
Commerce St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-239
A
Intersection LOS

0.77 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

8.90 0.14

0.00 d_A, Approach Delay [s/veh]

0.49 0.49

0.04 0.04

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.02 0.02

0.00 0.00

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

8.44 8.90

0.00 7.26

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.01

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-240

0.010
Volume to Capacity (v/c):

B
Level Of Service:

10.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 10: Project Dwy (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
0 120
3 9
155
0 0
0 0
7 0
7 Total Analysis Volume [veh/h]
0 30
1 2
39 0
0 0
0 2
0 2
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8603

0.8603

0.8603

0.8603

0.8603

0.8603

0.8603

0.9500

0.8603

0.8603

0.9500

0.8603
Peak Hour Factor
0 103
3 8
133
0 0
0 0
6 0
6 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 9
0 0
7 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0000

1.0400

1.0400

1.0000

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 90
3 8
121
0 0
0 0
6 0
6 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-241
B
Intersection LOS

0.52 d_I, Intersection Delay [s/veh]
A
A
A
A
Approach LOS

0.18 0.00

9.29 9.49
d_A, Approach Delay [s/veh]

0.00 0.00

0.16 0.00

0.00 0.00

0.00 0.00

0.00 1.31

0.00 1.31
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.01 0.00

0.00 0.00

0.00 0.00

0.00 0.05

0.00 0.05
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
A
A
B
Movement LOS

0.00 0.00

7.56 0.00

0.00 7.46

8.63 0.00

9.96 8.82

0.00 10.15
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.01

0.00 0.01
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-242

PM PEAK HOUR
Apx-243

0.544
Volume to Capacity (v/c):

C
Level Of Service:

26.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lime St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk
No
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 25.00

35.00 35.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
185.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00

72.00 Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
1 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Intersection Setup
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-244
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
No
No
Presence of On-Street Parking
167
410
215
140
404
18 33
290
58 131
276
25 Total Analysis Volume [veh/h]
42 102
54 35
101
5 8
73 14
33 69
6 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204
Peak Hour Factor
154
377
198
129
372
17 30
267
53 121
254
23 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 51
0 26
23 3
3 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
148
313
190
99 336
13 26
257
51 116
244
22 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-245
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Minimum Recall

0.0 2.6

2.6 0.0

2.6 2.6

0.0 3.1

3.1 0.0

3.1 3.1
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

2.0 2.0

0.0 2.0

2.0 0.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 21
0 0
18 0
0 20
0 0
21 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 7
0 0
7 0
Walk [s]

0.0 3.0

3.0 0.0

3.0 3.0

0.0 3.0

3.0 0.0

3.0 3.0
Vehicle Extension [s]
0 42
24 0
29 9
0 30
9 0
30 9
Split [s]

0.0 1.0

1.0 0.0

1.0 1.0

0.0 1.0

1.0 0.0

1.0 1.0
All red [s]

0.0 3.6

3.6 0.0

3.6 3.6

0.0 4.1

4.1 0.0

4.1 4.1
Amber [s]
0 30
30 0
30 30
0 30
30 0
30 30
Maximum Green [s]
0 10
7 0
10 7
0 10
7 0
10 7
Minimum Green [s]
-
-
Lead
-
-
Lead
-
-
Lead
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
1 0
2 5
0 4
7 0
8 3
Signal Group
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
ProtPer
Permiss
Permiss
ProtPer
Control Type
Phasing & Timing

16.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
90 Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-246

80.33 217.74
216.73
183.30
194.16

20.19 137.54
140.35

40.42 116.96
257.44

17.00 95th-Percentile Queue Length [ft/ln]

3.21 8.71

8.67 7.33

7.77 0.81

5.50 5.61

1.62 4.68

10.30 0.68
95th-Percentile Queue Length [veh/ln]

44.63 125.78
125.04
101.83
108.68

11.22 76.41

77.97 22.45

64.98 155.26

9.44 50th-Percentile Queue Length [ft/ln]

1.79 5.03

5.00 4.07

4.35 0.45

3.06 3.12

0.90 2.60

6.21 0.38
50th-Percentile Queue Length [veh/ln]
No
No
Yes
Yes
No
No
No
No
Yes
No
Yes
No
Critical Lane Group
B
B
D
C
C
D
C
C
C
C
D
C
Lane Group LOS

12.21 14.71

44.90 20.42

20.20 46.66

32.65 32.56

24.53 34.66

41.82 23.23
d, Delay for Lane Group [s/veh]

0.20 0.42

0.84 0.38

0.37 0.34

0.45 0.44

0.17 0.47

0.84 0.06
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression 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
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.55 1.35

7.28 1.57

1.40 3.76

0.87 0.82

0.23 1.23

5.84 0.07
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.11 0.50

0.50 0.11

0.11 0.11

0.11 0.11

0.11 0.11
k, delay calibration

11.65 13.36

37.62 18.85

18.79 42.90

31.78 31.74

24.30 33.43

35.98 23.16
d1, Uniform Delay [s]
825
971
256
692
758
53 358
371
342
279
328
398
c, Capacity [veh/h]
1589
1870
1781
1709
1870
1781
1804
1870
1239
1589
1870
1235
s, saturation flow rate [veh/h]

0.11 0.22

0.12 0.15

0.15 0.01

0.09 0.09

0.05 0.08

0.15 0.02
(v / s)_i Volume / Saturation Flow Rate

0.52 0.52

0.14 0.41

0.41 0.03

0.20 0.20

0.29 0.17

0.17 0.29
g / C, Green / Cycle
47 47
13 37
37 3
18 18
26 16
16 26
g_i, Effective Green Time [s]

2.60 2.60

2.60 2.60

2.60 2.60

3.10 3.10

0.00 3.10

3.10 0.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.60 4.60

4.60 4.60

4.60 4.60

5.10 5.10

5.10 5.10

5.10 5.10
L, Total Lost Time per Cycle [s]
90 90
90 90
90 90
90 90
90 90
90 90
C, Cycle Length [s]
R
C
L
C
C
L
C
C
L
R
C
L
Lane Group
Lane Group Calculations
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-247
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

23.23 41.82

34.66 24.53

32.60 32.65

46.66 20.26

20.42 44.90

14.71 12.21
Movement LOS
C
D
C
C
C
C
D
C
C
D
B
B
d_A, Approach Delay [s/veh]

38.57 31.38

21.15 22.38
Approach LOS
D
C
C
C
d_I, Intersection Delay [s/veh]

26.87 Intersection LOS
C
Intersection V/C

0.544
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

34.72 34.72

34.72 34.72
I_p,int, Pedestrian LOS Score for Intersectio

2.544

2.370

2.348

2.631
Crosswalk LOS
B
B
B
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
553
553
542
830
d_b, Bicycle Delay [s]

23.59 23.59

23.95 15.41
I_b,int, Bicycle LOS Score for Intersection

2.272

1.874

2.023

2.866
Bicycle LOS
B
A
B
C
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 7
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
4 3
2 1
Ring 1
Sequence
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-248

0.402
Volume to Capacity (v/c):

C
Level Of Service:

24.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 2: SR-91 SB Off-Ramp (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 Grade [%]

35.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Thru
Left
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Intersection Setup
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-249
0 0
0 Bicycle Volume [bicycles/h]
0 0
0 v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 v_co, Outbound Pedestrian Volume crossing
0 0
0 v_di, Inbound Pedestrian Volume crossing m
0 0
0 v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 253
622
0 557
225
Total Analysis Volume [veh/h]
0 63
155
0 139
56 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9500

0.8816

0.8816

0.9500

0.8816

0.8816
Peak Hour Factor
0 223
548
0 491
198
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 37
23 0
14 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0400

1.0400

1.0000

1.0400

1.0400
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 179
505
0 459
190
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-250
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
Pedestrian Recall
No
No
No
Maximum Recall
No
No
No
Minimum Recall

0.0 4.0

4.0 0.0

0.0 3.0
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 15
10 0
0 10
Pedestrian Clearance [s]
0 7
7 0
0 7
Walk [s]

0.0 3.0

3.0 0.0

0.0 3.0
Vehicle Extension [s]
0 53
53 0
0 57
Split [s]

0.0 1.0

1.0 0.0

0.0 1.0
All red [s]

0.0 5.0

5.0 0.0

0.0 4.0
Amber [s]
0 42
42 0
0 47
Maximum Green [s]
0 10
10 0
0 7
Minimum Green [s]
-
-
-
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
2 0
0 7
Signal Group
Permissive
Permissive
Permissive
Permissive
Split
Split
Control Type
Phasing & Timing

