Agenda packet — Loma Linda City Council, January 13, 2026 (part 2 of 3)

Storing Hazardous Waste
Keep your liquid waste segregated.

Many fluids can be recycled via
hazardous waste disposal companies
if they are not mixed. Store all
materials under cover with spill
containment or inside to prevent
contamination of rainwater runoff.

Cleaning Spills
Use dry methods for spill cleanup
(sweeping, absorbent materials). Follow
your hazardous materials response
plan, as filed with your local fire
department or other hazardous
materials authority. Be sure that all
employees are aware of the plan and
are capable of implementing each
phase. To report serious toxic spills,
call 911.

Cleaning Auto Parts
Scrape parts with a wire brush or
use a bake oven rather than liquid
cleaners. Arrange drip pans, drying
racks and drain boards so that
fluids are directed back into the
parts washer or the fluid holding
tank. Do not wash parts or
equipment in a shop sink, parking
lot, driveway or street.

Proper Disposal of
Hazardous Waste
Recycle used motor oil and oil filters,
anti-freeze and other hazardous
automotive fluids, batteries, tires and
metal filings collected from grinding
or polishing auto parts. Contact a
licensed hazardous waste hauler.

For more recycling information, call
(909) 386-8401.
www.1800cleanup.org

Appendix C: References and Calculations

Appendix D: Soils Report
Legend: P-1 Approximate Infiltration Test Boring and Testing P-1
P-2

Appendix E: Hydrologic Conditions of Concern Calculations BARREN

5.2 SOIL 'B' = 3.4 AC
SOIL 'A' = 1.8 AC
LEGEND

FLOW PATH

SUBAREA BOUNDARY

GROUP BOUNDARY

HYDROLIC SOIL

SUBAREA ACREAGE

SUBAREA LAND USE/COVER

1.6 BARREN
GIS
ANLGIS
ANL

HAAEDAHEAD
MH
MH
MH
MH
MH
MH
MH
MH
MH
MHMHMH
MH MH
MH
MH
MH
MH
MH
DAEHA
LANGIS
MH
MH
OTSP
MH
LANGIS
MH
1195
1195
1195
1195
1195
1195
1 19
5 1195
1 19
5 1
19 5
1195
1 19
5 1200
1200
1200
1200
1200
1200
1200
12 00
30 0 30 60 90
SCALE 1"= 30'

BARTON ROAD
C
A
L
IF
O
R
N
IA
S
T
R
E
E
T

MISSION
ROAD
P
L
P
L
P
L

EX BLK WALL

EXSIDEWALK
EXC&G

EXSIDEWALK
EXC&G
EXDWY
LIGHT
EXST
N88º41'22"E
13' 47'
60'

EXISTING AM/PM GAS STATION

EXISTING AM/PM C-STORE

STARBUCKS

EXISTING

APARTMENTS

EXISTING

APARTMENTS

EXISTING
EXR/W

HYDROLOGY MAP - EXISTING CONDITION

RESTAURANT

EXISTING

APARTMENTS

EXISTING

APARTMENTS

EXISTING
L=642'
1203
NODE 0.1
1193
NODE 0.2
SOIL"A"
SOIL"B"
(909) 824-2775
DOUGLAS L. GOODMAN R.C.E. 28500
2079 SKY VIEW DRIVE
COLTON, CALIFORNIA 92324

REGSTEER D
SSO AL
E
NG EN
EER

CALFORN
ST
IA
TA E
OF
PROF
N
CIVIL
No. 28500
Expires
3-31-

DOUGLAS
N
GOODMA
L. ASSOCIATES
Goodman &
DATE
SH. OF
APPROVED Drawing No.

Scale
Date By REVISIONS App'd
Reference Plans For These
Improvements
Designed by Drawn by Checked by

PLANS PREPARED UNDER THE SUPERVISION OF
Date R.C.E.

DOUGLAS L. GOODMAN
28500
Underground Service Alert
Call:TOll FREE
1-800
227-2600

TWO WORKING DAYS BEFORE YOU DIG

SH SH DG

CITY OF LOMA LINDA
MY LICENSE EXPIRES 3-31-24
24 T. JARB THAIPEJR
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER RCE 47907
DATE

BARTON ROAD, LOMA LINDA
APN : 0292-162-21 AND 22
PRINT DATE: 11/6/2023

HYDROLOGY MAP - EXISTING CONDITION
1 1 1
APT

2.1 BASIN

1.7 APT

0.7 APT

0.7 APT
SOIL 'B' = 0.1 AC
SOIL 'A' = 2.0 AC
SOIL 'B' = 0.4 AC
SOIL 'A' = 1.3 AC
SOIL 'B' = 0.3 AC
SOIL 'A' = 0.4 AC

FLOW PATH

SUBAREA BOUNDARY

GROUP BOUNDARY

HYDROLIC SOIL

SUBAREA ACREAGE

SUBAREA LAND USE
LEGEND

1.6 GIS
ANLGIS
ANL

BARTON ROAD
C
A
L
IF
O
R
N
IA
S
T
R
E
E
T

MISSION
ROAD
P
L
P
L
P
L

EX BLK WALL

EXSIDEWALK
EXC&G

EXSIDEWALK
EXC&G
EXDWY
LIGHT
EXST
N88º41'22"E
13' 47'
60'

EXISTING AM/PM GAS STATION

EXISTING AM/PM C-STORE

STARBUCKS

EXISTING

APARTMENTS

EXISTING

APARTMENTS

EXISTING
EXR/W

HYDROLOGY MAP - PROPOSED CONDITION

RESTAURANT

EXISTING

APARTMENTS

EXISTING

APARTMENTS

EXISTING
1203
NODE 6
1189
NODE 1
SOIL"A"
SOIL"B"
1199
NODE 2
L=400'
L=305
'
1203
NODE 4
1200
NODE 3
L=5
1 3
'
1197
NODE 5
1200
NODE 7
1203
NODE 8
L=303
'
(909) 824-2775
DOUGLAS L. GOODMAN R.C.E. 28500
2079 SKY VIEW DRIVE
COLTON, CALIFORNIA 92324

REGSTEER D
SSO AL
E
NG EN
EER

CALFORN
ST
IA
TA E
OF
PROF
N
CIVIL
No. 28500
Expires
3-31-

DOUGLAS
N
GOODMA
L. ASSOCIATES
Goodman &
DATE
SH. OF
APPROVED Drawing No.

Scale
Date By REVISIONS App'd
Reference Plans For These
Improvements
Designed by Drawn by Checked by

PLANS PREPARED UNDER THE SUPERVISION OF
Date R.C.E.

DOUGLAS L. GOODMAN
28500
Underground Service Alert
Call:TOll FREE
1-800
227-2600

TWO WORKING DAYS BEFORE YOU DIG

SH SH DG

CITY OF LOMA LINDA
MY LICENSE EXPIRES 3-31-24
24 T. JARB THAIPEJR
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER RCE 47907
DATE

BARTON ROAD, LOMA LINDA
APN : 0292-162-21 AND 22
PRINT DATE: 11/6/2023

HYDROLOGY MAP - PROPOSED CONDITION
1 1 1
EAI Integrated Drainage System
Hydrology & Hydraulic Calculations
Per San Bernardino County Hydrology Manual Methodology
Rainfall Source: NOAA
For Barton Apartments
At Barton Road near California Avenue
in City of Loma Linda
Preliminary Hydrology and Hydraulic Calculations
Reference Number: 156-241.039
Prepared By: Aaron T. Skeers
Project Dated: 5/8/2023 12:00:00 AM
Last Run Dated: 5/22/2021 12:00:00 AM
Printed: 5/24/2023 3:30:26 PM
=================================================================================== 2-year Rational Method Hydrology Calculations
----------------------------------------------------------------------------------- 1 hour storm intensity = 0.47 in/hr.

Using AMC 2.

Valley Hydrologic Region - Intensity-Duration Slope set to 0.6.

EXISTING CONDITION
=================================================================================== Initial Flow through Subarea 1|2
----------------------------------------------------------------------------------- Upstream Elevation at Node 1 is 1203 ft.

Downstream Elevation at Node 2 is 1193 ft.

Flow length is 642 ft.

Land Use CN Soil Type Area (AC)
barren 78 A 1.80
barren 86 B 3.40
Time of Concentration = K * (length^3 / Delta_EL)^0.2
Tc = 0.525 * (642^3 / 10)^0.2 = 16.02 minutes.

Rainfall Intensity = e^(-Slope*Log(desT)+Log(refI)+Slope*Log(refT)) = e^(-0.6*Log(16.02)+Log(0.466)+0.6*Log(60)) = 1.03 in/hr.

Peak Runoff = 0.9*(I-Ap*Fp)*Area = 0.9*(1.03 - 1 * 0.32) * 5.2 = 3.32 cfs.

Area-Weighted Yield = 0.37.
>>>>>>>>>>>>>>> Peak Flow: 3.32 cfs --- at Tc: 16.02 minutes. <<<<<<<<<<<<<<< ------------------------------------------------------------------------------------- HCOC Summary
-------------------------------------------------------------------------------------- Total Area: 226512 sf.

Averaged Y: 0.37.
2-year 24-hour Rainfall Intensity I: 2.04 in.
2-year 24-hour Volume V = (1/12) * Area * [(I – Ia)^2 / ((I – Ia + S): 16,030 cf. 2-year Time of Concentration Tc: 16.02 min.
2-year Peak Flow Q: 3.32 cfs.

DEVELOPED CONDITION
=================================================================================== Initial Flow through Subarea 3
----------------------------------------------------------------------------------- Upstream Elevation at Node 4 is 1203 ft.

Downstream Elevation at Node 3 is 1200 ft.

Flow length is 305 ft.

Land Use CN Soil Type Area (AC)
apartments 56 B 0.70
Time of Concentration = K * (length^3 / Delta_EL)^0.2
Tc = 0.3227 * (305^3 / 3)^0.2 = 8.02 minutes.

Rainfall Intensity = e^(-Slope*Log(desT)+Log(refI)+Slope*Log(refT)) = e^(-0.6*Log(8.02)+Log(0.466)+0.6*Log(60)) = 1.56 in/hr.

Peak Runoff = 0.9*(I-Ap*Fp)*Area = 0.9*(1.56 - 0.2 * 0.75) * 0.7 = 0.89 cfs.

Area-Weighted Yield = 0.71.
>>>>>>>>>>>>>>> Peak Flow: 0.89 cfs --- at Tc: 8.02 minutes. <<<<<<<<<<<<<<< =================================================================================== Initial Flow through Subarea 4|5
----------------------------------------------------------------------------------- Upstream Elevation at Node 6 is 1203 ft.

Downstream Elevation at Node 5 is 1197 ft.

Flow length is 513 ft.

Land Use CN Soil Type Area (AC)
apartments 32 A 2.00
apartments 56 B 0.10
Time of Concentration = K * (length^3 / Delta_EL)^0.2
Tc = 0.3227 * (513^3 / 6)^0.2 = 9.53 minutes.

Rainfall Intensity = e^(-Slope*Log(desT)+Log(refI)+Slope*Log(refT)) = e^(-0.6*Log(9.53)+Log(0.466)+0.6*Log(60)) = 1.41 in/hr.

Peak Runoff = 0.9*(I-Ap*Fp)*Area = 0.9*(1.41 - 0.2 * 0.97) * 2.1 = 2.3 cfs.

Area-Weighted Yield = 0.74.
>>>>>>>>>>>>>>> Peak Flow: 2.30 cfs --- at Tc: 9.53 minutes. <<<<<<<<<<<<<<< =================================================================================== Initial Flow through Subarea 6|7
----------------------------------------------------------------------------------- Upstream Elevation at Node 8 is 1203 ft.

Downstream Elevation at Node 7 is 1200 ft.

Flow length is 303 ft.

Land Use CN Soil Type Area (AC)
apartments 32 A 0.40
apartments 56 B 0.30
Time of Concentration = K * (length^3 / Delta_EL)^0.2
Tc = 0.3227 * (303^3 / 3)^0.2 = 7.98 minutes.

Rainfall Intensity = e^(-Slope*Log(desT)+Log(refI)+Slope*Log(refT)) = e^(-0.6*Log(7.98)+Log(0.466)+0.6*Log(60)) = 1.56 in/hr.

Peak Runoff = 0.9*(I-Ap*Fp)*Area = 0.9*(1.56 - 0.2 * 0.88) * 0.7 = 0.87 cfs.

Area-Weighted Yield = 0.73.
>>>>>>>>>>>>>>> Peak Flow: 0.87 cfs --- at Tc: 7.98 minutes. <<<<<<<<<<<<<<< =================================================================================== Add Subarea(s) 8|9 to Mainstream at Node 7.
----------------------------------------------------------------------------------- Land Use CN Soil Type Area (AC)
park 32 A 1.30
park 56 B 0.40
At Node 7: Time of Concentration = 7.98 minutes, Rainfall Intensity = 1.56 in/hr.

Subarea Peak Runoff = 0.9*(I-Ap*Fp)*Area = 0.9*(1.56 - 0.85 * 0.93) * 1.70 = 1.18 cfs.

Area Weighted Yeild = 0.218.

Area-Avg Ap = 0.66, Area-Avg Fp = 0.92 in/hr, Total Area = 2.40 ac, Eff. Area = 2.40 ac
Total Peak Runoff = 0.9*(I-Ap*Fp)*Area = 0.9*(1.56 - 0.66 * 0.92) * 2.40 = 2.05 cfs. >>>>>>>>>>>>>>> Peak Flow: 2.05 cfs --- at Tc: 7.98 minutes. <<<<<<<<<<<<<<< =================================================================================== Confluence Main Stream with Saved Stream # 2 at Node 5
----------------------------------------------------------------------------------- Stream #2 Main Stream
Peak Flow: 0.89 2.05
Area: 0.7 2.4
Effective Area 0.7 2.4
Ap: 0.2 0.66
Fp: 0.75 0.92
Fm: 0.15 0.61
Tc: 8.02 7.98
Intensity: 1.56 1.56
Tc for the Smaller Stream is Longer: 8.02 > 7.98, so prorate by Tc's Total Peak Runoff = 2.05 + (1.56-0.15) / (1.56-0.15) * (7.98 / 8.02) * 0.89 = 2.94 cfs.

Total Effective Area = 2.4 + 0.7 * ( 7.98 / 8.02 ) = 3.1 ac.

Total Area = 0.7 + 2.4 = 3.1 ac.

Area-Averaged Ap = 0.56, Area-Averaged Fp = 0.91 in/hr, Area-Averaged Fm = 0.51 in/hr.

Area-Weighted Yield (Weighted by Stream Areas) = 0.561.

Rainfall Intensity = 1.56 in/hr.
>>>>>>>>>>>>>>> Peak Flow: 2.94 cfs --- at Tc: 7.98 minutes. <<<<<<<<<<<<<<< =================================================================================== Confluence Main Stream with Saved Stream # 3 at Node 5
----------------------------------------------------------------------------------- Stream #3 Main Stream
Peak Flow: 2.3 2.94
Area: 2.1 3.1
Effective Area 2.1 3.1
Ap: 0.2 0.56
Fp: 0.97 0.91
Fm: 0.19 0.51
Tc: 9.53 7.98
Intensity: 1.41 1.56
Tc for the Smaller Stream is Longer: 9.53 > 7.98, so prorate by Tc's Total Peak Runoff = 2.94 + (1.56-0.19) / (1.41-0.19) * (7.98 / 9.53) * 2.3 = 5.1 cfs.

Total Effective Area = 3.1 + 2.1 * ( 7.98 / 9.53 ) = 4.86 ac.

Total Area = 2.1 + 3.1 = 5.2 ac.

Area-Averaged Ap = 0.44, Area-Averaged Fp = 0.93 in/hr, Area-Averaged Fm = 0.41 in/hr.

Area-Weighted Yield (Weighted by Stream Areas) = 0.631.

Rainfall Intensity = 1.56 in/hr.
>>>>>>>>>>>>>>> Peak Flow: 5.10 cfs --- at Tc: 7.98 minutes. <<<<<<<<<<<<<<< ----------------------------------------------------------------------------------- HCOC Summary
----------------------------------------------------------------------------------- Total Area: 226512 sf.

Averaged Y: 0.63.
2-year 24-hour Rainfall Intensity I: 2.04 in.
2-year 24-hour Volume V = (1/12) * Area * [(I – Ia)^2 / ((I – Ia + S): 27,486 cf. 2-year Time of Concentration Tc: 7.98 min.
2-year Peak Flow Q: 5.10 cfs.
----------------------------------------------------------------------------------- HCOC Analysis
----------------------------------------------------------------------------------- Runoff Volume (cf) Time of Concentration (min) Peak Runoff (cfs) Pre-developed 16030 16.02 3.32
Post-developed 27486 7.98 5.10
Difference 11456 -8.04 1.78
%Difference 71% -50% 54%
S4
S5
S3 TRASH STORAGE AREAS, SD-32
TYPICAL ALL LANDSCAPE AREAS.
1" TO 2" BELOW TC, SIDEWALK, OR PAVEMENT.

FG OF LANDSCAPE AREAS A MINIMUM OF

TYPICAL ALL LANDSCAPING
EFFICIENT IRRIGATION, SD-12
S1 STORM DRAIN STENCILING
N17 - COMPLIANCE WITH ALL OTHER APPLICABLE NPDES STANDARDS N15 - VACUUM SWEEPING OF PARKING LOT
N14 - CATCH BASIN INSPECTION PROGRAM
N12 - EMPLOYEE TRAINING
N11 - LITTER/DEBRIS CONTROL PROGRAM
N10 - UNIFORM FIRE CODE IMPLEMENTATION
N9 - HAZARDOUS MATERIALS DISCLOSURE COMPLIANCE
N8 - UNDERGROUND STORAGE TANK COMPLIANCE
N7 - SPILL CONTINGENCY PLAN
N6 - LOCAL WATER QUALITY ORDINANCES
N4 - BMP MAINTENANCE
N3 - LANDSCAPE MANAGEMENT
N2 - ACTIVITY RESTRICTIONS
N1 - EDUCATION
S1
S1
S1
S1
S3
S3
S3
S5
S4
S5
S4
S4
S5
S5
S4
N3
N3
N3
N3
N3
N3
N4
N14
N14
N14
N14
N15
N15
N15
N15
N15
N15

STRUCTURAL SOURCE CONTROL BMPS

NON-STRUCTURAL SOURCE CONTROL BMPS

DRAINAGE AREA

DMA PERCENT IMPERVIOUS
DMA TREATMENT VOLUME (Vbmp)

DRAINAGE AREA DATA

DMA AREA (ACRES)

DMA AREA (SF)
LEGEND
(DA) BOUNDARY

DRAINAGE AREA
DA1/DMA A

15.4 AC
65,534 cf
671,973 sf
90% Imp.
15% Imp.
1,180 CF

1.69 AC
73,613 SF
DA1/DMA B
DA1/DMA A

3.46 AC
150,668 SF
80% Imp.
10,352 CF
GIS
ANLGIS
ANL

0.40%

02.36 FL

03.03 TC

02.65 FL

03.32 TC

02.21 FL

02.88 TC
0" CF

01.10 TC

99.10 FS 0.95%
0" CF

00.05 TC

99.0 TOP

99.0TOP

99.0 TOP

99.0 TOP
101.15 FF
101.15 FF
103.00 FF
103.00 FF

90.5 FG
FS

02.50 FS

02.50 02.50FS 02.50
FS

02.50FS

02.50FS
FS

00.65 FS

00.65 00.65FS

00.65FS
FS

00.65 FS

00.65 00.65FS

00.65FS

2.00% 1.80%

02.25FL HP
FL

02.00 0.50%

0.50%
FL

02.1502.25
FL HP
FL

00.50 00.35FL

01.45FL

4.0%

1.00% 2.50%

0.50%

1.0%

2.5%

99.95FL
FL

1.00 0.50%
FL

00.05 6.7%

8.3%
FL

00.05 FL

00.50 0.50%

6.7%

8.3%

9.1% 9.3%

0.90%

01.50FL

5.0%

1.0%

3.1%

00.10FL

0.60%

99.65FL

2.6%

4.8%
FL

1.00 1.0%

02.55 FS

03.05 TC 02.00 FS

02.50 TC

02.00 FS

02.50 TC 03.00 FS

03.50 TC
(98.00 FS)
(98.10 FS)
FS

00.00 FS

00.15 8.3%

99.30 FL

99.80 TC

99.65 FL

00.15 TC

03.00 FS

03.50 TC

99.45 FL

99.95 TC

02.10 FS

02.60 TC

00.40 FS

00.90 TC

02.40 FS

02.90 TC

00.40 FS

00.90 TC

02.20 FS

02.70 TC

01.70 FS

02.20 TC
P
L
P
L
P
L

EXBLKWALL

EX BLK WALL

EXSIDEWALK
1 EXC&G
3'
4" CF

01.55 FS

01.88 TC
4" CF

01.47 FS

01.80 TC

02.25 FS

02.75 TC
FL

01.58 FL

01.30 FL

01.45 1.5%

1.5%

1.0%

3.7%

1.0%

2.2%

02.40 FS

1.5%

99.80 FS
100.05 FS

02.40 FS

6.3%

RET WALL

00.10 TC99.60 FL
0" CF

99.15 TC

4.8% 01.00 FS

4.8%
FS

01.70 97.00 FS

3.7% 3.7%

1.0%

0.75%

0.50%

RESTAURANT

EXISTING
PROP21'CB
PROP21'CB
VEH
IC
LE
RAM
P
BOTTOM = 88.0 FG

WQMP BASIN

88.0 FG

88.6 FG
N67º58'02"W 490.19'
N
0º45
5'4"
W
398.15'
N
0º36
4'2"
W
592.41'
N88º41'22"E
453.50'
PIP
OUTLET (1193.0 FL)

EXIST OVERFLOW
PIP

OUTLET SD

OVERFLOW
EXIST

99.0 TOP

BOULDERS ON TOP
5' DEEP GRAVEL WITH

98.40 FS 1.0%

BARTON ROAD
C
A
L
IF
O
R
N
IA
S
T
R
E
E
T

MISSION
ROAD
P
L
P
L
P
L

EX BLK WALL

EXSIDEWALK
EXC&G

EXSIDEWALK
EXC&G
EXDWY
LIGHT
EXST
N88º41'22"E
13' 47'
60'

EXISTING AM/PM GAS STATION

EXISTING AM/PM C-STORE

STARBUCKS

EXISTING

APARTMENTS

EXISTING

APARTMENTS

EXISTING
EXR/W

RESTAURANT

EXISTING

APARTMENTS

EXISTING

APARTMENTS

EXISTING

P - WQMP PLAN
30 0 30 60 90
SCALE 1"= 30'
(909) 824-2775
DOUGLAS L. GOODMAN R.C.E. 28500
2079 SKY VIEW DRIVE
COLTON, CALIFORNIA 92324

REGSTEER D
SSO AL
E
NG EN
EER

CALFORN
ST
IA
TA E
OF
PROF
N
CIVIL
No. 28500
Expires
3-31-

DOUGLAS
N
GOODMA
L. ASSOCIATES
Goodman &
DATE
SH. OF
APPROVED Drawing No.

