Exhibit N - Environmental Assessment No. P21-05778P21-05870P23-00149 [5-22-2025] — Fresno City Council, August 14, 2025 (part 4 of 4)

Table 1
Project Trip Generation
Employees
ITE Development Variable Rate IN OUT Rate IN OUT
Code Type Split Split Split Split
Trips Trips Trips Trips
30 90 0.84 47% 53% 0.69 52% 48%
Employees 76 36 40 62 32 30
TOTAL 36 40 32 30
Land Use AM Peak Hour Trips PM Peak Hour Trips
Intermodal Truck
Terminal
Table 2
Project Trip Generation
Building Space
ITE Development Variable Rate IN OUT Rate IN OUT
Code Type Split Split Split Split
Trips Trips Trips Trips
30 83.744 1.97 47% 53% eq 52% 48%
1000 sq ft GFA 165 78 87 54 28 26
TOTAL 78 87 28 26
Intermodal Truck
Terminal
Land Use AM Peak Hour Trips PM Peak Hour Trips
Table 3
Project Trip Generation
Facility Operation
Heavy Duty Trucks 63 per day 126 0 18 9 0
Passenger Vehicles 90 per day 180 30 30 30 30
TOTAL 306 30 48 39 30
Trip Type Variable
Project
Vehicles
Daily
Trips
AM
Peak Hour Trips
PM
Peak Hour Trips
ADT Inbound Outbound Inbound Outbound
It is noted that the trip generation estimates in Tables 1 and 2 are based on relatively few data points (two for the AM peak hour and four for the PM peak hour). Therefore, given the relatively small data sets, it is recommended that the traffic study use the project trip generation estimates in Table 3. Project peak hour trips are shown on the scope map attached.

April 3, 2023

Page 3 of 4 ends

Study Intersections and Roadway Segments
It is recommended that the scope of the traffic study include the six intersections listed below.

All intersections are signalized except for Cherry Avenue/Central Avenue (#6). Intersection locations are shown on the scope map attached. Peak hour turning movement counts will be scheduled upon approval of the study intersections.

1. Elm Avenue & North Avenue

2. SR 41 Southbound Ramps & North Avenue

3. SR 41 Northbound Ramps & North Avenue

4. Cherry Avenue & North Avenue

5. East Avenue & North Avenue

6. Cherry Avenue & Central Avenue
Roadway segments located between study intersections will be analyzed.

Future Traffic Assumptions
Growth rates will be estimated based on output from the Fresno Council of Governments (FCOG) travel demand model.

Traffic Impact Analyses and Scenarios
Analyses of intersection and roadway level of service (LOS), traffic signal warrants, queue lengths, and vehicle miles traveled (VMT) will be completed in accordance with applicable City and State guidelines. Below are the traffic impact scenarios. • 2023 (Existing)
• 2023 + Project
• 2023 + Project (Cumulative)
• 2043 (Cumulative)
• 2043 + Project (Cumulative)
Signal Warrant Analysis
Intersection conditions for Traffic Signal Warrants 1 and 2 would be applied to the unsignalized intersection(s) in the study for the three existing year (2023) traffic analysis scenarios.

Conditions for Warrant 3 would be applied for all six traffic analysis scenarios.

Queue Length Analysis
A queue length analysis will be conducted for all turn lanes.

April 3, 2023

Page 4 of 4 ends

Vehicle Miles Traveled (VMT) Analysis
Our office will work closely with City staff to ensure project VMT assumptions and methodologies are consistent with City guidelines. It is anticipated that the project will "screen out" due to the ADT volumes being below threshold.

Mitigation
Mitigation measures will be determined for deficiencies identified by the traffic impact analysis results. The proportionate share of the cost of mitigation improvements will also be calculated.

Collision History
Traffic collision data will be collected and evaluated for all study intersections and roadway segments.

Closing
Please contact me if you have any questions or comments regarding the scope of the study.

Attachments
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Map data ©2023

SCOPE MAP
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GENERAL NOTES: LEGAL DESCRIPTION:

1. LOT 35 OF CENTRAL CALIFORNIA COLONY, ACCORDING TO THE MAP THEREOF RECORDED IN BOOK 2 PAGE 1 OF PLATS, FRESNO COUNTY RECORDS; EXCEPTING THEREFROM THE NORTH 160 FEET OF THE EAST 200 FEET THEREOF;

REVISIONS
ALSO EXCEPTING THEREFROM THAT PORTION THEREOF DESCRIBED AS FOLLOWS:

6.10. 3 11. DRAWN BY: BDP

12. CHECKED BY:

DATE: 10/25/2022
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COMMENCING FOR REFERENCE AT THE NORTHWEST CORNER OF SECTION 27, TOWNSHIP 14 SOUTH, RANGE 20 EAST, MOUNT DIABLO BASE AND MERIDIAN, SAID NORTHWEST CORNER BEING AT COORDINATES Y = 495 684.30 FEET AND X = 1 768 436.10 FEET; THENCE ALONG THE NORTH UNE OF SAID SECTION, SOUTH 89' 41' 49" EAST 1324.35 FEET TO THEWEST LINE OF THE EAST HALF OF THE NORTHWEST QUARTER OF SAID SECTION; THENCE ALONG SAID WEST UNE, SOUTH O' 31' 20" WEST 1318.35 FEET TO THE NORTHWEST CORNER OF SAID LOT, LAST SAID NORTHWEST CORNER BEING THE TRUE POINT OF BEGINNING; THENCE ALONG THE NORTH UNE OF SAID LOT, SOUTH 89' 42’ 55" EAST 240.10 FEET; THENCE SOUTH 5‘ 21’ 59" WEST, A DISTANCE OF 541.92 FEET; THENCE ALONG A UNE PARALLEL WITH AND 97 FEET EASTERLY, MEASURED AT RIGHT ANGLES FROM THE CENTERLINE OF THE DEPARTMENT OF PUBLIC WORKS SURVEY FROM THE KINGS COUNTY UNE TO "P" STREET IN FRESNO, ROAD VI-FRE-125-B (NOW 06-FRE-41), SOUTH O' 29’ 30" WEST 119.35 FEET TO THE SOUTH UNE OF SAID LOT; THENCE ALONG SAID SOUTH LINE NORTH 89' 43’ 28“ WEST, 194.40 FEET TO THE WEST UNE OF SAID LOT; THENCEALONG LAST SAID WEST LINE NORTH O' 31' 20" EAST 659.18 FEET TO THE TRUE POINT OF BEGINNING. 8&
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ALSO EXCEPTING THEREFROM THAT PORTION CONVEYED TO THE CITY OF FRESNO, A MUNICIPAL CORPORATION AS FULLY DESCRIBED IN GRANT DEED RECORDED APRIL 18, 2007 ASINSTRUMENT NO. 07-77589, OF OFFICIAL RECORDS. s
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5 ALSO EXCEPTING THEREFROM THAT PORTION CONVEYED TO THE STATE OF CALIFORNIA AS FULLY DESCRIBED IN GRANT DEED RECORDED MARCH 18, 1996 AS INSTRUMENT NO. 96-34963, OF OFFICIAL RECORDS.REAL PROPERTY IN THE UNINCORPORATED AREA OF THE COUNTY OF FRESNO, STATE OF CALIFORNIA, DESCRIBED ASFOLLOWS:

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LANDSCAPING MUST BE IN PLACE BEFORE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. A HOLD ON OCCUPANCY SHALL BE PLACED ON THE PROPOSED DEVELOPMENT UNTIL SUCH TIME THAT LANDSCAPING HAS BEENAPPROVED AND VERIFIED FOR PROPER INSTALLATION BY THE CURRENT PLANNING DIVISION.PER CORRESPONDENCE WITH CITY OF FRESNO ARCHITECT, NO ACCESSIBLE STALLS REQUIRED IN PARKING LOTS FOR THIS SITE. REFERENCE TO CBC 11A & B.SIGNS, OTHER THAN DIRECTIONAL SIGNS, IF APPLICABLE, ARE NOT APPROVED FOR INSTALLATION AS PART OF THIS SPECIAL PERMIT.IF ARCHEOLOGICAL AND/OR ANIMAL FOSSIL MATERIAL IS ENCOUNTERED DURING PROJECT SURVEYING, GRADING, EXCAVATING, OR CONSTRUCTION, WORK SHALL STOP IMMEDIATELY.IF THERE ARE SUSPECTED HUMAN REMAINS, THE FRESNO COUNTY CORONER SHALL BE IMMEDIATELY CONTACTED. IF THE REMAINS OR OTHER ARCHAEOLOGICAL MATERIAL IS POSSIBLE NATIVE AMERICAN IN ORIGIN, THE NATIVEAMERICAN HERITAGE COMMISSION (PHONE: (916/653-4082) SHALL BE IMMEDIATELY CONTACTED, AND THE CALIFORNIA ARCHAEOLOGICAL INVENTORY/SOUTHER SAN JOAQUIN VALLEY INFORMATION CENTER (PHONE:
(805/644-2289) SHALL BE CONTACTED TO OBTAIN A REFERRAL LIST OF RECOGNIZED ARCHAEOLOGISTS. AN ARCHEOLOGICAL ASSESSMENT SHALL BE CONDUCTED FOR THE PROJECT, THE SITE SHALL BE FORMALLY RECORDED, AND RECOMMENDATIONS MADE TO THE CITY AS TO ANY FURTHER SITE INVESTIGATION OR SITE AVOIDANCE/PRESERVATION.IF ANIMAL FOSSILS ARE UNCOVERED, THE MUSEUM OF PALEONTOLOGY, U.C. BERKELEY SHALL BE CONTACTED TO OBTAIN A REFERRAL LIST, OF RECOGNIZED PALEONTOLOGISTS. AN ASSESSMENT SHALL BE CONDUCTED BY APALEONTOLOGIST AND, IF THE PALEONTOLOGIST DETERMINES THE MATERIAL TO BE SIGNIFICANT, IT SHALL BE PRESERVED.ANY SURVEY MONUMENTS WITHIN THE AREA OF CONSTRUCTION SHALL BE PRESERVED OR RESET BY A PERSON LICENSED TO PRACTICE LAND SURVEYING IN THE STATE OF CALIFORNIA.REPAIR ALL DAMAGED AND/OR OFF-GRADE CONCRETE STREET IMPROVEMENTS AS DETERMINED BY THE CONSTRUCTION MANAGEMENT ENGINEER, PRIOR TO OCCUPANCY.2 WORKING DAYS BEFORE COMMENCING EXCAVATION OPERATIONS WITHIN THE STREET RIGHT-OF-WAY AND/OR UTILITY EASEMENTS, ALL EXISTING UNDER-GROUND FACILITIES SHALL HAVE BEEN LOCATED BY UNDERGROUND SERVICES ALERT (USA). CALL 1800-642-2444.THE PERFORMANCE OF ANY WORK WITHIN THE PUBLIC STREET RIGHT-OF-WAY REQUIRES A STREET WORK PERMIT PRIOR TO COMMENCEMENT OF WORK. ALL REQUIRED STREET IMPROVEMENTS MUST BE COMPLETED ANDACCEPTED BY THE CITY PRIOR TO OCCUPANCY.DEEDS ARE REQUIRED TO PROVIDE EASEMENTS TO THE CITY FOR REQUIRED PUBLIC IMPROVEMENTS. THEY SHALL BE PREPARED BY THE OWNER/DEVELOPER'S ENGINEER. EXECUTED COPIES SHALL BE SUBMITTED TO THE CITYWITH VERIFICATION OF OWNERSHIP PRIOR TO THE ISSUANCE OF BUILDING PERMITS.ALL EXISTING DRIVEWAY APPROACHES WHICH NO LONGER PROVIDE ACCESS TO APPROVED VEHICLE PARKING AREAS SHALL BE REMOVED UNLESS OTHERWISE APPROVED BY THE CITY ENGINEER. SUCH AREAS SHALL BERECONSTRUCTED WITH CURB, GUTTER, AND SIDEWALK TO MATCH EXISTING ADJACENT STREET IMPROVEMENTS. THIS WORK SHALL BE COMPLETED AND ACCEPTED BEFORE A PERMIT OF OCCUPANCY IS ISSUED OR THE BUILDING OCCUPIED PER FMC 13-211.UNDERGROUND ALL EXISTING OVERHEAD UTILITIES WITHIN THE LIMITS OF THIS APPLICATION AS PER FRESNO MUNICIPAL CODE SECTION 15-2017 AND PUBLIC WORKS POLICY NO. 260.01.CONTACT THE PUBLIC WORKS DEPARTMENT, TRAFFIC ENGINEERING AT (559/621-8800, 10 WORKING DAYS PRIOR TO ANY OFFSITE CONCRETE CONSTRUCTION.