8.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
110
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-251

43.74 121.29
297.55
230.24
95th-Percentile Queue Length [ft/ln]

1.75 4.85

11.90 9.21
95th-Percentile Queue Length [veh/ln]

24.30 67.39
185.79
134.98
50th-Percentile Queue Length [ft/ln]

0.97 2.70

7.43 5.40
50th-Percentile Queue Length [veh/ln]
No
Yes
Yes
No
Critical Lane Group
A
A
D
D
Lane Group LOS

6.47 7.45

44.47 38.60
d, Delay for Lane Group [s/veh]

0.11 0.26

0.87 0.55
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.09 0.26

3.71 1.18
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.11 0.11
k, delay calibration

6.38 7.18

40.77 37.42
d1, Uniform Delay [s]
2391
2391
643
407
c, Capacity [veh/h]
3560
3560
2813
1781
s, saturation flow rate [veh/h]

0.07 0.17

0.20 0.13
(v / s)_i Volume / Saturation Flow Rate

0.67 0.67

0.23 0.23
g / C, Green / Cycle
74 74
25 25
g_i, Effective Green Time [s]

4.00 4.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

5.00 5.00
L, Total Lost Time per Cycle [s]
110
110
110
110
C, Cycle Length [s]
C
C
R
L
Lane Group
Lane Group Calculations
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-252
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

38.60 44.47

0.00 7.45

6.47 0.00
Movement LOS
D
D
A
A
d_A, Approach Delay [s/veh]

42.78 7.45

6.47 Approach LOS
D
A
A
d_I, Intersection Delay [s/veh]

23.98 Intersection LOS
C
Intersection V/C

0.402
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 0.0

0.0 M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 d_p, Pedestrian Delay [s]

44.51 0.00

0.00 I_p,int, Pedestrian LOS Score for Intersectio

2.363

0.000

0.000
Crosswalk LOS
B
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
946
855
855
d_b, Bicycle Delay [s]

15.26 18.01

18.01 I_b,int, Bicycle LOS Score for Intersection

1.560

2.073

1.768
Bicycle LOS
A
B
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
-
7 6
-
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-253

0.564
Volume to Capacity (v/c):

D
Level Of Service:

37.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 3: Mulberry St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
178.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1 0
0 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Intersection Setup
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-254
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 130
0 0
442
396
0 0
0 55
391
120
Total Analysis Volume [veh/h]
0 32
0 0
110
99 0
0 0
14 98
30 Total 15-Minute Volume [veh/h]

0.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8854

0.8854

0.9500

0.9500

0.8854

0.8854

0.9500

0.9500

0.9500

0.8854

0.8854

0.8854
Peak Hour Factor
157
115
0 0
391
351
0 0
0 49
346
106
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 10
0 0
10 13
0 0
0 0
0 27
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0000

1.0000

1.0400

1.0400

1.0000

1.0000

1.0000

1.0400

1.0400

1.0400
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
151
101
0 0
366
325
0 0
0 47
333
76 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-255
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
No
No
No
Minimum Recall

0.0 4.0

0.0 0.0

4.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
l2, Clearance Lost Time [s]

0.0 2.0

0.0 0.0

2.0 2.0

0.0 0.0

0.0 0.0

2.0 0.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 23
0 0
20 0
0 0
0 0
10 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 0
0 0
7 0
Walk [s]

0.0 3.0

0.0 0.0

3.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
Vehicle Extension [s]
0 36
0 0
71 35
0 0
0 0
39 0
Split [s]

0.0 1.0

0.0 0.0

1.0 1.0

0.0 0.0

0.0 0.0

1.0 0.0
All red [s]

0.0 5.0

0.0 0.0

5.0 4.0

0.0 0.0

0.0 0.0

4.0 0.0
Amber [s]
0 42
0 0
42 30
0 0
0 0
45 0
Maximum Green [s]
0 10
0 0
10 7
0 0
0 0
10 0
Minimum Green [s]
-
-
-
-
-
Lead
-
-
-
-
-
-
Lead / Lag
Auxiliary Signal Groups
0 6
0 0
2 5
0 0
0 0
8 0
Signal Group
Permiss
Permiss
Permiss
Permiss
Permiss
Protecte
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Control Type
Phasing & Timing

12.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

22.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
110
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-256

0.00 52.06

93.54 460.35
473.01
115.33
95th-Percentile Queue Length [ft/ln]

0.00 2.08

3.74 18.41

18.92 4.61
95th-Percentile Queue Length [veh/ln]

0.00 28.92

51.97 314.85
325.15

64.07 50th-Percentile Queue Length [ft/ln]

0.00 1.16

2.08 12.59

13.01 2.56
50th-Percentile Queue Length [veh/ln]
No
Yes
No
Yes
Yes
No
Critical Lane Group
A
C
A
E
D
C
Lane Group LOS

0.00 24.24

8.50 60.62

50.12 32.28
d, Delay for Lane Group [s/veh]

0.00 0.10

0.20 0.93

0.92 0.26
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.00 0.17

0.19 19.74

10.66 0.28
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.50 0.30

0.15 0.11
k, delay calibration

0.00 24.07

8.31 40.88

39.45 31.99
d1, Uniform Delay [s]
558
1249
2266
428
483
470
c, Capacity [veh/h]
1589
3560
3560
1781
1830
1781
s, saturation flow rate [veh/h]

0.00 0.04

0.12 0.22

0.24 0.07
(v / s)_i Volume / Saturation Flow Rate

0.35 0.35

0.64 0.24

0.26 0.26
g / C, Green / Cycle
39 39
70 26
29 29
g_i, Effective Green Time [s]

4.00 4.00

4.00 3.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

6.00 5.00

5.00 5.00
L, Total Lost Time per Cycle [s]
110
110
110
110
110
110
C, Cycle Length [s]
R
C
C
L
C
L
Lane Group
Lane Group Calculations
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-257
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

32.28 50.12

50.12 0.00

0.00 0.00

60.62 8.50

0.00 0.00

24.24 0.00
Movement LOS
C
D
D
E
A
C
A
d_A, Approach Delay [s/veh]

46.33 0.00

33.13 24.24
Approach LOS
D
A
C
C
d_I, Intersection Delay [s/veh]

37.25 Intersection LOS
D
Intersection V/C

0.564
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

0.0 0.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

44.57 44.57

0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio

2.134

2.200

0.000

0.000
Crosswalk LOS
B
B
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
618
0 1181
545
d_b, Bicycle Delay [s]

26.27 55.02

9.22 29.11
I_b,int, Bicycle LOS Score for Intersection

2.494

4.132

2.251

1.667
Bicycle LOS
B
D
B
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 -
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-258

0.671
Volume to Capacity (v/c):

C
Level Of Service:

15.8 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Vine St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00

75.00 100.00
100.00
135.00
100.00
100.00
100.00
100.00
100.00
152.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
54 137
9 65
353
132
132
43 73
34 92
66 Total Analysis Volume [veh/h]
14 34
2 16
88 33
33 11
18 9
23 16
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902
Peak Hour Factor
43 108
7 51
279
104
104
34 58
27 73
52 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 10
0 0
10 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
41 94
7 49
259
100
100
33 56
26 70
50 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-259
C
Intersection LOS

15.81 Intersection Delay [s/veh]
B
C
C
B
Approach LOS

11.82 18.57

15.69 12.21
Approach Delay [s/veh]

17.40 18.58

1.55 9.28
124.45

27.04 61.94

24.85 12.57
95th-Percentile Queue Length [ft]

0.70 0.74

0.06 0.37

4.98 1.08

2.48 0.99

0.50 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.19 0.20

0.02 0.11

0.67 0.27

0.47 0.25

0.14 Degree of Utilization, x
502
475
445
587
526
490
529
499
455
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-260

0.122
Volume to Capacity (v/c):

B
Level Of Service:

14.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 5: Commerce St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
150.00
220.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 1
0 0
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
8 102
2 73
329
13 11
40 7
5 15
56 Total Analysis Volume [veh/h]
2 26
1 18
82 3
3 10
2 1
4 14
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091
Peak Hour Factor
7 93
2 66
299
12 10
36 6
5 14
51 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 10
0 0
10 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
7 80
2 63
278
12 10
35 6
5 13
49 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-261
B
Intersection LOS

2.79 d_I, Intersection Delay [s/veh]
A
A
B
B
Approach LOS

0.15 0.23

11.60 13.92
d_A, Approach Delay [s/veh]