Scale
Date By REVISIONS App'd
Reference Plans For These
Improvements
Designed by Drawn by Checked by

PLANS PREPARED UNDER THE SUPERVISION OF
Date R.C.E.

DOUGLAS L. GOODMAN
28500
Underground Service Alert
Call:TOll FREE
1-800
227-2600

TWO WORKING DAYS BEFORE YOU DIG

SH SH DG

CITY OF LOMA LINDA
MY LICENSE EXPIRES 3-31-24
24 T. JARB THAIPEJR
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER RCE 47907
DATE

BARTON ROAD, LOMA LINDA
APN : 0292-162-21 AND 22
PRINT DATE: 11/6/2023

PRELIMINARY WQMP PLAN
1 1 1
Barton Road Apartments Project CEQA Compliance Memorandum City of Loma Linda April 2025 58
Attachment E
Traffic Impact Analysis

prepared by
Perrie Ilercil, P.E. (AZ)
Giancarlo Ganddini, PE, PTP
GANDDINI GROUP, INC.
555 Parkcenter Drive, Suite 225
Santa Ana, California 92705
(714) 795-3100 | ganddini.com Project No. 19776

BARTON ROAD APARTMENTS

TRAFFIC IMPACT ANALYSIS
City of Loma Linda
December 16, 2024
Barton Road Apartments
Traffic Impact Analysis
i 19776

TABLE OF CONTENTS
EXECUTIVE SUMMARY ................................................................................................................................................. III

1. INTRODUCTION .................................................................................................................................................... 1 Purpose and Objectives ................................................................................................................................................. 1 Project Description .......................................................................................................................................................... 1 Scope of Analysis ............................................................................................................................................................. 1 Study Area ............................................................................................................................................................. 1 Analysis Scenarios ................................................................................................................................................ 2

2. METHODOLOGY ................................................................................................................................................... 7 Level of Service/Operational Analysis Methodology (Non-CEQA) .................................................................... 7 Intersections Delay Methodology ................................................................................................................... 7 Performance Standards .................................................................................................................................................. 7

3. EXISTING CONDITIONS ...................................................................................................................................... 9 Existing Roadway System .............................................................................................................................................. 9 Pedestrian Facilities ......................................................................................................................................................... 9 Transit Facilities ................................................................................................................................................................ 9 General Plan Context ..................................................................................................................................................... 9 Bicycle Facilities Master Plan .................................................................................................................................... 10 Existing Roadway Volumes ........................................................................................................................................ 10 Existing Intersection Level of Service...................................................................................................................... 10

4. PROJECT TRIP FORECASTS ............................................................................................................................. 21 Trip Generation ............................................................................................................................................................. 21 Project Trip Distribution & Assignment .................................................................................................................. 21

5. EXISTING PLUS PROJECT ................................................................................................................................. 28 Volume Forecast ........................................................................................................................................................... 28 Level of Service Analysis ............................................................................................................................................ 28

6. SITE ACCESS & ON-SITE CIRCULATION ....................................................................................................... 33 Project Design Features .............................................................................................................................................. 33 Site Access Queuing Analysis .................................................................................................................................... 34 Traffic Signal Warrant Analysis ................................................................................................................................. 34 Sight Distance Evaluation ........................................................................................................................................... 34 Project Driveway at Barton Road ................................................................................................................. 35 Restricted Use Area .......................................................................................................................................... 35

7. CONCLUSIONS .................................................................................................................................................... 38 Project Trip Generation .............................................................................................................................................. 38 Level of Service Analysis ............................................................................................................................................ 38 Summary of Improvements ........................................................................................................................................ 38 Development Impact Fee ........................................................................................................................................... 38 Barton Road Apartments
Traffic Impact Analysis
ii 19776

APPENDICES
Appendix A Glossary
Appendix B Scoping Agreement
Appendix C Traffic Count Data
Appendix D Intersection Level of Service Worksheets

LIST OF TABLES
Table 1. Existing Intersection Levels of Service ........................................................................................................ 11 Table 2. Project Trip Generation ................................................................................................................................... 22 Table 3. Existing Plus Project Intersection Levels of Service ................................................................................ 29 Table 4. Site Access Queuing Analysis ........................................................................................................................ 36

LIST OF FIGURES
Figure 1. Regional Location Map ....................................................................................................................................... 3 Figure 2. Project Location Map .......................................................................................................................................... 4 Figure 3. Site Plan .................................................................................................................................................................. 5 Figure 4. Study Area ............................................................................................................................................................. 6 Figure 5. Existing Lane Geometry and Intersection Traffic Controls .................................................................... 12 Figure 6. Existing Pedestrian Facilities .......................................................................................................................... 13 Figure 7. Existing Transit Routes .................................................................................................................................... 14 Figure 8. City of Loma Linda General Plan Circulation Element ............................................................................ 15 Figure 9. City of Loma Linda General Plan Roadway Cross-Sections .................................................................. 16 Figure 10. City of Loma Linda Bicycle Facilities Master Plan .................................................................................... 17 Figure 11. Existing Average Daily Traffic Volumes ...................................................................................................... 18 Figure 12. Existing AM Peak Hour Intersection Turning Movement Volumes ..................................................... 19 Figure 13. Existing PM Peak Hour Intersection Turning Movement Volumes ..................................................... 20 Figure 14. Project Trip Distribution (Outbound) ........................................................................................................... 23 Figure 15. Project Trip Distribution (Inbound) ............................................................................................................... 24 Figure 16. Project Average Daily Traffic Volumes ....................................................................................................... 25 Figure 17. Project AM Peak Hour Intersection Turning Movement Volumes ...................................................... 26 Figure 18. Project PM Peak Hour Intersection Turning Movement Volumes ...................................................... 27 Figure 19. Existing Plus Project Average Daily Traffic Volumes ............................................................................... 30 Figure 20. Existing Plus Project AM Peak Hour Intersection Turning Movement Volumes ............................. 31 Figure 21. Existing Plus Project PM Peak Hour Intersection Turning Movement Volumes.............................. 32 Figure 22. Sight Distance – Barton Road Driveway .................................................................................................... 37 Figure 23. Recommended Lane Geometry and Intersection Traffic Controls ...................................................... 39 Barton Road Apartments
Traffic Impact Analysis
iii 19776

EXECUTIVE SUMMARY
This section summarizes the proposed project, operational findings, and identifies recommendations (if any) as specified in this study.

Project Description
The 5.15-acre project site (APN: 0292-162-21 and 22) is located on the north side of Barton Road, east of California Avenue, and west of New Jersey Street in the City of Loma Linda, California. The project site is currently vacant and zoned as High Density Residential (R-3).

The proposed project involves construction of a 66-unit three story apartment complex. Vehicle access for the project site is proposed via Barton Road.

Project Trip Generation
The proposed project is forecast to generate approximately 445 daily trips, including 26 trips during the AM peak hour and 34 trips during the PM peak hour.

Level of Service Analysis
The study intersections currently operate within acceptable Levels of Service (C or better) during the peak hours for the Existing conditions.

The study intersections are forecast to continue operating within acceptable Levels of Service (C or better) during the peak hours for Existing Plus Project conditions.

Summary of Improvements
The roadway frontage and site access improvements to be constructed in conjunction with the proposed project are outlined in the Site Access & On-Site Circulation (see Section 6).

Development Impact Fee
The proposed project shall contribute towards the City of Loma Linda Development Impact Fee program (Municipal Code Chapter 3.30) and regional transportation development mitigation fee program (County of San Bernardino Measure I). The Development Impact Fee provides a funding mechanism for arterial streets, traffic signals, interchange improvements as well as emergency services. The purpose of such fees is to minimize, to the greatest extent practicable, the impact that new development has on the Town’s public services and public facilities. The Town intends for new development project applicants to pay their fair share of the costs of providing such public services and public facilities. Unless otherwise approved by the Town, all development projects are required to pay the Development Impact Fee as a condition of development.

Barton Road Apartments
Traffic Impact Analysis
1 19776

1. INTRODUCTION
This section provides an overview of the proposed project and the general scope of the analysis.

PURPOSE AND OBJECTIVES
The purpose of this study is to evaluate the potential for transportation impacts resulting from the development of the proposed project in the context of the City of Loma Linda’s discretionary authority for conformance with locally established operational standards. Although this is a technical report, effort has been made to prepare the report clearly and concisely. A glossary is provided in Appendix A to assist the reader with technical terms.

This study was prepared in consultation with the City of Loma Linda staff following the procedures and methodologies for assessing transportation impacts established by the City of Loma Linda. To assess the project’s conformance with local operational standards, this study evaluates the project’s effect on traffic operations and, if necessary, identifies recommended improvements or corrective measures to alleviate operational deficiencies substantially caused or worsened by the proposed project. For compliance with California Environmental Quality Act (CEQA) requirements, the proposed project’s vehicle miles traveled (VMT) assessment is documented separately in Barton Road Apartments Project Transportation Screening Assessment (Ganddini Group Inc, November 14, 2024).

PROJECT DESCRIPTION
The 5.15-acre project site (APN: 0292-162-21 and 22) is located on the north side of Barton Road, east of California Avenue, and west of New Jersey Street in the City of Loma Linda, California. The project site is currently vacant and zoned as High Density Residential (R-3). Figure 1 and Figure 2 show the regional and project location maps.

The proposed project involves construction of a 66-unit three story apartment complex. Vehicle access for the project site is proposed via Barton Road. Figure 3 illustrates the project site plan.

SCOPE OF ANALYSIS
The scope of this analysis was determined in consultation with the City of Loma Linda as documented in the City-approved scoping agreement provided in Appendix B.

Study Area
Figure 4 illustrates the study area. In accordance with the City of Loma Linda requirements, the study area was determined in consultation with the City of Loma Linda engineering staff and consists of classified roadway intersections to which the project is forecast to contribute 50 or more peak hour trips. Based on the project trip generation and distribution forecasts presented later in this report, the study area consists of the following study intersections, each within the City of Loma Linda jurisdiction:

1. California Street and Orange Avenue1

2. California Street and Barton Road

3. New Jersey Street and Barton Road

4. Project Driveway (NS) at Barton Road (EW)
1 (NS) = north-south roadway; (EW) = east-west roadway. 1 Barton Road Apartments
Traffic Impact Analysis
2 19776
Analysis Scenarios
This study includes an evaluation of the following analysis scenarios for weekday AM and PM peak hour conditions:
 Existing
 Existing Plus Project
2 PROJECT SITE
3 Figure 2
Project Location Map
Barton Road Apartments
Traffic Impact Analysis
19776
N
Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
4 32.00'
BUILDING 1
398.15'
453.50'
BUILDING 1
BUILDING 2
BUILDING 1
BUILDING 1A

FITNESS
GYM
LEASE
OFFICE

CLUBHOUSE
C-1
C-2
4 CAR
GARAGE
4 CAR
GARAGE
4 CAR
GARAGE 4 CAR GARAGE
EV
EV

EV EV EV
P.A.

P.A.

FOOSBALL COURT

PING PONG TABLE

OUTDOOR FITNESS

CORNHOLE
TURF
TURF
2-5 YEARS PLAYGROUND
5-12 YEARS PLAYGROUND
P.A.

PATIO W/ COVER

ACCENT PAVERS
8' DG TRAIL ACCENT PAVERS
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL

WORKOUT STATIONS

W/ BENCH

WORKOUT STATIONS

W/ BENCH

WORKOUT STATIONS

W/ BENCH

WORKOUT STATIONS

W/ BENCH

MOTORCYCLE PARKING MOTORCYCLE PARKING

CHILDCARE
AREA
B
F
3 14
15 2 16

36.89' 22.31'

64.20'

18.00'
19 13 10
C2
4 E
7 11
11 12
11 11
11 11
11 17
6 1

9.00'
9 SPACES 5 SPACES
3 SPACES
4 SPACES
9 SPACES
7 SPACES
8 SPACES
5 SPACES
9 SPACES
2 SPACES 12 SPACES
10 5
5 H
A
16 11
A
13 5
12 11
11 5
G
A
C1
K
8 A
6 J
18 6
6 8 SPACES
13 1
F
F
8 J
I
K
2 19
19 K
M

17.50'

17.50' 17.50'

17.50'

38.00'

5.00'

20.00'

20.00' 34.00'

63.70'
L
EXISTING 6'-0" HIGH

BLOCK WALL AT

PROPERTY LINE

TO REMAIN
EXISTING 6'-0" CHAIN

LINK FENCE AT

PROPERTY LINE

TO REMAIN
EXISTING 6'-0" HIGH

BLOCK WALL AT

PROPERTY LINE
2 SPACES

8.40'

5.00' 5.00'

5.00'

5.00' 5.00'

FUTURE (OPTIONAL)

MOTORCYCLE
SPACES

ACTIVITY AREA

DRAINAGE BASIN
Figure 3
Site Plan
Barton Road Apartments
Traffic Impact Analysis
19776
N
5 Figure 4
Study Area
Barton Road Apartments
Traffic Impact Analysis
19776
N
1 2 3
Study Intersection
Legend
#
# Project Driveway
4 Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
6 Barton Road Apartments
Traffic Impact Analysis
7 19776

2. METHODOLOGY
This section discusses the analysis methodologies used to assess transportation facility performance as adopted by the respective jurisdictional agencies. This traffic impact analysis was prepared in accordance with the City of Loma Linda standard procedures, which are based on the County of San Bernardino Transportation Impact Study Guidelines (July 2019) [“County TIA Guidelines”].

LEVEL OF SERVICE/OPERATIONAL ANALYSIS METHODOLOGY (NON-CEQA) Level of Service (LOS) analysis is performed to assess conformance with General Plan and operational standards established by the applicable agencies.

Intersections Delay Methodology
The methodology used to assess the performance of intersections in the City of Loma Linda is known as the intersection delay methodology based on procedures contained in the Highway Capacity Manual (HCM) (Transportation Research Board, 7th Edition). The methodology considers the traffic volume and distribution of movements, traffic composition, geometric characteristics, and signalization details to calculate the average control delay per vehicle and corresponding Level of Service. Control delay is defined as the portion of delay attributed to the intersection traffic control (such as a traffic signal or stop sign) and includes initial deceleration, queue move-up time, stopped delay, and final acceleration delay. The intersection Level of Service is based on the following HCM thresholds:

Level of
Service
Intersection Control Delay (Seconds / Vehicle)
Unsignalized Intersection Unsignalized Intersection
A ≤ 10.0 ≤ 10.0
B > 10.0 to ≤ 20.0 > 10.0 to ≤ 15.0
C > 20.0 to ≤ 35.0 > 15.0 to ≤ 25.0
D > 35.0 to ≤ 55.0 > 25.0 to ≤ 35.0
E > 55.0 to ≤ 80.0 > 35.0 to ≤ 50.0
F > 80.0 > 50.0
Source: Highway Capacity Manual (Transportation Research Board, 7th Edition).

Level of Service is used to qualitatively describe the performance of a roadway facility, ranging from Level of Service A (free-flow conditions) to Level of Service F (extreme congestion and system failure). At intersections with either traffic signal or all-way-stop control, Level of Service is determined by the average control delay for the overall intersection. At intersections with cross street stop control (i.e., one- or two-way stop control), Level of Service is determined by the average control delay for the worst minor street approach or major street left-turn movement. The delay and Level of Service analysis were performed in accordance with parameters specified in the County TIA Guidelines using Vistro software.

PERFORMANCE STANDARDS
The City of Loma Linda General Plan Circulation Element Program T-6.10.1, seeks to maintain Level of Service (C or better) for peak hour intersection operations.

In any location where the Level of Service (LOS) is Level of Service (D or worse) at the time an application for a development project is submitted, roadway improvement measures shall be imposed on that development project to assure, at a minimum, that the level of traffic service is maintained at Levels of Service that are no worse than those existing at the time an application for development is filed. 7 Barton Road Apartments
Traffic Impact Analysis
8 19776
A traffic impact is considered a project-related impact if the project both: i) contributes measurable traffic to and ii) substantially and adversely changes the Level of Service at any off-site location projected to experience deficient operations under foreseeable cumulative conditions, where feasible improvements consistent with the City of Loma Linda General Plan cannot be constructed. 8 Barton Road Apartments
Traffic Impact Analysis
9 19776

3. EXISTING CONDITIONS
This section describes the existing transportation setting in the project study area.

EXISTING ROADWAY SYSTEM
Figure 5 shows the lane geometry and intersection traffic controls for existing conditions based on a field survey of the study area. Regional access to the project site is provided by Interstate 10 approximately 1.3 miles to the north of the project site. Local north-south circulation is provided by California Street and New Jersey Street; and east-west circulation is provided by Barton Road and Orange Avenue.

California Street: This four-lane divided roadway trends in a north-south direction and is classified as a fourlane undivided roadway on the City of Loma Linda General Plan Circulation Element and as a Major Arterial (80 feet roadway section and 110 feet of right-of-way) on the City of Redlands General Plan Circulation Element in the study area. On-street parking is prohibited on both sides of the roadway. There are designated bicycle lanes north of Mission Road and designated bike routes are proposed in the City of Redlands Master Plan. The posted speed in the project vicinity is 45 miles per hour.

New Jersey Street: This two-lane undivided roadway trends in a north-south direction and is unclassified on both the City of Loma Linda and the City of Redlands General Plan Circulation Element in the study area.

Based on roadway width, on-street parking is generally prohibited on both sides of the roadway. There are currently no bike signs or markings on the roadway. Sidewalks are provided in the project vicinity. The speed limit is not posted speed in the project vicinity.

Barton Road: This four-lane divided roadway trends in an east-west direction and is classified as a four-lane divided roadway on the City of Loma Linda General Plan Circulation Element and as a Major Arterial (80 feet roadway section and 110 feet of right-of-way) on the City of Redlands General Plan Circulation Element in the study area. On-street parking is prohibitive based on the shoulder width. There are currently roadway markings consistent with the Class II bike route designation by the City of Redlands. Sidewalks are currently not provided on the south side of the road in the project vicinity. The posted speed in the project vicinity is 55 miles per hour.

Orange Avenue: This two-lane undivided to two-lane divided roadway trends in an east-west direction and is unclassified on both the City of Loma Linda and the City of Redlands General Plan Circulation Element in the study area. On-street parking is generally permitted in the project vicinity. There are no designated bicycle lanes in the project vicinity. Sidewalks are provided on both sides of the road west of California Street and on the south side of the road east of California Street. The speed limit is not posted speed in the project vicinity.

PEDESTRIAN FACILITIES
Existing pedestrian facilities in the project vicinity are shown on Figure 6. As shown on Figure 6, currently sidewalks are not provided along the project site frontage.

TRANSIT FACILITIES
Figure 7 shows the existing Omnitrans system map in the project vicinity. Bus Route 19 runs along Barton Road. The closest bus stop to the project is at the northwest corner of California Street and Barton Road.

GENERAL PLAN CONTEXT
Figure 8 shows the City of Loma Linda General Plan Circulation Element roadway classifications map. This figure shows the nature and extent of arterial and collector highways that are needed to adequately serve the 9 Barton Road Apartments
Traffic Impact Analysis
10 19776
ultimate development depicted by the Land Use Element of the General Plan. The City of Loma Linda standard roadway cross-sections are illustrated on Figure 9.

BICYCLE FACILITIES MASTER PLAN
The City of Loma Linda Bicycle Master Plan is shown on Figure 10.. As shown on Figure 10, there are no proposed bike facilities in the project vicinity.

EXISTING ROADWAY VOLUMES
Figure 11 shows the existing average daily traffic volumes. Existing average daily traffic volumes were factored from peak hour intersection turning movement volumes at locations using the following formula for each intersection leg:

PM Peak Hour (Approach Volume + Exit Volume) x 11.5 = Leg Volume Figure 12 and Figure 13 show the existing AM and PM peak hour intersection turning movement volumes.

Existing peak hour intersection turning movement volumes are based upon AM peak period and PM peak period intersection turning movement counts obtained in November 2024 during typical weekday conditions.

The weekday AM peak period was counted between 7:00 AM and 9:00 AM and the weekday PM peak period was counted between 4:00 PM and 6:00 PM; these periods capture the peak times for commuter traffic when the roadway system is typically experiencing peak demand. The actual peak hour within each two-hour count period is determined based on the sum of the four consecutive 15-minute periods with the highest total volume entering the intersection. Thus, the weekday PM peak hour at one intersection may be 4:45 PM to 5:45 PM and may vary at other intersections depending on the four consecutive 15-minute periods that have the highest total volume. Intersection turning movement count worksheets are provided in Appendix C.

EXISTING INTERSECTION LEVEL OF SERVICE
The study intersection Levels of Service for Existing conditions are shown in Table 1. Detailed Level of Service worksheets are provided in Appendix D.

As shown in Table 1, the study intersections currently operate within acceptable Levels of Service (C or better) during peak hours.
10 Delay2
LOS3 Delay2
LOS

1. California Street at Orange Avenue TS 21.3 C 18.8 B

2. California Street at Barton Road TS 20.8 C 20.8 C

3. New Jersey Street at Barton Road TS 26.6 C 31.1 C
Notes:

1. TS = Traffic Signal. : CSS = Cross Street Stop. ; AWS = All Way Stop. ;

2. 3. LOS = Level of Service
Table 1
Existing Intersection Levels of Service
AM
Peak Hour
PM
Peak Hour
Delay is shown in seconds per vehicle. For intersections with traffic signal or all way stop control, overall average intersection delay and LOS are shown. For intersections with cross street stop control, LOS is based on average delay of the worst minor street approach or major street left turn movement.