PRIVATE FIRE HYDRANT AND ALL WEATHER FIRE ACCESS SHALL BE IN SERVICE PRIOR TO THE DELIVERY OF COMBUSTIBLE MATERIAL TO THE JOBSITE.APPLICANTS ARE ENCOURAGED TO PROVIDE SHARED VEHICLE AND PEDESTRIAN ACCESS BETWEEN ADJACENT PROPERTIES FOR CONVENIENCE, SAFETY, AND EFFICIENT CIRCULATION. A JOINT ACCESS COVENANT SHALL BE REQUIRED.INSTALLATION OF CVC 22658 FIRE LANE TOWAWAY WARNING SIGNS ARE REQUIRED AT EACH DRIVEWAY ENTRANCE.SUBMIT PUBLIC IMPROVEMENTS TO THE PUBLIC WORKS DEPARTMENT.SUBMIT STREET LIGHTING PLANS TO THE PUBLIC WORKS DEPARTMENT.SUBMIT TRAIL CONSTRUCTION PLANS TO THE PUBLIC WORKS DEPARTMENT.SUBMIT SIGNING AND STRIPING PLANS TO THE PUBLIC WORKS DEPARTMENT, COMPLY WITH THE CURRENT CALTRANS STANDARDS.PROVIDE A 4' MINIMUM PATH OF TRAVEL ALONG THE PUBLIC SIDEWALK DIRECTLY IN FRONT OF PROPERTY, TO MEET CURRENT ACCESSIBILITY REGULATIONS. A PEDESTRIAN EASEMENT MAY BE REQUIRED IF REQUIREMENTS ARENOT MET.ALL EXISTING SIDEWALKS IN EXCESS OF 2% MAXIMUM CROSS SLOPE MUST BE BROUGHT INTO COMPLIANCE PRIOR TO ACCEPTANCE BY PUBLIC WORKS. ooLA
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ASSESSOR'S PARCEL NUMBERS329-100-52 (±15.2 ACRES)

SITE LOCATION

EAST NORTH AVENUE & SOUTH CHERRY AVENUE
FRESNO, CA 93706
EXISTING ZONING: AL-20 LIMITED AGRICULTURAL (COUNTY)
PROPOSED ZONING: 1H HEAVY INDUSTRIAL (CITY)OWNER
CROWN ENTERPRISE, LLC.
12225 STEPHENS ROAD
WARREN, MI 48089PARKING STALLS
TOTAL PROPOSED PARKING STALLS: 263TRACTOR PARKING STALLS: 29TRAILER PARKING STALLS: 150 (INCLUDES 13 FUTURE STALLS)AUTO PARKING STALLS: 84

BUILDING INFORMATION
PROPOSED NO. OF UNITS: 2TOTAL SOFT. OF UNITS: 80,450 SQ. FT. = 1.85 ACPAVINGTOTAL PROPOSED PAVED AREA: 506,201 SQ. FT. = 11.62 ACLANDSCAPINGTOTAL PROPOSED LANDSCAPE AREA: 42,408 SQ. FT. = 0.97 AC 6 >
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19 PROPOSED RECYCLING COMPACTOR, SIZE & TYPE TO BE DETERMINED 13 3
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20 PROPOSED 4’ VALLEY GUTTER PER CITY OF FRESNO STD. P-10. 10 22 22 10 17 1
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— 16 EXISTING PROPERTY LINE 16

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o Good Morning Shalisha,
The City has the following comments on the Scope.

Thanks,
FRESNO
lets Build Tegetherl
• Please use Table 2 for the Project trip generation. This is the most conversative use for the site and will identify the impacts to the sensitive area. • For the collisions, please use SWITRS and provide five years of data. • Qualitative analysis of walkways, bikeways, and transit routes in the vicinity of the project. • Warrant 1 and 2 for existing unsignalized intersections under the existing scenario. • Warrant 3 for unsignalized study intersections under all study scenarios. • Show trip distribution for all project driveways.
• For VMT, please coordinate with the City of Fresno Planning and Development Department.

Harmanjit Dhaliwal, PE
Public Works Manager
Development Services Division, Public Works Department
2600 Fresno Street, Room 4064
Fresno, CA 93721-3623
Direct (559) 621-8694
Main: (559)621-8800
www.fresno.gov
Building a Better Fresno
Harmanjit Dhaliwal <[email protected]*
to Jesus, me •
Traffic Study 524-30
Traffic Impact Study
Crown Central Transport Regional Facility

MODEL DATA

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Traffic Study 524-30
Traffic Impact Study

VEHICLE TURNING

MOVEMENT COUNTS
Crown Central Transport Regional Facility

RUETTGERS SSCHULER X IVIL ENGINEERS,
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 3 5 6 1 2 7 6 7 4 0 0 26 2 3 0 12 60 14 12 7:15 AM - 7:30 AM 0 3 8 11 3 2 2 9 8 4 0 2 36 4 1 0 11 71 20 14 7:30 AM - 7:45 AM 0 5 7 13 3 3 13 14 9 6 0 7 58 11 9 0 11 51 29 10 7:45 AM - 8:00 AM 0 9 26 12 5 0 15 43 27 6 0 10 52 35 5 0 14 45 46 6 8:00 AM - 8:15 AM 0 8 45 12 1 2 11 23 6 3 0 10 49 10 6 0 11 37 15 15 8:15 AM - 8:30 AM 0 7 25 13 5 1 7 11 4 7 0 6 25 6 7 0 6 27 14 14 8:30 AM - 8:45 AM 0 3 15 16 7 0 10 10 3 0 0 4 36 0 4 0 9 30 11 10 8:45 AM - 9:00 AM 0 0 17 9 2 1 18 14 6 4 0 4 29 3 1 0 9 25 13 17 TOTAL 0 38 148 92 27 11 83 130 70 34 0 43 311 71 36 0 83 346 162 98 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 3 26 19 5 0 11 27 6 3 0 5 60 1 3 0 13 32 12 4 4:15 PM - 4:30 PM 0 3 16 17 4 1 8 30 1 1 0 9 65 3 3 0 15 51 11 5 4:30 PM - 4:45 PM 0 9 16 25 4 0 11 11 4 2 0 9 76 2 0 0 13 32 14 7 4:45 PM - 5:00 PM 0 3 20 17 1 1 15 12 2 1 0 6 49 4 3 0 14 24 10 2 5:00 PM - 5:15 PM 0 7 23 18 2 4 11 21 14 3 0 3 49 7 2 0 19 51 15 9 5:15 PM - 5:30 PM 0 7 25 16 5 3 3 13 5 2 0 3 45 5 3 0 10 32 4 3 5:30 PM - 5:45 PM 0 9 17 10 4 4 19 13 2 0 0 8 22 2 1 0 11 47 10 6 5:45 PM - 6:00 PM 0 6 12 14 1 0 13 8 6 1 0 3 41 4 1 0 6 44 13 4 TOTAL 0 47 155 136 26 13 91 135 40 13 0 46 407 28 16 0 101 313 89 40 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 0 25 86 48 12 7 41 89 50 19 0 29 195 60 21 0 47 204 110 45 4:15 PM - 5:15 PM 0 22 75 77 11 6 45 74 21 7 0 27 239 16 8 0 61 158 50 23 PHF Trucks PHF
AM 0.742 9.8% PM 21 74 45 6 0.73
PM 0.900 5.6% AM 50 89 41 7 0.55
PHF 0.81 0.732
AM PM
0 0 110 50
27 29 204 158
239 195 47 61
16 60 0 0
PM AM
PHF

0.86 0.791 PHF

0.612 0 25 86 48 AM

0.870 0 22 75 77 PM
Turning Movement Report
Elm Ave @ North Ave
Fresno
Thursday, April 27, 2023 Clear

36.6923
-119.7908

Page 1 of 3 ends

North Ave
Northbound Westbound
North Ave
Elm Ave
Elm Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
dILP
s i
North
Metro raffic Data Inc.
"$
J
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 0 0 0 0 0 71 0 50 5 0 0 41 2 5 0 5 30 0 10 7:15 AM - 7:30 AM 0 0 0 0 0 0 89 0 61 10 0 0 51 0 4 0 5 45 0 10 7:30 AM - 7:45 AM 0 0 0 0 0 0 78 0 61 8 0 0 77 0 14 0 4 37 0 8 7:45 AM - 8:00 AM 0 0 0 0 0 0 104 0 64 6 0 0 76 2 10 0 9 46 0 6 8:00 AM - 8:15 AM 0 0 0 0 0 0 100 0 30 10 0 0 68 6 7 0 6 36 0 11 8:15 AM - 8:30 AM 0 0 0 0 0 0 94 0 27 4 0 0 44 1 11 0 4 23 0 11 8:30 AM - 8:45 AM 0 0 0 0 0 0 80 0 28 9 0 0 64 0 9 0 8 26 0 9 8:45 AM - 9:00 AM 0 0 0 0 0 0 60 0 19 9 0 0 66 1 8 0 7 29 0 16 TOTAL 0 0 0 0 0 0 676 0 340 61 0 0 487 12 68 0 48 272 0 81 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 0 0 0 0 37 0 23 13 0 0 96 4 10 0 14 41 0 6 4:15 PM - 4:30 PM 0 0 0 0 0 0 42 0 36 14 0 0 97 3 7 0 11 44 0 4 4:30 PM - 4:45 PM 0 0 0 0 0 0 26 0 27 10 0 0 120 1 3 0 9 39 0 5 4:45 PM - 5:00 PM 0 0 0 0 0 0 31 0 19 12 0 0 84 2 5 0 6 35 0 1 5:00 PM - 5:15 PM 0 0 0 0 0 0 25 0 36 10 0 0 84 2 6 0 10 43 0 4 5:15 PM - 5:30 PM 0 0 0 0 0 0 26 0 19 6 0 0 73 1 7 0 7 28 0 4 5:30 PM - 5:45 PM 0 0 0 0 0 0 38 0 30 9 0 0 48 1 3 0 11 35 0 3 5:45 PM - 6:00 PM 0 0 0 0 0 0 34 0 28 10 0 0 56 1 3 0 13 40 0 5 TOTAL 0 0 0 0 0 0 259 0 218 84 0 0 658 15 44 0 81 305 0 32 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 0 0 0 0 0 0 371 0 216 34 0 0 272 8 35 0 24 164 0 35 4:00 PM - 5:00 PM 0 0 0 0 0 0 136 0 105 49 0 0 397 10 25 0 40 159 0 16 PHF Trucks PHF
AM 0.876 9.9% PM 105 0 136 0 0.772
PM 0.909 10.6% AM 216 0 371 0 0.874
PHF 0.841 0.897
AM PM
0 0 0 0
0 0 164 159
397 272 24 40
10 8 0 0
PM AM
PHF

0.855 0.905 PHF
##### 0 0 0 0 AM
##### 0 0 0 0 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

North Ave
Northbound Westbound
North Ave
SR 41 Southbound Off-ramp
SR 41 Southbound On-ramp
Turning Movement Report
SR41 SB Ramps @ North Ave
Fresno
Thursday, April 27, 2023 Clear

36.6923
-119.7867
dILP
s i
North
Metro raffic Data Inc.
"$
J
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 2 0 6 3 0 0 0 0 0 0 28 88 0 8 0 0 32 25 15 7:15 AM - 7:30 AM 0 3 0 8 0 0 0 0 0 0 0 25 113 0 8 0 0 48 36 18 7:30 AM - 7:45 AM 0 4 0 9 0 0 0 0 0 0 0 40 117 0 14 0 0 36 52 18 7:45 AM - 8:00 AM 0 6 0 17 1 0 0 0 0 0 0 37 145 0 12 0 0 48 37 10 8:00 AM - 8:15 AM 0 3 0 14 4 0 0 0 0 0 0 34 143 0 11 0 0 40 45 19 8:15 AM - 8:30 AM 0 3 0 14 3 0 0 0 0 0 0 18 123 0 13 0 0 27 32 19 8:30 AM - 8:45 AM 0 3 1 10 3 0 0 0 0 0 0 36 114 0 12 0 0 33 54 20 8:45 AM - 9:00 AM 0 0 0 10 3 0 0 0 0 0 0 33 99 0 12 0 0 34 42 19 TOTAL 0 24 1 88 17 0 0 0 0 0 0 251 942 0 90 0 0 298 323 138 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 3 0 7 3 0 0 0 0 0 0 60 74 0 21 0 0 49 126 6 4:15 PM - 4:30 PM 0 2 0 8 2 0 0 0 0 0 0 54 83 0 19 0 0 52 97 10 4:30 PM - 4:45 PM 0 3 1 6 3 0 0 0 0 0 0 70 68 0 9 0 0 47 106 13 4:45 PM - 5:00 PM 0 3 0 6 3 0 0 0 0 0 0 57 68 0 17 0 0 37 73 7 5:00 PM - 5:15 PM 0 1 1 3 1 0 0 0 0 0 0 54 58 0 13 0 0 51 104 6 5:15 PM - 5:30 PM 0 1 0 5 2 0 0 0 0 0 0 38 54 0 13 0 0 34 52 6 5:30 PM - 5:45 PM 0 1 0 6 1 0 0 0 0 0 0 34 56 0 9 0 0 46 103 4 5:45 PM - 6:00 PM 0 4 0 7 2 0 0 0 0 0 0 36 56 0 14 0 0 52 83 7 TOTAL 0 18 2 48 17 0 0 0 0 0 0 403 517 0 115 0 0 368 744 59 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 0 16 0 48 5 0 0 0 0 0 0 136 518 0 45 0 0 172 170 65 4:00 PM - 5:00 PM 0 11 1 27 11 0 0 0 0 0 0 241 293 0 66 0 0 185 402 36 PHF Trucks PHF
AM 0.914 10.8% PM 0 0 0 0 #####
PM 0.909 9.7% AM 0 0 0 0 #####
PHF 0.967 0.898
AM PM
0 0 170 402
241 136 172 185
293 518 0 0
0 0 0 0
PM AM
PHF

0.972 0.839 PHF

0.696 0 16 0 48 AM

0.975 0 11 1 27 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

North Ave
Northbound Westbound
North Ave
SR 41 Northbound On-Ramp
SR 41 Northbound Off-ramp
Turning Movement Report
SR41 NB Ramps @ North Ave
Fresno
Thursday, April 27, 2023 Clear