0.00 0.00

0.13 0.00

0.55 0.55

7.94 7.94

7.94 13.97

13.97 13.97
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.01 0.00

0.02 0.02

0.32 0.32

0.32 0.56

0.56 0.56
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
B
B
B
B
Movement LOS

0.00 0.00

8.13 0.00

0.00 7.45

9.23 12.37

10.90 10.64

13.84 14.23
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.01

0.01 0.07

0.01 0.01

0.03 0.12
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
2 0
Number of Storage Spaces in Median
Yes
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-262

0.420
Volume to Capacity (v/c):

B
Level Of Service:

10.2 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 6: Park Ave (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
No
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00

97.00 100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
8 45
18 138
161
19 16
95 10
34 82
51 Total Analysis Volume [veh/h]
2 11
4 34
40 5
4 24
2 9
21 13
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013
Peak Hour Factor
7 41
16 124
145
17 14
86 9
31 74
46 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 10
0 0
10 0
0 1
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
7 30
15 119
130
16 13
82 9
30 71
44 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-263
B
Intersection LOS

10.18 Intersection Delay [s/veh]
A
B
A
A
Approach LOS

8.82 11.22

9.14 9.54
Approach Delay [s/veh]

6.65 2.38

52.25 2.40

15.35 22.50
95th-Percentile Queue Length [ft]

0.27 0.10

2.09 0.10

0.61 0.90
95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.08 0.03

0.42 0.03

0.17 0.23
Degree of Utilization, x
649
584
711
612
707
717
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-264

0.147
Volume to Capacity (v/c):

E
Level Of Service:

42.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 7: Commerce St (NS) at 3rd St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 30.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
132.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 1
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
3rd St
3rd St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
484
13 48
1217
12 16
Total Analysis Volume [veh/h]
121
3 12
304
3 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9180

0.9180

0.9180

0.9180

0.9180

0.9180
Peak Hour Factor
444
12 44
1117
11 15
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
6 0
0 6
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
421
12 42
1068
11 14
Base Volume Input [veh/h]
3rd St
3rd St
Commerce St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-265
E
Intersection LOS

0.59 d_I, Intersection Delay [s/veh]
A
A
D
Approach LOS

0.31 0.00

32.35 d_A, Approach Delay [s/veh]

0.00 1.83

0.00 0.00

15.41 15.41
95th-Percentile Queue Length [ft/ln]

0.00 0.07

0.00 0.00

0.62 0.62
95th-Percentile Queue Length [veh/ln]
A
B
A
A
C
E
Movement LOS

0.00 11.76

0.00 0.00

18.27 42.91
d_M, Delay for Movement [s/veh]

0.00 0.02

0.00 0.01

0.03 0.15
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-266

0.004
Volume to Capacity (v/c):

A
Level Of Service:

9.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 8: Commerce St (NS) at 5th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
5th St
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
2 4
56 8
2 25
Total Analysis Volume [veh/h]
1 1
14 2
1 6
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8333

0.8333

0.8333

0.8333

0.8333

0.8333
Peak Hour Factor
2 3
47 7
2 21
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
2 3
45 7
2 20
Base Volume Input [veh/h]
5th St
Commerce St
Commerce St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-267
A
Intersection LOS

1.15 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

8.85 0.91

0.00 d_A, Approach Delay [s/veh]

0.48 0.48

0.33 0.33

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.02 0.02

0.01 0.01

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

8.45 9.04

0.00 7.28

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.01

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-268

0.002
Volume to Capacity (v/c):

A
Level Of Service:

8.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 9: Commerce St (NS) at 6th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
6th Street
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
0 2
52 3
0 26
Total Analysis Volume [veh/h]
0 1
13 1
0 6
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9250

0.9250

0.9250

0.9250

0.9250

0.9250
Peak Hour Factor
0 2
48 3
0 24
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 2
46 3
0 23
Base Volume Input [veh/h]
6th Street
Commerce St
Commerce St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-269
A
Intersection LOS

0.48 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

8.94 0.40

0.00 d_A, Approach Delay [s/veh]

0.16 0.16

0.13 0.13

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.01 0.01

0.01 0.01

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

8.44 8.94

0.00 7.27

0.00 0.00
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-270

0.024
Volume to Capacity (v/c):

B
Level Of Service:

11.9 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 10: Project Dwy (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
0 104
2 19
332
0 0
0 0
6 0
13 Total Analysis Volume [veh/h]
0 26
1 5
83 0
0 0
0 1
0 3
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8784

0.8784

0.8784

0.8784

0.8784

0.8784

0.8784

0.9500

0.8784

0.8784

0.9500

0.8784
Peak Hour Factor
0 91
2 17
292
0 0
0 0
5 0
11 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 10
0 0
10 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0000

1.0400

1.0400

1.0000

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 78
2 16
271
0 0
0 0
5 0
11 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-271
B
Intersection LOS

0.48 d_I, Intersection Delay [s/veh]
A
A
A
B
Approach LOS

0.15 0.00

9.57 11.15
d_A, Approach Delay [s/veh]

0.00 0.00

0.12 0.00

0.00 0.00

0.00 0.00

0.00 2.43

0.00 2.43
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.10

0.00 0.10
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
A
B
Movement LOS

0.00 0.00

7.99 0.00

0.00 7.42

8.58 0.00

10.56 9.49

0.00 11.91
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.01

0.00 0.02
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 3: 3 Opening Year Without Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-272
OPENING YEAR (2026) WITH PROJECT
Apx-273

AM PEAK HOUR
Apx-274

0.562
Volume to Capacity (v/c):

D
Level Of Service:

35.4 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lime St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk
No
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 25.00

35.00 35.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
185.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00

72.00 Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
1 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Intersection Setup
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-275
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
No
No
Presence of On-Street Parking
202
671
476
116
281
14 6
297
51 54
152
32 Total Analysis Volume [veh/h]
50 168
119
29 70
3 1
74 13
14 38
8 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633

0.8633
Peak Hour Factor
174
579
411
100
243
12 5
256
44 47
131
28 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 53
14 19
21 2
3 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
167
506
382
78 213
10 2
246
42 45
126
27 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-276
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Minimum Recall

0.0 2.6

2.6 0.0

2.6 2.6

0.0 3.1

3.1 0.0

3.1 3.1
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

2.0 2.0

0.0 2.0

2.0 0.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 21
0 0
18 0
0 20
0 0
21 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 7
0 0
7 0
Walk [s]

0.0 3.0

3.0 0.0

3.0 3.0

0.0 3.0

3.0 0.0

3.0 3.0
Vehicle Extension [s]
0 57
43 0
30 16
0 34
13 0
34 13
Split [s]

0.0 1.0

1.0 0.0

1.0 1.0

0.0 1.0

1.0 0.0

1.0 1.0
All red [s]

0.0 3.6

3.6 0.0

3.6 3.6

0.0 4.1

4.1 0.0

4.1 4.1
Amber [s]
0 30
30 0
30 30
0 30
30 0
30 30
Maximum Green [s]
0 10
7 0
10 7
0 10
7 0
10 7
Minimum Green [s]
-
-
Lead
-
-
Lead
-
-
Lead
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
1 0
2 5
0 4
7 0
8 3
Signal Group
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
ProtPer
Permiss
Permiss
ProtPer
Control Type
Phasing & Timing

16.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
120
Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-277

88.30 345.45
577.81
175.45
186.20

21.55 205.30
205.79

57.52 70.10
212.04

35.68 95th-Percentile Queue Length [ft/ln]

3.53 13.82

23.11 7.02

7.45 0.86

8.21 8.23

2.30 2.80

8.48 1.43
95th-Percentile Queue Length [veh/ln]

49.05 223.00
411.47

97.47 103.44

11.97 116.71
117.07

31.96 38.94
121.61

19.82 50th-Percentile Queue Length [ft/ln]

1.96 8.92

16.46 3.90

4.14 0.48

4.67 4.68

1.28 1.56

4.86 0.79
50th-Percentile Queue Length [veh/ln]
No
No
Yes
Yes
No
No
No
No
Yes
No
Yes
No
Critical Lane Group
A
B
E
C
C
E
E
E
D
D
E
D
Lane Group LOS

8.04 12.08

63.13 24.94

24.71 62.80

56.98 56.88

41.11 51.51

60.83 40.54
d, Delay for Lane Group [s/veh]

0.19 0.54

0.94 0.28

0.27 0.35

0.74 0.74

0.19 0.34

0.81 0.12
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression 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
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.40 1.67