Study Intersection
Traffic
Control1
Barton Road Apartments
Traffic Impact Analysis
11 19776
Figure 5
Existing Lane Geometry and Intersection Traffic Controls Barton Road Apartments
Traffic Impact Analysis
19776
N
1 2 3 4
Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
1 California St (NS)/
Orange Ave (EW)
2 California St (NS)/
Barton Rd (EW)
3 New Jersey St (NS)/
Barton Rd (EW)
4 Project Dwy (NS)/
Barton Rd (EW)
d
d
d d
STOP d
#U
#D
Legend
Project Driveway
De Facto Right Turn Lane
Existing Lane
#-Lane Undivided Roadway
#-Lane Divided Roadway
Stop Sign
Traffic Signal
4D 4D 4D
4D
4D
4D
2U 3D 2U
2U
12 Figure 6
Existing Pedestrian Facilities
Barton Road Apartments
Traffic Impact Analysis
19776
N
Site

ORANGE AVE

NEW JERSEY ST
C
ALIFO
R
NIA
S
T

BARTON RD
Sidewalk
Legend
Cross Walk
B Bus Stop
B
B
B
B
13 Figure 7
Existing Transit Routes
Barton Road Apartments
Traffic Impact Analysis
19776
Source: Omnitrans
N
Project Location
14 Figure 8
City of Loma Linda General Plan Circulation Element
Barton Road Apartments
Traffic Impact Analysis
19776
Source: City of Loma Linda
N
Project Location
15 Figure 9
City of Loma Linda General Plan Roadway Cross-Sections
Barton Road Apartments
Traffic Impact Analysis
19776
Source: City of Loma Linda

P/L P/L
A
B
18'
C
D
SCENIC

HIGHWAY
C
D

MAJOR ARTERIAL SECTION

P/L P/L
C
D
A
B
D
C

STANDARD SECTION

STREET-TYPE
LOCAL

DIMENSIONS
A

COLLECTOR

COLLECTOR (SPECIAL)

SECONDARY HIGHWAY

MAJOR HIGHWAY

SCENIC HIGHWAY
60'
64'
66'
88'
100'
120'
B
36'
40'
44'
64'
72'
94'
*SIDEWALK EXTENDS TO PROPERTY LINE IN COMMERCIAL ZONE
C
12'
12'
11'
12'
14'
13'
D*
5'
5'
5'
5'
5'
5'
T.I.
6 6
7 8
9 9
AC"/CAB"

3.5"/6"

3.5"/6"
4 6
5 5
4 7
8 8
MIN. PAVING
16 Figure 10
City of Loma Linda Bicycle Facilities Master Plan
Barton Road Apartments
Traffic Impact Analysis
19776
N
Source: City of Loma Linda
Project Location
17 Figure 11
Existing Average Daily Traffic Volumes
Barton Road Apartments
Traffic Impact Analysis
19776
N
Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T
BARTON RD 28.8 28.8 28.8

27.5 12.1 3.2

0.1 Vehicles Per Day (1,000's)
Legend
##

12.7 12.6

4.0 3.4
18 Figure 12
Existing AM Peak Hour Intersection Turning Movement Volumes Barton Road Apartments
Traffic Impact Analysis
19776
N
1 2 3
Study Intersection
Legend
#
# Project Driveway
4 Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
1 California St (NS)/
Orange Ave (EW) 59 433
45 7343738
66 58
118
40 45
81 2
California St (NS)/
Barton Rd (EW)
270288
218
726
8 1013
301
3 New Jersey St (NS)/
Barton Rd (EW)
101
66066
47 981
2 3
1253
89 4
Project Dwy (NS)/
Barton Rd (EW)
00 0
1030
1322
0 19
Figure 13
Existing PM Peak Hour Intersection Turning Movement Volumes Barton Road Apartments
Traffic Impact Analysis
19776
N
1 2 3
Study Intersection
Legend
#
# Project Driveway
4 Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
1 California St (NS)/
Orange Ave (EW) 78 476
54 6540963
35 57
59 28
52 45
2 California St (NS)/
Barton Rd (EW)
191304
286
1251
6 664
267
3 New Jersey St (NS)/
Barton Rd (EW)
211
74179
61 1471
5 1
892
61 4
Project Dwy (NS)/
Barton Rd (EW)
00 0
1555
968
0 20
Barton Road Apartments
Traffic Impact Analysis
21 19776

4. PROJECT TRIP FORECASTS
This section describes how project trip generation, trip distribution, and trip assignment forecasts were developed. The forecast project volumes are illustrated in the figures contained in this section.

TRIP GENERATION
Table 2 shows the proposed project trip generation forecast is based on average rates obtained from the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021) for Land Use Code 220 (Multi-family Housing (Low-rise, not close to transit)) that were selected for calculation of the project trip generation forecast.

As shown in Table 2, the proposed project is forecast to generate approximately 445 daily trips, including 26 trips during the AM peak hour and 34 trips during the PM peak hour.

PROJECT TRIP DISTRIBUTION & ASSIGNMENT
Figure 14 to Figure 15 show the forecast outbound and inbound directional distribution patterns for the project generated trips, respectively. The project trip distribution patterns were developed using engineering judgment in consultation with the City engineering staff based on a review of existing traffic data, surrounding land uses, and the local and regional roadway facilities in the project vicinity.

Based on the identified project trip generation and distributions, the project-generated average daily traffic volumes are shown on Figure 16. The project-generated AM peak hour and PM peak hour intersection turning movement volumes are shown on Figure 17 and Figure 18. 21 Land Use Source1
% In % Out Rate % In % Out Rate
ITE 220 24% 76% 0.40 63% 37% 0.51 6.74
Land Use Source In Out Total In Out Total
ITE 220 66 DU 6 20 26 21 13 34 445
Notes:

1. 2. DU = Dwelling Units.

Multifamily Housing (Low-Rise,
Not Close to Rail Transit)
Multifamily Housing (Low-Rise,
Not Close to Rail Transit)
Table 2
Project Trip Generation
Trip Generation Rates
Land Use
Variable2
AM Peak Hour PM Peak Hour Daily
Rate
DU
Trips Generated
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.

Barton Road Apartments
Traffic Impact Analysis
22 19776
Figure 14
Project Trip Distribution (Outbound)
Barton Road Apartments
Traffic Impact Analysis
19776
N
Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
30%
70%
40%
30%
Percent From Project
Legend
10%
23 Figure 15
Project Trip Distribution (Inbound)
Barton Road Apartments
Traffic Impact Analysis
19776
N
Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
30%
70%
40%
30%
Percent To Project
Legend
10%
24 Figure 16
Project Average Daily Traffic Volumes
Barton Road Apartments
Traffic Impact Analysis
19776
N
Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T
BARTON RD 0.13 0.13 0.31

0.13 0.18
Vehicles Per Day (1,000's)
Legend
##

0.18 0.18
25 Figure 17
Project AM Peak Hour Intersection Turning Movement Volumes Barton Road Apartments
Traffic Impact Analysis
19776
N
1 2 3
Study Intersection
Legend
#
# Project Driveway
4 Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
1 California St (NS)/
Orange Ave (EW)
080
020
0 0
0 0
0 0
2 California St (NS)/
Barton Rd (EW)
02 0
2 0
6 8
3 New Jersey St (NS)/
Barton Rd (EW)
000
000
0 6
0 0
2 0
4 Project Dwy (NS)/
Barton Rd (EW)
146
4 0
0 2
26 Figure 18
Project PM Peak Hour Intersection Turning Movement Volumes Barton Road Apartments
Traffic Impact Analysis
19776
N
1 2 3
Study Intersection
Legend
#
# Project Driveway
4 Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
1 California St (NS)/
Orange Ave (EW)
050
080
0 0
0 0
0 0
2 California St (NS)/
Barton Rd (EW)
08 0
6 0
4 5
3 New Jersey St (NS)/
Barton Rd (EW)
000
000
0 4
0 0
6 0
4 Project Dwy (NS)/
Barton Rd (EW)
94 14
0 0
6 27
Barton Road Apartments
Traffic Impact Analysis
28 19776

5. EXISTING PLUS PROJECT
This section describes how future volume forecasts were developed and Levels of Service results. Forecast study area volumes are illustrated in the figures contained in this section. Detailed intersection Level of Service calculation worksheets are provided in Appendix D.

Project design features, such as improvements necessary to provide project site access, are assumed to be constructed by the proposed project and are described in further detail in the Site Access & Circulation section presented later in this report.

VOLUME FORECAST
The Existing Plus Project volume forecast was developed by adding project-generated trips to existing volumes. Existing Plus Project average daily traffic volumes are shown on Figure 19. Existing Plus Project AM peak hour and PM peak hour intersection turning movement volumes are shown on Figure 20 and Figure 21.

LEVEL OF SERVICE ANALYSIS
The study intersection Levels of Service for Existing Plus Project conditions are also shown in Table 3. As shown in Table 3, the study intersections are forecast to operate within acceptable Levels of Service (C or better) during the peak hours for Existing Plus Project conditions.

As shown in Table 3, the proposed project is forecast to result in no substantial transportation effects based on the City-established criteria at the study area intersections for Existing Plus Project conditions. 28 Delay2
LOS3 Delay2
LOS Delay2
LOS3 Delay2
LOS

1. California Street at Orange Avenue TS 21.3 C 18.8 B 21.2 C 18.7 B -0.1 NO -0.1 NO

2. California Street at Barton Road TS 20.8 C 20.8 C 20.7 C 20.9 C -0.1 NO +0.1 NO

3. New Jersey Street at Barton Road TS 26.6 C 31.1 C 26.5 C 31.1 C -0.1 NO +0.0 NO

4. Project Driveway at Barton Road CSS - - - - 20.9 C 16.4 C +20.9 NA +16.4 NA Notes:

1. TS = Traffic Signal: CSS = Cross Street Stop. ; AWS = All Way Stop. ;

2. 3. LOS = Level of Service
Existing Plus Project Intersection Levels of Service & Project-Related Effect Study Intersection
Existing Existing Plus Project
AM
Peak Hour
PM
Peak Hour
ChangeSubstantialEffect?
Delay is shown in seconds per vehicle. For intersections with traffic signal or all way stop control, overall average intersection delay and LOS are shown. For intersections with cross street stop control, LOS is based on average delay of the worst minor street approach or major street left turn movement.

Table 3
Traffic
Control1
AM
Peak Hour
PM
Peak Hour
AM
Peak Hour
PM
Peak Hour
ChangeSubstantialEffect?
Barton Road Apartments
Traffic Impact Analysis
29 19776
Figure 19
Existing Plus Project Average Daily Traffic Volumes
Barton Road Apartments
Traffic Impact Analysis
19776
N
Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T
BARTON RD 28.9 28.9 29.0

27.6 12.2 3.2

0.1 Vehicles Per Day (1,000's)
Legend
##

12.9 12.8

4.0 3.4
30 Figure 20
Existing Plus Project
AM Peak Hour Intersection Turning Movement Volumes
Barton Road Apartments
Traffic Impact Analysis
19776
N
1 2 3
Study Intersection
Legend
#
# Project Driveway
4 Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
1 California St (NS)/
Orange Ave (EW) 59 441
45 7343938
66 58
118
40 45
81 2
California St (NS)/
Barton Rd (EW)
270290
218
728
8 1019
309
3 New Jersey St (NS)/
Barton Rd (EW)
101
66066
47 987
2 3
1255
89 4
Project Dwy (NS)/
Barton Rd (EW)
146
4 1030
1322
2 31
Figure 21
Existing Plus Project
PM Peak Hour Intersection Turning Movement Volumes
Barton Road Apartments
Traffic Impact Analysis
19776
N
1 2 3
Study Intersection
Legend
#
# Project Driveway
4 Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
1 California St (NS)/
Orange Ave (EW) 78 481
54 6541763
35 57
59 28
52 45
2 California St (NS)/
Barton Rd (EW)
191312
286
1257
6 668
272
3 New Jersey St (NS)/
Barton Rd (EW)
211
74179
61 1475
5 1
898
61 4
Project Dwy (NS)/
Barton Rd (EW)
94 14
1555
968
6 32
Barton Road Apartments
Traffic Impact Analysis
33 19776

6. SITE ACCESS & ON-SITE CIRCULATION
This section evaluates the project site access and on-site circulation. Vehicular access for the project site is proposed via one full access driveway on Barton Road.

PROJECT DESIGN FEATURES
This analysis assumes the following improvements will be constructed by the project to provide project site access:

Roadway Segments
Barton Road
▫ Construct ultimate half-section width (Major Arterial with 104 feet ROW and 80 feet roadway), including landscaping and parkway improvements along project boundary abutting Barton Road (approximately length 665 feet) in conjunction with the development.

Intersections

4. Project Driveway (NS) at Barton Road (EW)
▫ Construct the project driveway with one inbound lane and one outbound lane. ▫ Install outbound stop control for southbound site egress.

This analysis also assumes the project shall comply with the following conditions as part of the City of Loma Linda standard development review process to ensure adequate geometric design and emergency access:
 Site-adjacent roadways shall be constructed or repaired at their ultimate half-section width, including landscaping and parkway improvements in conjunction with development, or as otherwise required by the City of Loma Linda.
 All on-site and off-site roadway design, signing/striping, and traffic control improvements relating to the proposed project shall be submitted to the City for review and constructed following applicable State/Federal engineering standards to the satisfaction of the City of Loma Linda.  The final grading, landscaping, and street improvement plans shall demonstrate that applicable sight distance requirements are met.
 The project shall comply with the City of Loma Linda municipal parking requirements which will be reviewed as a part of the standard development review process.  Final project plans shall demonstrate adequate emergency vehicle access and circulation to the satisfaction of the City of Loma Linda Public Works and Fire Departments.  A construction worksite traffic control plan shall comply with applicable engineering standards outlined in the California Manual of Uniform Traffic Control Devices and shall be submitted to the City for review and approval before the issuance of a grading permit or start of construction. The plan shall identify any roadway, sidewalk, bike route, or bus stop closures and detours as well as haul routes and hours of operation. All construction-related trips shall be restricted to off-peak hours to the extent possible. 33 Barton Road Apartments
Traffic Impact Analysis
34 19776

SITE ACCESS QUEUING ANALYSIS
Table 4 summarizes the results of the queue analysis to check for potential conflicts between the project driveways and the adjacent key intersection. The forecasted queue lengths shown in Table 4, are based on the HCM 95th-percentile back-of-queue methodology. Queuing calculations for the project driveways and the adjacent intersection are shown in the Level of Service worksheets provided in Appendix D.

As shown in Table 4, vehicle queue lengths at the project driveway and adjacent intersection are forecast to not exceed the available storage lengths during the peak hours for the analysis scenarios.

TRAFFIC SIGNAL WARRANT ANALYSIS
The potential need for installation of a traffic signal at the project driveways was evaluated based on the California Manual on Uniform Traffic Control Devices (“California MUTCD,” November 2014), Section 4C-04, peak hour volume warrant (Warrant 3). The California MUTCD Section 4C-01 states “satisfaction of one or more traffic signal warrants shall not in itself require the installation of a traffic signal” as engineering judgement should be applied to the physical considerations of the location.

Installation of a traffic signal is not warranted at the project driveway based on the peak hour volume warrant (Warrant 3) for the analysis scenarios.

SIGHT DISTANCE EVALUATION
Intersection sight distance analysis was prepared for the project driveways.

Roadways are designed to provide sufficient stopping sight distance continuously along each roadway so that drivers have a view of the roadway ahead. If the available sight distance equals or exceeds the appropriate stopping sight distance for the major road, sufficient sight distance is provided to anticipate and avoid collisions. In some cases, however, vehicles traveling on the major road may need to substantially slow down or stop to accommodate vehicles entering or crossing from the minor road. Therefore, to enhance traffic operations at uncontrolled or minor street stop-controlled intersections, it is desirable to provide intersection sight distances that exceed the stopping sight distances along the major road.

The sight distance analysis was prepared based on the sight distance guidelines specified in the American Association of State Highway and Transportation Officials (AASHTO) A Policy on Geometric Design of Highways and Street (7th Edition, 2018) [“AASHTO Greenbook”]. Both stopping sight distance and intersection sight distance were evaluated. The stopping sight distances are based on passenger car operation and do not explicitly consider design for truck operations. While trucks typically require longer braking distances, they generally travel slower and truck drivers are more experienced than the average passenger car driver; therefore, separate stopping distances for trucks and passenger cars are not generally used in highway design.

For intersection sight distance, AASHTO notes that the minor road design vehicle can usually be assumed to be a passenger car, except in cases where substantial volumes of heavy vehicles enter the major road, such as ramp terminals.

Assuming level major street roadways (less than three percent grade), stopping sight distance is determined by the following formula:

Stopping Sight Distance = 1.47 Vt + 1.075 (V2 / a)
where:

V = design speed (miles per hour)
t = brake reaction time, 2.5 seconds
a = deceleration rate (feet / second2), 11.2 feet/second2 34 Barton Road Apartments
Traffic Impact Analysis
35 19776
The intersection sight distance was determined based on “Case B – Intersections with stop control on the minor road.” For Case B conditions, the intersection sight distance along the major road is determined by the following formula:

Intersection Sight Distance = 1.47 Vmajor tg
where:

Vmajor = design speed of the major road (miles per hour) tg = time gap for minor road vehicle to enter the major road (seconds) Time gaps are determined based on the design vehicle, number of lanes crossed, median widths, minor road approach grade, design vehicle, and turning movement from the minor road.

Project Driveway at Barton Road
The design speed along Barton Road was estimated based on five miles per hour greater than the posted speed limit of 55 miles per hour; thus, a design speed of 60 miles per hour was used for the analysis.

The project egress sight distance was calculated using the recommended time gap for stop control on a minor road (Case B). For sight distance looking to the left at approaching westbound traffic (i.e., Case B2, right turn from stop), a 6.5-second time gap was used. For sight distance looking to the right at approaching eastbound traffic (i.e., Case B1, left turn from stop on a four lane divided roadway), an 8.5-second time gap was used.

Based on the AASHTO sight distance formulas, the exiting intersection sight distance of 750 feet is desirable for left turns and 573 is desirable for right turns with the major street minimum stopping sight distance of 570 feet.

Figure 22 shows the sight distance analysis for the Project Driveway at Barton Road. The restricted use areas shown on Figure 22 should be kept free of objects that could substantially obstruct the line of sight, including parked vehicles and landscaping over two feet in height. Sufficient stopping sight distance and intersection sight distance would be provided for vehicles exiting the project driveway at Barton Road with implementation of the recommended landscaping and on-street parking restrictions. Parking should be restricted along the entire project frontage and ‘No Parking’ signs should be installed near the east project boundary and west of the driveway.

Restricted Use Area
The landscape plan for the site should utilize the sight distance principals to avoid placing obstructions (such as dense trees or monument signs) within the limited use area on either side of the proposed project driveways. Ultimately, the final grading, landscaping, and street improvement plans should demonstrate that sight distance standards are met in accordance with applicable City of Loma Linda distance standards. 35 (Feet)2

AM PM AM PM
Without
Project
Plus
Project
Westbound Thru 175 265 180 265 185 NO-265 NO-265
Westbound Right 175 <20 <20 160 155 YES YES
Eastbound Left 180 <20 <20 70 75 YES YES
Eastbound Thru-Right 730 <20 <20 345 575 YES YES
Southbound Shared 55 - - <20 <20 YES YES
Eastbound Thru 265 - - <20 <20 YES YES
Eastbound Right 265 - - <20 <20 YES YES
Westbound Left 200 - - <20 <20 YES YES
Westbound Thru 435 - - <20 <20 YES YES
Notes:

1. 2. Length of turning lane storage or distance to the adjacent driveway.

3. Approach
Storage
Length
Lane
Peak Hour 95th-Percentile Queue Length (Feet)1
Adequate Storage
Provided
Existing
Existing Existing Plus Project
Table 4
Site Access Queuing Analysis

4. Project Driveway
at Barton Road

2. Study Intersection
California Street at
Barton Road

3. New Jersey Street at
Barton Road
The existing westbound through lane queue length exceeds the storage capacity to the adjacent driveway for the gas station. This will not impede the proposed project which is 435 feet from the intersection.

The forecast 95th-percentile queue lengths shown in the delay calculation worksheets have been rounded up to nearest 5-foot increment.

Barton Road Apartments
Traffic Impact Analysis
36 19776

32.00'
BUILDING 1
398.
15'
453.50'
BUILDING 1
BUILDING 2
BUILDING 1
BUILDING 1A

FITNESS
GYM
LEASE
OFFICE

CLUBHOUSE
C-1C
-2
4CAR
GAR
AGE
4 CAR
G
ARAGE
4C
AR
GAR
AGE
4C
AR
GA
RAGE
EV
EV

EV EV EV
P.A.

P.A.P.A.

P.A.

FOOSBALL COURT

PING PONG TABLE
OUTD

OORFITNESS

CORNHOL
E
TURF
TURF
2-5 YEARS PLAYGROUND
5-12 YEARS PLAYGROUND
P.A.

PATIO W/ COVER

ACCENT PAVERS
ACCENT PAVERS 8' DG TRAIL
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL
WORKO

UTSTATIONS

W/BENCH

WORKOUT STATIONS

W/ BENCH

WORKOUT STATIONS

W/ BENCH

WORKOUT STATIONS

W/ BENCH

MO TORC YCLE PARKING MOTO RCYCLE PARKING

CHILDCARE
AREA
B
F
3 14
15 2 16

36.89' 22.31'

64.20'

18.00'
10 19 13
C2
4 E
7 11
11 12
11 11
11 11
11 17
6 1

9.00'
9 SPACES 5 SPACES
3 SPACES
4 SPACES
9 SPACES
7 SPACES
8 SPACES
5 SPACES
9 SPACES
2SP
ACES
12SP
ACES
10 5
5 H
A
16 11
A
13 5
12 11
11 5
G
A
C1
K
8 A
6 J
18 6
6 8 SPACES
13 1
F
F
8 J
I
K
2 19
19 K
M

17.50'

17.50' 17.50'

17.50'

38.00' 38.00' 5.00'

5.00'

20.00'

20.00' 34.00'

63.70'
L
EXISTING 6'-0" HIGHBLOCK WALL ATPROPERTY LINE

TO REMAIN
EXISTING 6'-0" CHAIN

LINK FENCE ATPROPERTY LINE

TO REMAIN
EXISTING 6'-0" HIGHBLOCK WALL ATPROPERTY LINE
2 SPACES

8.40'

5.00' 5.00'

5.00'

5.00' 5.00'

FUTURE (OPTIONAL)

MOTORCYCLE
SPACES

ACTIVITY AREA

DRAINAGE BASIN
Figure 22
Project Sight Distance Analysis
Barton Road Apartments
Traffic Impact Analysis
19776
ISD Left = 750 FeetISD Right = 573 FeetTime Gap For Cars ( Tg = 6.5 second Right Turn and 8.5 second Left Turn)Intersection Sight Distance = 1.47 x Vm xTgStopping Sight Distance = 570 FeetMajor Road Design Speed (Vm = 60 MPH) Restricted Use AreaStopping Sight Distance
Legend
Intersection Sight Distance (ISD)Driver's Eye (10 foot setback from curbline extension and 3 feet right of centerline)
570
750
570
573
Scale: 1" = 100'
0 50 100
N
37 Barton Road Apartments
Traffic Impact Analysis
38 19776

7. CONCLUSIONS
This section summarizes the proposed project, operational findings, and identifies recommendations (if any) as specified in previous sections of this study. Figure 23 summarizes the recommended improvements.

PROJECT TRIP GENERATION
The proposed project is forecast to generate approximately 445 daily trips, including 26 trips during the AM peak hour and 34 trips during the PM peak hour.