36.6923
-119.7852
dILP
s i
North
Metro raffic Data Inc.
"$
J
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 7 2 6 4 0 4 6 8 4 0 8 85 11 5 1 3 41 8 12 7:15 AM - 7:30 AM 0 9 6 8 5 0 5 9 9 3 0 8 91 17 7 0 12 68 13 23 7:30 AM - 7:45 AM 0 18 9 8 5 0 5 7 10 4 0 12 72 32 12 0 13 54 11 20 7:45 AM - 8:00 AM 0 17 7 10 2 0 8 8 9 6 0 20 90 45 11 0 16 65 13 10 8:00 AM - 8:15 AM 0 22 6 10 3 0 10 9 11 6 0 28 102 17 13 0 5 61 16 21 8:15 AM - 8:30 AM 0 14 8 7 6 0 10 7 14 3 0 25 96 10 11 0 5 40 14 16 8:30 AM - 8:45 AM 0 6 7 3 1 0 9 11 19 6 0 33 76 10 8 0 6 75 25 23 8:45 AM - 9:00 AM 0 13 7 2 2 0 17 6 30 4 0 21 70 10 11 0 1 65 16 19 TOTAL 0 106 52 54 28 0 68 63 110 36 0 155 682 152 78 1 61 469 116 144 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 17 15 7 2 0 10 9 18 4 0 8 61 10 23 0 3 138 9 8 4:15 PM - 4:30 PM 0 11 8 8 7 0 16 15 49 4 0 8 60 20 19 0 3 87 10 10 4:30 PM - 4:45 PM 0 16 4 7 3 0 13 17 35 4 0 9 53 11 10 0 7 93 15 12 4:45 PM - 5:00 PM 0 11 17 7 4 0 7 9 17 4 0 10 45 15 17 0 3 81 3 6 5:00 PM - 5:15 PM 0 31 11 11 1 0 10 15 20 1 0 8 43 11 14 0 4 105 7 6 5:15 PM - 5:30 PM 0 12 4 3 0 0 8 7 11 1 0 6 47 9 12 0 6 66 2 6 5:30 PM - 5:45 PM 0 29 8 5 0 0 6 9 37 2 0 3 45 12 9 0 1 80 4 4 5:45 PM - 6:00 PM 0 14 5 3 0 0 14 10 52 5 0 10 41 4 14 0 5 61 7 7 TOTAL 0 141 72 51 17 0 84 91 239 25 0 62 395 92 118 0 32 711 57 59 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:45 AM - 8:45 AM 0 59 28 30 12 0 37 35 53 21 0 106 364 82 43 0 32 241 68 70 4:00 PM - 5:00 PM 0 55 44 29 16 0 46 50 119 16 0 35 219 56 69 0 16 399 37 36 PHF Trucks PHF
AM 0.921 12.9% PM 119 50 46 0 0.672
PM 0.906 12.4% AM 53 35 37 0 0.801
PHF 0.881 0.89
AM PM
0 0 68 37
35 106 241 399
219 364 32 16
56 82 0 0
PM AM
PHF

0.804 0.753 PHF

0.77 0 59 28 30 AM

0.821 0 55 44 29 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

North Ave
Northbound Westbound
North Ave
Cherry Ave
Cherry Ave
Turning Movement Report
Cherry Ave @ North Ave
Fresno
Thursday, April 27, 2023 Clear

36.6923
-119.7818
dILP
s i
North
Metro raffic Data Inc.
"$
J
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 4 9 3 7 0 10 4 2 7 0 5 53 13 6 0 14 60 22 21 7:15 AM - 7:30 AM 0 9 11 4 12 0 9 8 5 13 0 4 54 15 12 0 13 75 16 21 7:30 AM - 7:45 AM 0 16 5 9 11 0 8 10 4 6 0 6 56 13 18 0 21 67 14 22 7:45 AM - 8:00 AM 0 9 5 11 8 0 8 10 5 9 0 4 52 25 8 0 22 72 27 17 8:00 AM - 8:15 AM 0 10 10 6 10 0 5 13 4 2 0 7 69 32 18 0 20 73 15 26 8:15 AM - 8:30 AM 0 14 1 9 10 0 8 11 6 10 0 9 54 46 19 0 26 59 17 15 8:30 AM - 8:45 AM 0 17 6 14 13 0 6 9 7 13 0 2 59 35 7 0 28 89 15 22 8:45 AM - 9:00 AM 0 11 8 10 12 0 2 10 4 14 0 5 57 31 4 0 17 68 20 24 TOTAL 0 90 55 66 83 0 56 75 37 74 0 42 454 210 92 0 161 563 146 168 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 20 6 16 3 0 17 15 19 8 0 5 77 16 24 0 13 91 12 15 4:15 PM - 4:30 PM 0 22 8 13 10 0 16 8 12 6 0 3 73 15 15 0 19 55 8 16 4:30 PM - 4:45 PM 0 32 7 23 4 0 11 9 16 10 0 5 61 10 13 0 16 56 6 20 4:45 PM - 5:00 PM 0 26 7 7 5 0 7 14 6 12 0 4 51 12 18 0 9 52 9 9 5:00 PM - 5:15 PM 0 27 10 16 6 0 15 8 17 7 0 7 51 16 16 0 16 56 7 19 5:15 PM - 5:30 PM 0 9 4 8 4 0 8 10 3 2 0 5 46 10 15 0 10 50 7 13 5:30 PM - 5:45 PM 0 13 2 10 2 0 4 8 6 3 0 2 48 7 8 0 12 58 10 15 5:45 PM - 6:00 PM 0 14 5 6 2 0 3 4 12 4 0 10 55 14 22 0 12 60 8 17 TOTAL 0 163 49 99 36 0 81 76 91 52 0 41 462 100 131 0 107 478 67 124 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:45 AM - 8:45 AM 0 50 22 40 41 0 27 43 22 34 0 22 234 138 52 0 96 293 74 80 4:00 PM - 5:00 PM 0 100 28 59 22 0 51 46 53 36 0 17 262 53 70 0 57 254 35 60 PHF Trucks PHF
AM 0.924 19.5% PM 53 46 51 0 0.735
PM 0.827 18.5% AM 22 43 27 0 0.92
PHF 0.847 0.904
AM PM
0 0 74 35
17 22 293 254
262 234 96 57
53 138 0 0
PM AM
PHF

0.877 0.746 PHF

0.757 0 50 22 40 AM

0.754 0 100 28 59 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

North Ave
Northbound Westbound
North Ave
East Ave
East Ave
Turning Movement Report
East Ave @ North Ave
Fresno
Thursday, April 27, 2023 Clear

36.6923
-119.7727
dILP
s i
North
Metro raffic Data Inc.
"$
J
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 4 2 0 0 0 0 2 4 2 0 0 16 1 0 0 0 14 4 4 7:15 AM - 7:30 AM 0 3 6 2 0 0 2 3 3 1 0 4 17 0 3 0 2 16 1 0 7:30 AM - 7:45 AM 0 5 9 2 1 0 3 5 5 4 0 5 16 3 2 0 1 14 2 4 7:45 AM - 8:00 AM 0 2 9 5 1 0 5 8 6 1 0 10 13 5 3 0 4 9 9 4 8:00 AM - 8:15 AM 0 6 17 2 2 0 7 18 7 1 0 10 16 2 3 0 0 11 7 2 8:15 AM - 8:30 AM 0 2 4 3 1 0 5 5 5 0 0 4 13 4 3 0 2 11 2 4 8:30 AM - 8:45 AM 0 4 7 1 1 0 1 5 3 1 0 3 13 1 0 0 0 31 2 5 8:45 AM - 9:00 AM 0 3 2 2 0 0 5 3 1 0 0 3 13 1 2 0 3 9 2 1 TOTAL 0 29 56 17 6 0 28 49 34 10 0 39 117 17 16 0 12 115 29 24 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 5 11 3 0 0 6 4 4 1 0 4 59 2 5 0 4 87 14 2 4:15 PM - 4:30 PM 0 2 7 1 0 0 11 11 5 1 0 11 64 5 4 0 1 26 8 3 4:30 PM - 4:45 PM 0 3 5 0 1 0 9 10 5 1 0 4 34 5 3 0 3 70 6 3 4:45 PM - 5:00 PM 0 5 4 0 0 0 4 14 4 0 0 5 40 12 7 0 3 27 8 1 5:00 PM - 5:15 PM 0 4 9 2 0 0 4 12 1 0 0 1 14 6 3 0 0 12 1 2 5:15 PM - 5:30 PM 0 5 7 4 1 0 2 8 1 0 0 3 9 4 2 0 0 18 1 6 5:30 PM - 5:45 PM 0 2 4 2 0 0 2 9 1 0 0 5 8 4 2 0 1 28 6 1 5:45 PM - 6:00 PM 0 2 6 2 0 0 0 2 3 0 0 0 11 1 1 0 0 8 3 0 TOTAL 0 28 53 14 2 0 38 70 24 3 0 33 239 39 27 0 12 276 47 18 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:45 AM - 8:45 AM 0 14 37 11 5 0 18 36 21 3 0 27 55 12 9 0 6 62 20 15 4:00 PM - 5:00 PM 0 15 27 4 1 0 30 39 18 3 0 24 197 24 19 0 11 210 36 9 PHF Trucks PHF
AM 0.774 10.0% PM 18 39 30 0 0.806
PM 0.782 5.0% AM 21 36 18 0 0.586
PHF 0.766 0.839
AM PM
0 0 20 36
24 27 62 210
197 55 6 11
24 12 0 0
PM AM
PHF

0.667 0.612 PHF

0.62 0 14 37 11 AM

0.605 0 15 27 4 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Central Ave
Northbound Westbound
Central Ave
Cherry Ave
Cherry Ave
Turning Movement Report
Cherry Ave @ Central Ave
Fresno
Thursday, April 27, 2023 Clear

36.6779
-119.7818
dILP
s i
North
Metro raffic Data Inc.
"$
J
Traffic Study 524-30
Traffic Impact Study
Crown Central Transport Regional Facility
24 HOUR

COUNT DATA

RUETTGERS SSCHULER X IVIL ENGINEERS,
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 5 4 4 2 15 3 3 4 3 13 28
1:00 AM 3 3 3 1 10 3 3 2 1 9 19
2:00 AM 2 2 2 3 9 0 0 3 4 7 16
3:00 AM 2 2 2 2 8 1 0 4 7 12 20
4:00 AM 4 3 6 12 25 4 6 13 14 37 62
5:00 AM 7 14 21 36 78 8 15 11 28 62 140
6:00 AM 28 12 26 27 93 11 14 14 16 55 148
7:00 AM 21 32 46 82 181 22 21 39 85 167 348
8:00 AM 72 46 30 35 183 42 23 23 39 127 310
9:00 AM 35 31 32 38 136 25 25 43 29 122 258
10:00 AM 34 27 44 38 143 37 28 34 27 126 269
11:00 AM 37 33 58 50 178 29 31 35 38 133 311
12:00 PM 39 36 38 36 149 44 22 39 26 131 280
1:00 PM 55 50 51 41 197 45 26 33 39 143 340
2:00 PM 52 60 66 57 235 30 40 43 46 159 394
3:00 PM 49 77 80 62 268 59 51 49 45 204 472
4:00 PM 43 37 39 37 156 44 40 26 30 140 296
5:00 PM 45 35 39 28 147 50 24 38 27 139 286
6:00 PM 36 29 24 21 110 47 28 27 28 130 240
7:00 PM 28 21 27 31 107 24 26 14 16 80 187
8:00 PM 21 14 11 18 64 13 19 14 11 57 121
9:00 PM 20 11 14 12 57 12 13 12 11 48 105
10:00 PM 14 6 11 6 37 8 8 12 6 34 71
11:00 PM 4 5 6 1 16 4 4 3 2 13 29
2602 2148
AM% 40.6% AM Peak 435 7:30 am to 8:30 am AM P.H.F. 0.65 PM% 59.4% PM Peak 472 3:00 pm to 4:00 pm PM P.H.F. 0.91 24 Hour Count Report
Elm Ave 36.6922967
North of North Ave -119.7907844
Thursday, April 27, 2023 Clear
4 Northbound Southbound Hourly
Totals
Total 54.8% 45.2%
4750
0 50
100
150
200
250
300
# of vehicles
Time Period
Northbound
Southbound
Ys
F"..