21.10 1.02

0.88 5.01

5.20 5.11

0.34 1.24

7.97 0.21
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.33 0.50

0.50 0.11

0.11 0.11

0.11 0.11

0.11 0.11
k, delay calibration

7.64 10.41

42.04 23.93

23.83 57.80

51.78 51.76

40.77 50.27

52.86 40.32
d1, Uniform Delay [s]
1060
1247
505
685
758
40 204
206
268
160
188
258
c, Capacity [veh/h]
1589
1870
1781
1690
1870
1781
1857
1870
1411
1589
1870
1315
s, saturation flow rate [veh/h]

0.13 0.36

0.27 0.11

0.11 0.01

0.08 0.08

0.04 0.03

0.08 0.02
(v / s)_i Volume / Saturation Flow Rate

0.67 0.67

0.28 0.41

0.41 0.02

0.11 0.11

0.19 0.10

0.10 0.19
g / C, Green / Cycle
80 80
34 49
49 3
13 13
23 12
12 23
g_i, Effective Green Time [s]

2.60 2.60

2.60 2.60

2.60 2.60

3.10 3.10

0.00 3.10

3.10 0.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.60 4.60

4.60 4.60

4.60 4.60

5.10 5.10

5.10 5.10

5.10 5.10
L, Total Lost Time per Cycle [s]
120
120
120
120
120
120
120
120
120
120
120
120
C, Cycle Length [s]
R
C
L
C
C
L
C
C
L
R
C
L
Lane Group
Lane Group Calculations
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-278
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

40.54 60.83

51.51 41.11

56.93 56.98

62.80 24.77

24.94 63.13

12.08 8.04
Movement LOS
D
E
D
D
E
E
E
C
C
E
B
A
d_A, Approach Delay [s/veh]

55.99 54.65

26.12 29.49
Approach LOS
E
D
C
C
d_I, Intersection Delay [s/veh]

35.37 Intersection LOS
D
Intersection V/C

0.562
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

49.52 49.52

49.52 49.52
I_p,int, Pedestrian LOS Score for Intersectio

2.570

2.350

2.378

2.717
Crosswalk LOS
B
B
B
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
482
482
423
873
d_b, Bicycle Delay [s]

34.60 34.60

37.31 19.06
I_b,int, Bicycle LOS Score for Intersection

1.952

1.852

1.899

3.785
Bicycle LOS
A
A
A
D
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 7
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
4 3
2 1
Ring 1
Sequence
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-279

0.514
Volume to Capacity (v/c):

C
Level Of Service:

26.1 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 2: SR-91 SB Off-Ramp (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 Grade [%]

35.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Thru
Left
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Intersection Setup
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-280
0 0
0 Bicycle Volume [bicycles/h]
0 0
0 v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 v_co, Outbound Pedestrian Volume crossing
0 0
0 v_di, Inbound Pedestrian Volume crossing m
0 0
0 v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 276
385
0 1037
196
Total Analysis Volume [veh/h]
0 69
96 0
259
49 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9500

0.8849

0.8849

0.9500

0.8849

0.8849
Peak Hour Factor
0 244
341
0 918
173
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 55
21 0
12 6
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0400

1.0400

1.0000

1.0400

1.0400
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 182
308
0 871
161
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-281
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
Pedestrian Recall
No
No
No
Maximum Recall
No
No
No
Minimum Recall

0.0 4.0

4.0 0.0

0.0 3.0
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 15
10 0
0 10
Pedestrian Clearance [s]
0 7
7 0
0 7
Walk [s]

0.0 3.0

3.0 0.0

0.0 3.0
Vehicle Extension [s]
0 29
29 0
0 81
Split [s]

0.0 1.0

1.0 0.0

0.0 1.0
All red [s]

0.0 5.0

5.0 0.0

0.0 4.0
Amber [s]
0 42
42 0
0 47
Maximum Green [s]
0 10
10 0
0 7
Minimum Green [s]
-
-
-
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
2 0
0 7
Signal Group
Permissive
Permissive
Permissive
Permissive
Split
Split
Control Type
Phasing & Timing

8.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
110
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-282

85.83 123.97
464.45
149.77
95th-Percentile Queue Length [ft/ln]

3.43 4.96

18.58 5.99
95th-Percentile Queue Length [veh/ln]

47.68 68.87
318.18

83.21 50th-Percentile Queue Length [ft/ln]

1.91 2.75

12.73 3.33
50th-Percentile Queue Length [veh/ln]
No
Yes
Yes
No
Critical Lane Group
B
B
C
C
Lane Group LOS

15.61 16.23

33.33 21.78
d, Delay for Lane Group [s/veh]

0.16 0.22

0.90 0.27
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.19 0.29

2.92 0.20
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.11 0.11
k, delay calibration

15.41 15.94

30.42 21.58
d1, Uniform Delay [s]
1749
1749
1150
728
c, Capacity [veh/h]
3560
3560
2813
1781
s, saturation flow rate [veh/h]

0.08 0.11

0.37 0.11
(v / s)_i Volume / Saturation Flow Rate

0.49 0.49

0.41 0.41
g / C, Green / Cycle
54 54
45 45
g_i, Effective Green Time [s]

4.00 4.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

5.00 5.00
L, Total Lost Time per Cycle [s]
110
110
110
110
C, Cycle Length [s]
C
C
R
L
Lane Group
Lane Group Calculations
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-283
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

21.78 33.33

0.00 16.23

15.61 0.00
Movement LOS
C
C
B
B
d_A, Approach Delay [s/veh]

31.50 16.23

15.61 Approach LOS
C
B
B
d_I, Intersection Delay [s/veh]

26.08 Intersection LOS
C
Intersection V/C

0.514
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 0.0

0.0 M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 d_p, Pedestrian Delay [s]

44.51 0.00

0.00 I_p,int, Pedestrian LOS Score for Intersectio

2.491

0.000

0.000
Crosswalk LOS
B
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
1383
418
418
d_b, Bicycle Delay [s]

5.23 34.37

34.37 I_b,int, Bicycle LOS Score for Intersection

1.560

1.877

1.787
Bicycle LOS
A
A
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
-
7 6
-
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-284

0.374
Volume to Capacity (v/c):

C
Level Of Service:

32.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 3: Mulberry St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
178.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1 0
0 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Intersection Setup
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-285
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 136
0 0
327
270
0 0
0 53
206
140
Total Analysis Volume [veh/h]
0 34
0 0
82 68
0 0
0 13
51 35
Total 15-Minute Volume [veh/h]

0.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8994

0.8994

0.9500

0.9500

0.8994

0.8994

0.9500

0.9500

0.9500

0.8994

0.8994

0.8994
Peak Hour Factor
98 122
0 0
294
243
0 0
0 48
185
126
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
12 32
0 0
18 9
0 0
0 8
0 23
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0000

1.0000

1.0400

1.0400

1.0000

1.0000

1.0000

1.0400

1.0400

1.0400
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
83 87
0 0
265
225
0 0
0 38
178
99 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-286
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
No
No
No
Minimum Recall

0.0 4.0

0.0 0.0

4.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
l2, Clearance Lost Time [s]

0.0 2.0

0.0 0.0

2.0 2.0

0.0 0.0

0.0 0.0

2.0 0.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 23
0 0
19 0
0 0
0 0
10 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 0
0 0
7 0
Walk [s]

0.0 3.0

0.0 0.0

3.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
Vehicle Extension [s]
0 36
0 0
74 38
0 0
0 0
36 0
Split [s]

0.0 1.0

0.0 0.0

1.0 1.0

0.0 0.0

0.0 0.0

1.0 0.0
All red [s]

0.0 5.0

0.0 0.0

5.0 4.0

0.0 0.0

0.0 0.0

4.0 0.0
Amber [s]
0 42
0 0
42 30
0 0
0 0
45 0
Maximum Green [s]
0 10
0 0
10 7
0 0
0 0
10 0
Minimum Green [s]
-
-
-
-
-
Lead
-
-
-
-
-
-
Lead / Lag
Auxiliary Signal Groups
0 6
0 0
2 5
0 0
0 0
8 0
Signal Group
Permiss
Permiss
Permiss
Permiss
Permiss
Protecte
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Control Type
Phasing & Timing

12.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

14.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
110
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-287

0.00 37.92

42.19 308.76
298.31
159.01
95th-Percentile Queue Length [ft/ln]

0.00 1.52

1.69 12.35

11.93 6.36
95th-Percentile Queue Length [veh/ln]

0.00 21.07

23.44 194.42
186.36

88.34 50th-Percentile Queue Length [ft/ln]