LEVEL OF SERVICE ANALYSIS
The study intersections currently operate within acceptable Levels of Service (C or better) during the peak hours for the Existing conditions.

The study intersections are forecast to continue operating within acceptable Levels of Service (C or better) during the peak hours for Existing Plus Project conditions.

SUMMARY OF IMPROVEMENTS
The roadway frontage and site access improvements to be constructed in conjunction with the proposed project are outlined in the Site Access & On-Site Circulation (see Section 6).

DEVELOPMENT IMPACT FEE
The proposed project shall contribute towards the City of Loma Linda Development Impact Fee program (Municipal Code Chapter 3.30) and regional transportation development mitigation fee program (County of San Bernardino Measure I). The Development Impact Fee provides a funding mechanism for arterial streets, traffic signals, interchange improvements as well as emergency services. The purpose of such fees is to minimize, to the greatest extent practicable, the impact that new development has on the Town’s public services and public facilities. The Town intends for new development project applicants to pay their fair share of the costs of providing such public services and public facilities. Unless otherwise approved by the Town, all development projects are required to pay the Development Impact Fee as a condition of development. 38 Figure 23
Recommended Lane Geometry and Intersection Traffic Controls Barton Road Apartments
Traffic Impact Analysis
19776
N
1 2 3 4
Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
1 California St (NS)/
Orange Ave (EW)
2 California St (NS)/
Barton Rd (EW)
3 New Jersey St (NS)/
Barton Rd (EW)
4 Project Dwy (NS)/
Barton Rd (EW)
d
d
d d
STOP d
#U
#D
Legend
Project Driveway
De Facto Right Turn Lane
Recommendations
#-Lane Undivided Roadway
#-Lane Divided Roadway
Stop Sign
Traffic Signal
4D 4D 4D
4D
4D
4D
2U 3D 2U
2U
Existing Lane
d
STOP
39 Barton Road Apartments
Traffic Impact Analysis
19776

APPENDICES
Appendix A Glossary
Appendix B Scoping Agreement
Appendix C Traffic Count Data
Appendix D Intersection Level of Service Worksheets
APX-1

APPENDIX A

GLOSSARY
APX-2

ACRONYMS
AC Acres
ADT Average Daily Traffic
Caltrans California Department of Transportation
DU Dwelling Unit
ICU Intersection Capacity Utilization
GFA Gross Floor Area
LOS Level of Service
PCE Passenger Car Equivalent
SF Square Foot
SP Service Population
TSF Thousand Square Feet
V/C Volume to Capacity Ratio
VMT Vehicle Miles Traveled
TERMS
ACTUATED SIGNAL CONTROL: A type of traffic signal control in which display of each phase depends on whether the corresponding phase detector has registered a service call or the phase is on recall.

ACTUATION: Detection of a roadway user that is forwarded to the signal controller.

AVERAGE DAILY TRAFFIC: The average 24-hour volume for a stated period is divided by the number of days in that period. For example, Annual Average Daily Traffic is the total volume during a year divided by 365 days.

BANDWIDTH: The number of seconds of green time available for through traffic in a signal progression.

BOTTLENECK: A point of constriction along a roadway that limits the amount of traffic that can proceed downstream from its location.

CALL: An indication within a signal controller that a particular phase is waiting for service, either through actuation from a roadway user or phase recall.

CAPACITY: The maximum number of vehicles that can be reasonably expected to pass through a roadway facility during a specified period.

CHANNELIZATION: The separation of conflicting traffic movements by use of pavement markings, raised curbs, or other suitable means to facilitate free flow movement.

CLEARANCE INTERVAL: Equal to the yellow plus all-red time, if any, when a traffic signal changes between phases (i.e., the amount of time between the end of a green light from one movement to the beginning of a green light for the next).

COORDINATED SIGNAL CONTROL: A type of traffic signal control in which non-coordinated phases associated with minor movements are constrained such that the coordinated phases are served at a specific time during the signal cycle, thus maintaining the efficient progression of traffic flow along the major roadway.

CONTROL DELAY: The portion of delay attributed to the intersection traffic control (such as a traffic signal or stop sign). It includes initial deceleration, queue move-up time, stopped delay, and final acceleration delay.

CORDON: An imaginary boundary line around or across a study area across which vehicles, persons, or other information can be collected for survey and analytical purposes.

APX-3
CORNER SIGHT DISTANCE: The minimum sight distance required by the driver of a vehicle to cross or enter the lanes of the major roadway without requiring approaching traffic traveling at a given speed to radically alter their speed or trajectory.

CYCLE: A complete sequence of signal indications for all phases. Also known as a signal cycle.

CYCLE LENGTH: The total time for a traffic signal to complete one full cycle.

DAILY CAPACITY: A theoretical value representing the daily traffic volume that will typically result in a peak hour volume equal to the capacity of the roadway.

DELAY: The total additional travel time experienced by a roadway user (driver, passenger, bicyclist, or pedestrian) beyond that required to travel at a desired speed.

DENSITY: The number of vehicles occupying in a unit length of the through traffic lanes of a roadway at any given instant. Usually expressed in vehicles per mile.

DETECTOR: A device used to count or determine the presence of a roadway user.

DESIGN SPEED: A speed used for purposes of designing horizontal and vertical alignments of a highway.

DIRECTIONAL SPLIT: The percent of two-way traffic traveling in a specified direction.

DIVERSION: The rerouting of traffic from a normal path of travel between two points, such as to avoid congestion or perform a secondary trip.

FREE FLOW: Traffic flow that is unaffected by a traffic control and/or or upstream or downstream conditions.

GAP: Time or distance between two vehicles measured from rear bumper of the front vehicle to front bumper of the second vehicle.

GAP ACCEPTANCE: The method by which a driver accepts an available gap in traffic to enter or cross the road.

HEADWAY: Time or distance between two successive vehicles measured from same point on both vehicles (i.e., front bumper to front bumper). Also known as gap.

LEVEL OF SERVICE: A grading scale of quantitative performance measures representing the quality of service of a transportation facility or service from an average traveler’s perspective.

LOOP DETECTOR: A vehicle detector consisting of a loop of wire embedded in the roadway, energized by alternating current and producing an output circuit closure when passed over by a vehicle.

MULTI-MODAL: More than one mode, such as automobile, transit, bicycle, and pedestrian.

OFFSET: The time interval between the beginning of a traffic signal cycle at one intersection and the beginning of signal cycle an adjacent intersection.

PLATOON: A set of vehicles traveling at similar speed and moving as a general group with clear separation between other vehicles ahead and behind.

PASSENGER CAR EQUIVALENT: A metric used to assess the impact of larger vehicles, such as trucks, recreational vehicles, and buses, by converting the traffic volume of larger vehicles to an equivalent number of passenger cars.

APX-4
PEDESTRIAN CLEARANCE INTERVAL: Also known as the “Flashing Don’t Walk” interval, it signals the end of pedestrian entry into the crosswalk following the “Walk” indication and provides time for pedestrians who have already entered the crosswalk to finishing crossing.

PEAK HOUR: The hour within a day in which the maximum volume occurs.

PEAK HOUR FACTOR: The peak hour volume divided by the four times the peak 15-minute flow rate.

PHASE: In traffic signals, the green, yellow, and red clearance intervals assigned to a specified traffic movement.

PRETIMED SIGNAL: A traffic signal operation in which the cycle length, phasing sequence, and phasing times are predetermined and fixed, regardless of actual demand for any given traffic movement. Also known as a fixed time signal.

PROGRESSION: The coordinated movement of vehicles through signalized intersections along a corridor.

QUEUE: The number of vehicles waiting at a service area such as a traffic signal, stop sign, or access gate.

QUEUE LENGTH: The length of vehicle queue, typically expressed in feet, waiting at a service area such as a traffic signal, stop sign, or access gate.

RECALL: A signal phasing operation in which a specified phase places a call to the signal controller each time a conflicting phase is served, thus ensuring the specified phase will be serviced again.

SEMI-ACTUATED CONTROL: A type of traffic signal control in which only the minor movements are provided detection.

SIGHT DISTANCE: The continuous length of roadway visible to a driver or roadway user.

STACKING DISTANCE: The length of area available behind a service area, such as a traffic signal or gate, for vehicle queuing to occur.

STOPPING SIGHT DISTANCE: The minimum distance required by the driver of a vehicle traveling at a given speed to bring the vehicle to a stop after an object on the road becomes visible, including reaction and response time.

TRAFFIC-ACTUATED SIGNAL: A type of traffic signal that directs traffic to stop and go in accordance with the demands of traffic, as registered by the actuation of detectors. Also known as a demand responsive signal.

TRIP OR TRIP END: The one-directional movement of a person or vehicle. Every trip has an origin and a destination at its respective ends (i.e., trip ends). In terms of site trip generation, the same vehicle entering and exiting a site generates two trips: one inbound trip and one outbound trip.

TRIP GENERATION RATE: The rate at which a land use generates trips per the specified land use variable, such per dwelling unit or per thousand square feet.

TURNING RADIUS: The circular arc formed by the smallest turning path radius of the front outside tire of a vehicle, such as that performed by a U-turn maneuver. This is based on the length and width of the wheelbase as well as the steering mechanism of the vehicle.

VEHICLE MILES TRAVELED: A measure of the amount and distance of automobile travel essentially calculated as the sum of each trip times the trip length.

APX-5

APPENDIX B

SCOPING AGREEMENT
APX-6
APX-7
APX-8
APX-9
transportation ■ noise ■ air quality | GANDDINI GROUP
555 Parkcenter Drive, Suite 225, Santa Ana, California 92705 (714) 795-3100 | www.ganddini.com

MEMORANDUM OF UNDERSTANDING
TO: Ms. Lorena Matarrita | CITY OF LOMA LINDA
FROM: Perrie Ilercil, Senior Engineer | GANDDINI GROUP, INC.

DATE: November 14, 2024
SUBJECT: Barton Road Apartments Project
Scoping Agreement for Traffic Impact Study
GGI Project No. 19763
The purpose of this memorandum is to supplement the City’s Scoping Agreement for Traffic Impact Study form with more detailed project description and trip generation information for the Barton Road Apartments project for review/concurrence by the City of Loma Linda.

The proposed project involves construction of a 66-unit three story apartment complex. Vehicle access for the project site is proposed via Barton Road. Figure 2 illustrates the project site plan.

TRIP GENERATION
Table 1 shows the proposed project trip generation forecast is based on average rates obtained from the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021) for Land Use Code 220 (Multi-family Housing (Low-rise, not close to transit)) that were selected for calculation of the project trip generation forecast.

As shown in Table 1, the proposed project is forecast to generate approximately 445 daily trips, including 26 trips during the AM peak hour and 34 trips during the PM peak hour.

PROJECT TRIP DISTRIBUTIONS
Figures 3 and 4 illustrate the forecast directional distribution patterns of the project generated trips. The project trip distribution patterns are developed from engineering judgement based on review of existing volume data, surrounding land uses, and the local and regional roadway facilities in the project vicinity.

STUDY AREA
Based on the project trip generation and distribution patterns, the study area includes intersections that the project contributes 50 or more trips and consists of the following study intersections:

APX-10

CITY OF LOMA LINDA
Barton Road Apartments
November 14, 2024
Barton Road Apartments
Scoping Agreement for Traffic Impact Study
2 19763
Study Intersections

1. California Street and Orange Avenue1

2. California Street and Barton Road

3. New Jersey Street and Barton Road

4. Project Driveway (NS) at Barton Road (EW)
The San Bernardino County Transportation Authority Recommended Traffic Impact Analysis Guidelines (February 2020) states that projects forecast to generate the Congestion Management Program (CMP) threshold of 250 two-way peak hour trips and contribute 50 or more peak hour trips to a State highway facility are required to prepare a study for California Department of Transportation (Caltrans) review, projects generating 100 to 250 peak hour trips and contribute 50 or more peak hour trips to a State highway facility are required to consult with Caltrans to determine the need to prepare a study for Caltrans review.

Additionally, CMP analysis is required if the project is expected to contribute 100 or more peak hour two-way trips to a freeway facility or 50 or more trips to a CMP facility within another jurisdiction.

As shown on Figure 5, the project is not forecast to contribute 100 or more peak hour two-way trips to a state highway facility or 50 or more trips on the CMP system; therefore, no highway mainline, or additional CMP analysis is required.

ANALYSIS SCENARIOS
The traffic study shall evaluate the following analysis scenarios for typical weekday AM and PM peak hour conditions:

1. Existing Conditions

2. Existing Plus Project

TRAFFIC COUNTS
New intersection turning movement counts will be collected at the study intersections during the typical weekday AM and PM peak hours (7:00 AM – 9:00 AM and 4:00 - 6:00 PM). The peak hour factor will be determined from the counts for study area intersections.

INTERSECTION ANALYSIS METHODOLOGY
In accordance with the City of Loma Linda standard procedures, and the County of San Bernardino Transportation Impact Study Guidelines (July 2019) [“County TIA Guidelines”], intersections shall by analyzed using the intersection delay methodology based on procedures contained in the Transportation Research Board Highway Capacity Manual (HCM). Default values not specifically identified in the County TIA Guidelines will be based Highway Capacity Manual recommended values. Intersection delay and Level of Service (LOS) analysis shall be performed using the Vistro software.

PERFORMANCE STANDARDS
The City of Loma Linda General Plan Circulation Element Program T-6.10.1, seeks to maintain Level of Service (C or better) for peak hour intersection operations.
1 (NS) = north-south roadway; (EW) = east-west roadway.

APX-11

CITY OF LOMA LINDA
Barton Road Apartments
November 14, 2024
Barton Road Apartments
Scoping Agreement for Traffic Impact Study
3 19763
In any location where the Level of Service (LOS) is Level of Service (D or worse) at the time an application for a development project is submitted, roadway improvement measures shall be imposed on that development project to assure, at a minimum, that the level of traffic service is maintained at Levels of Service that are no worse than those existing at the time an application for development is filed.

A traffic impact is considered a project-related impact if the project both: i) contributes measurable traffic to and ii) substantially and adversely changes the Level of Service at any off-site location projected to experience deficient operations under foreseeable cumulative conditions, where feasible improvements consistent with the City of Loma Linda General Plan cannot be constructed.

SITE ACCESS & ON-SITE CIRCULATION
The traffic study will review site access considerations such as intersection traffic controls and lane configurations and if necessary, recommend improvements. Additionally, the traffic study will evaluate the project site ingress/egress regarding gate stacking analysis for the applicable project driveway, if necessary.

VEHICLE MILES TRAVELED (VMT) SCREENING ASSESSMENT METHODOLOGY As the City of Loma Linda has adopted the County TIA Guidelines for evaluating transportation impacts under CEQA, the Project VMT shall be assessed and documented in accordance with the County Guidelines.

Based on the preliminary review, the proposed project satisfies the screening criteria for projects within a low VMT area; with a VMT per resident which is less than County-wide threshold VMT per resident; therefore, the proposed project may be presumed to result in a less than significant VMT impact and additional VMT modeling/mitigation is not required. Attachment A contains the SBCTA Screening Tool results for the project site.

CONCLUSION
We appreciate the opportunity to provide this memorandum of understanding for your review. Should you have any questions or comments regarding the proposed scope, please contact Perrie Ilercil at (714) 795- 3100 ext. 103 or [email protected].

Cc:

Jeff Peterson, Traffic Engineer
Jarb Thaipejr, Public Works
Natalie Patty, Cheryl Tubbs
APX-12
Land Use Source1
% In % Out Rate % In % Out Rate
Multifamily Housing (Low-Rise, Not Close to Rail Transit)ITE 220 24% 76% 0.40 63% 37% 0.51 6.74 Land Use Source In Out Total In Out Total
Existing to be removed
Proposed development
Multifamily Housing (Low-Rise, Not Close to Rail Transit)ITE 220 66 DU 6 20 26 21 13 34 445 Notes:

1. 2. DU = Dwelling Units.

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
Table 1
Project Trip Generation
Trip Generation Rates
Land Use
Variable2
AM Peak Hour PM Peak Hour Daily
Rate
DU
Barton Road Apartment
Scoping Agreement for Traffic Impact Analysis
APX-13
19776
Figure 1
Project Location Map
Barton Road Apartments
Traffic Impact Analysis
19776
N
1 2 3
Study Intersection
Legend
#
# Project Driveway
4 Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
APX-14

32.00'
BUILDING 1
398.15'
453.50'
BUILDING 1
BUILDING 2
BUILDING 1
BUILDING 1A

FITNESS
GYM
LEASE
OFFICE

CLUBHOUSE
C-1
C-2
4 CAR
GARAGE
4 CAR
GARAGE
4 CAR
GARAGE 4 CAR GARAGE
EV
EV

EV EV EV
P.A.

P.A.

FOOSBALL COURT

PING PONG TABLE

OUTDOOR FITNESS

CORNHOLE
TURF
TURF
2-5 YEARS PLAYGROUND
5-12 YEARS PLAYGROUND
P.A.

PATIO W/ COVER

ACCENT PAVERS
8' DG TRAIL ACCENT PAVERS
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL

WORKOUT STATIONS

W/ BENCH

WORKOUT STATIONS

W/ BENCH

WORKOUT STATIONS

W/ BENCH

WORKOUT STATIONS

W/ BENCH

MOTORCYCLE PARKING MOTORCYCLE PARKING

CHILDCARE
AREA
B
F
3 14
15 2 16

36.89' 22.31'

64.20'

18.00'
19 13 10
C2
4 E
7 11
11 12
11 11
11 11
11 17
6 1

17.50'

17.50' 17.50'

17.50'

38.00'

5.00'

20.00'

20.00' 34.00'

63.70'
L
EXISTING 6'-0" HIGH

BLOCK WALL AT

PROPERTY LINE

TO REMAIN
EXISTING 6'-0" CHAIN

LINK FENCE AT

PROPERTY LINE

TO REMAIN
EXISTING 6'-0" HIGH

BLOCK WALL AT

PROPERTY LINE
2 SPACES

8.40'

5.00' 5.00'

5.00'

5.00' 5.00'

FUTURE (OPTIONAL)

MOTORCYCLE
SPACES

ACTIVITY AREA

DRAINAGE BASIN
Figure 2
Site Plan
Barton Road Apartments
Traffic Impact Analysis
19776
N
APX-15
Figure 3
Project Trip Distribution - Outbound
Barton Road Apartments
Traffic Impact Analysis
19776
N
Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
30%
70%
40%
30%
Percent From Project
Legend
10%
APX-16
Figure 4
Project Trip Distribution - Inbound
Barton Road Apartments
Traffic Impact Analysis
19776
N
Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
30%
70%
40%
30%
Percent To Project
Legend
10%
APX-17
Figure 5
Project Peak Hour Trip Assignment
Barton Road Apartments
Traffic Impact Analysis
19776
N
Site