Metro Traffic Data Inc.
6%
488
(9 „8 s
9 6%
9 6%
g* o*
69 6% 8 q g g83
6% 8
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 0 3 2 4 9 4 3 0 9 16 25
1:00 AM 3 6 3 1 13 4 2 2 2 10 23
2:00 AM 0 0 1 3 4 0 2 1 3 6 10
3:00 AM 0 1 3 3 7 1 0 3 2 6 13
4:00 AM 1 1 1 7 10 2 2 6 8 18 28
5:00 AM 7 12 12 14 45 12 11 8 11 42 87
6:00 AM 17 11 13 17 58 12 13 15 15 55 113
7:00 AM 14 22 25 47 108 20 24 36 92 172 280
8:00 AM 65 45 34 26 170 44 23 19 26 112 282
9:00 AM 20 29 34 29 112 27 30 32 27 116 228
10:00 AM 30 19 39 36 124 35 27 39 25 126 250
11:00 AM 27 33 42 40 142 23 26 36 32 117 259
12:00 PM 32 30 24 21 107 33 31 33 25 122 229
1:00 PM 35 51 39 36 161 45 24 34 31 134 295
2:00 PM 45 39 39 37 160 24 45 39 40 148 308
3:00 PM 38 89 82 65 274 58 59 52 58 227 501
4:00 PM 48 36 50 40 174 41 48 26 30 145 319
5:00 PM 48 48 36 32 164 47 28 26 18 119 283
6:00 PM 22 22 21 24 89 28 18 19 22 87 176
7:00 PM 23 24 22 21 90 25 22 14 14 75 165
8:00 PM 16 24 11 21 72 8 16 16 12 52 124
9:00 PM 17 17 9 12 55 11 13 7 7 38 93
10:00 PM 6 4 8 4 22 4 8 7 5 24 46
11:00 PM 4 6 2 1 13 2 3 5 0 10 23
2183 1977
AM% 38.4% AM Peak 377 7:30 am to 8:30 am AM P.H.F. 0.68 PM% 61.6% PM Peak 501 3:00 pm to 4:00 pm PM P.H.F. 0.85 24 Hour Count Report
Elm Ave 36.6922967
South of North Ave -119.7907844
Thursday, April 27, 2023 Clear
2 Northbound Southbound Hourly
Totals
Total 52.5% 47.5%
4160
0 50
100
150
200
250
300
# of vehicles
Time Period
Northbound
Southbound
Ys
1S*
F"..

Metro Traffic Data Inc.
6%
488
(9 „8 9
6%
9 6%
g* o*
69 6% 8 „88 q g
6% 8
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 21 27 14 14 76 10 14 7 9 40 116
1:00 AM 12 81 9 4 106 7 6 6 5 24 130
2:00 AM 2 5 8 10 25 5 7 9 6 27 52
3:00 AM 5 4 11 14 34 7 6 20 27 60 94
4:00 AM 6 11 16 30 63 36 48 71 80 235 298
5:00 AM 23 25 37 37 122 40 46 64 56 206 328
6:00 AM 38 34 36 40 148 42 43 54 67 206 354
7:00 AM 39 49 84 79 251 86 102 91 105 384 635
8:00 AM 72 45 62 56 235 63 47 50 47 207 442
9:00 AM 55 49 55 50 209 58 49 46 55 208 417
10:00 AM 43 49 50 49 191 59 57 63 49 228 419
11:00 AM 52 58 53 64 227 58 59 83 63 263 490
12:00 PM 52 49 49 42 192 67 51 58 53 229 421
1:00 PM 65 65 64 73 267 67 73 93 93 326 593
2:00 PM 139 104 113 105 461 66 93 106 103 368 829
3:00 PM 101 121 108 89 419 80 68 105 73 326 745
4:00 PM 90 90 112 81 373 57 77 59 48 241 614
5:00 PM 78 64 51 68 261 85 46 68 63 262 523
6:00 PM 55 54 34 53 196 64 66 54 49 233 429
7:00 PM 31 28 30 29 118 54 35 35 31 155 273
8:00 PM 25 31 32 25 113 23 30 36 23 112 225
9:00 PM 29 35 35 18 117 34 23 20 29 106 223
10:00 PM 15 18 15 12 60 27 12 18 13 70 130
11:00 PM 12 15 2 11 40 16 13 15 8 52 92
4304 4568
AM% 42.5% AM Peak 645 7:15 am to 8:15 am AM P.H.F. 0.88 PM% 57.5% PM Peak 829 2:00 pm to 3:00 pm PM P.H.F. 0.95 24 Hour Count Report
North Ave 36.6922967
East of Elm Ave -119.7907844
Thursday, April 27, 2023 Clear
2 Eastbound Westbound Hourly
Totals
Total 48.5% 51.5%
8872
0 50
100
150
200
250
300
350
400
450
500
# of vehicles
Time Period
Eastbound
Westbound
Ys
F"..

Metro Traffic Data Inc.
48 6%
488
(9 „8 9
6%
9 6%
g* o*
6% 69 6%
q g g83
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 24 25 12 19 80 7 11 7 10 35 115
1:00 AM 11 77 6 3 97 5 6 3 3 17 114
2:00 AM 2 6 5 6 19 3 4 7 3 17 36
3:00 AM 4 4 9 7 24 4 5 20 26 55 79
4:00 AM 6 10 13 25 54 35 49 70 76 230 284
5:00 AM 21 14 30 26 91 34 37 51 40 162 253
6:00 AM 31 26 31 30 118 23 35 35 48 141 259
7:00 AM 28 42 76 97 243 70 82 65 81 298 541
8:00 AM 69 37 40 36 182 51 38 36 31 156 338
9:00 AM 44 34 23 30 131 30 27 27 28 112 243
10:00 AM 30 32 29 24 115 44 33 32 24 133 248
11:00 AM 34 33 35 45 147 36 39 48 40 163 310
12:00 PM 30 41 32 31 134 49 28 33 28 138 272
1:00 PM 55 39 42 52 188 37 50 58 75 220 408
2:00 PM 124 99 98 87 408 50 62 68 71 251 659
3:00 PM 84 105 80 75 344 53 56 76 49 234 578
4:00 PM 66 77 87 59 289 41 55 45 29 170 459
5:00 PM 59 53 32 48 192 72 44 58 56 230 422
6:00 PM 33 47 23 34 137 47 62 48 39 196 333
7:00 PM 27 17 31 30 105 44 31 31 24 130 235
8:00 PM 27 22 28 21 98 25 34 30 21 110 208
9:00 PM 21 31 31 12 95 24 25 16 27 92 187
10:00 PM 14 18 12 8 52 22 10 17 8 57 109
11:00 PM 9 13 3 9 34 15 13 10 8 46 80
3377 3393
AM% 41.7% AM Peak 563 7:15 am to 8:15 am AM P.H.F. 0.79 PM% 58.3% PM Peak 659 2:00 pm to 3:00 pm PM P.H.F. 0.95 24 Hour Count Report
North Ave 36.6922967
West of Elm Ave -119.7907844
Thursday, April 27, 2023 Clear
2 Eastbound Westbound Hourly
Totals
Total 49.9% 50.1%
6770
0 50
100
150
200
250
300
350
400
450
# of vehicles
Time Period
Eastbound
Westbound
Ys
1S*
F"..

Metro Traffic Data Inc.
6%
488
(9 „8 9
6%
9 6%
g* o*
69 6% 8 q g
R
„88 6% 8
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 0 0 0 0 0 17 11 5 6 39 39
1:00 AM 0 0 0 0 0 1 5 6 5 17 17
2:00 AM 0 0 0 0 0 11 8 12 8 39 39
3:00 AM 0 0 0 0 0 9 10 38 53 110 110
4:00 AM 0 0 0 0 0 60 77 98 137 372 372
5:00 AM 0 0 0 0 0 62 62 100 120 344 344
6:00 AM 0 0 0 0 0 69 80 108 188 445 445
7:00 AM 0 0 0 0 0 121 150 139 168 578 578
8:00 AM 0 0 0 0 0 130 121 108 79 438 438
9:00 AM 0 0 0 0 0 56 79 63 59 257 257
10:00 AM 0 0 0 0 0 61 44 54 52 211 211
11:00 AM 0 0 0 0 0 54 55 72 63 244 244
12:00 PM 0 0 0 0 0 64 70 81 75 290 290
1:00 PM 0 0 0 0 0 67 86 111 98 362 362
2:00 PM 0 0 0 0 0 65 161 95 82 403 403
3:00 PM 0 0 0 0 0 94 63 94 76 327 327
4:00 PM 0 0 0 0 0 60 78 53 50 241 241
5:00 PM 0 0 0 0 0 61 45 68 62 236 236
6:00 PM 0 0 0 0 0 49 54 49 35 187 187
7:00 PM 0 0 0 0 0 50 28 35 30 143 143
8:00 PM 0 0 0 0 0 37 20 24 23 104 104
9:00 PM 0 0 0 0 0 27 25 24 31 107 107
10:00 PM 0 0 0 0 0 21 14 10 20 65 65
11:00 PM 0 0 0 0 0 23 21 30 25 99 99
0 5658
AM% 54.7% AM Peak 598 6:45 am to 7:45 am AM P.H.F. 0.80 PM% 45.3% PM Peak 435 1:30 pm to 2:30 pm PM P.H.F. 0.68 1 Northbound Southbound Hourly
Totals
Total 0.0% 100.0%
5658
24 Hour Count Report
SR 41 Southbound Off-ramp 36.6922666
North of North Ave -119.7866806
Thursday, April 27, 2023 Clear
0 100
200
300
400
500
600
700
# of vehicles
Time Period
Northbound
Southbound
Ys
F"..

Metro Traffic Data Inc.
48 6%
488
(9 „8 9
6%
9 6%
g* o*
6% 69 6%
q g83
7"
3 g
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 0 0 0 0 0 2 7 1 0 10 10
1:00 AM 0 0 0 0 0 2 0 0 2 4 4
2:00 AM 0 0 0 0 0 1 1 0 2 4 4
3:00 AM 0 0 0 0 0 1 3 2 2 8 8
4:00 AM 0 0 0 0 0 1 2 5 8 16 16
5:00 AM 0 0 0 0 0 10 1 5 2 18 18
6:00 AM 0 0 0 0 0 6 4 5 9 24 24
7:00 AM 0 0 0 0 0 7 5 4 11 27 27
8:00 AM 0 0 0 0 0 12 5 8 8 33 33
9:00 AM 0 0 0 0 0 6 11 10 6 33 33
10:00 AM 0 0 0 0 0 7 8 8 8 31 31
11:00 AM 0 0 0 0 0 8 12 2 6 28 28
12:00 PM 0 0 0 0 0 11 13 14 11 49 49
1:00 PM 0 0 0 0 0 9 8 9 8 34 34
2:00 PM 0 0 0 0 0 8 8 14 9 39 39
3:00 PM 0 0 0 0 0 15 10 16 14 55 55
4:00 PM 0 0 0 0 0 18 14 10 8 50 50
5:00 PM 0 0 0 0 0 12 8 12 14 46 46
6:00 PM 0 0 0 0 0 11 8 9 9 37 37
7:00 PM 0 0 0 0 0 9 6 5 5 25 25
8:00 PM 0 0 0 0 0 4 7 10 7 28 28
9:00 PM 0 0 0 0 0 4 2 5 1 12 12
10:00 PM 0 0 0 0 0 1 3 1 5 10 10
11:00 PM 0 0 0 0 0 3 3 1 0 7 7
0 628
AM% 37.6% AM Peak 36 7:45 am to 8:45 am AM P.H.F. 0.75
PM% 62.4% PM Peak 62 3:30 pm to 4:30 pm PM P.H.F. 0.86
1 Northbound Southbound Hourly
Totals
Total 0.0% 100.0%
628
24 Hour Count Report
SR 41 Southbound On-ramp 36.6922666
South of North Ave -119.7866806
Thursday, April 27, 2023 Clear
0 10
20 30
40 50
60 # of vehicles
Time Period
Northbound
Southbound
Ys
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 32 27 20 14 93 8 8 4 5 25 118
1:00 AM 16 11 11 6 44 9 4 3 5 21 65
2:00 AM 14 12 11 18 55 4 6 4 5 19 74
3:00 AM 9 10 32 46 97 5 5 7 11 28 125
4:00 AM 42 50 64 104 260 9 11 22 21 63 323
5:00 AM 49 58 82 120 309 20 14 19 18 71 380
6:00 AM 77 85 108 177 447 32 23 30 32 117 564
7:00 AM 112 140 155 180 587 35 50 41 55 181 768
8:00 AM 168 138 144 126 576 42 27 34 36 139 715
9:00 AM 92 86 100 85 363 38 25 35 38 136 499
10:00 AM 70 78 87 84 319 27 44 45 35 151 470
11:00 AM 82 76 71 88 317 44 45 45 39 173 490
12:00 PM 97 94 109 88 388 61 45 47 44 197 585
1:00 PM 102 116 135 130 483 51 48 54 52 205 688
2:00 PM 157 230 156 141 684 41 46 61 49 197 881
3:00 PM 159 148 154 124 585 56 39 72 48 215 800
4:00 PM 133 139 146 115 533 55 55 48 41 199 732
5:00 PM 109 99 86 90 384 53 35 46 53 187 571
6:00 PM 82 82 50 62 276 39 40 29 18 126 402
7:00 PM 38 37 40 46 161 21 22 21 20 84 245
8:00 PM 50 38 43 43 174 13 20 32 15 80 254
9:00 PM 37 47 45 32 161 15 8 10 8 41 202
10:00 PM 24 27 21 23 95 17 12 14 11 54 149
11:00 PM 26 29 30 30 115 7 9 8 2 26 141
7506 2735
AM% 44.8% AM Peak 831 7:15 am to 8:15 am AM P.H.F. 0.88 PM% 55.2% PM Peak 898 2:15 pm to 3:15 pm PM P.H.F. 0.81 2 Eastbound Westbound Hourly
Totals
Total 73.3% 26.7%
10241
24 Hour Count Report
North Ave 36.6922666
East of SR 41 Southbound Off-ramp -119.7866806
Thursday, April 27, 2023 Clear
0 100
200
300
400
500
600
700
800
# of vehicles
Time Period
Eastbound
Westbound
Ys
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 20 27 18 12 77 11 12 6 9 38 115
1:00 AM 16 9 8 4 37 8 7 6 6 27 64
2:00 AM 6 7 8 13 34 6 8 13 6 33 67
3:00 AM 4 4 12 14 34 8 6 23 30 67 101
4:00 AM 10 15 16 31 72 36 51 67 77 231 303
5:00 AM 18 23 31 36 108 41 40 63 52 196 304
6:00 AM 34 39 33 45 151 52 53 58 79 242 393
7:00 AM 43 51 77 78 249 80 106 98 110 394 643
8:00 AM 74 45 64 67 250 66 50 54 48 218 468
9:00 AM 60 47 59 49 215 56 54 47 55 212 427
10:00 AM 43 55 59 59 216 54 57 63 54 228 444
11:00 AM 49 48 41 57 195 57 60 85 65 267 462
12:00 PM 61 59 61 50 231 78 67 66 70 281 512
1:00 PM 69 58 71 77 275 76 68 92 89 325 600
2:00 PM 126 114 107 99 446 67 83 93 80 323 769
3:00 PM 107 118 112 85 422 83 62 108 71 324 746
4:00 PM 100 100 121 86 407 64 80 66 54 264 671
5:00 PM 86 74 49 57 266 79 47 65 68 259 525
6:00 PM 62 61 31 57 211 57 65 50 39 211 422
7:00 PM 28 29 25 32 114 52 36 36 31 155 269
8:00 PM 29 33 37 37 136 25 28 40 25 118 254
9:00 PM 29 36 33 19 117 30 20 17 25 92 209
10:00 PM 16 17 15 12 60 29 13 17 15 74 134
11:00 PM 14 15 9 10 48 15 13 16 7 51 99
4371 4630
AM% 42.1% AM Peak 660 7:15 am to 8:15 am AM P.H.F. 0.88 PM% 57.9% PM Peak 769 2:45 pm to 3:45 pm PM P.H.F. 0.87 2 Eastbound Westbound Hourly
Totals
Total 48.6% 51.4%
9001
24 Hour Count Report
North Ave 36.6922666
West of SR 41 Southbound Off-ramp -119.7866806
Thursday, April 27, 2023 Clear
0 50
100
150
200
250
300
350
400
450
500
# of vehicles
Time Period
Eastbound
Westbound
..