0.00 0.84

0.94 7.78

7.45 3.53
50th-Percentile Queue Length [veh/ln]
No
Yes
No
Yes
Yes
No
Critical Lane Group
A
B
A
D
D
D
Lane Group LOS

0.00 13.43

4.38 52.83

52.08 42.73
d, Delay for Lane Group [s/veh]

0.00 0.07

0.13 0.88

0.86 0.47
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.00 0.08

0.10 8.31

7.38 1.18
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.50 0.11

0.11 0.11
k, delay calibration

0.00 13.35

4.29 44.52

44.70 41.55
d1, Uniform Delay [s]
822
1841
2614
306
300
296
c, Capacity [veh/h]
1589
3560
3560
1781
1805
1781
s, saturation flow rate [veh/h]

0.00 0.04

0.09 0.15

0.14 0.08
(v / s)_i Volume / Saturation Flow Rate

0.52 0.52

0.73 0.17

0.17 0.17
g / C, Green / Cycle
57 57
81 19
18 18
g_i, Effective Green Time [s]

4.00 4.00

4.00 3.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

6.00 5.00

5.00 5.00
L, Total Lost Time per Cycle [s]
110
110
110
110
110
110
C, Cycle Length [s]
R
C
C
L
C
L
Lane Group
Lane Group Calculations
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-288
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

42.73 52.08

52.08 0.00

0.00 0.00

52.83 4.38

0.00 0.00

13.43 0.00
Movement LOS
D
D
D
D
A
B
A
d_A, Approach Delay [s/veh]

48.80 0.00

26.30 13.43
Approach LOS
D
A
C
B
d_I, Intersection Delay [s/veh]

32.68 Intersection LOS
C
Intersection V/C

0.374
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

0.0 0.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

44.57 44.57

0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio

2.079

1.897

0.000

0.000
Crosswalk LOS
B
A
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
563
0 1236
545
d_b, Bicycle Delay [s]

28.39 55.02

8.03 29.11
I_b,int, Bicycle LOS Score for Intersection

2.218

4.132

2.052

1.672
Bicycle LOS
B
D
B
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 -
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-289

0.288
Volume to Capacity (v/c):

A
Level Of Service:

10.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Vine St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00

75.00 100.00
100.00
135.00
100.00
100.00
100.00
100.00
100.00
152.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
31 151
6 70
183
127
77 17
24 16
51 17
Total Analysis Volume [veh/h]
8 38
1 18
46 32
19 4
6 4
13 4
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795

0.8795
Peak Hour Factor
27 133
5 62
161
112
68 15
21 14
45 15
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 44
0 0
26 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
26 86
5 60
130
108
65 14
20 13
43 14
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-290
A
Intersection LOS

9.97 Intersection Delay [s/veh]
A
B
B
A
Approach LOS

9.62 10.18

10.16 9.58
Approach Delay [s/veh]

12.73 13.34

0.82 7.99

29.75 20.59

17.42 9.52

2.46 95th-Percentile Queue Length [ft]

0.51 0.53

0.03 0.32

1.19 0.82

0.70 0.38

0.10 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.15 0.15

0.01 0.10

0.29 0.22

0.19 0.11

0.03 Degree of Utilization, x
623
598
553
725
635
583
620
592
534
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-291

0.020
Volume to Capacity (v/c):

B
Level Of Service:

11.6 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 5: Commerce St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
150.00
220.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 1
0 0
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
4 121
15 22
152
6 18
26 10
9 12
34 Total Analysis Volume [veh/h]
1 30
4 6
38 2
5 6
2 2
3 9
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405

0.9405
Peak Hour Factor
4 114
14 21
143
6 17
24 9
8 11
32 Total Hourly Volume [veh/h]
0 0
0 0
1 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 32
0 0
26 0
12 3
0 0
2 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
4 79
13 20
112
6 5
20 9
8 9
31 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-292
B
Intersection LOS

3.07 d_I, Intersection Delay [s/veh]
A
A
B
B
Approach LOS

0.81 0.25

10.15 11.07
d_A, Approach Delay [s/veh]

0.00 0.00

0.81 0.00

0.25 0.25

5.78 5.78

5.78 6.93

6.93 6.93
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.03 0.00

0.01 0.01

0.23 0.23

0.23 0.28

0.28 0.28
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
B
A
B
B
Movement LOS

0.00 0.00

7.60 0.00

0.00 7.47

9.01 10.91

10.26 9.23

11.64 11.35
d_M, Delay for Movement [s/veh]

0.00 0.00

0.01 0.00

0.00 0.00

0.02 0.04

0.01 0.01

0.02 0.06
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
2 0
Number of Storage Spaces in Median
Yes
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-293

0.210
Volume to Capacity (v/c):

A
Level Of Service:

8.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 6: Park Ave (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
No
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00

97.00 100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
10 50
24 70
78 16
35 64
13 21
102
39 Total Analysis Volume [veh/h]
3 12
6 17
19 4
9 16
3 5
26 10
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625

0.8625
Peak Hour Factor
9 43
21 60
67 14
30 55
11 18
88 34
Total Hourly Volume [veh/h]
0 0
0 0
0 0
4 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 9
0 0
7 0
0 0
0 0
1 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
9 33
20 58
58 13
25 53
11 17
84 33
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-294
A
Intersection LOS

8.73 Intersection Delay [s/veh]
A
A
A
A
Approach LOS

8.57 8.91

8.36 8.89
Approach Delay [s/veh]

7.19 3.06

19.06 1.98

12.43 19.70
95th-Percentile Queue Length [ft]

0.29 0.12

0.76 0.08

0.50 0.79
95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.09 0.04

0.20 0.03

0.14 0.21
Degree of Utilization, x
684
612
724
620
784
773
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-295

0.035
Volume to Capacity (v/c):

C
Level Of Service:

16.1 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 7: Commerce St (NS) at 3rd St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 30.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
132.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 1
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
3rd St
3rd St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
479
17 24
470
14 12
Total Analysis Volume [veh/h]
120
4 6
118
4 3
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8295

0.8295

0.8295

0.8295

0.8295

0.8295
Peak Hour Factor
397
14 20
390
12 10
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
5 2
2 4
3 3
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
377
12 17
371
9 7
Base Volume Input [veh/h]
3rd St
3rd St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-296
C
Intersection LOS

0.47 d_I, Intersection Delay [s/veh]
A
A
B
Approach LOS

0.29 0.00

12.90 d_A, Approach Delay [s/veh]

0.00 1.22

0.00 0.00

4.27 4.27
95th-Percentile Queue Length [ft/ln]

0.00 0.05

0.00 0.00

0.17 0.17
95th-Percentile Queue Length [veh/ln]
A
A
A
A
B
C
Movement LOS

0.00 8.43

0.00 0.00

10.21 16.05
d_M, Delay for Movement [s/veh]

0.00 0.02

0.00 0.00

0.02 0.04
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-297

0.024
Volume to Capacity (v/c):

A
Level Of Service:

9.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 8: Commerce St (NS) at 5th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

25.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Left
Thru
Left
Right
Thru
Turning Movement
Lane Configuration
Westbound
Southbound
Northbound
Approach
5th St
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
9 22
46 5
5 18
Total Analysis Volume [veh/h]
2 6
11 1
1 5
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.7647

0.7647

0.7647

0.7647

0.7647

0.7647
Peak Hour Factor
7 17
35 4
4 14
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
6 15
0 4
2 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
1 2
34 0
2 13
Base Volume Input [veh/h]
5th St
Commerce St
Commerce St
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-298
A
Intersection LOS

2.97 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

8.88 0.71

0.00 d_A, Approach Delay [s/veh]

2.50 2.50

0.21 0.21

0.00 0.00
95th-Percentile Queue Length [ft/ln]

0.10 0.10

0.01 0.01

0.00 0.00
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

8.53 9.02

0.00 7.27

0.00 0.00
d_M, Delay for Movement [s/veh]

0.01 0.02

0.00 0.00

0.00 0.00
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Stop
Free
Free
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-299

0.011
Volume to Capacity (v/c):

B
Level Of Service:

10.8 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 10: Project Dwy (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
3 120
3 9
155
22 27
0 7
7 0
7 Total Analysis Volume [veh/h]
1 30
1 2
39 6
7 0
2 2
0 2
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8603

0.8603

0.8603

0.8603

0.8603

0.8603

0.8603

0.9500

0.8603

0.8603

0.9500

0.8603
Peak Hour Factor
3 103
3 8
133
19 23
0 6
6 0
6 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
3 0
0 0
0 0
0 0
6 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 9
0 0
7 19
23 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0000