ORANGE AVE
C

NEW JERSEY ST
ALIFO
R
NIA
S
T

BARTON RD
8 / 11
Peak Hour Trips
Legend

AM / PM
8 / 11
11 / 14
19 / 24
APX-18

ATTACHMENT A

SBCTA VMT SCREENING TOOL RESULTS
APX-19
APX-20

APPENDIX C

TRAFFIC COUNT DATA
APX-21
File Name : 01_LML_Cali_Ora AM
Site Code : 22524990
Start Date : 11/6/2024
Page No : 1
City of Loma Linda
N/S: California Street
E/W: Orange Avenue
Weather: Clear
Groups Printed- Total Volume
California Street
Southbound
Orange Avenue
Westbound
California Street
Northbound
Orange 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 4 83 4 91 5 3 9 17 3 107 8 118 10 6 13 29 255
07:15 AM 5 99 2 106 10 15 24 49 12 101 8 121 11 6 27 44 320 07:30 AM 8 101 21 130 10 11 26 47 16 110 14 140 21 11 32 64 381 07:45 AM 14 132 32 178 14 10 18 42 22 99 14 135 18 24 28 70 425 Total 31 415 59 505 39 39 77 155 53 417 44 514 60 47 100 207 1381 08:00 AM 11 105 18 134 6 9 13 28 9 123 9 141 16 17 31 64 367 08:15 AM 18 66 4 88 13 8 15 36 9 102 15 126 14 15 27 56 306 08:30 AM 11 81 4 96 6 8 14 28 18 87 13 118 8 7 26 41 283 08:45 AM 9 76 7 92 9 17 11 37 13 75 9 97 11 19 8 38 264 Total 49 328 33 410 34 42 53 129 49 387 46 482 49 58 92 199 1220 Grand Total 80 743 92 915 73 81 130 284 102 804 90 996 109 105 192 406 2601 Apprch % 8.7 81.2 10.1 25.7 28.5 45.8 10.2 80.7 9 26.8 25.9 47.3 Total % 3.1 28.6 3.5 35.2 2.8 3.1 5 10.9 3.9 30.9 3.5 38.3 4.2 4 7.4 15.6 California Street
Southbound
Orange Avenue
Westbound
California Street
Northbound
Orange 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 07:15 AM
07:15 AM 5 99 2 106 10 15 24 49 12 101 8 121 11 6 27 44 320 07:30 AM 8 101 21 130 10 11 26 47 16 110 14 140 21 11 32 64 381 07:45 AM 14 132 32 178 14 10 18 42 22 99 14 135 18 24 28 70 425 08:00 AM 11 105 18 134 6 9 13 28 9 123 9 141 16 17 31 64 367 Total Volume 38 437 73 548 40 45 81 166 59 433 45 537 66 58 118 242 1493 % App. Total 6.9 79.7 13.3 24.1 27.1 48.8 11 80.6 8.4 27.3 24 48.8 PHF .679 .828 .570 .770 .714 .750 .779 .847 .670 .880 .804 .952 .786 .604 .922 .864 .878 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APX-22
File Name : 01_LML_Cali_Ora AM
Site Code : 22524990
Start Date : 11/6/2024
Page No : 2
City of Loma Linda
N/S: California Street
E/W: Orange Avenue
Weather: Clear
California Street
Orange Avenue
Orange Avenue
California Street
Right
73 Thru
437
Left
38 Out In Total
580 548 1128
Right
81 Thru
45 Left
40 Out Total In
141 166 307
Left
59 Thru
433
Right
45 Out In Total
595 537 1132
Left
66 Thru
58 Right
118
Total Out In
177 242 419
Peak Hour Begins at 07:15 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:
07:15 AM 07:15 AM 07:30 AM 07:30 AM
+0 mins. 5 99 2 106 10 15 24 49 16 110 14 140 21 11 32 64 +15 mins. 8 101 21 130 10 11 26 47 22 99 14 135 18 24 28 70 +30 mins. 14 132 32 178 14 10 18 42 9 123 9 141 16 17 31 64 +45 mins. 11 105 18 134 6 9 13 28 9 102 15 126 14 15 27 56 Total Volume 38 437 73 548 40 45 81 166 56 434 52 542 69 67 118 254 % App. Total 6.9 79.7 13.3 24.1 27.1 48.8 10.3 80.1 9.6 27.2 26.4 46.5 PHF .679 .828 .570 .770 .714 .750 .779 .847 .636 .882 .867 .961 .821 .698 .922 .907 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APX-23
File Name : 01_LML_Cali_Ora PM
Site Code : 22524990
Start Date : 11/6/2024
Page No : 1
City of Loma Linda
N/S: California Street
E/W: Orange Avenue
Weather: Clear
Groups Printed- Total Volume
California Street
Southbound
Orange Avenue
Westbound
California Street
Northbound
Orange 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 17 105 21 143 4 12 13 29 20 96 10 126 10 9 16 35 333 04:15 PM 10 100 16 126 5 12 11 28 20 112 19 151 8 11 10 29 334 04:30 PM 13 96 11 120 7 11 10 28 18 124 15 157 12 16 17 45 350 04:45 PM 22 114 24 160 9 22 12 43 16 121 11 148 7 17 15 39 390 Total 62 415 72 549 25 57 46 128 74 453 55 582 37 53 58 148 1407 05:00 PM 18 99 14 131 7 7 12 26 24 119 9 152 8 13 17 38 347 05:15 PM 13 106 13 132 4 7 14 25 26 97 12 135 9 16 14 39 331 05:30 PM 22 95 13 130 10 15 10 35 29 107 9 145 11 11 14 36 346 05:45 PM 17 110 11 138 4 16 10 30 22 72 7 101 12 4 21 37 306 Total 70 410 51 531 25 45 46 116 101 395 37 533 40 44 66 150 1330 Grand Total 132 825 123 1080 50 102 92 244 175 848 92 1115 77 97 124 298 2737 Apprch % 12.2 76.4 11.4 20.5 41.8 37.7 15.7 76.1 8.3 25.8 32.6 41.6 Total % 4.8 30.1 4.5 39.5 1.8 3.7 3.4 8.9 6.4 31 3.4 40.7 2.8 3.5 4.5 10.9 California Street
Southbound
Orange Avenue
Westbound
California Street
Northbound
Orange 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 04:15 PM
04:15 PM 10 100 16 126 5 12 11 28 20 112 19 151 8 11 10 29 334 04:30 PM 13 96 11 120 7 11 10 28 18 124 15 157 12 16 17 45 350 04:45 PM 22 114 24 160 9 22 12 43 16 121 11 148 7 17 15 39 390 05:00 PM 18 99 14 131 7 7 12 26 24 119 9 152 8 13 17 38 347 Total Volume 63 409 65 537 28 52 45 125 78 476 54 608 35 57 59 151 1421 % App. Total 11.7 76.2 12.1 22.4 41.6 36 12.8 78.3 8.9 23.2 37.7 39.1 PHF .716 .897 .677 .839 .778 .591 .938 .727 .813 .960 .711 .968 .729 .838 .868 .839 .911 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APX-24
File Name : 01_LML_Cali_Ora PM
Site Code : 22524990
Start Date : 11/6/2024
Page No : 2
City of Loma Linda
N/S: California Street
E/W: Orange Avenue
Weather: Clear
California Street
Orange Avenue
Orange Avenue
California Street
Right
65 Thru
409
Left
63 Out In Total
556 537 1093
Right
45 Thru
52 Left
28 Out Total In
174 125 299
Left
78 Thru
476
Right
54 Out In Total
496 608 1104
Left
35 Thru
57 Right
59 Total Out In
195 151 346
Peak Hour Begins at 04:15 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 04:45 PM 04:15 PM 04:30 PM
+0 mins. 22 114 24 160 9 22 12 43 20 112 19 151 12 16 17 45 +15 mins. 18 99 14 131 7 7 12 26 18 124 15 157 7 17 15 39 +30 mins. 13 106 13 132 4 7 14 25 16 121 11 148 8 13 17 38 +45 mins. 22 95 13 130 10 15 10 35 24 119 9 152 9 16 14 39 Total Volume 75 414 64 553 30 51 48 129 78 476 54 608 36 62 63 161 % App. Total 13.6 74.9 11.6 23.3 39.5 37.2 12.8 78.3 8.9 22.4 38.5 39.1 PHF .852 .908 .667 .864 .750 .580 .857 .750 .813 .960 .711 .968 .750 .912 .926 .894 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APX-25
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
California Street Orange Avenue California Street Orange Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0 1 0 1 2
0 1 0 0 1
0 0 1 0 1
0 1 1 0 2
0 0 0 0 0
0 0 0 0 0
0 0 0 1 1
0 0 0 0 0
0 3 2 2 7
North Leg East Leg South Leg West Leg
California Street Orange Avenue California Street Orange Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0 0 2 0 2
0 0 0 0 0
0 0 2 0 2
2 2 0 0 4
1 0 4 0 5
0 0 0 0 0
0 0 2 1 3
0 0 0 0 0
3 2 10 1 16
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
Loma Linda
California Street
Orange Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
APX-26
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 1 0 0 0 0 0 0 0 1 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 1 0 0 0 0 0 0 0 1 1 0 3
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 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 0 0 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 1
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 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 2 0 0 0 1 0 0 0 3
Orange Avenue
TOTAL VOLUMES:

California Street Orange Avenue California Street Orange Avenue Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
California Street Orange Avenue California 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
Orange Avenue
California Street
Loma Linda

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

PO Box 1178
Corona, CA 92878
951-268-6268
APX-27
File Name : 02_LML_Cali_Bar AM
Site Code : 22524990
Start Date : 11/6/2024
Page No : 1
City of Loma Linda
N/S: California Street
E/W: Barton Road
Weather: Clear
Groups Printed- Total Volume
California Street
Southbound
Barton Road
Westbound
Barton Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 52 45 97 161 85 246 37 98 135 478
07:15 AM 63 64 127 231 80 311 42 117 159 597
07:30 AM 54 85 139 311 80 391 50 175 225 755
07:45 AM 73 87 160 262 60 322 63 181 244 726
Total 242 281 523 965 305 1270 192 571 763 2556
08:00 AM 91 46 137 227 73 300 63 187 250 687
08:15 AM 70 52 122 213 88 301 42 183 225 648
08:30 AM 60 44 104 218 76 294 37 125 162 560
08:45 AM 52 38 90 188 53 241 40 138 178 509
Total 273 180 453 846 290 1136 182 633 815 2404
Grand Total 515 461 976 1811 595 2406 374 1204 1578 4960 Apprch % 52.8 47.2 75.3 24.7 23.7 76.3
Total % 10.4 9.3 19.7 36.5 12 48.5 7.5 24.3 31.8
California Street
Southbound
Barton Road
Westbound
Barton Road
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 54 85 139 311 80 391 50 175 225 755
07:45 AM 73 87 160 262 60 322 63 181 244 726
08:00 AM 91 46 137 227 73 300 63 187 250 687
08:15 AM 70 52 122 213 88 301 42 183 225 648
Total Volume 288 270 558 1013 301 1314 218 726 944 2816 % App. Total 51.6 48.4 77.1 22.9 23.1 76.9
PHF .791 .776 .872 .814 .855 .840 .865 .971 .944 .932
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APX-28
File Name : 02_LML_Cali_Bar AM
Site Code : 22524990
Start Date : 11/6/2024
Page No : 2
City of Loma Linda
N/S: California Street
E/W: Barton Road
Weather: Clear
California Street
Barton Road
Barton Road
Right
270
Left
288
Out In Total
519 558 1077
Right
301
Thru
1013
Out Total In
1014 1314 2328
Left
218
Thru
726
Total Out In
1283 944 2227
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:
07:15 AM 07:15 AM 07:30 AM
+0 mins. 63 64 127 231 80 311 50 175 225
+15 mins. 54 85 139 311 80 391 63 181 244
+30 mins. 73 87 160 262 60 322 63 187 250
+45 mins. 91 46 137 227 73 300 42 183 225
Total Volume 281 282 563 1031 293 1324 218 726 944
% App. Total 49.9 50.1 77.9 22.1 23.1 76.9
PHF .772 .810 .880 .829 .916 .847 .865 .971 .944
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APX-29
File Name : 02_LML_Cali_Bar PM
Site Code : 22524990
Start Date : 11/6/2024
Page No : 1
City of Loma Linda
N/S: California Street
E/W: Barton Road
Weather: Clear
Groups Printed- Total Volume
California Street
Southbound
Barton Road
Westbound
Barton Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 04:00 PM 88 42 130 140 61 201 64 297 361 692
04:15 PM 72 43 115 160 67 227 64 288 352 694
04:30 PM 72 43 115 173 70 243 77 296 373 731
04:45 PM 89 48 137 158 66 224 65 299 364 725
Total 321 176 497 631 264 895 270 1180 1450 2842
05:00 PM 67 53 120 159 83 242 68 332 400 762
05:15 PM 76 47 123 174 48 222 76 324 400 745
05:30 PM 76 42 118 166 56 222 74 240 314 654
05:45 PM 78 44 122 159 47 206 37 255 292 620
Total 297 186 483 658 234 892 255 1151 1406 2781
Grand Total 618 362 980 1289 498 1787 525 2331 2856 5623 Apprch % 63.1 36.9 72.1 27.9 18.4 81.6
Total % 11 6.4 17.4 22.9 8.9 31.8 9.3 41.5 50.8
California Street
Southbound
Barton Road
Westbound
Barton Road
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 72 43 115 173 70 243 77 296 373 731
04:45 PM 89 48 137 158 66 224 65 299 364 725
05:00 PM 67 53 120 159 83 242 68 332 400 762
05:15 PM 76 47 123 174 48 222 76 324 400 745
Total Volume 304 191 495 664 267 931 286 1251 1537 2963 % App. Total 61.4 38.6 71.3 28.7 18.6 81.4
PHF .854 .901 .903 .954 .804 .958 .929 .942 .961 .972
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APX-30
File Name : 02_LML_Cali_Bar PM
Site Code : 22524990
Start Date : 11/6/2024
Page No : 2
City of Loma Linda
N/S: California Street
E/W: Barton Road
Weather: Clear
California Street
Barton Road
Barton Road
Right
191
Left
304
Out In Total
553 495 1048
Right
267
Thru
664
Out Total In
1555 931 2486
Left
286 1251
Thru
Total Out In
855 1537 2392
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 04:15 PM 04:30 PM
+0 mins. 89 48 137 160 67 227 77 296 373
+15 mins. 67 53 120 173 70 243 65 299 364
+30 mins. 76 47 123 158 66 224 68 332 400
+45 mins. 76 42 118 159 83 242 76 324 400
Total Volume 308 190 498 650 286 936 286 1251 1537
% App. Total 61.8 38.2 69.4 30.6 18.6 81.4
PHF .865 .896 .909 .939 .861 .963 .929 .942 .961
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APX-31
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
California Street Barton Road California Street Barton Road Pedestrians Pedestrians Pedestrians Pedestrians
0 2 0 0 2
1 3 0 0 4
1 2 0 0 3
0 1 0 0 1
0 0 0 0 0
0 0 0 0 0
1 0 0 1 2
0 0 0 0 0
3 8 0 1 12
North Leg East Leg South Leg West Leg
California Street Barton Road California Street Barton Road Pedestrians Pedestrians Pedestrians Pedestrians
0 0 0 0 0
3 0 0 0 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
3 0 0 0 3
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
Loma Linda
California Street
Barton Road

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
APX-32
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
1 0 0 0 1 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 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 0 0 0
0 0 0 0 1 0 0 0 0 0 0 0 1
1 0 0 0 3 0 0 0 0 0 1 0 5
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 1 1 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 2 0 2
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 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 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 0 0 0 0 3 0 7
Barton Road
TOTAL VOLUMES:

California Street Barton Road California Street Barton Road Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
California Street Barton Road California 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
Barton Road
California Street
Loma Linda

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

PO Box 1178
Corona, CA 92878
951-268-6268
APX-33
File Name : 03_LML_NJ_Bar AM
Site Code : 22524990
Start Date : 11/6/2024
Page No : 1
City of Loma Linda
N/S: New Jersey Street
E/W: Barton Road
Weather: Clear
Groups Printed- Total Volume
New Jersey Street
Southbound
Barton Road
Westbound
New Jersey Street
Northbound
Barton Road
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 6 0 9 15 1 261 12 274 0 1 2 3 8 144 2 154 446
07:15 AM 6 1 13 20 0 313 20 333 0 0 0 0 11 180 0 191 544 07:30 AM 14 0 19 33 2 374 31 407 0 0 0 0 7 219 0 226 666 07:45 AM 20 0 14 34 1 314 23 338 0 0 1 1 15 246 0 261 634 Total 46 1 55 102 4 1262 86 1352 0 1 3 4 41 789 2 832 2290 08:00 AM 16 0 21 37 0 269 14 283 0 0 0 0 15 268 1 284 604 08:15 AM 16 0 12 28 0 296 21 317 1 0 0 1 10 248 1 259 605 08:30 AM 12 1 9 22 0 297 25 322 1 0 0 1 10 172 1 183 528 08:45 AM 10 1 9 20 0 241 9 250 0 1 0 1 11 184 4 199 470 Total 54 2 51 107 0 1103 69 1172 2 1 0 3 46 872 7 925 2207 Grand Total 100 3 106 209 4 2365 155 2524 2 2 3 7 87 1661 9 1757 4497 Apprch % 47.8 1.4 50.7 0.2 93.7 6.1 28.6 28.6 42.9 5 94.5 0.5 Total % 2.2 0.1 2.4 4.6 0.1 52.6 3.4 56.1 0 0 0.1 0.2 1.9 36.9 0.2 39.1 New Jersey Street
Southbound
Barton Road
Westbound
New Jersey Street
Northbound
Barton Road
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 14 0 19 33 2 374 31 407 0 0 0 0 7 219 0 226 666 07:45 AM 20 0 14 34 1 314 23 338 0 0 1 1 15 246 0 261 634 08:00 AM 16 0 21 37 0 269 14 283 0 0 0 0 15 268 1 284 604 08:15 AM 16 0 12 28 0 296 21 317 1 0 0 1 10 248 1 259 605 Total Volume 66 0 66 132 3 1253 89 1345 1 0 1 2 47 981 2 1030 2509 % App. Total 50 0 50 0.2 93.2 6.6 50 0 50 4.6 95.2 0.2
PHF .825 .000 .786 .892 .375 .838 .718 .826 .250 .000 .250 .500 .783 .915 .500 .907 .942 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APX-34
File Name : 03_LML_NJ_Bar AM
Site Code : 22524990
Start Date : 11/6/2024
Page No : 2
City of Loma Linda
N/S: New Jersey Street
E/W: Barton Road
Weather: Clear
New Jersey Street
Barton Road
Barton Road
New Jersey Street
Right
66 Thru
0 Left
66 Out In Total
136 132 268
Right
89 Thru
1253
Left
3 Out Total In
1048 1345 2393
Left
1 Thru
0 Right
1 Out In Total
5 2 7
Left
47 Thru
981
Right
2 Total Out In
1320 1030 2350
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 07:15 AM 07:00 AM 07:30 AM
+0 mins. 14 0 19 33 0 313 20 333 0 1 2 3 7 219 0 226
+15 mins. 20 0 14 34 2 374 31 407 0 0 0 0 15 246 0 261
+30 mins. 16 0 21 37 1 314 23 338 0 0 0 0 15 268 1 284
+45 mins. 16 0 12 28 0 269 14 283 0 0 1 1 10 248 1 259
Total Volume 66 0 66 132 3 1270 88 1361 0 1 3 4 47 981 2 1030 % App. Total 50 0 50 0.2 93.3 6.5 0 25 75 4.6 95.2 0.2
PHF .825 .000 .786 .892 .375 .849 .710 .836 .000 .250 .375 .333 .783 .915 .500 .907 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APX-35
File Name : 03_LML_NJ_Bar PM
Site Code : 22524990
Start Date : 11/6/2024
Page No : 1
City of Loma Linda
N/S: New Jersey Street
E/W: Barton Road
Weather: Clear
Groups Printed- Total Volume
New Jersey Street
Southbound
Barton Road
Westbound
New Jersey Street
Northbound
Barton Road
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 23 1 16 40 0 199 11 210 1 0 1 2 15 378 1 394 646 04:15 PM 20 1 21 42 0 218 11 229 0 0 0 0 14 349 1 364 635 04:30 PM 22 0 21 43 0 235 15 250 0 0 0 0 13 365 0 378 671 04:45 PM 22 1 16 39 1 206 23 230 0 1 0 1 16 377 2 395 665 Total 87 3 74 164 1 858 60 919 1 1 1 3 58 1469 4 1531 2617 05:00 PM 19 0 21 40 0 227 7 234 0 0 1 1 18 376 3 397 672 05:15 PM 16 0 16 32 0 224 16 240 2 0 0 2 14 353 0 367 641 05:30 PM 20 0 18 38 1 213 8 222 0 1 1 2 19 325 1 345 607 05:45 PM 17 0 17 34 0 201 16 217 0 0 0 0 14 327 1 342 593 Total 72 0 72 144 1 865 47 913 2 1 2 5 65 1381 5 1451 2513 Grand Total 159 3 146 308 2 1723 107 1832 3 2 3 8 123 2850 9 2982 5130 Apprch % 51.6 1 47.4 0.1 94.1 5.8 37.5 25 37.5 4.1 95.6 0.3 Total % 3.1 0.1 2.8 6 0 33.6 2.1 35.7 0.1 0 0.1 0.2 2.4 55.6 0.2 58.1 New Jersey Street
Southbound
Barton Road
Westbound
New Jersey Street
Northbound
Barton Road
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 22 0 21 43 0 235 15 250 0 0 0 0 13 365 0 378 671 04:45 PM 22 1 16 39 1 206 23 230 0 1 0 1 16 377 2 395 665 05:00 PM 19 0 21 40 0 227 7 234 0 0 1 1 18 376 3 397 672 05:15 PM 16 0 16 32 0 224 16 240 2 0 0 2 14 353 0 367 641 Total Volume 79 1 74 154 1 892 61 954 2 1 1 4 61 1471 5 1537 2649 % App. Total 51.3 0.6 48.1 0.1 93.5 6.4 50 25 25 4 95.7 0.3 PHF .898 .250 .881 .895 .250 .949 .663 .954 .250 .250 .250 .500 .847 .975 .417 .968 .985 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APX-36
File Name : 03_LML_NJ_Bar PM
Site Code : 22524990
Start Date : 11/6/2024
Page No : 2
City of Loma Linda
N/S: New Jersey Street
E/W: Barton Road
Weather: Clear
New Jersey Street
Barton Road
Barton Road
New Jersey Street
Right
74 Thru
1 Left
79 Out In Total
123 154 277
Right
61 Thru
892
Left
1 Out Total In
1551 954 2505
Left
2 Thru
1 Right
1 Out In Total
7 4 11
Left
61 1471
Thru Right
5 Total Out In
968 1537 2505
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. 23 1 16 40 0 235 15 250 0 1 0 1 13 365 0 378
+15 mins. 20 1 21 42 1 206 23 230 0 0 1 1 16 377 2 395
+30 mins. 22 0 21 43 0 227 7 234 2 0 0 2 18 376 3 397
+45 mins. 22 1 16 39 0 224 16 240 0 1 1 2 14 353 0 367
Total Volume 87 3 74 164 1 892 61 954 2 2 2 6 61 1471 5 1537 % App. Total 53 1.8 45.1 0.1 93.5 6.4 33.3 33.3 33.3 4 95.7 0.3 PHF .946 .750 .881 .953 .250 .949 .663 .954 .250 .500 .500 .750 .847 .975 .417 .968 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
APX-37
Location: Date: 11/6/2024
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
New Jersey Street Barton Road New Jersey Street Barton Road Pedestrians Pedestrians Pedestrians Pedestrians
0 0 0 0 0
0 0 0 0 0
0 1 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 1 0 0 1
North Leg East Leg South Leg West Leg
New Jersey Street Barton Road New Jersey Street Barton Road Pedestrians Pedestrians Pedestrians Pedestrians
1 0 0 0 1
1 0 0 0 1
1 0 0 0 1
0 0 1 0 1
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
1 0 0 0 1
4 0 1 0 5
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
Loma Linda
New Jersey Street
Barton Road

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
APX-38
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 1 0 1
0 0 1 0 0 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 1 0 1
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 2 0 0 0 0 0 0 0 2
0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 1 0 3 0 0 0 0 0 3 0 7
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 1 0 1 0 0 0 0 0 0 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 1 0 1
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 0 0 0 0 0 0 0 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 0 0 0
0 0 1 0 3 1 0 0 0 0 4 0 9
Barton Road
TOTAL VOLUMES:

New Jersey Street Barton Road New Jersey Street Barton Road Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
New Jersey Street Barton Road New Jersey 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
Barton Road
New Jersey Street
Loma Linda