Ys
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 26 37 31 18 112 0 0 0 0 0 112
1:00 AM 17 12 13 8 50 0 0 0 0 0 50
2:00 AM 12 12 7 6 37 0 0 0 0 0 37
3:00 AM 8 14 9 15 46 0 0 0 0 0 46
4:00 AM 14 16 23 44 97 0 0 0 0 0 97
5:00 AM 34 44 36 26 140 0 0 0 0 0 140
6:00 AM 49 41 57 47 194 0 0 0 0 0 194
7:00 AM 53 61 92 74 280 0 0 0 0 0 280
8:00 AM 79 50 91 75 295 0 0 0 0 0 295
9:00 AM 104 73 67 113 357 0 0 0 0 0 357
10:00 AM 120 69 68 52 309 0 0 0 0 0 309
11:00 AM 69 70 55 69 263 0 0 0 0 0 263
12:00 PM 65 65 90 66 286 0 0 0 0 0 286
1:00 PM 76 78 145 97 396 0 0 0 0 0 396
2:00 PM 187 147 209 137 680 0 0 0 0 0 680
3:00 PM 134 145 203 138 620 0 0 0 0 0 620
4:00 PM 186 151 177 130 644 0 0 0 0 0 644
5:00 PM 159 90 137 119 505 0 0 0 0 0 505
6:00 PM 91 84 57 50 282 0 0 0 0 0 282
7:00 PM 40 58 32 33 163 0 0 0 0 0 163
8:00 PM 41 37 48 36 162 0 0 0 0 0 162
9:00 PM 35 47 37 18 137 0 0 0 0 0 137
10:00 PM 22 15 36 12 85 0 0 0 0 0 85
11:00 PM 21 20 12 12 65 0 0 0 0 0 65
6205 0
AM% 35.1% AM Peak 373 9:15 am to 10:15 am AM P.H.F. 0.78 PM% 64.9% PM Peak 680 2:00 pm to 3:00 pm PM P.H.F. 0.81 1 Northbound Southbound Hourly
Totals
Total 100.0% 0.0%
6205
24 Hour Count Report
SR 41 Northbound On-Ramp 36.6922709
North of North Ave -119.7851732
Thursday, April 27, 2023 Clear
0 100
200
300
400
500
600
700
800
# of vehicles
Time Period
Northbound
Southbound
Ys
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 2 4 1 1 8 0 0 0 0 0 8
1:00 AM 2 2 1 0 5 0 0 0 0 0 5
2:00 AM 0 2 0 2 4 0 0 0 0 0 4
3:00 AM 1 1 2 2 6 0 0 0 0 0 6
4:00 AM 1 0 4 3 8 0 0 0 0 0 8
5:00 AM 8 10 22 15 55 0 0 0 0 0 55
6:00 AM 8 2 10 27 47 0 0 0 0 0 47
7:00 AM 8 11 13 23 55 0 0 0 0 0 55
8:00 AM 17 17 14 10 58 0 0 0 0 0 58
9:00 AM 7 11 6 12 36 0 0 0 0 0 36
10:00 AM 6 10 7 11 34 0 0 0 0 0 34
11:00 AM 2 6 10 12 30 0 0 0 0 0 30
12:00 PM 8 9 7 6 30 0 0 0 0 0 30
1:00 PM 10 4 15 14 43 0 0 0 0 0 43
2:00 PM 12 11 12 15 50 0 0 0 0 0 50
3:00 PM 9 12 16 11 48 0 0 0 0 0 48
4:00 PM 10 10 10 9 39 0 0 0 0 0 39
5:00 PM 5 6 7 11 29 0 0 0 0 0 29
6:00 PM 10 4 3 4 21 0 0 0 0 0 21
7:00 PM 5 3 6 6 20 0 0 0 0 0 20
8:00 PM 6 3 3 3 15 0 0 0 0 0 15
9:00 PM 5 7 2 3 17 0 0 0 0 0 17
10:00 PM 3 1 2 2 8 0 0 0 0 0 8
11:00 PM 3 4 2 5 14 0 0 0 0 0 14
680 0
AM% 50.9% AM Peak 71 7:45 am to 8:45 am AM P.H.F. 0.77
PM% 49.1% PM Peak 52 2:45 pm to 3:45 pm PM P.H.F. 0.81
1 Northbound Southbound Hourly
Totals
Total 100.0% 0.0%
680
24 Hour Count Report
SR 41 Northbound Off-ramp 36.6922709
South of North Ave -119.7851732
Thursday, April 27, 2023 Clear
0 10
20 30
40 50
60 70
# of vehicles
Time Period
Northbound
Southbound
Ys
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 22 13 11 6 52 21 28 26 16 91 143
1:00 AM 6 6 6 3 21 14 8 7 10 39 60
2:00 AM 12 9 8 15 44 16 12 8 6 42 86
3:00 AM 9 7 24 42 82 11 17 13 20 61 143
4:00 AM 35 41 59 92 227 19 19 39 56 133 360
5:00 AM 58 55 91 131 335 50 47 44 34 175 510
6:00 AM 73 69 97 186 425 59 40 68 57 224 649
7:00 AM 94 121 126 162 503 57 84 88 85 314 817
8:00 AM 157 137 124 109 527 85 59 87 76 307 834
9:00 AM 67 66 78 67 278 108 74 68 122 372 650
10:00 AM 49 57 62 64 232 114 85 79 58 336 568
11:00 AM 60 64 61 78 263 82 83 80 76 321 584
12:00 PM 83 76 90 74 323 103 78 114 87 382 705
1:00 PM 82 99 95 112 388 98 96 157 107 458 846
2:00 PM 94 112 121 105 432 130 134 218 127 609 1041
3:00 PM 109 86 95 85 375 127 113 195 140 575 950
4:00 PM 81 91 74 74 320 175 149 153 110 587 907
5:00 PM 61 59 62 63 245 155 86 149 135 525 770
6:00 PM 65 59 36 37 197 105 96 66 43 310 507
7:00 PM 25 22 30 35 112 40 59 34 31 164 276
8:00 PM 29 22 23 25 99 33 34 58 30 155 254
9:00 PM 18 25 26 25 94 27 32 24 19 102 196
10:00 PM 16 21 12 17 66 27 20 39 16 102 168
11:00 PM 16 22 30 29 97 16 18 17 8 59 156
5737 6443
AM% 44.4% AM Peak 908 7:15 am to 8:15 am AM P.H.F. 0.92 PM% 55.6% PM Peak 1053 2:15 pm to 3:15 pm PM P.H.F. 0.78 2 Eastbound Westbound Hourly
Totals
Total 47.1% 52.9%
12180
24 Hour Count Report
North Ave 36.6922709
East of SR 41 Northbound On-Ramp -119.7851732
Thursday, April 27, 2023 Clear
0 100
200
300
400
500
600
700
# of vehicles
Time Period
Eastbound
Westbound
t
Ys
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 34 27 21 15 97 9 9 6 8 32 129
1:00 AM 16 13 13 6 48 9 5 2 5 21 69
2:00 AM 12 13 11 18 54 4 6 4 5 19 73
3:00 AM 10 9 24 46 89 5 6 6 11 28 117
4:00 AM 39 49 64 104 256 10 11 25 27 73 329
5:00 AM 60 61 86 128 335 26 19 25 20 90 425
6:00 AM 87 92 108 179 466 32 24 32 30 118 584
7:00 AM 116 138 157 182 593 34 51 40 54 179 772
8:00 AM 177 141 150 132 600 43 30 36 34 143 743
9:00 AM 90 82 103 85 360 34 28 32 39 133 493
10:00 AM 75 73 90 82 320 26 42 46 35 149 469
11:00 AM 89 88 73 97 347 44 43 47 38 172 519
12:00 PM 99 97 107 88 391 62 43 48 41 194 585
1:00 PM 103 121 121 142 487 53 44 53 54 204 691
2:00 PM 177 173 175 158 683 38 59 75 58 230 913
3:00 PM 163 144 160 125 592 56 38 73 53 220 812
4:00 PM 134 137 138 125 534 52 54 50 40 196 730
5:00 PM 112 92 90 92 386 52 35 47 56 190 576
6:00 PM 88 85 53 62 288 47 42 29 22 140 428
7:00 PM 42 39 42 49 172 22 21 20 18 81 253
8:00 PM 46 40 42 43 171 15 18 32 15 80 251
9:00 PM 36 45 50 32 163 15 12 13 11 51 214
10:00 PM 24 27 21 22 94 16 12 14 11 53 147
11:00 PM 25 29 31 30 115 7 9 8 2 26 141
7641 2822
AM% 45.1% AM Peak 842 7:15 am to 8:15 am AM P.H.F. 0.89 PM% 54.9% PM Peak 917 2:15 pm to 3:15 pm PM P.H.F. 0.92 2 Eastbound Westbound Hourly
Totals
Total 73.0% 27.0%
10463
24 Hour Count Report
North Ave 36.6922709
West of SR 41 Northbound On-Ramp -119.7851732
Thursday, April 27, 2023 Clear
0 100
200
300
400
500
600
700
800
# of vehicles
Time Period
Eastbound
Westbound
Ys
F"..

Metro Traffic Data Inc.
6%
488
(9 „8 9
6%
9 6%
g* o*
69 6% 8 q g g83
6% 8
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 23 14 5 7 49 12 9 8 8 37 86
1:00 AM 4 7 4 6 21 8 3 6 0 17 38
2:00 AM 4 3 5 7 19 4 2 4 3 13 32
3:00 AM 8 0 8 10 26 5 6 11 13 35 61
4:00 AM 8 12 28 33 81 8 5 11 15 39 120
5:00 AM 23 22 41 43 129 13 21 8 17 59 188
6:00 AM 26 24 19 42 111 27 12 27 22 88 199
7:00 AM 18 27 32 40 117 18 23 22 25 88 205
8:00 AM 50 47 65 44 206 30 31 39 53 153 359
9:00 AM 26 24 34 38 122 88 27 26 33 174 296
10:00 AM 16 28 37 29 110 36 26 47 30 139 249
11:00 AM 34 30 32 26 122 50 41 24 40 155 277
12:00 PM 36 33 29 34 132 44 39 50 39 172 304
1:00 PM 34 38 49 57 178 34 22 37 56 149 327
2:00 PM 40 31 45 41 157 28 38 56 44 166 323
3:00 PM 61 33 27 25 146 35 30 46 43 154 300
4:00 PM 32 26 28 30 116 37 80 65 33 215 331
5:00 PM 26 12 15 22 75 45 26 52 76 199 274
6:00 PM 20 19 13 14 66 29 27 34 16 106 172
7:00 PM 14 17 11 23 65 12 14 10 3 39 104
8:00 PM 14 14 11 7 46 14 13 14 7 48 94
9:00 PM 4 12 8 11 35 4 1 3 5 13 48
10:00 PM 12 10 10 10 42 11 5 14 8 38 80
11:00 PM 19 20 25 23 87 8 8 8 8 32 119
2258 2328
AM% 46.0% AM Peak 393 8:15 am to 9:15 am AM P.H.F. 0.86 PM% 54.0% PM Peak 336 3:45 pm to 4:45 pm PM P.H.F. 0.79 2 Northbound Southbound Hourly
Totals
Total 49.2% 50.8%
4586
24 Hour Count Report
Cherry Ave 36.6922537
North of North Ave -119.7817507
Thursday, April 27, 2023 Clear
0 50
100
150
200
250
# of vehicles
Time Period
Northbound
Southbound
Ys
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 0 1 1 1 3 3 0 3 1 7 10
1:00 AM 2 2 0 1 5 1 1 1 2 5 10
2:00 AM 2 0 1 2 5 3 1 0 1 5 10
3:00 AM 6 2 4 1 13 1 1 5 0 7 20
4:00 AM 1 5 5 7 18 4 8 5 11 28 46
5:00 AM 6 9 12 12 39 5 8 9 11 33 72
6:00 AM 7 10 13 14 44 8 13 17 18 56 100
7:00 AM 15 23 35 34 107 20 38 52 69 179 286
8:00 AM 38 29 16 22 105 31 22 27 17 97 202
9:00 AM 17 22 22 21 82 22 26 19 10 77 159
10:00 AM 15 21 23 22 81 22 27 28 23 100 181
11:00 AM 17 24 27 19 87 22 22 24 17 85 172
12:00 PM 37 19 11 26 93 28 26 26 35 115 208
1:00 PM 29 20 30 28 107 25 28 36 48 137 244
2:00 PM 35 22 37 23 117 20 32 29 24 105 222
3:00 PM 27 26 35 26 114 18 18 22 31 89 203
4:00 PM 39 27 27 35 128 22 38 35 27 122 250
5:00 PM 53 19 42 22 136 30 22 22 19 93 229
6:00 PM 23 21 17 17 78 11 11 11 15 48 126
7:00 PM 10 11 6 13 40 10 10 22 7 49 89
8:00 PM 5 9 4 3 21 8 6 3 2 19 40
9:00 PM 4 4 2 1 11 6 5 2 0 13 24
10:00 PM 3 2 0 0 5 3 2 1 1 7 12
11:00 PM 0 1 1 4 6 0 1 1 4 6 12
1445 1482
AM% 43.3% AM Peak 320 7:15 am to 8:15 am AM P.H.F. 0.78 PM% 56.7% PM Peak 272 4:15 pm to 5:15 pm PM P.H.F. 0.82 2 Northbound Southbound Hourly
Totals
Total 49.4% 50.6%
2927
24 Hour Count Report
Cherry Ave 36.6922537
South of North Ave -119.7817507
Thursday, April 27, 2023 Clear
0 20
40 60
80 100
120
140
160
180
200
# of vehicles
Time Period
Northbound
Southbound
Ys
F"..