1.0400

1.0400

1.0000

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 90
3 8
121
0 0
0 0
6 0
6 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Project Dwy
Other Dwy
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-300
B
Intersection LOS

1.77 d_I, Intersection Delay [s/veh]
A
A
A
A
Approach LOS

0.18 0.89

9.16 9.81
d_A, Approach Delay [s/veh]

0.00 0.00

0.16 0.00

0.00 1.15

2.94 0.00

2.94 1.40

0.00 1.40
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.01 0.00

0.00 0.05

0.12 0.00

0.12 0.06

0.00 0.06
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
A
B
Movement LOS

0.00 0.00

7.56 0.00

0.00 7.50

8.79 0.00

10.58 8.83

0.00 10.78
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.02

0.03 0.00

0.01 0.01

0.00 0.01
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 0
Number of Storage Spaces in Median
No
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-301

0.026
Volume to Capacity (v/c):

A
Level Of Service:

8.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 11: Project Dwy (NS) at 5th St (EW)
Intersection Level Of Service Report
No
No
No
Crosswalk

0.00 0.00

0.00 Grade [%]

30.00 25.00

25.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Thru
Left
Right
Thru
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Northbound
Approach
5th St
5th St
Project Dwy
Name
Intersection Setup
0 0
0 Pedestrian Volume [ped/h]
3 3
7 3
7 26
Total Analysis Volume [veh/h]
1 1
2 1
2 7
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9200

0.9200

0.9200

0.9200

0.9200

0.9200
Peak Hour Factor
3 3
6 3
6 24
Total Hourly Volume [veh/h]
0 0
0 1
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 3
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 3
6 0
6 21
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
3 0
0 2
0 0
Base Volume Input [veh/h]
5th St
5th St
Project Dwy
Name
Volumes
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-302
A
Intersection LOS

6.28 d_I, Intersection Delay [s/veh]
A
A
A
Approach LOS

3.62 0.00

8.66 d_A, Approach Delay [s/veh]

0.13 0.13

0.00 0.00

2.52 2.52
95th-Percentile Queue Length [ft/ln]

0.01 0.01

0.00 0.00

0.10 0.10
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
Movement LOS

0.00 7.24

0.00 0.00

8.46 8.71
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.01 0.03
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
0 Number of Storage Spaces in Median
No
Two-Stage Gap Acceptance
0 0
0 Storage Area [veh]
No
Flared Lane
Free
Free
Stop
Priority Scheme
Intersection Settings
4/10/2025
AM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-303

PM PEAK HOUR
Apx-304

0.552
Volume to Capacity (v/c):

C
Level Of Service:

27.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 1: Lime St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk
No
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 25.00

35.00 35.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
185.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00

72.00 Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
1 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Intersection Setup
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-305
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
No
No
Presence of On-Street Parking
167
413
223
140
412
18 33
290
58 131
276
25 Total Analysis Volume [veh/h]
42 103
56 35
103
5 8
73 14
33 69
6 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204

0.9204
Peak Hour Factor
154
380
205
129
379
17 30
267
53 121
254
23 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 54
7 26
30 3
3 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
148
313
190
99 336
13 26
257
51 116
244
22 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Lime St
Lime St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-306
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Minimum Recall

0.0 2.6

2.6 0.0

2.6 2.6

0.0 3.1

3.1 0.0

3.1 3.1
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

2.0 2.0

0.0 2.0

2.0 0.0

2.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 21
0 0
18 0
0 20
0 0
21 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 7
0 0
7 0
Walk [s]

0.0 3.0

3.0 0.0

3.0 3.0

0.0 3.0

3.0 0.0

3.0 3.0
Vehicle Extension [s]
0 42
24 0
29 9
0 30
9 0
30 9
Split [s]

0.0 1.0

1.0 0.0

1.0 1.0

0.0 1.0

1.0 0.0

1.0 1.0
All red [s]

0.0 3.6

3.6 0.0

3.6 3.6

0.0 4.1

4.1 0.0

4.1 4.1
Amber [s]
0 30
30 0
30 30
0 30
30 0
30 30
Maximum Green [s]
0 10
7 0
10 7
0 10
7 0
10 7
Minimum Green [s]
-
-
Lead
-
-
Lead
-
-
Lead
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
1 0
2 5
0 4
7 0
8 3
Signal Group
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
ProtPer
Permiss
Permiss
ProtPer
Control Type
Phasing & Timing

16.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Isolated
Coordination Type
90 Cycle Length [s]
-
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-307

80.33 219.39
222.85
188.41
198.32

20.19 137.54
140.35

40.42 116.96
257.44

17.00 95th-Percentile Queue Length [ft/ln]

3.21 8.78

8.91 7.54

7.93 0.81

5.50 5.61

1.62 4.68

10.30 0.68
95th-Percentile Queue Length [veh/ln]

44.63 126.99
129.52
104.67
111.67

11.22 76.41

77.97 22.45

64.98 155.26

9.44 50th-Percentile Queue Length [ft/ln]

1.79 5.08

5.18 4.19

4.47 0.45

3.06 3.12

0.90 2.60

6.21 0.38
50th-Percentile Queue Length [veh/ln]
No
No
Yes
Yes
No
No
No
No
Yes
No
Yes
No
Critical Lane Group
B
B
D
C
C
D
C
C
C
C
D
C
Lane Group LOS

12.21 14.75

44.71 20.83

20.61 46.66

32.65 32.56

24.53 34.66

41.82 23.23
d, Delay for Lane Group [s/veh]

0.20 0.43

0.85 0.39

0.38 0.34

0.45 0.44

0.17 0.47

0.84 0.06
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression 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
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.55 1.37

7.30 1.65

1.48 3.76

0.87 0.82

0.23 1.23

5.84 0.07
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.11 0.50

0.50 0.11

0.11 0.11

0.11 0.11

0.11 0.11
k, delay calibration

11.65 13.39

37.41 19.18

19.13 42.90

31.78 31.74

24.30 33.43

35.98 23.16
d1, Uniform Delay [s]
825
971
264
685
749
53 358
371
342
279
328
398
c, Capacity [veh/h]
1589
1870
1781
1711
1870
1781
1804
1870
1239
1589
1870
1235
s, saturation flow rate [veh/h]

0.11 0.22

0.13 0.16

0.15 0.01

0.09 0.09

0.05 0.08

0.15 0.02
(v / s)_i Volume / Saturation Flow Rate

0.52 0.52

0.15 0.40

0.40 0.03

0.20 0.20

0.29 0.17

0.17 0.29
g / C, Green / Cycle
47 47
13 36
36 3
18 18
26 16
16 26
g_i, Effective Green Time [s]

2.60 2.60

2.60 2.60

2.60 2.60

3.10 3.10

0.00 3.10

3.10 0.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

4.60 4.60

4.60 4.60

4.60 4.60

5.10 5.10

5.10 5.10

5.10 5.10
L, Total Lost Time per Cycle [s]
90 90
90 90
90 90
90 90
90 90
90 90
C, Cycle Length [s]
R
C
L
C
C
L
C
C
L
R
C
L
Lane Group
Lane Group Calculations
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-308
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

23.23 41.82

34.66 24.53

32.60 32.65

46.66 20.67

20.83 44.71

14.75 12.21
Movement LOS
C
D
C
C
C
C
D
C
C
D
B
B
d_A, Approach Delay [s/veh]

38.57 31.38

21.53 22.54
Approach LOS
D
C
C
C
d_I, Intersection Delay [s/veh]

26.99 Intersection LOS
C
Intersection V/C

0.552
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

11.0 11.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

34.72 34.72

34.72 34.72
I_p,int, Pedestrian LOS Score for Intersectio

2.546

2.370

2.350

2.635
Crosswalk LOS
B
B
B
B
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
553
553
542
830
d_b, Bicycle Delay [s]

23.59 23.59

23.95 15.41
I_b,int, Bicycle LOS Score for Intersection

2.272

1.874

2.030

2.885
Bicycle LOS
B
A
B
C
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 7
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
4 3
2 1
Ring 1
Sequence
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-309

0.403
Volume to Capacity (v/c):

C
Level Of Service:

25.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 2: SR-91 SB Off-Ramp (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 Grade [%]

35.00 35.00

35.00 Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Thru
Left
Right
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Intersection Setup
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-310
0 0
0 Bicycle Volume [bicycles/h]
0 0
0 v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 v_co, Outbound Pedestrian Volume crossing
0 0
0 v_di, Inbound Pedestrian Volume crossing m
0 0
0 v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 264
630
0 557
236
Total Analysis Volume [veh/h]
0 66
157
0 139
59 Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9500