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

PO Box 1178
Corona, CA 92878
951-268-6268
APX-39

APPENDIX D

INTERSECTION LEVEL OF SERVICE WORKSHEETS
APX-40

EXISTING
APX-41

AM PEAK HOUR
APX-42
Volume to Capacity (v/c): 0.346
Level Of Service: C
Delay (sec / veh): 21.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: California St (NS) at Orange Ave (EW)
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 45.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 122.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 142.00 100.00 156.00 148.00 100.00 138.00 75.00 100.00 75.00 95.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name California St California St Orange Ave Orange Ave
Intersection Setup
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-43
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
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 67 493 51 43 498 83 75 66 134 46 51 92 Total 15-Minute Volume [veh/h] 17 123 13 11 124 21 19 17 34 11 13 23 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 Total Hourly Volume [veh/h] 59 433 45 38 437 73 66 58 118 40 45 81 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] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 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 Input [veh/h] 59 433 45 38 437 73 66 58 118 40 45 81 Name California St California St Orange Ave Orange Ave
Volumes
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-44
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering 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 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] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 16 0 0 26 0 0 31 0 0 31 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 8 35 0 9 36 0 9 42 0 9 42 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 7 0 5 7 0 5 7 0 5 7 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 95
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-45
95th-Percentile Queue Length [ft/ln] 82.56 68.65 13.19 53.35 74.33 23.45 93.95 64.80 145.08 58.86 164.71 95th-Percentile Queue Length [veh/ln] 3.30 2.75 0.53 2.13 2.97 0.94 3.76 2.59 5.80 2.35 6.59 50th-Percentile Queue Length [ft/ln] 45.87 38.14 7.33 29.64 41.29 13.03 52.19 36.00 80.60 32.70 91.50 50th-Percentile Queue Length [veh/ln] 1.83 1.53 0.29 1.19 1.65 0.52 2.09 1.44 3.22 1.31 3.66 Critical Lane Group Yes No No No Yes No Yes No No No Yes Lane Group LOS E A A E A A E D D E D
d, Delay for Lane Group [s/veh] 58.64 6.17 5.37 58.02 6.71 6.02 57.09 38.25 43.92 58.81 50.01 X, volume / capacity 0.78 0.21 0.05 0.69 0.22 0.08 0.78 0.29 0.69 0.71 0.81 Lane Group Results
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 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 14.00 0.21 0.09 12.74 0.23 0.16 12.79 0.68 4.26 13.57 8.61 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 44.63 5.96 5.28 45.28 6.48 5.86 44.30 37.57 39.67 45.24 41.40 c, Capacity [veh/h] 86 2304 1029 62 2257 1008 96 229 195 65 176 s, saturation flow rate [veh/h] 1714 3427 1530 1714 3427 1530 1714 1800 1530 1714 1616 (v / s)_i Volume / Saturation Flow Rate 0.04 0.14 0.03 0.03 0.15 0.05 0.04 0.04 0.09 0.03 0.09 g / C, Green / Cycle 0.05 0.67 0.67 0.04 0.66 0.66 0.06 0.13 0.13 0.04 0.11 g_i, Effective Green Time [s] 5 64 64 3 63 63 5 12 12 4 10 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l1_p, Permitted Start-Up 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 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 C, Cycle Length [s] 95 95 95 95 95 95 95 95 95 95 95
Lane Group L C R L C R L C R L C
Lane Group Calculations
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-46
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 58.64 6.17 5.37 58.02 6.71 6.02 57.09 38.25 43.92 58.81 50.01 50.01 Movement LOS E A A E A A E D D E D D
d_A, Approach Delay [s/veh] 11.86 10.15 46.15 52.15
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 21.26
Intersection LOS C
Intersection V/C 0.346
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] 37.15 37.15 37.15 37.15
I_p,int, Pedestrian LOS Score for Intersectio 2.769 2.768 2.379 2.056 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 673 694 821 821 d_b, Bicycle Delay [s] 20.91 20.25 16.52 16.52
I_b,int, Bicycle LOS Score for Intersection 2.064 2.074 2.013 1.871 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-47
Volume to Capacity (v/c): 0.592
Level Of Service: C
Delay (sec / veh): 20.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: California St (NS) at Barton Rd (EW)
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 55.00 55.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 238.00 75.00 100.00 177.00 100.00 200.00 No. of Lanes in Entry Pocket 1 1 1 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Right Left Thru U-turn Thru Right Lane Configuration
Approach Southbound Eastbound Westbound
Name California St Barton Rd Barton Rd
Intersection Setup
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-48
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
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 309 290 234 779 8 1088 323 Total 15-Minute Volume [veh/h] 77 72 59 195 2 272 81
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9314 0.9314 0.9314 0.9314 0.9500 0.9314 0.9314 Total Hourly Volume [veh/h] 288 270 218 726 8 1013 301
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 288 270 218 726 8 1013 301
Name California St Barton Rd Barton Rd
Volumes
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-49
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 1.0 0.0 1.0 1.0 0.0 1.0 0.0 l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 0.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 28 0 0 10 0 40 0
Walk [s] 7 0 0 7 0 7 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 0.0 3.0 0.0
Split [s] 38 0 27 77 0 50 0
All red [s] 1.0 0.0 1.0 1.0 0.0 1.0 0.0
Amber [s] 2.0 0.0 2.0 2.0 0.0 2.0 0.0
Maximum Green [s] 30 0 30 30 0 30 0
Minimum Green [s] 5 0 5 7 0 7 0
Lead / Lag Lead - Lead - - - -
Auxiliary Signal Groups
Signal Group 7 0 5 2 0 6 0
Control Type Split Split Protected Permissive Permissive Permissive Permissive Phasing & Timing
Lost time [s] 6.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 115
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-50
95th-Percentile Queue Length [ft/ln] 189.59 184.85 283.21 48.64 4.09 262.92 152.81 95th-Percentile Queue Length [veh/ln] 7.58 7.39 11.33 1.95 0.16 10.52 6.11 50th-Percentile Queue Length [ft/ln] 105.40 102.70 174.79 27.02 2.27 159.39 84.90 50th-Percentile Queue Length [veh/ln] 4.22 4.11 6.99 1.08 0.09 6.38 3.40 Critical Lane Group No Yes Yes No No Yes No
Lane Group LOS D D E A B B B
d, Delay for Lane Group [s/veh] 49.31 52.12 58.04 2.85 11.48 12.14 10.71 X, volume / capacity 0.69 0.79 0.89 0.28 0.02 0.50 0.33 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.89 3.94 10.34 0.25 0.07 0.83 0.93 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 47.42 48.18 47.70 2.60 11.41 11.31 9.79 c, Capacity [veh/h] 449 365 263 2786 455 2171 969
s, saturation flow rate [veh/h] 3329 2708 1714 3427 704 3427 1530 (v / s)_i Volume / Saturation Flow Rate 0.09 0.11 0.14 0.23 0.01 0.32 0.21 g / C, Green / Cycle 0.13 0.13 0.15 0.81 0.63 0.63 0.63 g_i, Effective Green Time [s] 16 16 18 93 73 73 73
l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 3.00 3.00 C, Cycle Length [s] 115 115 115 115 115 115 115
Lane Group L R L C L C R
Lane Group Calculations
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-51
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.31 52.12 58.04 2.85 11.48 12.14 10.71 Movement LOS D D E A B B B
d_A, Approach Delay [s/veh] 50.67 15.60 11.81
Approach LOS D B B
d_I, Intersection Delay [s/veh] 20.76
Intersection LOS C
Intersection V/C 0.592
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0
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] 47.01 0.00 47.01
I_p,int, Pedestrian LOS Score for Intersectio 2.746 0.000 3.223 Crosswalk LOS B F C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 609 1287 818 d_b, Bicycle Delay [s] 27.81 7.30 20.09
I_b,int, Bicycle LOS Score for Intersection 1.560 2.395 2.730 Bicycle LOS A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-52
Volume to Capacity (v/c): 0.494
Level Of Service: C
Delay (sec / veh): 26.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: New Jersey St (NS) at Barton Rd (EW)
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 55.00 55.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 75.00 100.00 100.00 160.00 100.00 100.00 97.00 100.00 193.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name New Jersey St New Jersey St Barton Rd Barton Rd
Intersection Setup
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-53
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
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 1 0 1 70 0 70 50 1042 2 3 1330 94 Total 15-Minute Volume [veh/h] 0 0 0 18 0 18 12 260 1 1 333 24 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 Total Hourly Volume [veh/h] 1 0 1 66 0 66 47 981 2 3 1253 89 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] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 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 Input [veh/h] 1 0 1 66 0 66 47 981 2 3 1253 89 Name New Jersey St New Jersey St Barton Rd Barton Rd
Volumes
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-54
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering 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 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] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 10 0 0 16 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 37 0 0 37 0 8 60 0 8 60 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 7 0 0 7 0 5 7 0 5 7 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 6.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 105
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-55
95th-Percentile Queue Length [ft/ln] 1.27 47.85 46.41 69.97 339.11 338.93 5.76 507.05 57.44 95th-Percentile Queue Length [veh/ln] 0.05 1.91 1.86 2.80 13.56 13.56 0.23 20.28 2.30 50th-Percentile Queue Length [ft/ln] 0.70 26.58 25.78 38.87 218.03 217.89 3.20 352.99 31.91 50th-Percentile Queue Length [veh/ln] 0.03 1.06 1.03 1.55 8.72 8.72 0.13 14.12 1.28 Critical Lane Group No Yes No Yes No No No Yes No
Lane Group LOS B B B E C C E C B
d, Delay for Lane Group [s/veh] 16.20 17.73 17.21 67.68 22.05 22.05 73.84 30.03 18.20 X, volume / capacity 0.00 0.11 0.10 0.77 0.63 0.63 0.34 0.90 0.14 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.01 0.37 0.30 17.61 0.78 0.78 21.80 2.26 0.10 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 16.19 17.35 16.91 50.07 21.27 21.27 52.05 27.76 18.10 c, Capacity [veh/h] 658 619 682 65 835 834 9 1477 660
s, saturation flow rate [veh/h] 1362 1439 1530 1714 1800 1799 1714 3427 1530 (v / s)_i Volume / Saturation Flow Rate 0.00 0.05 0.05 0.03 0.29 0.29 0.00 0.39 0.06 g / C, Green / Cycle 0.45 0.45 0.45 0.04 0.46 0.46 0.00 0.43 0.43 g_i, Effective Green Time [s] 47 47 47 4 49 49 0 45 45
l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 C, Cycle Length [s] 105 105 105 105 105 105 105 105 105 Lane Group C L C L C C L C R
Lane Group Calculations
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-56
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 16.20 16.20 16.20 17.73 17.21 17.21 67.68 22.05 22.05 73.84 30.03 18.20 Movement LOS B B B B B B E C C E C B
d_A, Approach Delay [s/veh] 16.20 17.47 24.13 29.34
Approach LOS B B C C
d_I, Intersection Delay [s/veh] 26.57
Intersection LOS C
Intersection V/C 0.494
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 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] 0.00 42.07 42.07 42.07
I_p,int, Pedestrian LOS Score for Intersectio 0.000 2.040 3.200 3.316 Crosswalk LOS F B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 648 648 1086 1086 d_b, Bicycle Delay [s] 24.00 24.00 10.97 10.97
I_b,int, Bicycle LOS Score for Intersection 1.563 1.791 2.462 2.737 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 1: 1 Existing AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-57

PM PEAK HOUR
APX-58
Volume to Capacity (v/c): 0.304
Level Of Service: B
Delay (sec / veh): 18.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: California St (NS) at Orange Ave (EW)
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 45.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 122.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 142.00 100.00 156.00 148.00 100.00 138.00 75.00 100.00 75.00 95.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name California St California St Orange Ave Orange Ave
Intersection Setup
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-59
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
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 86 523 59 69 449 71 38 63 65 31 57 49 Total 15-Minute Volume [veh/h] 21 131 15 17 112 18 10 16 16 8 14 12 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 Total Hourly Volume [veh/h] 78 476 54 63 409 65 35 57 59 28 52 45 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] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 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 Input [veh/h] 78 476 54 63 409 65 35 57 59 28 52 45 Name California St California St Orange Ave Orange Ave
Volumes
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-60
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering 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 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] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 16 0 0 26 0 0 31 0 0 31 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 10 26 0 20 36 0 8 41 0 8 41 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 7 0 5 7 0 5 7 0 5 7 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 95
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-61
95th-Percentile Queue Length [ft/ln] 102.07 60.96 12.81 83.95 54.63 16.60 48.46 66.52 70.44 39.22 124.91 95th-Percentile Queue Length [veh/ln] 4.08 2.44 0.51 3.36 2.19 0.66 1.94 2.66 2.82 1.57 5.00 50th-Percentile Queue Length [ft/ln] 56.71 33.87 7.11 46.64 30.35 9.22 26.92 36.96 39.13 21.79 69.40 50th-Percentile Queue Length [veh/ln] 2.27 1.35 0.28 1.87 1.21 0.37 1.08 1.48 1.57 0.87 2.78 Critical Lane Group No Yes No Yes No No Yes No No No Yes Lane Group LOS E A A E A A E D D E D
d, Delay for Lane Group [s/veh] 55.45 5.04 4.36 57.46 5.28 4.77 57.05 42.98 44.47 56.30 52.32 X, volume / capacity 0.79 0.22 0.05 0.77 0.19 0.07 0.65 0.41 0.50 0.60 0.78 Lane Group Results
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 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 11.60 0.20 0.10 12.97 0.18 0.12 11.68 1.76 2.93 10.76 9.47 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 43.86 4.84 4.27 44.49 5.10 4.65 45.37 41.22 41.54 45.55 42.85 c, Capacity [veh/h] 110 2421 1081 90 2381 1063 58 153 130 52 135 s, saturation flow rate [veh/h] 1714 3427 1530 1714 3427 1530 1714 1800 1530 1714 1664 (v / s)_i Volume / Saturation Flow Rate 0.05 0.15 0.04 0.04 0.13 0.05 0.02 0.04 0.04 0.02 0.06 g / C, Green / Cycle 0.06 0.71 0.71 0.05 0.70 0.70 0.03 0.08 0.08 0.03 0.08 g_i, Effective Green Time [s] 6 67 67 5 66 66 3 8 8 3 8 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l1_p, Permitted Start-Up 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 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 C, Cycle Length [s] 95 95 95 95 95 95 95 95 95 95 95
Lane Group L C R L C R L C R L C
Lane Group Calculations
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-62
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.45 5.04 4.36 57.46 5.28 4.77 57.05 42.98 44.47 56.30 52.32 52.32 Movement LOS E A A E A A E D D E D D
d_A, Approach Delay [s/veh] 11.47 11.33 46.78 53.22
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 18.84
Intersection LOS B
Intersection V/C 0.304
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] 37.15 37.15 37.15 37.15
I_p,int, Pedestrian LOS Score for Intersectio 2.751 2.747 2.364 2.049 Crosswalk LOS C 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] 484 694 800 800 d_b, Bicycle Delay [s] 27.30 20.25 17.12 17.12
I_b,int, Bicycle LOS Score for Intersection 2.111 2.046 1.834 1.786 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-63
Volume to Capacity (v/c): 0.493
Level Of Service: C
Delay (sec / veh): 20.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: California St (NS) at Barton Rd (EW)
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 55.00 55.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 238.00 75.00 100.00 177.00 100.00 200.00 No. of Lanes in Entry Pocket 1 1 1 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Right Left Thru U-turn Thru Right Lane Configuration
Approach Southbound Eastbound Westbound
Name California St Barton Rd Barton Rd
Intersection Setup
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-64
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
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 313 196 294 1286 6 683 274 Total 15-Minute Volume [veh/h] 78 49 73 321 2 171 69
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9728 0.9728 0.9728 0.9728 0.9500 0.9728 0.9728 Total Hourly Volume [veh/h] 304 191 286 1251 6 664 267
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 304 191 286 1251 6 664 267
Name California St Barton Rd Barton Rd
Volumes
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-65
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 1.0 0.0 1.0 1.0 0.0 1.0 0.0 l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 0.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 28 0 0 10 0 40 0
Walk [s] 7 0 0 7 0 7 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 0.0 3.0 0.0
Split [s] 38 0 37 87 0 50 0
All red [s] 1.0 0.0 1.0 1.0 0.0 1.0 0.0
Amber [s] 2.0 0.0 2.0 2.0 0.0 2.0 0.0
Maximum Green [s] 30 0 30 30 0 30 0
Minimum Green [s] 5 0 5 7 0 7 0
Lead / Lag Lead - Lead - - - -
Auxiliary Signal Groups
Signal Group 7 0 5 2 0 6 0
Control Type Split Split Protected Permissive Permissive Permissive Permissive Phasing & Timing
Lost time [s] 6.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 125
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-66
95th-Percentile Queue Length [ft/ln] 212.43 132.41 380.59 90.02 4.11 180.03 145.82 95th-Percentile Queue Length [veh/ln] 8.50 5.30 15.22 3.60 0.16 7.20 5.83 50th-Percentile Queue Length [ft/ln] 121.89 73.56 250.74 50.01 2.28 100.02 81.01 50th-Percentile Queue Length [veh/ln] 4.88 2.94 10.03 2.00 0.09 4.00 3.24 Critical Lane Group Yes No No Yes No No No
Lane Group LOS E D E A B B B
d, Delay for Lane Group [s/veh] 57.36 54.29 65.98 3.27 15.72 11.54 11.63 X, volume / capacity 0.80 0.61 0.91 0.45 0.02 0.32 0.29 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.72 1.91 16.24 0.51 0.14 0.40 0.76 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.20 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 53.64 52.39 49.74 2.76 15.58 11.14 10.87 c, Capacity [veh/h] 393 320 322 2858 278 2132 952
s, saturation flow rate [veh/h] 3329 2708 1714 3427 436 3427 1530 (v / s)_i Volume / Saturation Flow Rate 0.09 0.07 0.17 0.38 0.01 0.20 0.18 g / C, Green / Cycle 0.12 0.12 0.19 0.83 0.62 0.62 0.62 g_i, Effective Green Time [s] 15 15 23 104 78 78 78
l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 3.00 3.00 C, Cycle Length [s] 125 125 125 125 125 125 125
Lane Group L R L C L C R
Lane Group Calculations
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-67
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 57.36 54.29 65.98 3.27 15.72 11.54 11.63 Movement LOS E D E A B B B
d_A, Approach Delay [s/veh] 56.18 14.94 11.59
Approach LOS E B B
d_I, Intersection Delay [s/veh] 20.76
Intersection LOS C
Intersection V/C 0.493
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0
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] 51.97 0.00 51.97
I_p,int, Pedestrian LOS Score for Intersectio 2.731 0.000 3.240 Crosswalk LOS B F C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 560 1344 752 d_b, Bicycle Delay [s] 32.39 6.72 24.33
I_b,int, Bicycle LOS Score for Intersection 1.560 2.863 2.354 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-68
Volume to Capacity (v/c): 0.505
Level Of Service: C
Delay (sec / veh): 31.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: New Jersey St (NS) at Barton Rd (EW)
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 55.00 55.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 75.00 100.00 100.00 160.00 100.00 100.00 97.00 100.00 193.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name New Jersey St New Jersey St Barton Rd Barton Rd
Intersection Setup
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-69
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
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 2 1 1 80 1 75 62 1493 5 1 905 62 Total 15-Minute Volume [veh/h] 1 0 0 20 0 19 15 373 1 0 226 15 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 Total Hourly Volume [veh/h] 2 1 1 79 1 74 61 1471 5 1 892 61 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] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 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 Input [veh/h] 2 1 1 79 1 74 61 1471 5 1 892 61 Name New Jersey St New Jersey St Barton Rd Barton Rd
Volumes
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-70
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering 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 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] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 10 0 0 16 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 37 0 0 37 0 32 50 0 8 26 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 7 0 0 7 0 5 7 0 5 7 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 6.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 95
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-71
95th-Percentile Queue Length [ft/ln] 2.21 47.92 44.35 75.00 570.47 570.61 2.32 292.50 34.47 95th-Percentile Queue Length [veh/ln] 0.09 1.92 1.77 3.00 22.82 22.82 0.09 11.70 1.38 50th-Percentile Queue Length [ft/ln] 1.23 26.62 24.64 41.67 405.37 405.49 1.29 181.91 19.15 50th-Percentile Queue Length [veh/ln] 0.05 1.06 0.99 1.67 16.21 16.22 0.05 7.28 0.77 Critical Lane Group No Yes No No No Yes Yes No No
Lane Group LOS B B B E D D E C B
d, Delay for Lane Group [s/veh] 14.30 15.70 15.29 58.34 36.88 36.95 70.93 23.36 17.59 X, volume / capacity 0.01 0.12 0.11 0.76 0.92 0.93 0.22 0.65 0.10 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.01 0.39 0.32 13.61 12.27 12.33 23.64 0.52 0.07 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.11 0.31 0.31 0.11 0.11 0.11 d1, Uniform Delay [s] 14.29 15.31 14.98 44.72 24.62 24.62 47.29 22.84 17.52 c, Capacity [veh/h] 701 648 694 81 810 809 4 1389 620
s, saturation flow rate [veh/h] 1424 1437 1533 1714 1800 1798 1714 3427 1530 (v / s)_i Volume / Saturation Flow Rate 0.00 0.06 0.05 0.04 0.42 0.42 0.00 0.26 0.04 g / C, Green / Cycle 0.45 0.45 0.45 0.05 0.45 0.45 0.00 0.41 0.41 g_i, Effective Green Time [s] 43 43 43 4 43 43 0 39 39
l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 C, Cycle Length [s] 95 95 95 95 95 95 95 95 95
Lane Group C L C L C C L C R
Lane Group Calculations
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-72
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 14.30 14.30 14.30 15.70 15.29 15.29 58.34 36.92 36.95 70.93 23.36 17.59 Movement LOS B B B B B B E D D E C B
d_A, Approach Delay [s/veh] 14.30 15.50 37.77 23.04
Approach LOS B B D C
d_I, Intersection Delay [s/veh] 31.14
Intersection LOS C
Intersection V/C 0.505
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 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] 0.00 37.14 37.14 37.14
I_p,int, Pedestrian LOS Score for Intersectio 0.000 2.034 3.214 3.326 Crosswalk LOS F B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 716 716 989 484 d_b, Bicycle Delay [s] 19.59 19.59 12.13 27.29
I_b,int, Bicycle LOS Score for Intersection 1.566 1.817 2.847 2.358 Bicycle LOS A A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 1: 1 Existing PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-73
APX-74