Metro Traffic Data Inc.
48 6%
488
(9 „8
r
9 6%
9 6%
g* o*
6% 69 6%
q g g83
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 4 12 12 5 33 17 25 23 13 78 111
1:00 AM 9 6 7 0 22 11 11 7 14 43 65
2:00 AM 9 9 12 14 44 14 14 9 8 45 89
3:00 AM 10 11 23 37 81 10 15 12 19 56 137
4:00 AM 31 35 50 67 183 20 21 47 56 144 327
5:00 AM 42 52 61 114 269 43 45 45 42 175 444
6:00 AM 55 59 89 162 365 59 56 69 59 243 608
7:00 AM 96 104 85 108 393 53 93 78 94 318 711
8:00 AM 122 113 88 89 412 82 59 106 82 329 741
9:00 AM 81 53 67 66 267 60 61 53 110 284 551
10:00 AM 50 58 75 67 250 94 83 84 66 327 577
11:00 AM 63 78 56 86 283 74 83 78 71 306 589
12:00 PM 84 76 85 64 309 89 73 97 78 337 646
1:00 PM 72 78 89 86 325 100 112 169 104 485 810
2:00 PM 87 91 112 98 388 120 111 188 99 518 906
3:00 PM 87 89 88 75 339 136 131 163 122 552 891
4:00 PM 78 84 73 59 294 150 100 115 87 452 746
5:00 PM 64 58 56 58 236 116 74 85 73 348 584
6:00 PM 89 52 42 31 214 89 67 39 31 226 440
7:00 PM 23 22 24 16 85 41 58 43 24 166 251
8:00 PM 21 19 20 22 82 28 27 49 27 131 213
9:00 PM 14 17 23 19 73 25 36 24 21 106 179
10:00 PM 13 13 13 9 48 24 17 19 13 73 121
11:00 PM 5 8 12 13 38 13 16 17 9 55 93
5033 5797
AM% 45.7% AM Peak 772 7:45 am to 8:45 am AM P.H.F. 0.95 PM% 54.3% PM Peak 940 2:30 pm to 3:30 pm PM P.H.F. 0.78 4 Eastbound Westbound Hourly
Totals
Total 46.5% 53.5%
10830
24 Hour Count Report
North Ave 36.6922537
East of Cherry Ave -119.7817507
Thursday, April 27, 2023 Clear
0 100
200
300
400
500
600
# of vehicles
Time Period
Eastbound
Westbound
Ys
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 22 15 11 6 54 21 24 23 15 83 137
1:00 AM 6 6 6 3 21 13 8 7 10 38 59
2:00 AM 12 8 11 15 46 16 11 8 6 41 87
3:00 AM 9 7 22 36 74 11 18 13 22 64 138
4:00 AM 36 40 58 89 223 22 16 38 56 132 355
5:00 AM 55 57 89 134 335 47 50 43 37 177 512
6:00 AM 66 62 91 183 402 70 44 75 56 245 647
7:00 AM 104 116 116 155 491 56 86 82 91 315 806
8:00 AM 147 131 119 101 498 94 68 100 108 370 868
9:00 AM 69 64 78 66 277 105 71 59 116 351 628
10:00 AM 46 58 62 64 230 103 75 76 63 317 547
11:00 AM 58 68 58 79 263 80 86 75 80 321 584
12:00 PM 75 76 83 71 305 97 72 101 81 351 656
1:00 PM 78 91 101 107 377 110 101 163 104 478 855
2:00 PM 91 105 118 116 430 127 122 213 119 581 1011
3:00 PM 107 86 90 81 364 139 133 197 141 610 974
4:00 PM 79 88 73 70 310 173 147 144 109 573 883
5:00 PM 62 62 60 55 239 156 89 146 127 518 757
6:00 PM 84 54 38 37 213 105 87 62 41 295 508
7:00 PM 26 22 31 33 112 42 56 33 27 158 270
8:00 PM 29 23 22 24 98 33 33 55 30 151 249
9:00 PM 17 26 27 24 94 26 33 23 21 103 197
10:00 PM 15 21 13 16 65 25 20 22 17 84 149
11:00 PM 17 22 30 28 97 14 18 18 9 59 156
5618 6415
AM% 44.6% AM Peak 905 7:45 am to 8:45 am AM P.H.F. 0.92 PM% 55.4% PM Peak 1039 2:15 pm to 3:15 pm PM P.H.F. 0.78 3 Eastbound Westbound Hourly
Totals
Total 46.7% 53.3%
12033
24 Hour Count Report
North Ave 36.6922537
West of Cherry Ave -119.7817507
Thursday, April 27, 2023 Clear
0 100
200
300
400
500
600
700
# of vehicles
Time Period
Eastbound
Westbound
Ys
A
1S*
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 6 4 5 1 16 4 8 2 8 22 38
1:00 AM 5 2 4 6 17 5 1 1 2 9 26
2:00 AM 3 6 3 6 18 1 6 3 5 15 33
3:00 AM 7 2 13 12 34 10 7 10 12 39 73
4:00 AM 7 10 10 14 41 14 19 32 35 100 141
5:00 AM 10 12 24 24 70 22 20 18 17 77 147
6:00 AM 14 27 25 29 95 24 17 30 25 96 191
7:00 AM 36 31 25 36 128 16 22 22 23 83 211
8:00 AM 32 27 23 33 115 22 25 22 16 85 200
9:00 AM 26 22 28 26 102 28 35 27 30 120 222
10:00 AM 44 35 43 36 158 35 38 33 22 128 286
11:00 AM 33 36 37 35 141 31 44 36 42 153 294
12:00 PM 43 31 30 35 139 34 39 28 34 135 274
1:00 PM 35 38 45 45 163 39 30 34 44 147 310
2:00 PM 35 41 37 31 144 50 49 62 37 198 342
3:00 PM 26 28 35 37 126 24 32 31 42 129 255
4:00 PM 23 19 18 20 80 51 36 36 27 150 230
5:00 PM 24 16 14 23 77 40 21 18 19 98 175
6:00 PM 18 16 9 8 51 15 13 18 11 57 108
7:00 PM 5 9 8 6 28 8 8 9 11 36 64
8:00 PM 6 11 8 10 35 6 4 6 3 19 54
9:00 PM 5 8 10 7 30 2 6 4 5 17 47
10:00 PM 4 8 10 4 26 2 9 14 2 27 53
11:00 PM 4 8 0 2 14 2 1 1 3 7 21
1848 1947
AM% 49.1% AM Peak 294 11:00 am to 12:00 pm AM P.H.F. 0.92 PM% 50.9% PM Peak 363 1:45 pm to 2:45 pm PM P.H.F. 0.92 2 Northbound Southbound Hourly
Totals
Total 48.7% 51.3%
3795
24 Hour Count Report
East Ave 36.6922666
North of North Ave -119.7727332
Thursday, April 27, 2023 Clear
0 50
100
150
200
250
# of vehicles
Time Period
Northbound
Southbound
Ys
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 5 9 5 2 21 6 3 1 7 17 38
1:00 AM 4 3 12 11 30 5 1 7 2 15 45
2:00 AM 12 12 3 3 30 8 4 7 7 26 56
3:00 AM 15 8 10 10 43 17 21 27 53 118 161
4:00 AM 14 10 12 27 63 36 56 88 118 298 361
5:00 AM 18 14 13 15 60 49 44 35 60 188 248
6:00 AM 20 26 17 20 83 26 18 38 48 130 213
7:00 AM 16 24 30 25 95 31 36 44 57 168 263
8:00 AM 26 24 37 29 116 65 83 72 58 278 394
9:00 AM 30 23 42 101 196 48 38 39 42 167 363
10:00 AM 130 58 43 43 274 30 50 33 35 148 422
11:00 AM 42 36 40 27 145 34 34 30 30 128 273
12:00 PM 36 26 57 38 157 28 30 39 38 135 292
1:00 PM 33 46 93 45 217 39 39 36 48 162 379
2:00 PM 44 45 104 29 222 47 58 66 51 222 444
3:00 PM 46 39 48 57 190 43 33 35 37 148 338
4:00 PM 42 43 62 40 187 44 42 35 35 156 343
5:00 PM 53 21 25 25 124 40 30 27 30 127 251
6:00 PM 34 20 20 21 95 31 12 25 19 87 182
7:00 PM 25 17 11 12 65 12 24 13 11 60 125
8:00 PM 12 11 30 35 88 20 12 12 14 58 146
9:00 PM 34 18 16 7 75 8 14 13 9 44 119
10:00 PM 8 6 17 7 38 4 5 11 7 27 65
11:00 PM 10 9 2 4 25 4 7 4 9 24 49
2639 2931
AM% 50.9% AM Peak 492 9:30 am to 10:30 am AM P.H.F. 0.77 PM% 49.1% PM Peak 457 1:45 pm to 2:45 pm PM P.H.F. 0.67 2 Northbound Southbound Hourly
Totals
Total 47.4% 52.6%
5570
24 Hour Count Report
East Ave 36.6922666
South of North Ave -119.7727332
Thursday, April 27, 2023 Clear
0 50
100
150
200
250
300
350
# of vehicles
Time Period
Northbound
Southbound
Ys
P.
1S*
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 4 18 13 9 44 22 22 17 12 73 117
1:00 AM 12 8 9 4 33 14 13 8 6 41 74
2:00 AM 12 15 11 15 53 14 11 13 13 51 104
3:00 AM 17 9 13 12 51 14 20 21 30 85 136
4:00 AM 25 14 18 25 82 23 40 72 89 224 306
5:00 AM 29 40 39 53 161 50 54 66 70 240 401
6:00 AM 56 85 60 124 325 61 75 84 88 308 633
7:00 AM 66 67 73 71 277 96 104 102 121 423 700
8:00 AM 80 71 79 69 299 108 102 132 105 447 746
9:00 AM 79 75 75 89 318 76 63 63 72 274 592
10:00 AM 98 94 81 89 362 71 94 80 83 328 690
11:00 AM 99 94 83 103 379 101 92 88 79 360 739
12:00 PM 98 86 106 109 399 112 100 104 92 408 807
1:00 PM 78 84 105 89 356 138 121 134 120 513 869
2:00 PM 101 102 136 105 444 99 111 147 86 443 887
3:00 PM 79 88 90 95 352 108 99 115 94 416 768
4:00 PM 110 102 95 65 372 116 82 78 70 346 718
5:00 PM 82 62 62 64 270 79 67 80 80 306 576
6:00 PM 78 66 58 42 244 112 79 47 32 270 514
7:00 PM 30 34 25 29 118 30 38 40 23 131 249
8:00 PM 20 22 32 35 109 27 30 22 43 122 231
9:00 PM 19 15 20 13 67 18 23 33 23 97 164
10:00 PM 15 16 31 14 76 20 19 33 18 90 166
11:00 PM 10 7 14 11 42 15 17 12 12 56 98
5233 6052
AM% 46.4% AM Peak 764 7:45 am to 8:45 am AM P.H.F. 0.91 PM% 53.6% PM Peak 905 1:45 pm to 2:45 pm PM P.H.F. 0.80 4 Eastbound Westbound Hourly
Totals
Total 46.4% 53.6%
11285
24 Hour Count Report
North Ave 36.6922666
East of East Ave -119.7727332
Thursday, April 27, 2023 Clear
0 100
200
300
400
500
600
# of vehicles
Time Period
Eastbound
Westbound
Ys
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 6 13 14 7 40 21 27 19 12 79 119
1:00 AM 11 6 7 0 24 12 12 8 7 39 63
2:00 AM 10 9 11 14 44 14 13 9 7 43 87
3:00 AM 15 11 25 42 93 13 14 13 17 57 150
4:00 AM 36 34 52 65 187 19 23 52 59 153 340
5:00 AM 44 49 46 87 226 46 41 45 52 184 410
6:00 AM 58 76 69 130 333 67 64 77 62 270 603
7:00 AM 71 73 75 81 300 66 89 87 86 328 628
8:00 AM 108 109 96 93 406 87 79 113 83 362 768
9:00 AM 81 66 66 69 282 62 52 56 115 285 567
10:00 AM 44 67 72 81 264 108 78 71 69 326 590
11:00 AM 76 68 64 86 294 84 76 78 66 304 598
12:00 PM 90 67 105 92 354 103 85 119 74 381 735
1:00 PM 58 82 88 80 308 116 118 163 107 504 812
2:00 PM 92 103 116 104 415 102 107 190 69 468 883
3:00 PM 71 87 83 68 309 101 108 117 92 418 727
4:00 PM 98 91 76 67 332 130 89 104 84 407 739
5:00 PM 74 61 57 79 271 100 62 77 86 325 596
6:00 PM 73 64 55 35 227 107 82 48 30 267 494
7:00 PM 23 33 24 23 103 39 29 38 23 129 232
8:00 PM 22 27 22 22 93 21 27 28 44 120 213
9:00 PM 12 17 19 14 62 34 27 29 20 110 172
10:00 PM 17 15 22 14 68 24 20 34 16 94 162
11:00 PM 7 8 15 11 41 16 13 12 8 49 90
5076 5702
AM% 45.7% AM Peak 768 8:00 am to 9:00 am AM P.H.F. 0.92 PM% 54.3% PM Peak 897 1:45 pm to 2:45 pm PM P.H.F. 0.73 4 Eastbound Westbound Hourly
Totals
Total 47.1% 52.9%
10778
24 Hour Count Report
North Ave 36.6922666
West of East Ave -119.7727332
Thursday, April 27, 2023 Clear
0 100
200
300
400
500
600
# of vehicles
Time Period
Eastbound
Westbound
Ys
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 1 0 1 2 4 2 3 0 1 6 10
1:00 AM 1 1 1 0 3 0 2 2 0 4 7
2:00 AM 0 1 0 3 4 0 1 0 0 1 5
3:00 AM 11 0 6 0 17 1 1 1 1 4 21
4:00 AM 2 2 3 4 11 4 2 2 2 10 21
5:00 AM 2 6 5 8 21 8 8 3 7 26 47
6:00 AM 4 5 6 6 21 4 5 2 4 15 36
7:00 AM 6 11 16 28 61 6 8 13 19 46 107
8:00 AM 34 10 12 7 63 32 15 9 9 65 128
9:00 AM 6 4 18 11 39 10 12 7 9 38 77
10:00 AM 7 11 9 7 34 11 12 10 10 43 77
11:00 AM 12 13 12 5 42 13 10 12 6 41 83
12:00 PM 13 10 6 11 40 13 9 7 16 45 85
1:00 PM 10 13 11 5 39 7 8 13 17 45 84
2:00 PM 3 10 23 22 58 6 9 22 18 55 113
3:00 PM 20 14 19 15 68 19 10 14 23 66 134
4:00 PM 29 26 15 17 87 14 27 24 22 87 174
5:00 PM 11 11 15 9 46 17 11 12 5 45 91
6:00 PM 7 8 6 15 36 15 9 10 3 37 73
7:00 PM 6 11 6 8 31 8 4 10 4 26 57
8:00 PM 1 10 15 6 32 6 3 4 15 28 60
9:00 PM 4 1 2 2 9 3 3 1 2 9 18
10:00 PM 3 4 2 1 10 0 1 2 1 4 14
11:00 PM 2 3 0 1 6 3 1 1 1 6 12
782 752
AM% 40.4% AM Peak 167 7:30 am to 8:30 am AM P.H.F. 0.63 PM% 59.6% PM Peak 174 4:00 pm to 5:00 pm PM P.H.F. 0.82 2 Northbound Southbound Hourly
Totals
Total 51.0% 49.0%
1534
24 Hour Count Report
Cherry Ave 36.6778835
North of Central Ave -119.7817828
Thursday, April 27, 2023 Clear
0 10
20 30
40 50
60 70
80 90
100
# of vehicles
Time Period
Northbound
Southbound
7 —
Yss
F"..