0.8816

0.8816

0.9500

0.8816

0.8816
Peak Hour Factor
0 233
555
0 491
208
Total Hourly Volume [veh/h]
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
Diverted Trips [veh/h]
0 47
30 0
14 10
Site-Generated Trips [veh/h]
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0000

1.0400

1.0400

1.0000

1.0400

1.0400
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
0 179
505
0 459
190
Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 SB Off-Ramp
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-311
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
Pedestrian Recall
No
No
No
Maximum Recall
No
No
No
Minimum Recall

0.0 4.0

4.0 0.0

0.0 3.0
l2, Clearance Lost Time [s]

0.0 2.0

2.0 0.0

0.0 2.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 15
10 0
0 10
Pedestrian Clearance [s]
0 7
7 0
0 7
Walk [s]

0.0 3.0

3.0 0.0

0.0 3.0
Vehicle Extension [s]
0 55
55 0
0 60
Split [s]

0.0 1.0

1.0 0.0

0.0 1.0
All red [s]

0.0 5.0

5.0 0.0

0.0 4.0
Amber [s]
0 42
42 0
0 47
Maximum Green [s]
0 10
10 0
0 7
Minimum Green [s]
-
-
-
-
-
Lead
Lead / Lag
Auxiliary Signal Groups
0 6
2 0
0 7
Signal Group
Permissive
Permissive
Permissive
Permissive
Split
Split
Control Type
Phasing & Timing

8.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

0.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
115
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-312

47.53 127.87
310.47
250.89
95th-Percentile Queue Length [ft/ln]

1.90 5.11

12.42 10.04
95th-Percentile Queue Length [veh/ln]

26.41 71.04
195.74
150.35
50th-Percentile Queue Length [ft/ln]

1.06 2.84

7.83 6.01
50th-Percentile Queue Length [veh/ln]
No
Yes
Yes
No
Critical Lane Group
A
A
D
D
Lane Group LOS

6.55 7.53

46.66 40.87
d, Delay for Lane Group [s/veh]

0.11 0.26

0.87 0.58
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.09 0.26

3.90 1.34
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.11 0.11
k, delay calibration

6.46 7.26

42.76 39.53
d1, Uniform Delay [s]
2411
2411
639
404
c, Capacity [veh/h]
3560
3560
2813
1781
s, saturation flow rate [veh/h]

0.07 0.18

0.20 0.13
(v / s)_i Volume / Saturation Flow Rate

0.68 0.68

0.23 0.23
g / C, Green / Cycle
78 78
26 26
g_i, Effective Green Time [s]

4.00 4.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

5.00 5.00
L, Total Lost Time per Cycle [s]
115
115
115
115
C, Cycle Length [s]
C
C
R
L
Lane Group
Lane Group Calculations
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-313
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

40.87 46.66

0.00 7.53

6.55 0.00
Movement LOS
D
D
A
A
d_A, Approach Delay [s/veh]

44.93 7.53

6.55 Approach LOS
D
A
A
d_I, Intersection Delay [s/veh]

24.96 Intersection LOS
C
Intersection V/C

0.403
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 0.0

0.0 M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 d_p, Pedestrian Delay [s]

46.97 0.00

0.00 I_p,int, Pedestrian LOS Score for Intersectio

2.368

0.000

0.000
Crosswalk LOS
B
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
957
853
853
d_b, Bicycle Delay [s]

15.61 18.89

18.89 I_b,int, Bicycle LOS Score for Intersection

1.560

2.079

1.777
Bicycle LOS
A
B
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
-
7 6
-
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-314

0.574
Volume to Capacity (v/c):

D
Level Of Service:

38.7 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Signalized
Control Type:

Intersection 3: Mulberry St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
Yes
Yes
Crosswalk
No
No
No
Curb Present

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00
178.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
1 0
0 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Intersection Setup
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-315
0 0
0 0
Bicycle Volume [bicycles/h]
0 0
0 0
v_ab, Corner Pedestrian Volume [ped/h]
0 0
0 0
v_ci, Inbound Pedestrian Volume crossing mi
0 0
0 0
v_co, Outbound Pedestrian Volume crossing
0 0
0 0
v_di, Inbound Pedestrian Volume crossing m
0 0
0 0
v_do, Outbound Pedestrian Volume crossing
0 0
0 0
0 0
0 0
0 0
0 0
Local Bus Stopping Rate [/h]
0 0
0 0
0 0
0 0
0 0
0 0
On-Street Parking Maneuver Rate [/h]
No
No
No
No
No
No
Presence of On-Street Parking
0 141
0 0
461
396
0 0
0 69
391
120
Total Analysis Volume [veh/h]
0 35
0 0
115
99 0
0 0
17 98
30 Total 15-Minute Volume [veh/h]

0.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.8854

0.8854

0.9500

0.9500

0.8854

0.8854

0.9500

0.9500

0.9500

0.8854

0.8854

0.8854
Peak Hour Factor
162
125
0 0
408
351
0 0
0 61
346
106
Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Right Turn on Red Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
5 20
0 0
27 13
0 0
0 12
0 27
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0000

1.0000

1.0400

1.0400

1.0000

1.0000

1.0000

1.0400

1.0400

1.0400
Growth Factor

0.00 Proportion of CAVs [%]

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
151
101
0 0
366
325
0 0
0 47
333
76 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
SR-91 NB On-Ramp
Mulberry St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-316
0 Pedestrian Clearance [s]
0 Pedestrian Walk [s]
0 Pedestrian Signal Group
Exclusive Pedestrian Phase

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Length [ft]

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Detector Location [ft]
No
No
No
No
Pedestrian Recall
No
No
No
No
Maximum Recall
No
No
No
No
Minimum Recall

0.0 4.0

0.0 0.0

4.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
l2, Clearance Lost Time [s]

0.0 2.0

0.0 0.0

2.0 2.0

0.0 0.0

0.0 0.0

2.0 0.0
l1, Start-Up Lost Time [s]
No
No
No
Rest In Walk

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0
Delayed Vehicle Green [s]
0 23
0 0
20 0
0 0
0 0
10 0
Pedestrian Clearance [s]
0 7
0 0
7 0
0 0
0 0
7 0
Walk [s]

0.0 3.0

0.0 0.0

3.0 3.0

0.0 0.0

0.0 0.0

3.0 0.0
Vehicle Extension [s]
0 36
0 0
73 37
0 0
0 0
42 0
Split [s]

0.0 1.0

0.0 0.0

1.0 1.0

0.0 0.0

0.0 0.0

1.0 0.0
All red [s]

0.0 5.0

0.0 0.0

5.0 4.0

0.0 0.0

0.0 0.0

4.0 0.0
Amber [s]
0 42
0 0
42 30
0 0
0 0
45 0
Maximum Green [s]
0 10
0 0
10 7
0 0
0 0
10 0
Minimum Green [s]
-
-
-
-
-
Lead
-
-
-
-
-
-
Lead / Lag
Auxiliary Signal Groups
0 6
0 0
2 5
0 0
0 0
8 0
Signal Group
Permiss
Permiss
Permiss
Permiss
Permiss
Protecte
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Control Type
Phasing & Timing

12.00 Lost time [s]
SingleBand
Permissive Mode
Lead Green - Beginning of First Green
Offset Reference

22.0 Offset [s]
Fully actuated
Actuation Type
Time of Day Pattern Coordinated
Coordination Type
115
Cycle Length [s]
1 - Coordination Group
Signal Coordination Group
No
Located in CBD
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-317

0.00 59.80
105.71
476.33
512.92
119.64
95th-Percentile Queue Length [ft/ln]

0.00 2.39

4.23 19.05

20.52 4.79
95th-Percentile Queue Length [veh/ln]

0.00 33.22

58.73 327.86
357.81

66.47 50th-Percentile Queue Length [ft/ln]

0.00 1.33

2.35 13.11

14.31 2.66
50th-Percentile Queue Length [veh/ln]
No
Yes
No
Yes
Yes
No
Critical Lane Group
A
C
A
E
D
C
Lane Group LOS

0.00 25.55

9.14 62.37

53.63 32.96
d, Delay for Lane Group [s/veh]

0.00 0.11

0.20 0.93

0.93 0.25
X, volume / capacity
Lane Group Results

1.00 1.00

1.00 1.00

1.00 1.00
PF, progression factor

1.00 1.00

1.00 1.00

1.00 1.00
Rp, platoon ratio

0.00 0.00

0.00 0.00

0.00 0.00
d3, Initial Queue Delay [s]