AM PEAK HOUR
APX-75
Volume to Capacity (v/c): 0.346
Level Of Service: C
Delay (sec / veh): 21.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: California St (NS) at Orange Ave (EW)
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 45.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 122.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 142.00 100.00 156.00 148.00 100.00 138.00 75.00 100.00 75.00 95.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name California St California St Orange Ave Orange Ave
Intersection Setup
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-76
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
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 67 502 51 43 500 83 75 66 134 46 51 92 Total 15-Minute Volume [veh/h] 17 126 13 11 125 21 19 17 34 11 13 23 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 0.8782 Total Hourly Volume [veh/h] 59 441 45 38 439 73 66 58 118 40 45 81 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 8 0 0 2 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 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 Input [veh/h] 59 433 45 38 437 73 66 58 118 40 45 81 Name California St California St Orange Ave Orange Ave
Volumes
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-77
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering 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 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] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 16 0 0 26 0 0 31 0 0 31 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 8 35 0 9 36 0 9 42 0 9 42 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 7 0 5 7 0 5 7 0 5 7 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 95
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-78
95th-Percentile Queue Length [ft/ln] 82.56 70.12 13.19 53.35 74.68 23.45 93.95 64.80 145.08 58.86 164.71 95th-Percentile Queue Length [veh/ln] 3.30 2.80 0.53 2.13 2.99 0.94 3.76 2.59 5.80 2.35 6.59 50th-Percentile Queue Length [ft/ln] 45.87 38.96 7.33 29.64 41.49 13.03 52.19 36.00 80.60 32.70 91.50 50th-Percentile Queue Length [veh/ln] 1.83 1.56 0.29 1.19 1.66 0.52 2.09 1.44 3.22 1.31 3.66 Critical Lane Group Yes No No No Yes No Yes No No No Yes Lane Group LOS E A A E A A E D D E D
d, Delay for Lane Group [s/veh] 58.64 6.20 5.37 58.02 6.71 6.02 57.09 38.25 43.92 58.81 50.01 X, volume / capacity 0.78 0.22 0.05 0.69 0.22 0.08 0.78 0.29 0.69 0.71 0.81 Lane Group Results
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 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 14.00 0.22 0.09 12.74 0.23 0.16 12.79 0.68 4.26 13.57 8.61 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 44.63 5.98 5.28 45.28 6.49 5.86 44.30 37.57 39.67 45.24 41.40 c, Capacity [veh/h] 86 2304 1029 62 2257 1008 96 229 195 65 176 s, saturation flow rate [veh/h] 1714 3427 1530 1714 3427 1530 1714 1800 1530 1714 1616 (v / s)_i Volume / Saturation Flow Rate 0.04 0.15 0.03 0.03 0.15 0.05 0.04 0.04 0.09 0.03 0.09 g / C, Green / Cycle 0.05 0.67 0.67 0.04 0.66 0.66 0.06 0.13 0.13 0.04 0.11 g_i, Effective Green Time [s] 5 64 64 3 63 63 5 12 12 4 10 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l1_p, Permitted Start-Up 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 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 C, Cycle Length [s] 95 95 95 95 95 95 95 95 95 95 95
Lane Group L C R L C R L C R L C
Lane Group Calculations
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-79
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 58.64 6.20 5.37 58.02 6.71 6.02 57.09 38.25 43.92 58.81 50.01 50.01 Movement LOS E A A E A A E D D E D D
d_A, Approach Delay [s/veh] 11.79 10.15 46.15 52.15
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 21.18
Intersection LOS C
Intersection V/C 0.346
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] 37.15 37.15 37.15 37.15
I_p,int, Pedestrian LOS Score for Intersectio 2.772 2.771 2.379 2.056 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 673 694 821 821 d_b, Bicycle Delay [s] 20.91 20.25 16.52 16.52
I_b,int, Bicycle LOS Score for Intersection 2.071 2.076 2.013 1.871 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-80
Volume to Capacity (v/c): 0.594
Level Of Service: C
Delay (sec / veh): 20.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: California St (NS) at Barton Rd (EW)
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 55.00 55.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 238.00 75.00 100.00 177.00 100.00 200.00 No. of Lanes in Entry Pocket 1 1 1 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Right Left Thru U-turn Thru Right Lane Configuration
Approach Southbound Eastbound Westbound
Name California St Barton Rd Barton Rd
Intersection Setup
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-81
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
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 311 290 234 782 8 1094 332 Total 15-Minute Volume [veh/h] 78 72 59 195 2 274 83
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9314 0.9314 0.9314 0.9314 0.9500 0.9314 0.9314 Total Hourly Volume [veh/h] 290 270 218 728 8 1019 309
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 2 0 0 2 0 6 8
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 288 270 218 726 8 1013 301
Name California St Barton Rd Barton Rd
Volumes
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-82
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 1.0 0.0 1.0 1.0 0.0 1.0 0.0 l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 0.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 28 0 0 10 0 40 0
Walk [s] 7 0 0 7 0 7 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 0.0 3.0 0.0
Split [s] 38 0 27 77 0 50 0
All red [s] 1.0 0.0 1.0 1.0 0.0 1.0 0.0
Amber [s] 2.0 0.0 2.0 2.0 0.0 2.0 0.0
Maximum Green [s] 30 0 30 30 0 30 0
Minimum Green [s] 5 0 5 7 0 7 0
Lead / Lag Lead - Lead - - - -
Auxiliary Signal Groups
Signal Group 7 0 5 2 0 6 0
Control Type Split Split Protected Permissive Permissive Permissive Permissive Phasing & Timing
Lost time [s] 6.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 115
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-83
95th-Percentile Queue Length [ft/ln] 190.68 184.83 283.21 48.92 4.10 264.70 158.36 95th-Percentile Queue Length [veh/ln] 7.63 7.39 11.33 1.96 0.16 10.59 6.33 50th-Percentile Queue Length [ft/ln] 106.19 102.68 174.79 27.18 2.28 160.73 87.98 50th-Percentile Queue Length [veh/ln] 4.25 4.11 6.99 1.09 0.09 6.43 3.52 Critical Lane Group No Yes Yes No No Yes No
Lane Group LOS D D E A B B B
d, Delay for Lane Group [s/veh] 49.37 52.11 58.04 2.86 11.50 12.18 10.83 X, volume / capacity 0.69 0.79 0.89 0.28 0.02 0.50 0.34 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.93 3.94 10.34 0.25 0.07 0.84 0.96 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 47.44 48.17 47.70 2.61 11.42 11.34 9.86 c, Capacity [veh/h] 449 365 263 2786 454 2171 969
s, saturation flow rate [veh/h] 3329 2708 1714 3427 702 3427 1530 (v / s)_i Volume / Saturation Flow Rate 0.09 0.11 0.14 0.23 0.01 0.32 0.22 g / C, Green / Cycle 0.13 0.13 0.15 0.81 0.63 0.63 0.63 g_i, Effective Green Time [s] 16 16 18 93 73 73 73
l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 3.00 3.00 C, Cycle Length [s] 115 115 115 115 115 115 115
Lane Group L R L C L C R
Lane Group Calculations
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-84
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.37 52.11 58.04 2.86 11.50 12.18 10.83 Movement LOS D D E A B B B
d_A, Approach Delay [s/veh] 50.69 15.57 11.86
Approach LOS D B B
d_I, Intersection Delay [s/veh] 20.75
Intersection LOS C
Intersection V/C 0.594
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0
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] 47.01 0.00 47.01
I_p,int, Pedestrian LOS Score for Intersectio 2.749 0.000 3.229 Crosswalk LOS B F C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 609 1287 818 d_b, Bicycle Delay [s] 27.81 7.30 20.09
I_b,int, Bicycle LOS Score for Intersection 1.560 2.398 2.743 Bicycle LOS A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-85
Volume to Capacity (v/c): 0.495
Level Of Service: C
Delay (sec / veh): 26.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: New Jersey St (NS) at Barton Rd (EW)
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 55.00 55.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 75.00 100.00 100.00 160.00 100.00 100.00 97.00 100.00 193.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name New Jersey St New Jersey St Barton Rd Barton Rd
Intersection Setup
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-86
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
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 1 0 1 70 0 70 50 1048 2 3 1333 94 Total 15-Minute Volume [veh/h] 0 0 0 18 0 18 12 262 1 1 333 24 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 0.9418 Total Hourly Volume [veh/h] 1 0 1 66 0 66 47 987 2 3 1255 89 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 6 0 0 2 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 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 Input [veh/h] 1 0 1 66 0 66 47 981 2 3 1253 89 Name New Jersey St New Jersey St Barton Rd Barton Rd
Volumes
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-87
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering 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 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] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 10 0 0 16 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 37 0 0 37 0 8 60 0 8 60 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 7 0 0 7 0 5 7 0 5 7 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 6.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 105
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-88
95th-Percentile Queue Length [ft/ln] 1.27 47.95 46.50 69.97 340.73 340.55 5.76 507.69 57.31 95th-Percentile Queue Length [veh/ln] 0.05 1.92 1.86 2.80 13.63 13.62 0.23 20.31 2.29 50th-Percentile Queue Length [ft/ln] 0.70 26.64 25.83 38.87 219.30 219.16 3.20 353.51 31.84 50th-Percentile Queue Length [veh/ln] 0.03 1.07 1.03 1.55 8.77 8.77 0.13 14.14 1.27 Critical Lane Group No Yes No Yes No No No Yes No
Lane Group LOS B B B E C C E C B
d, Delay for Lane Group [s/veh] 16.25 17.78 17.27 67.68 22.03 22.03 73.84 29.97 18.14 X, volume / capacity 0.00 0.11 0.10 0.77 0.63 0.63 0.34 0.90 0.14 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.01 0.37 0.30 17.61 0.78 0.78 21.80 2.26 0.10 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 16.25 17.41 16.97 50.07 21.25 21.25 52.05 27.71 18.04 c, Capacity [veh/h] 657 618 680 65 836 836 9 1481 661
s, saturation flow rate [veh/h] 1362 1439 1530 1714 1800 1799 1714 3427 1530 (v / s)_i Volume / Saturation Flow Rate 0.00 0.05 0.05 0.03 0.29 0.29 0.00 0.39 0.06 g / C, Green / Cycle 0.44 0.44 0.44 0.04 0.46 0.46 0.00 0.43 0.43 g_i, Effective Green Time [s] 47 47 47 4 49 49 0 45 45
l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 C, Cycle Length [s] 105 105 105 105 105 105 105 105 105 Lane Group C L C L C C L C R
Lane Group Calculations
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-89
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 16.25 16.25 16.25 17.78 17.27 17.27 67.68 22.03 22.03 73.84 29.97 18.14 Movement LOS B B B B B B E C C E C B
d_A, Approach Delay [s/veh] 16.25 17.53 24.10 29.29
Approach LOS B B C C
d_I, Intersection Delay [s/veh] 26.53
Intersection LOS C
Intersection V/C 0.495
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 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] 0.00 42.07 42.07 42.07
I_p,int, Pedestrian LOS Score for Intersectio 0.000 2.040 3.204 3.319 Crosswalk LOS F B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 648 648 1086 1086 d_b, Bicycle Delay [s] 24.00 24.00 10.97 10.97
I_b,int, Bicycle LOS Score for Intersection 1.563 1.791 2.467 2.739 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-90
Volume to Capacity (v/c): 0.048
Level Of Service: D
Delay (sec / veh): 31.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 4: Project Dwy (NS) at Barton Rd (EW)
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 25.00 55.00 55.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Dwy Barton Rd Barton Rd
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 7 15 4 1120 1437 2
Total 15-Minute Volume [veh/h] 2 4 1 280 359 1
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 6 14 4 1030 1322 2
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] 6 14 4 0 0 2
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 1030 1322 0
Name Project Dwy Barton Rd Barton Rd
Volumes
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-91
Intersection LOS D
d_I, Intersection Delay [s/veh] 0.20
Approach LOS C A A
d_A, Approach Delay [s/veh] 20.85 0.04 0.00
95th-Percentile Queue Length [ft/ln] 7.19 7.19 0.63 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.29 0.29 0.03 0.00 0.00 0.00 Movement LOS D C B A A A
d_M, Delay for Movement [s/veh] 31.28 15.98 12.60 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.05 0.04 0.01 0.01 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 1 0 0
Two-Stage Gap Acceptance Yes
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Stop Free Free
Intersection Settings
Scenario 2: 2 Existing Plus Project AM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-92

PM PEAK HOUR
APX-93
Volume to Capacity (v/c): 0.306
Level Of Service: B
Delay (sec / veh): 18.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: California St (NS) at Orange Ave (EW)
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 45.00 45.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 122.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 142.00 100.00 156.00 148.00 100.00 138.00 75.00 100.00 75.00 95.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name California St California St Orange Ave Orange Ave
Intersection Setup
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-94
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
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 86 528 59 69 458 71 38 63 65 31 57 49 Total 15-Minute Volume [veh/h] 21 132 15 17 114 18 10 16 16 8 14 12 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 0.9109 Total Hourly Volume [veh/h] 78 481 54 63 417 65 35 57 59 28 52 45 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 5 0 0 8 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 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 Input [veh/h] 78 476 54 63 409 65 35 57 59 28 52 45 Name California St California St Orange Ave Orange Ave
Volumes
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-95
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering 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 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] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 16 0 0 26 0 0 31 0 0 31 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 10 26 0 20 36 0 8 41 0 8 41 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 7 0 5 7 0 5 7 0 5 7 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 95
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-96
95th-Percentile Queue Length [ft/ln] 102.07 61.65 12.81 83.95 55.90 16.60 48.46 66.52 70.44 39.22 124.91 95th-Percentile Queue Length [veh/ln] 4.08 2.47 0.51 3.36 2.24 0.66 1.94 2.66 2.82 1.57 5.00 50th-Percentile Queue Length [ft/ln] 56.71 34.25 7.11 46.64 31.06 9.22 26.92 36.96 39.13 21.79 69.40 50th-Percentile Queue Length [veh/ln] 2.27 1.37 0.28 1.87 1.24 0.37 1.08 1.48 1.57 0.87 2.78 Critical Lane Group No Yes No Yes No No Yes No No No Yes Lane Group LOS E A A E A A E D D E D
d, Delay for Lane Group [s/veh] 55.45 5.06 4.36 57.46 5.30 4.77 57.05 42.98 44.47 56.30 52.32 X, volume / capacity 0.79 0.22 0.05 0.77 0.19 0.07 0.65 0.41 0.50 0.60 0.78 Lane Group Results
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 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 11.60 0.21 0.10 12.97 0.18 0.12 11.68 1.76 2.93 10.76 9.47 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 43.86 4.85 4.27 44.49 5.12 4.65 45.37 41.22 41.54 45.55 42.85 c, Capacity [veh/h] 110 2421 1081 90 2381 1063 58 153 130 52 135 s, saturation flow rate [veh/h] 1714 3427 1530 1714 3427 1530 1714 1800 1530 1714 1664 (v / s)_i Volume / Saturation Flow Rate 0.05 0.15 0.04 0.04 0.13 0.05 0.02 0.04 0.04 0.02 0.06 g / C, Green / Cycle 0.06 0.71 0.71 0.05 0.70 0.70 0.03 0.08 0.08 0.03 0.08 g_i, Effective Green Time [s] 6 67 67 5 66 66 3 8 8 3 8 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l1_p, Permitted Start-Up 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 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 C, Cycle Length [s] 95 95 95 95 95 95 95 95 95 95 95
Lane Group L C R L C R L C R L C
Lane Group Calculations
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-97
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.45 5.06 4.36 57.46 5.30 4.77 57.05 42.98 44.47 56.30 52.32 52.32 Movement LOS E A A E A A E D D E D D
d_A, Approach Delay [s/veh] 11.43 11.25 46.78 53.22
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 18.73
Intersection LOS B
Intersection V/C 0.306
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] 37.15 37.15 37.15 37.15
I_p,int, Pedestrian LOS Score for Intersectio 2.754 2.751 2.364 2.049 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 484 694 800 800 d_b, Bicycle Delay [s] 27.30 20.25 17.12 17.12
I_b,int, Bicycle LOS Score for Intersection 2.115 2.053 1.834 1.786 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-98
Volume to Capacity (v/c): 0.497
Level Of Service: C
Delay (sec / veh): 20.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: California St (NS) at Barton Rd (EW)
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 45.00 55.00 55.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 238.00 75.00 100.00 177.00 100.00 200.00 No. of Lanes in Entry Pocket 1 1 1 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Right Left Thru U-turn Thru Right Lane Configuration
Approach Southbound Eastbound Westbound
Name California St Barton Rd Barton Rd
Intersection Setup
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-99
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
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 321 196 294 1292 6 687 280 Total 15-Minute Volume [veh/h] 80 49 73 323 2 172 70
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9728 0.9728 0.9728 0.9728 0.9500 0.9728 0.9728 Total Hourly Volume [veh/h] 312 191 286 1257 6 668 272
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 8 0 0 6 0 4 5
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 304 191 286 1251 6 664 267
Name California St Barton Rd Barton Rd
Volumes
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-100
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 1.0 0.0 1.0 1.0 0.0 1.0 0.0 l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 0.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 28 0 0 10 0 40 0
Walk [s] 7 0 0 7 0 7 0
Vehicle Extension [s] 3.0 0.0 3.0 3.0 0.0 3.0 0.0
Split [s] 38 0 37 87 0 50 0
All red [s] 1.0 0.0 1.0 1.0 0.0 1.0 0.0
Amber [s] 2.0 0.0 2.0 2.0 0.0 2.0 0.0
Maximum Green [s] 30 0 30 30 0 30 0
Minimum Green [s] 5 0 5 7 0 7 0
Lead / Lag Lead - Lead - - - -
Auxiliary Signal Groups
Signal Group 7 0 5 2 0 6 0
Control Type Split Split Protected Permissive Permissive Permissive Permissive Phasing & Timing
Lost time [s] 6.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 125
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-101
95th-Percentile Queue Length [ft/ln] 216.57 131.81 380.59 94.79 4.16 183.06 151.15 95th-Percentile Queue Length [veh/ln] 8.66 5.27 15.22 3.79 0.17 7.32 6.05 50th-Percentile Queue Length [ft/ln] 124.92 73.23 250.74 52.66 2.31 101.70 83.97 50th-Percentile Queue Length [veh/ln] 5.00 2.93 10.03 2.11 0.09 4.07 3.36 Critical Lane Group Yes No No Yes No No No
Lane Group LOS E D E A B B B
d, Delay for Lane Group [s/veh] 57.20 53.86 65.98 3.37 16.02 11.71 11.86 X, volume / capacity 0.80 0.60 0.91 0.45 0.02 0.32 0.30 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.72 1.77 16.24 0.52 0.15 0.40 0.79 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.20 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 53.48 52.09 49.74 2.85 15.87 11.31 11.07 c, Capacity [veh/h] 401 326 322 2850 274 2123 948
s, saturation flow rate [veh/h] 3329 2708 1714 3427 434 3427 1530 (v / s)_i Volume / Saturation Flow Rate 0.10 0.07 0.17 0.38 0.01 0.20 0.18 g / C, Green / Cycle 0.12 0.12 0.19 0.83 0.62 0.62 0.62 g_i, Effective Green Time [s] 15 15 23 104 77 77 77
l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 3.00 3.00 C, Cycle Length [s] 125 125 125 125 125 125 125
Lane Group L R L C L C R
Lane Group Calculations
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-102
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 57.20 53.86 65.98 3.37 16.02 11.71 11.86 Movement LOS E D E A B B B
d_A, Approach Delay [s/veh] 55.93 14.98 11.78
Approach LOS E B B
d_I, Intersection Delay [s/veh] 20.85
Intersection LOS C
Intersection V/C 0.497
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0
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] 51.97 0.00 51.97
I_p,int, Pedestrian LOS Score for Intersectio 2.735 0.000 3.248 Crosswalk LOS B F C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 560 1344 752 d_b, Bicycle Delay [s] 32.39 6.72 24.33
I_b,int, Bicycle LOS Score for Intersection 1.560 2.868 2.362 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 - - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-103
Volume to Capacity (v/c): 0.506
Level Of Service: C
Delay (sec / veh): 31.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: New Jersey St (NS) at Barton Rd (EW)
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 55.00 55.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 75.00 100.00 100.00 160.00 100.00 100.00 97.00 100.00 193.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 1 0 0 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name New Jersey St New Jersey St Barton Rd Barton Rd
Intersection Setup
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-104
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
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 2 1 1 80 1 75 62 1497 5 1 911 62 Total 15-Minute Volume [veh/h] 1 0 0 20 0 19 15 374 1 0 228 15 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 0.9855 Total Hourly Volume [veh/h] 2 1 1 79 1 74 61 1475 5 1 898 61 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 4 0 0 6 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 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 Input [veh/h] 2 1 1 79 1 74 61 1471 5 1 892 61 Name New Jersey St New Jersey St Barton Rd Barton Rd
Volumes
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-105
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering 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 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] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 10 0 0 16 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 37 0 0 37 0 32 50 0 8 26 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 7 0 0 7 0 5 7 0 5 7 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 6.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Isolated
Cycle Length [s] 95
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-106
95th-Percentile Queue Length [ft/ln] 2.22 48.04 44.46 75.00 571.81 571.95 2.32 294.08 34.39 95th-Percentile Queue Length [veh/ln] 0.09 1.92 1.78 3.00 22.87 22.88 0.09 11.76 1.38 50th-Percentile Queue Length [ft/ln] 1.23 26.69 24.70 41.67 406.48 406.61 1.29 183.12 19.11 50th-Percentile Queue Length [veh/ln] 0.05 1.07 0.99 1.67 16.26 16.26 0.05 7.32 0.76 Critical Lane Group No Yes No No No Yes Yes No No
Lane Group LOS B B B E D D E C B
d, Delay for Lane Group [s/veh] 14.36 15.76 15.35 58.34 36.89 36.96 70.93 23.34 17.52 X, volume / capacity 0.01 0.12 0.11 0.76 0.93 0.93 0.22 0.65 0.10 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.01 0.39 0.32 13.61 12.32 12.38 23.64 0.53 0.07 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.11 0.31 0.31 0.11 0.11 0.11 d1, Uniform Delay [s] 14.34 15.37 15.03 44.72 24.57 24.58 47.29 22.81 17.46 c, Capacity [veh/h] 700 646 692 81 812 811 4 1392 622
s, saturation flow rate [veh/h] 1424 1437 1533 1714 1800 1798 1714 3427 1530 (v / s)_i Volume / Saturation Flow Rate 0.00 0.06 0.05 0.04 0.42 0.42 0.00 0.27 0.04 g / C, Green / Cycle 0.45 0.45 0.45 0.05 0.45 0.45 0.00 0.41 0.41 g_i, Effective Green Time [s] 43 43 43 4 43 43 0 39 39
l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 C, Cycle Length [s] 95 95 95 95 95 95 95 95 95
Lane Group C L C L C C L C R
Lane Group Calculations
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-107
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 14.36 14.36 14.36 15.76 15.35 15.35 58.34 36.92 36.96 70.93 23.34 17.52 Movement LOS B B B B B B E D D E C B
d_A, Approach Delay [s/veh] 14.36 15.56 37.77 23.02
Approach LOS B B D C
d_I, Intersection Delay [s/veh] 31.13
Intersection LOS C
Intersection V/C 0.506
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 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] 0.00 37.14 37.14 37.14
I_p,int, Pedestrian LOS Score for Intersectio 0.000 2.034 3.217 3.329 Crosswalk LOS F B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 716 716 989 484 d_b, Bicycle Delay [s] 19.59 19.59 12.13 27.29
I_b,int, Bicycle LOS Score for Intersection 1.566 1.817 2.850 2.363 Bicycle LOS A A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-108
Volume to Capacity (v/c): 0.023
Level Of Service: D
Delay (sec / veh): 25.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 4: Project Dwy (NS) at Barton Rd (EW)
Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 25.00 55.00 55.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Dwy Barton Rd Barton Rd
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 4 10 15 1690 1052 7
Total 15-Minute Volume [veh/h] 1 2 4 423 263 2
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9200 0.9200 0.9200 0.9200 0.9200 0.9200 Total Hourly Volume [veh/h] 4 9 14 1555 968 6
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] 4 9 14 0 0 6
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 1555 968 0
Name Project Dwy Barton Rd Barton Rd
Volumes
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-109
Intersection LOS D
d_I, Intersection Delay [s/veh] 0.14
Approach LOS C A A
d_A, Approach Delay [s/veh] 16.42 0.09 0.00
95th-Percentile Queue Length [ft/ln] 3.32 3.32 1.73 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.13 0.13 0.07 0.00 0.00 0.00 Movement LOS D B B A A A
d_M, Delay for Movement [s/veh] 25.82 12.66 10.54 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.02 0.02 0.02 0.02 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 1 0 0
Two-Stage Gap Acceptance Yes
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Stop Free Free
Intersection Settings
Scenario 2: 2 Existing Plus Project PM Peak Hour
Barton Road Apartments
Version 2022 (SP 0-12)
Generated with
APX-110
GANDDINI GROUP INC.
714.795.3100 | ganddini.com
GIS
ANLGIS
ANL

HAAEDAHEAD
MH
MH
MH
MH
MH
MH
MH
MH
1195
1195
1195
1195
1195
1200
1200
1200
1200
1200
(909) 824-2775
DOUGLAS L. GOODMAN R.C.E. 28500
2079 SKY VIEW DRIVE
COLTON, CALIFORNIA 92324

REGSTEER D
SSO AL
E
NG EN
EER

CALFORN
ST
IA
TA E
OF
PROF
N
CIVIL
No. 28500
Expires
3-31-

DOUGLAS
N
GOODMA
L. ASSOCIATES
Goodman &
DATE
SH. OF
APPROVED Drawing No.