Metro Traffic Data Inc.
48 6%
488
(9 „8 9
6%
9 6%
g* o*
6% 69 6%
q g83
V
g
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 1 0 0 0 1 1 0 0 2 3 4
1:00 AM 0 1 2 2 5 0 0 0 0 0 5
2:00 AM 0 0 0 2 2 0 1 0 1 2 4
3:00 AM 3 0 2 1 6 5 1 1 0 7 13
4:00 AM 2 1 4 5 12 1 0 2 2 5 17
5:00 AM 1 6 6 8 21 7 4 8 5 24 45
6:00 AM 2 8 7 5 22 3 4 1 8 16 38
7:00 AM 6 11 16 16 49 3 5 9 17 34 83
8:00 AM 25 9 12 7 53 20 11 6 7 44 97
9:00 AM 7 3 7 8 25 7 12 4 2 25 50
10:00 AM 10 13 11 6 40 8 6 10 7 31 71
11:00 AM 7 10 11 5 33 13 8 12 7 40 73
12:00 PM 7 8 5 10 30 9 6 8 12 35 65
1:00 PM 5 11 9 6 31 5 7 4 12 28 59
2:00 PM 4 15 25 28 72 6 9 22 17 54 126
3:00 PM 19 19 24 13 75 14 12 12 21 59 134
4:00 PM 19 10 8 9 46 10 17 18 29 74 120
5:00 PM 15 16 8 10 49 18 12 14 3 47 96
6:00 PM 5 7 6 19 37 14 11 11 4 40 77
7:00 PM 11 8 5 6 30 7 4 6 8 25 55
8:00 PM 4 11 6 6 27 4 4 8 1 17 44
9:00 PM 4 2 3 2 11 3 2 6 4 15 26
10:00 PM 5 2 0 3 10 2 2 3 3 10 20
11:00 PM 1 1 0 1 3 4 2 2 1 9 12
690 644
AM% 37.5% AM Peak 123 7:30 am to 8:30 am AM P.H.F. 0.68 PM% 62.5% PM Peak 156 2:30 pm to 3:30 pm PM P.H.F. 0.83 2 Northbound Southbound Hourly
Totals
Total 51.7% 48.3%
1334
24 Hour Count Report
Cherry Ave 36.6778835
South of Central Ave -119.7817828
Thursday, April 27, 2023 Clear
0 10
20 30
40 50
60 70
80 # of vehicles
Time Period
Northbound
Southbound
V
Ys
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 1 2 1 1 5 5 10 8 5 28 33
1:00 AM 1 4 3 1 9 10 3 13 4 30 39
2:00 AM 0 0 1 2 3 3 3 3 2 11 14
3:00 AM 3 3 2 3 11 73 24 69 6 172 183
4:00 AM 3 0 11 18 32 8 4 5 7 24 56
5:00 AM 68 64 24 40 196 16 11 8 8 43 239
6:00 AM 9 18 19 13 59 9 9 14 9 41 100
7:00 AM 16 21 21 23 81 18 19 17 22 76 157
8:00 AM 25 21 15 20 81 18 15 33 14 80 161
9:00 AM 13 11 25 26 75 19 18 32 12 81 156
10:00 AM 23 17 15 19 74 22 30 18 19 89 163
11:00 AM 16 21 18 17 72 20 19 21 21 81 153
12:00 PM 14 15 11 20 60 17 14 12 24 67 127
1:00 PM 9 15 21 27 72 19 21 20 29 89 161
2:00 PM 4 20 21 27 72 6 17 22 26 71 143
3:00 PM 23 24 38 43 128 26 17 33 31 107 235
4:00 PM 68 76 43 44 231 105 35 79 38 257 488
5:00 PM 20 15 12 13 60 13 19 35 11 78 138
6:00 PM 16 15 8 11 50 35 19 12 13 79 129
7:00 PM 11 9 6 11 37 10 12 12 12 46 83
8:00 PM 8 10 7 20 45 16 11 24 11 62 107
9:00 PM 3 5 5 8 21 10 6 7 9 32 53
10:00 PM 1 6 0 5 12 5 5 8 6 24 36
11:00 PM 3 6 2 3 14 7 4 5 3 19 33
1500 1687
AM% 45.6% AM Peak 239 5:00 am to 6:00 am AM P.H.F. 0.71 PM% 54.4% PM Peak 488 4:00 pm to 5:00 pm PM P.H.F. 0.71 2 Eastbound Westbound Hourly
Totals
Total 47.1% 52.9%
3187
24 Hour Count Report
Central Ave 36.6778835
East of Cherry Ave -119.7817828
Thursday, April 27, 2023 Clear
0 50
100
150
200
250
300
# of vehicles
Time Period
Eastbound
Westbound
Ys
1S*
F"..

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 1 1 1 2 5 6 12 7 3 28 33
1:00 AM 1 2 1 0 4 9 3 14 5 31 35
2:00 AM 0 1 1 4 6 3 3 3 2 11 17
3:00 AM 2 2 2 3 9 60 23 65 8 156 165
4:00 AM 4 1 12 15 32 12 6 7 5 30 62
5:00 AM 68 60 27 39 194 16 11 7 9 43 237
6:00 AM 9 15 17 18 59 8 10 14 9 41 100
7:00 AM 17 21 24 28 90 22 22 24 17 85 175
8:00 AM 28 21 17 17 83 24 18 38 13 93 176
9:00 AM 13 9 23 20 65 23 15 22 10 70 135
10:00 AM 20 9 12 15 56 25 30 17 17 89 145
11:00 AM 16 20 16 17 69 15 17 18 20 70 139
12:00 PM 13 19 13 17 62 14 19 12 24 69 131
1:00 PM 12 16 17 20 65 19 21 23 28 91 156
2:00 PM 5 19 27 26 77 8 21 30 32 91 168
3:00 PM 25 20 36 40 121 32 16 38 28 114 235
4:00 PM 65 80 43 57 245 96 33 78 36 243 488
5:00 PM 21 16 17 12 66 17 24 31 13 85 151
6:00 PM 18 23 8 12 61 36 24 11 17 88 149
7:00 PM 9 13 6 16 44 14 13 15 11 53 97
8:00 PM 9 13 9 8 39 22 14 13 13 62 101
9:00 PM 4 3 9 11 27 11 6 7 10 34 61
10:00 PM 4 8 2 7 21 8 4 7 8 27 48
11:00 PM 3 8 3 3 17 5 3 5 3 16 33
1517 1720
AM% 43.8% AM Peak 237 5:00 am to 6:00 am AM P.H.F. 0.71 PM% 56.2% PM Peak 488 4:00 pm to 5:00 pm PM P.H.F. 0.76 2 Eastbound Westbound Hourly
Totals
Total 46.9% 53.1%
3237
24 Hour Count Report
Central Ave 36.6778835
West of Cherry Ave -119.7817828
Thursday, April 27, 2023 Clear
0 50
100
150
200
250
300
# of vehicles
Time Period
Eastbound
Westbound
Yss
F"..