0.00 0.18

0.21 19.59

12.84 0.26
d2, Incremental Delay [s]

1.00 1.00

1.00 1.00

1.00 1.00
I, Upstream Filtering Factor

0.50 0.50

0.50 0.29

0.19 0.11
k, delay calibration

0.00 25.36

8.93 42.78

40.80 32.70
d1, Uniform Delay [s]
555
1244
2252
427
495
484
c, Capacity [veh/h]
1589
3560
3560
1781
1822
1781
s, saturation flow rate [veh/h]

0.00 0.04

0.13 0.22

0.25 0.07
(v / s)_i Volume / Saturation Flow Rate

0.35 0.35

0.63 0.24

0.27 0.27
g / C, Green / Cycle
40 40
73 28
31 31
g_i, Effective Green Time [s]

4.00 4.00

4.00 3.00

3.00 3.00
l2, Clearance Lost Time [s]

0.00 0.00

0.00 0.00

0.00 0.00
l1_p, Permitted Start-Up Lost Time [s]

6.00 6.00

6.00 5.00

5.00 5.00
L, Total Lost Time per Cycle [s]
115
115
115
115
115
115
C, Cycle Length [s]
R
C
C
L
C
L
Lane Group
Lane Group Calculations
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-318
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]

32.96 53.63

53.63 0.00

0.00 0.00

62.37 9.14

0.00 0.00

25.55 0.00
Movement LOS
C
D
D
E
A
C
A
d_A, Approach Delay [s/veh]

49.36 0.00

33.73 25.55
Approach LOS
D
A
C
C
d_I, Intersection Delay [s/veh]

38.74 Intersection LOS
D
Intersection V/C

0.574
Other Modes
g_Walk,mi, Effective Walk Time [s]

11.0 11.0

0.0 0.0
M_corner, Corner Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]

0.00 0.00

0.00 0.00
d_p, Pedestrian Delay [s]

47.04 47.04

0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio

2.140

2.202

0.000

0.000
Crosswalk LOS
B
B
F
F
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
643
0 1165
522
d_b, Bicycle Delay [s]

26.47 57.52

10.03 31.43
I_b,int, Bicycle LOS Score for Intersection

2.517

4.132

2.267

1.676
Bicycle LOS
B
D
B
A
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 4
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Ring 3
-
-
-
-
-
-
-
-
-
-
-
-
8 -
6 5
Ring 2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2 -
Ring 1
Sequence
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-319

0.753
Volume to Capacity (v/c):

C
Level Of Service:

18.0 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 4: Vine St (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
Yes
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

30.00 30.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00

75.00 100.00
100.00
135.00
100.00
100.00
100.00
100.00
100.00
152.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 1
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
54 156
9 65
390
132
132
43 73
34 92
66 Total Analysis Volume [veh/h]
14 39
2 16
97 33
33 11
18 9
23 16
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902

0.7902
Peak Hour Factor
43 123
7 51
308
104
104
34 58
27 73
52 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 25
0 0
39 0
0 0
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
41 94
7 49
259
100
100
33 56
26 70
50 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Vine St
Vine St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-320
C
Intersection LOS

17.96 Intersection Delay [s/veh]
B
C
C
B
Approach LOS

12.32 22.52

16.34 12.56
Approach Delay [s/veh]

20.19 21.43

1.58 9.47
162.71

27.56 64.77

25.79 12.96
95th-Percentile Queue Length [ft]

0.81 0.86

0.06 0.38

6.51 1.10

2.59 1.03

0.52 95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.21 0.23

0.02 0.11

0.75 0.27

0.48 0.26

0.15 Degree of Utilization, x
489
466
437
577
518
482
514
485
444
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-321

0.131
Volume to Capacity (v/c):

C
Level Of Service:

15.1 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

Two-way stop
Control Type:

Intersection 5: Commerce St (NS) at Mission Inn Ave (EW) Intersection Level Of Service Report
No
No
No
No
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
150.00
220.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 1
0 0
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
10 113
2 73
361
13 16
41 8
5 18
56 Total Analysis Volume [veh/h]
2 28
1 18
90 3
4 10
2 1
4 14
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091

0.9091
Peak Hour Factor
9 103
2 66
328
12 15
37 7
5 16
51 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
2 20
0 0
39 0
5 1
1 0
2 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
7 80
2 63
278
12 10
35 6
5 13
49 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Commerce St
Commerce St
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-322
C
Intersection LOS

2.85 d_I, Intersection Delay [s/veh]
A
A
B
B
Approach LOS

0.13 0.22

11.69 14.74
d_A, Approach Delay [s/veh]

0.00 0.00

0.13 0.00

0.55 0.55

9.01 9.01

9.01 15.83

15.83 15.83
95th-Percentile Queue Length [ft/ln]

0.00 0.00

0.01 0.00

0.02 0.02

0.36 0.36

0.36 0.63

0.63 0.63
95th-Percentile Queue Length [veh/ln]
A
A
A
A
A
A
A
B
B
B
B
C
Movement LOS

0.00 0.00

8.21 0.00

0.00 7.48

9.35 12.70

11.18 11.04

14.59 15.12
d_M, Delay for Movement [s/veh]

0.00 0.00

0.00 0.00

0.00 0.01

0.02 0.08

0.01 0.01

0.04 0.13
V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0 0
2 0
Number of Storage Spaces in Median
Yes
No
Two-Stage Gap Acceptance
0 0
0 0
Storage Area [veh]
No
No
Flared Lane
Free
Free
Stop
Stop
Priority Scheme
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-323

0.426
Volume to Capacity (v/c):

B
Level Of Service:

10.3 Delay (sec / veh):
15 minutes
Analysis Period:

HCM 7th Edition
Analysis Method:

All-way stop
Control Type:

Intersection 6: Park Ave (NS) at Mission Inn Ave (EW)
Intersection Level Of Service Report
Yes
Yes
No
Yes
Crosswalk

0.00 0.00

0.00 0.00
Grade [%]

35.00 35.00

25.00 25.00
Speed [mph]

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
Exit Pocket Length [ft]
0 0
0 0
0 0
0 0
0 0
0 0
No. of Lanes in Exit Pocket
100.00
100.00
100.00
100.00
100.00

97.00 100.00
100.00
100.00
100.00
100.00
100.00
Entry Pocket Length [ft]
0 0
1 0
0 1
0 0
0 0
0 0
No. of Lanes in Entry Pocket

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00

12.00 12.00
Lane Width [ft]
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Right
Thru
Left
Turning Movement
Lane Configuration
Westbound
Eastbound
Southbound
Northbound
Approach
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Intersection Setup
0 0
0 0
Pedestrian Volume [ped/h]
8 53
18 138
164
19 16
95 10
34 82
51 Total Analysis Volume [veh/h]
2 13
4 34
41 5
4 24
2 9
21 13
Total 15-Minute Volume [veh/h]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Other Adjustment Factor

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013

0.9013
Peak Hour Factor
7 48
16 124
148
17 14
86 9
31 74
46 Total Hourly Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Other Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Existing Site Adjustment Volume [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Pass-by Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
Diverted Trips [veh/h]
0 17
0 0
13 0
0 1
0 0
0 0
Site-Generated Trips [veh/h]
0 0
0 0
0 0
0 0
0 0
0 0
In-Process Volume [veh/h]

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400

1.0400
Growth Factor

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00

2.00 2.00
Heavy Vehicles Percentage [%]

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000

1.0000
Base Volume Adjustment Factor
7 30
15 119
130
16 13
82 9
30 71
44 Base Volume Input [veh/h]
Mission Inn Ave
Mission Inn Ave
Park Ave
Park Ave
Name
Volumes
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-324
B
Intersection LOS

10.25 Intersection Delay [s/veh]
A
B
A
A
Approach LOS

8.90 11.33

9.19 9.60
Approach Delay [s/veh]

7.79 2.38

53.41 2.41

15.47 22.67
95th-Percentile Queue Length [ft]

0.31 0.10

2.14 0.10

0.62 0.91
95th-Percentile Queue Length [veh]
Movement, Approach, & Intersection Results

0.09 0.03

0.43 0.03

0.17 0.23
Degree of Utilization, x
646
583
709
610
703
713
Capacity per Entry Lane [veh/h]
Lanes
Intersection Settings
4/10/2025
PM Peak Hour
Scenario 4: 4 Opening Year With Project
Iron Lofts Multifamily Residential
Version 2022 (SP 0-12)
Generated with
Apx-325

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