Scale
Date By REVISIONS App'd
Reference Plans For These
Improvements
Designed by Drawn by Checked by

PLANS PREPARED UNDER THE SUPERVISION OF
Date R.C.E.

DOUGLAS L. GOODMAN
28500
Underground Service Alert
Call:TOll FREE
1-800
227-2600

TWO WORKING DAYS BEFORE YOU DIG

SH SH DG

CITY OF LOMA LINDA
3 MY LICENSE EXPIRES 3-31-24
24 T. JARB THAIPEJR
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER RCE 47907
DATE

BARTON ROAD, LOMA LINDA
APN : 0292-162-21 AND 22
PRINT DATE: 11/6/2023
BUILDING 1
BUILDING 1
BUILDING 2
BUILDING 1

FITNESS
GYM
OFFICE
LEASE

CLUBHOUSE
C-1
C-2
GARAGE
4 CAR
GARAGE
4 CAR
GARAGE
4 CAR
GARAGE
4 CAR
10 LOCATION

PROJECT

VICINITY MAP CALIFORNIA ST

REDLANDS BLVD

BARTON RD

MISSION
RD

LOMA LINDA

CITY OF

ORANGE AVE

NEW JERSEY ST

CITY OF LOMA LINDA
A.P.N.:

GRADING GENERAL NOTES
LEGEND

27. NPDES REGULATIONS APPLY. SWPPP AND WQMP REQUIRED.

26. ALL WORK SHALL CEASE IF WINDS EXCEED 25 M.P.H.

25. NO WORK TO BE DONE ON SATURDAYS.

DEBRIS THROUGHOUT ALL PHASES OF THE PROJECT.

24. ALL WATER VALVES AND SEWER MANHOLES SHALL REMAIN ACCESSIBLE AND FREE OF PERMITEE.

23. THE LOCATION AND PROTECTION OF ALL UTILITIES IS THE RESPONSIBILITY OF THE SPILL CONTAINMENT.

22. SANITARY FACILITIES SHALL BE MAINTAINED ON THE SITE. FACILITIES MUST HAVE CITY INSPECTOR.

WITH AN APPROVED IRRIGATION SYSTEM, UNLESS OTHERWISE APPROVED BY THE MATERIAL. IN ADDITION, SLOPES EXCEEDING 15 FEET IN HEIGHT SHALL BE PROVIDED

21. SLOPES EXCEEDING 5 FEET IN HEIGHT SHALL BE PLANTED WITH AN APPROVED PLANT

PCC WALKWAY

PCC PAVEMENT
SCALE: 1"= 60'

00.00 (00.00)
RD
PL
R/W
FS
FG
FL
TC
PE
FF

PROPOSED ELEVATION

EXISTING ELEVATION

ROOF DRAIN

PROPERTY LINE

RIGHT-OF-WAY

FINISH SURFACE

FINISH GRADE

FLOW LINE

TOP OF CURB

PAD ELEVATION

FINISH FLOOR ELEVATION

PROPOSED FIRE HYDRANT
THROUGHOUT THE GRADING AND BUILDING CONSTRUCTION OPERATIONS.

20. THE CONTRACTOR SHALL CONTROL DUST BY WATERING OR OTHER APPROVED METHOD SITE ON PUBLIC ROADWAYS.

ENGINEER WHEN EARTH AND/OR DEBRIS IS TRANSPORTED TO OR FROM A PERMITTED

19. THE PERMITEE SHALL SUBMIT A HAUL ROUTE PLAN TO THE CITY APPROVED BY THE CITY INSPECTOR.

18. EXPORT SOIL MUST BE TRANSPORTED TO A LEGAL DUMP OR TO A PERMITTED SITE PRIOR TO EXCAVATION.

17. STOCKPILING OF EXCESS MATERIAL SHALL BE APPROVED BY THE CITY INSPECTOR A SEPARATE PERMIT MUST BE OBTAINED FROM THE CITY BUILDING DEPARTMENT.

WITH THE UNIFORM PLUMBING CODE TO THE APPROVAL OF THE BUILDING OFFICIAL.

16. ANY EXISTING CESSPOOLS AND SEPTIC TANKS SHALL BE REMOVED IN COMPLIANCE OF PUBLIC HEALTH.

WITH THE SPECIFICATIONS APPROVED BY SAN BERNARDINO COUNTY DEPARTMENT

15. ANY EXISTING WATER WELLS SHALL BE ABANDONED IN COMPLIANCE WITH THE IN PLACE AND APPROVED BY THE CITY INSPECTOR AND SOIL ENGINEER.

14. ANY EXISTING IRRIGATION LINES AND CISTERNS SHALL BE REMOVED OR CRUSHED PER THE GRADING CODE.

13. ALL TRENCH BACKFILLS SHALL BE TESTED AND APPROVED BY THE SOIL ENGINEER VERTICAL (2:1) EXCEPT WHERE SPECIFICALLY APPROVED OTHERWISE.

12. CUT AND FILL SLOPES SHALL BE NO STEEPER THAN 2 FOOT HORIZONTAL TO 1 FOOT ACCORDANCE WITH CALIFORNIA BUILDING CODE APPENDIX CHAPTER 33.

TO A MINIMUM OF 95% RELATIVE COMPACTION. MAXIMUM DENSITY SHALL BE IN COMPACTION. AGGREGATE BASE FOR ASPHALTIC AREAS SHALL BE COMPACTED

11. FILLS SHALL BE COMPACTED THROUGHOUT TO A MINIMUM OF 90% RELATIVE PRIOR TO PLACING ADDITIONAL FILLS.

10. ALL EXISTING FILLS SHALL BE APPROVED BY THE SOIL ENGINEER OR REMOVED SOIL ENGINEER.

9. FILLS SHALL BE BENCHED INTO COMPETENT MATERIAL AS REQUIRED BY THE BY THE SOIL ENGINEER PRIOR TO PLACING FILL.

8. AREAS TO RECEIVE FILL SHALL BE PROPERLY PREPARED AND APPROVED IN WRITING WITHIN THEIR PURVIEW.

WITH THE PLANS, SPECIFICATIONS, CODE AND ANY SPECIAL CONDITIONS OF THE PERMIT

7. THE CIVIL ENGINEER SHALL BE AVAILABLE DURING GRADING TO VERIFY COMPLIANCE COMPLIANCE WITH THE PLANS, SPECIFICATIONS AND THE CODE WITHIN THEIR PURVIEW.

INSPECTIONS AND BE AVAILABLE DURING GRADING AND CONSTRUCTION TO VERIFY

6. THE SOIL ENGINEER AND ENGINEERING GEOLOGIST SHALL PERFORM SUFFICIENT CONSIDERED A PART OF THE APPROVED GRADING PLAN.

5. PRELIMINARY SOIL AND GEOLOGY REPORTS AND ALL SUBSEQUENT REPORTS ARE

PERMITTED SITE WHILE WORK IS IN PROGRESS.

4. THE GRADING PERMIT AND AN APPROVED COPY OF THE GRADING PLAN SHALL BE ON THE ASSOCIATED WITH THE WORK AUTHORIZED ON THIS PLAN.

OTHER AGENCIES WITH REGULATORY RESPONSIBILITIES FOR CONSTRUCTION ACTIVITIES

3. ISSUANCE OF A GRADING PERMIT DOES NOT ELIMINATE THE NEED FOR PERMITS FROM GRADING WILL BE EXPLAINED AT THIS MEETING.

ENGINEERING GEOLOGIST AND CITY INSPECTOR. THE REQUIRED INSPECTIONS FOR PRESENT: OWNER, GRADING CONTRACTOR, DESIGN CIVIL ENGINEER, SOIL ENGINEER,

ON THE SITE IS REQUIRED BEFORE START OF GRADING WITH THE FOLLOWING PEOPLE LOMA LINDA PUBLIC WORKS INSPECTOR AT (909) 799-4400 . A PRE-GRADING MEETING

2. GRADING SHALL NOT BE STARTED WITHOUT FIRST NOTIFYING THE CITY OF AND THE CONTRACT DOCUMENTS.

AND SPECIFICATIONS, CHAPTER 33 OF THE BUILDING CODE, LATEST EDITION,

1. ALL WORK SHALL BE IN ACCORDANCE WITH CITY OF LOMA LINDA STANDARDS

BARTON ROAD

TITLE SHEET
IN BOOK 205 OF PARCEL MAPS, PAGES 25 AND 26, RECORDS OF SAID COUNTY.

BERNARDINO, STATE OF CALIFORNIA, AS PER PLAT RECORDED NOVEMBER 16, 2004 PARCEL 2 OF PARCEL MAP NO. 16120, IN THE CITY OF LOMA LINDA, COUNTY OF SAN CITY OF LOMA LINDA, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS:

THE LAND REFERRED TO IS SITUATED IN THE COUNTY OF SAN BERNARDINO, 0292-162-21 AND 22

PCC DECORATIVE PAVEMENT

PRELIMINARY GRADING PLANS

BARTON APARTMENTS
OWNER/APPLICANT:

SOILS ENGINEER:
909-370-0474
COLTON, CA 92324
897 VIA LATA, STE N
SOILS SOUTHWEST, INC.
909-809-9658
SAN BERNARDINO, CA 92408
422 WIER RD
CONTACT: ED HADDAD

ACAA LIMITED PARTNERSHIP

EARTHWORK ESTIMATE
OR SHRINKAGE. SITE IS TO BALANCE.

NO ADJUSTMENTS FOR SUBSIDENCE

THESE ARE RAW QUANTITIES WITH
FILL - 12,150 CY
CUT - 5,500 CY

SHEET INDEX

LEGAL DESCRIPTION
1 1
SHEET 3 - PRELIMINARY DRAINAGE PLAN
SHEET 2 - PRELIMINARY GRADING PLAN
SHEET 1 - TITLE SHEET
P.A.

P.A.

FOOSBALL COURT

PING PONG TABLE

FITNESS AREA

CORNHOLE
TURF
TURF
6 12
18 2
3 4
0 36
36 30
42 42
111348
ARCH
BRDIGE
132155
DOUBLE
POLY SLDIE 166076

SNIGLE NIFANT

POLY SLDIE
111282

BUBBLE PANEL
RH
SLDIEW NIDER2
132117

SOUND CHMIES
113211
PANEL
WINDOW
111281

SLANT W NIDOW
PANEL
139260

BALCONY DECK

HANDBAR

TRANSTIOIN
119977
WHEEL
111306

W/NIFLIL
K.P.1
K.P.1
TRI-K.P.1
TR-IK P. 1.

K.P.1
TRI-K.P.1
K.P.1
TRI-K.P.1
*CP024826
PS 36"FLOWER

ABC CLMIBER
*CP024833
NID 2-3 YEARS
AGE SGIN.DB,DB

W RIE BARREIR
117946

ABOVE DECK

W RIE BARREIR
117946

ABOVE DECK

NO POST NO POST
*CP024837
PS 116"POSTS *CP024837
PS 116"POSTS
48 (BURY 6" DEEPER)
137966

CRTITER CANYON

CLMIBER
2-5 YEARS PLAYGROUND
P.A.

PATIO W/ COVER

ACCENT PAVERS

ACCENT PAVERS
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL
8' DG TRAIL

WORKOUT STATIONS

W/ BENCH

WORKOUT STATIONS

W/ BENCH

WORKOUT STATIONS

W/ BENCH

WORKOUT STATIONS

W/ BENCH

OUTDOOR
GIS
ANLGIS
ANL

HAAEDAHEAD
MH
MH
MH
MH
MH
MH
MH
MH
MH
MH
MHMHMH
MH MH
MH
MH
MH
MH
MH
DAEHA
LANGIS
MH
MH
MH
OTSP
MH
LANGIS
MH
1195
1195
1195
1195
1195
1195
1 19
5 1195
1 19
5 1
19 5
1195
1 19
5 1200
1200
1200
1200
1200
1200
1200
12 00
(909) 824-2775
DOUGLAS L. GOODMAN R.C.E. 28500
2079 SKY VIEW DRIVE
COLTON, CALIFORNIA 92324

REGSTEER D
SSO AL
E
NG EN
EER

CALFORN
ST
IA
TA E
OF
PROF
N
CIVIL
No. 28500
Expires
3-31-

DOUGLAS
N
GOODMA
L. ASSOCIATES
Goodman &
DATE
SH. OF
APPROVED Drawing No.

Scale
Date By REVISIONS App'd
Reference Plans For These
Improvements
Designed by Drawn by Checked by

PLANS PREPARED UNDER THE SUPERVISION OF
Date R.C.E.

DOUGLAS L. GOODMAN
28500
Underground Service Alert
Call:TOll FREE
1-800
227-2600

TWO WORKING DAYS BEFORE YOU DIG

SH SH DG

CITY OF LOMA LINDA
3 MY LICENSE EXPIRES 3-31-24
24 T. JARB THAIPEJR
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER RCE 47907
DATE

BARTON ROAD, LOMA LINDA
APN : 0292-162-21 AND 22
PRINT DATE: 11/6/2023
E
X
F
O
E
X
F
O
15 "
I
R
R
I
G
2 0
"
I
RR
I
G
E
X
F
O
E
X
F
O
E
X
F
O
E
X
F
O
BUILDING 1
BUILDING 1
BUILDING 2
BUILDING 1

FITNESS
GYM
OFFICE
LEASE

CLUBHOUSE
C-1
C-2
GARAGE
4 CAR
GARAGE
4 CAR
GARAGE
4 CAR
GARAGE
4 CAR

PRELIMINARY GRADING PLAN
(1203.44 FL)
(1204.07 TC)
(1201.63 FL)
(1202.21 TC)

0.40%

02.36 FL

03.03 TC

02.65 FL

03.32 TC

02.21 FL

02.88 TC
0" CF

01.10 TC

99.10 FS 0.95%
0" CF

00.05 TC

99.0 TOP

99.0TOP

99.0 TOP

99.0 TOP
101.15 FF
101.15 FF
103.00 FF
103.00 FF

90.5 FG
FS

02.50 FS

02.50 02.50FS 02.50
FS

02.50FS

02.50FS
FS

00.65 FS

00.65 00.65FS

00.65FS
FS

00.65 FS

00.65 00.65FS

00.65FS

2.00% 1.80%

02.25FL HP
30 0 30 60 90
SCALE 1"= 30'
FL

02.00 0.50%

0.50%
FL

02.1502.25
FL HP
FL

00.50 00.35FL

01.45FL

4.0%

1.00% 2.50%

0.50%

1.0%

2.5%

99.95FL
FL

1.00 0.50%
FL

00.05 6.7%

8.3%
FL

00.05 FL

00.50 0.50%

6.7%

8.3%

9.1% 9.3%

0.90%

01.50FL

5.0%

1.0%

3.1%

00.10FL

0.60%

99.65FL

2.6%

4.8%
FL

1.00 1.0%

02.55 FS

03.05 TC 02.00 FS

02.50 TC

02.00 FS

02.50 TC 03.00 FS

03.50 TC
(98.00 FS)
(98.10 FS)
FS

00.00 FS

00.15 8.3%

99.30 FL

99.80 TC

99.65 FL

00.15 TC

03.00 FS

03.50 TC

99.45 FL

99.95 TC

02.10 FS

02.60 TC

00.40 FS

00.90 TC

02.40 FS

02.90 TC

00.40 FS

00.90 TC

02.20 FS

02.70 TC

01.70 FS

02.20 TC

BARTON ROAD
C
A
L
IF
O
R
N
IA
S
T
R
E
E
T

MISSION
ROAD
P
L
P
L
P
L

EXBLKWALL

EX BLK WALL

EXSIDEWALK
EXC&G

EXSIDEWALK
EXC&G
EXDWY
LIGHT
EXST
N88º41'22"E
13' 47'
60'
4" CF

01.55 FS

01.88 TC
4" CF

01.47 FS

01.80 TC

02.25 FS

02.75 TC
FL

01.58 FL

01.30 FL

01.45 1.5%

1.5%

1.0%

3.7%

1.0%

2.2%

02.40 FS

1.5%

99.80 FS
100.05 FS

02.40 FS

6.3%

RET WALL

00.10 TC99.60 FL
0" CF

99.15 TC

4.8% 01.00 FS

4.8%
FS

01.70 97.00 FS

3.7% 3.7%

1.0%

0.75%

0.50%
2 2

EXISTING AM/PM GAS STATION

EXISTING AM/PM C-STORE

RESTAURANT

EXISTING

APARTMENTS

EXISTING

APARTMENTS

EXISTING
EX12"WATERLINE
PROP21'CB
PROP21'CB

EXNATGASLINE
EX8"WATERLINE
EX 12"W

ATERLINE
EX
8 "
S
EW
ERLIN
E
VEH
IC
LE
RAM
P
BOTTOM = 88.0 FG

WQMP BASIN

88.0 FG

88.6 FG
N67º58'02"W 490.19'
N
0º45
5'4"
W
398.15'
N
0º36
4'2"
W
592.41'
N88º41'22"E
453.50'

PROPOSED SEWER
PIP
OUTLET (1193.0 FL)

EXIST OVERFLOW
PIP

OUTLET SD

OVERFLOW
EXIST

99.0 TOP

BOULDERS ON TOP
5' DEEP GRAVEL WITH

98.40 FS 1.0%
5-12 YEARS PLAYGROUND
179182

TWO ARCHES
ARCH #1
ARCH #2

HEMISPHERE CLIMBER
ARCH #1
ARCH #2
156448
O-ZONE

STEEL END PANELS
152907

DECK LINK

W/BARRIERS &

THREE STEPS
8 185852

TRANSFER
STEP
120901

GRAB BAR

WIRE BARRIER
120314
182503

WELCOME SIGN
(LSIPROVIDED)
2-5 YEARS

WIRE BARRIER
120314
176079

SUNBEAM

CLIMBER
131437

SINGLE WAVE
SLIDE
LH
RH
RH
SS
SLIDEWINDER2
124863

BOW LADDER
165533

EVOS-TO-PLAYBOOSTER

QUOTE WITH EVOS STRUCTURE
*CP017847

IND SKYWAYS

JOINED HYPAR
SAILS
K.P.1

1.P.K
K.P.1
6"/8"RISE KICKPLATE
(K.P.1)QTY.( )
8'W DIE CONC.W ALK
GIS
ANLGIS
ANL

HAAEDAHEAD
MH
MH
MH
MH
MH
MH
MH
MH
MH
MH
MHMHMH
MH MH
MH
MH
MH
MH
MH
DAEHA
LANGIS
MH
MH
MH
OTSP
MH
LANGIS
MH
1195
1195
1195
1195
1195
1 19
5 1
19 5
1195
1 19
5 1200
1200
1200
1200
12 00
(909) 824-2775
DOUGLAS L. GOODMAN R.C.E. 28500
2079 SKY VIEW DRIVE
COLTON, CALIFORNIA 92324

REGSTEER D
SSO AL
E
NG EN
EER

CALFORN
ST
IA
TA E
OF
PROF
N
CIVIL
No. 28500
Expires
3-31-

DOUGLAS
N
GOODMA
L. ASSOCIATES
Goodman &
DATE
SH. OF
APPROVED Drawing No.

Scale
Date By REVISIONS App'd
Reference Plans For These
Improvements
Designed by Drawn by Checked by

PLANS PREPARED UNDER THE SUPERVISION OF
Date R.C.E.

DOUGLAS L. GOODMAN
28500
Underground Service Alert
Call:TOll FREE
1-800
227-2600

TWO WORKING DAYS BEFORE YOU DIG

SH SH DG

CITY OF LOMA LINDA
3 MY LICENSE EXPIRES 3-31-24
24 T. JARB THAIPEJR
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER RCE 47907
DATE

BARTON ROAD, LOMA LINDA
APN : 0292-162-21 AND 22
PRINT DATE: 11/6/2023
E
X
F
O
E
X
F
O
15 "
I
R
R
I
G
2 0
"
I
RR
I
G
E
X
F
O
E
X
F
O
E
X
F
O
E
X
F
O
BUILDING 1
BUILDING 1
BUILDING 2
BUILDING 1

FITNESS
GYM
OFFICE
LEASE

CLUBHOUSE
C-1
C-2
GARAGE
4 CAR
GARAGE
4 CAR
GARAGE
4 CAR
GARAGE
4 CAR
3 3

PRELIMINARY DRAINAGE PLAN

0.40%

0.95%

2.00% 1.80%
30 0 30 60 90
SCALE 1"= 30'

0.50%

4.0%

1.00% 2.50%

0.50%

1.0%

2.5%

0.50%

6.7%

8.3%

0.50%

6.7%

8.3%

9.1% 9.3%

0.90%

5.0%

1.0%

3.1% 0.60%

2.6%

4.8%1.0%

8.3%

02.20 FS

02.70 TC

BARTON ROAD
C
A
L
IF
O
R
N
IA
S
T
R
E
E
T

MISSION
ROAD
P
L
P
L
P
L

EXBLKWALL

EX BLK WALL

EXSIDEWALK
EXC&G

EXSIDEWALK
EXC&G
EXDWY
LIGHT
EXST
N88º41'22"E
13' 47'
60'

1.5%

1.0%

3.7%

1.0%

2.2%

1.5%

6.3%

RET WALL

1.0%

0.75%

0.50%

EXISTING AM/PM GAS STATION

EXISTING AM/PM C-STORE

RESTAURANT

EXISTING

APARTMENTS

EXISTING

APARTMENTS

EXISTING
EX12"WATERLINE
PROP21'CB
PROP21'CB

EXNATGASLINE
EX8"WATERLINE
EX 12"W

ATERLINE
EX
8 "
S
EW
ERLIN
E
VEH
IC
LE
RAM
P
N67º58'02"W 490.19'
N
0º45
5'4"
W
398.15'
N
0º36
4'2"
W
592.41'
N88º41'22"E
453.50'