Metro Traffic Data Inc.
6%
488
(9 „8 9
6%
9 6%
g* o*
69 6% 8 q g g83
6% 8
Traffic Study 524-30
Traffic Impact Study
Crown Central Transport Regional Facility

CUMULATIVE PROJECTS

RUETTGERS SSCHULER X IVIL ENGINEERS,
RECID DESCRIPTION OPEN_DATE REC_STATUS PER_TYPE APN ADDRESS ADRID P22‐02769 Conditional Use Permit Application No. P22‐02769 wa 7/22/2022 Approved w/Cond.‐ No Appeal Conditional Use Permit 46711508 1224 KERN ST 136926 P22‐04936 Development Permit Application No. P22‐04936 was 12/30/2022 In Review Development Permit 47111407 1750 S ORANGE AVE 142150 P23‐00989 install 40'x80' metal pre fab building 3/15/2023 Incomplete Conditional Use Permit 32825109 1821 E DOROTHY AVE 28048 P22‐01257 Conditional Use Permit Application No. P22‐01257 wa 4/5/2022 Approved w/Cond.‐ No Appeal Conditional Use Permit 46832104 1828 S MARY ST 138994 P23‐00166 Development Permit Application No. P23‐00166 was 1/16/2023 Incomplete Development Permit 33023001S 2085 E MUSCAT AVE 28776 P23‐02377 Development Permit Application No. P23‐02377 was 7/7/2023 Completeness Review in Process Development Permit 46827109 2115 MONTEREY ST 138725 P23‐00658 Conditional Use Permit Application No. P23‐00658 wa 2/17/2023 On Hold Conditional Use Permit 47822111 2309 S G ST 147949 P22‐02123 Conditional Use Permit Application No. P22‐02123 wa 5/31/2022 Approved w/Cond.‐ No Appeal Conditional Use Permit 47818319 2320 S ELM AVE C/T 147779 P22‐00892 Development Permit Application No. P22‐00892 was 3/10/2022 Approve w/Conditions‐No Appeal Development Permit 47818307 2322 S ELM AVE 381286 P23‐02290 Install (5) Level 2 dual port and (4) Level 3 EVCS 6/30/2023 Completeness Review in Process Development Permit 47822210 2339 S G ST 147951 P22‐02848 Major Amendment increasing unit quantity from 140 7/28/2022 Incomplete Development Permit 47902039 2410 S ELM AVE 148536 P21‐05381 ABCUP Application No. P21‐05381 was filed by Blanca 10/4/2021 On Hold Conditional Use Permit 47912118 2467 S ELM AVE 148806 P23‐02220 NULL 6/26/2023 Completeness Review in Process Development Permit 47921110 2579 S ELM AVE 149256 P22‐04834 Conditional Use Permit Application No. P22‐04834 wa12/20/2022 On Hold Conditional Use Permit 47907136 2585 S EAST AVE 148632 P22‐03913 Development Permit Application No. P22‐03913 was 10/6/2022 Approve w/Conditions‐No Appeal Development Permit 48043321 2586 S MAPLE AVE 219135 P22‐00330 Conditional Use Permit Application No. P22‐00330 wa 1/26/2022 Approved w/Cond.‐ No Appeal Conditional Use Permit 48043321 2590 S MAPLE AVE STE 103 249732 P21‐04788 Development Permit Application No. P21‐04788 was 8/31/2021 Approve w/Conditions‐No Appeal Development Permit 48705078S 2691 S EAST AVE 153506 P23‐00961 Development Permit Application No. P23‐00961 was 3/14/2023 In Review Development Permit 32830021 2761 S CHERRY AVE S/A 27343 P21‐01882 Development Permit Application No. P21‐01882 was 4/2/2021 Approve w/Conditions‐No Appeal Development Permit NULL 2797 S ORANGE AVE 153878 P21‐06275 Conditional Use Permit Application No. P21‐06275 wa 12/3/2021 Appeal Requested Conditional Use Permit 32820094S 2839 E DOROTHY AVE 376927 P21‐02062 Development Permit Application No. P21‐02062 was 4/14/2021 Approve w/Conditions‐No Appeal Development Permit NULL 2892 E DOROTHY AVE 27955 P21‐01572 TO ADD
A INDUSTRIAL METAL BUILDING THAT WILL H 3/22/2021 Incomplete Development Permit NULL 2908 S MAPLE AVE 153486 P22‐04195 Conditional Use Permit Application No. P22‐04195 wa10/27/2022 Approved w/Cond.‐ No Appeal Conditional Use Permit 48714059 2912 S CEDAR AVE 266544 P23‐00779 Development Permit Application No. P23‐00779 was 2/28/2023 In Review Development Permit 48703150 2945 S EAST AVE 153449 P21‐01102 Conditional Use Permit Application No. P21‐01102 wa 2/25/2021 On Hold Conditional Use Permit NULL 2989 S GOLDEN STATE BLVD 153404 P23‐00149 This application was filed by Precision Civil Engineerin 1/13/2023 On Hold‐Revisions Required Development Permit 32910052 329100 # NONE ASSIGNED 27 28440 P21‐05870 This application was filed by Precision Civil Engineerin 11/2/2021 Review Complete Plan Amendment ‐ Rezone 32910052 329100 # NONE ASSIGNED 27 28440 P21‐01153 Conditional Use Permit Application No. P21‐01153 wa 3/1/2021 Approved w/Cond.‐ No Appeal Conditional Use Permit NULL 3457 S CEDAR AVE 29131 P23‐01775 Development Permit Application No. P23‐01775 was 5/16/2023 In Review Development Permit 47026322 3523 E BUTLER AVE 141340 P21‐03293 Development Permit Application No. P21‐03293 was 6/15/2021 In Review Development Permit NULL 3740 S EAST AVE 28745 P22‐00242 Development Permit Application No. P22‐00242 was 1/20/2022 Final Approval ‐ No Appeal Development Permit 48006022U 3754 E CALIFORNIA AVE 236911 P23‐02216 Convert hotel 19 hotel rooms into 12‐ unit apartment 6/25/2023 Completeness Review in Process Conditional Use Permit 48712202 3978 E CALWA AVE 153757 P22‐01126 Development Permit Application No. P22‐01126, was 3/25/2022 In Review Development Permit 48714072 4010 E AMENDOLA DR 181378 P22‐04027 Development Permit Application No. P22‐04027 was 10/14/2022 In Review Development Permit 33003184 4254 S CEDAR AVE S/A 267257 P22‐00402 Development Permit Application No. P22‐00402 was 2/1/2022 Approve w/Conditions‐No Appeal Development Permit 48715045S 4340 E JENSEN AVE 153899 P22‐02060 Development Permit Application No. P22‐02060 was 5/25/2022 Approve w/Conditions‐No Appeal Development Permit 48007043 4561 E FLORENCE AVE 149984 P23‐00194 BUILDING‐'A' NEW MINI‐MART WITH RESTAURANT D 1/17/2023 Incomplete Conditional Use Permit 48111010 4807 E JENSEN AVE # A 152287P21‐06240 Conditional Use Permit Application No. P21‐06240 wa 12/1/2021 Approved w/Cond.‐ No Appeal Conditional Use Permit 47712103 54 E CALIFORNIA AVE C/T C/T 241023 P22‐03755 BUILDING To install (4) evaporators FC‐3 suspended 9/27/2022 Final Approval ‐ No Appeal Development Permit 46824015 60 VAN NESS AVE 138530 P23‐00835 Conditional Use Permit Application No. P23‐00835 wa 3/6/2023 In Review Conditional Use Permit 47905014 820 E CHURCH AVE S/A 382695 P23‐02080 Planned Development Permit Application No. P23‐02 6/12/2023 In Review Planned Development 47905014 820 E CHURCH AVE S/A 382695 P22‐00565 Development Permit Application No. P22‐00565 was 2/14/2022 Appeal Requested Development Permit 32909017 971 E NORTH AVE 240922 Traffic Study 524-30
Traffic Impact Study
Crown Central Transport Regional Facility

LOS ANALYSIS

RUETTGERS SSCHULER X IVIL ENGINEERS,
Traffic Study 524-30
Intersection 1
Elm Ave & North Ave

ITTGERS
CHULER

IVIL ENGINEERS
HCM 2010 Signalized Intersection Summary
1: Elm Ave & North Ave
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
29 195 60 47 204 110 25 86 48 48 89 50
29 195 60 47 204 110 25 86 48 48 89 50
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.98 1.00 0.95 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1716 40 267 82 55 237 128 41 141 79 87 162 91
1 1 0 1 1 0 1 2 0 1 1 1

0.73 0.73 0.73 0.86 0.86 0.86 0.61 0.61 0.61 0.55 0.55 0.55 2 2 2 2 2 2 2 2 2 2 2 2
64 517 159 410 670 362 65 254 132 131 289 217

0.04 0.38 0.37 0.50 1.00 1.00 0.04 0.11 0.11 0.08 0.15 0.15 1634 1358 417 1634 1132 611 1634 2208 1150 1634 1863 1399 40 0 349 55 0 365 41 111 109 87 162 91
1634 0 1775 1634 0 1744 1634 1770 1588 1634 1863 1399

2.2 0.0 14.0 1.7 0.0 0.0 2.3 5.4 6.0 4.8 7.4 5.4

1.00 0.23 1.00 0.35 1.00 0.72 1.00 1.00
64 0 675 410 0 1032 65 203 183 131 289 217

0.62 0.00 0.52 0.13 0.00 0.35 0.63 0.54 0.60 0.66 0.56 0.42 142 0 675 410 0 1032 142 385 345 213 486 365

1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 0.00 1.00 0.96 0.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00

43.5 0.0 22.1 17.6 0.0 0.0 43.5 38.4 39.0 41.1 36.0 35.1

9.5 0.0 2.8 0.1 0.0 0.9 9.4 2.3 3.1 5.7 1.7 1.3

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

1.2 0.0 7.3 0.7 0.0 0.3 1.2 2.8 2.8 2.4 4.0 2.2

53.1 0.0 24.9 17.7 0.0 0.9 52.9 40.7 42.1 46.8 37.7 36.4

D C B A D D D D D D
389 420 261 340

27.8 3.1 43.2 39.7

C A D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

11.4 14.6 27.1 39.0 7.7 18.3 7.6 58.4

4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9

11.1 19.1 8.1 34.1 7.1 23.1 7.1 35.1

6.8 8.0 3.7 16.0 4.3 9.4 4.2 2.0

0.5 0.5 0.7 1.2 0.0 1.0 0.0 1.6

26.2 C
" 1 " 1 " * 1 7
HCM 2010 Signalized Intersection Summary
1: Elm Ave & North Ave
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
29 204 60 47 215 110 25 86 48 48 89 50
29 204 60 47 215 110 25 86 48 48 89 50
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.98 1.00 0.95 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1716 40 279 82 55 250 128 41 141 79 87 162 91
1 1 0 1 1 0 1 2 0 1 1 1

0.73 0.73 0.73 0.86 0.86 0.86 0.61 0.61 0.61 0.55 0.55 0.55 2 2 2 2 2 2 2 2 2 2 2 2
380 527 155 430 478 245 65 247 129 130 283 212

0.23 0.38 0.37 0.53 0.83 0.81 0.04 0.11 0.10 0.08 0.15 0.15 1634 1374 404 1634 1155 591 1634 2208 1149 1634 1863 1399 40 0 361 55 0 378 41 111 109 87 162 91
1634 0 1778 1634 0 1747 1634 1770 1588 1634 1863 1399

1.9 0.0 15.6 1.7 0.0 6.7 2.4 5.9 6.5 5.1 8.0 3.6

1.00 0.23 1.00 0.34 1.00 0.72 1.00 1.00
380 0 682 430 0 723 65 198 178 130 283 212

0.11 0.00 0.53 0.13 0.00 0.52 0.63 0.56 0.61 0.67 0.57 0.43 380 0 682 430 0 723 132 375 337 215 489 367

1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 0.00 1.00 0.96 0.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00

29.9 0.0 23.7 17.7 0.0 5.8 46.8 41.6 42.2 44.3 39.0 14.1

0.1 0.0 2.9 0.1 0.0 2.6 9.9 2.5 3.4 5.8 1.8 1.4

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

0.9 0.0 8.2 0.8 0.0 3.4 1.3 3.0 3.0 2.5 4.2 1.4

30.0 0.0 26.6 17.8 0.0 8.3 56.7 44.1 45.6 50.1 40.8 15.5

C C B A E D D D D B
401 433 261 340

26.9 9.5 46.7 36.4

C A D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

11.9 15.1 30.0 42.0 7.9 19.0 27.0 45.0

4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9

12.1 20.1 10.1 37.1 7.1 25.1 7.1 40.1

7.1 8.5 3.7 17.6 4.4 10.0 3.9 8.7

0.5 0.5 0.1 1.2 0.0 1.0 0.1 1.4

27.5 C
" 1 " 1 " * 1 7
HCM 2010 Signalized Intersection Summary
1: Elm Ave & North Ave
AM Future+Proj Cumulative
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
85 581 176 143 630 334 100 345 192 92 171 96
85 581 176 143 630 334 100 345 192 92 171 96
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.98 1.00 0.96 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1716 116 796 241 166 733 388 164 566 315 167 311 175
1 1 0 1 1 0 1 2 0 1 1 1

0.73 0.73 0.73 0.86 0.86 0.86 0.61 0.61 0.61 0.55 0.55 0.55 2 2 2 2 2 2 2 2 2 2 2 2
95 671 203 136 589 312 182 451 251 136 335 253

0.06 0.49 0.48 0.17 1.00 1.00 0.11 0.21 0.20 0.08 0.18 0.18 1634 1364 413 1634 1141 604 1634 2164 1203 1634 1863 1403 116 0 1037 166 0 1121 164 463 418 167 311 175
1634 0 1777 1634 0 1745 1634 1770 1598 1634 1863 1403

7.0 0.0 59.0 10.0 0.0 62.0 11.9 25.0 25.0 10.0 19.7 11.6

1.00 0.23 1.00 0.35 1.00 0.75 1.00 1.00
95 0 874 136 0 901 182 369 333 136 335 253

1.22 0.00 1.19 1.22 0.00 1.24 0.90 1.26 1.26 1.23 0.93 0.69 95 0 874 136 0 901 182 369 333 136 335 253

1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 0.00 1.00 0.60 0.00 0.60 1.00 1.00 1.00 1.00 1.00 1.00

56.5 0.0 30.6 50.0 0.0 0.0 52.6 47.5 47.8 55.0 48.4 31.7 161.6 0.0 95.7131.7 0.0115.4 39.5135.2137.7150.4 31.2 7.9

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

7.4 0.0 52.1 9.4 0.0 28.9 7.4 26.0 23.7 10.2 13.0 5.1
218.1 0.0126.3181.7 0.0115.4 92.1182.7185.5205.4 79.6 39.6

F F F F F F F F E D
1153 1287 1045 653
135.6 124.0 169.6 101.0

F F F F
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

14.0 29.0 14.0 63.0 17.4 25.6 11.0 66.0

4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9

9.1 24.1 9.1 58.1 12.5 20.7 6.1 61.1

12.0 27.0 12.0 61.0 13.9 21.7 9.0 64.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
135.1
F
" 1 " 1 " * 1 7
HCM 2010 Signalized Intersection Summary
1: Elm Ave & North Ave
AM Future Cumulative
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
85 572 176 143 619 334 100 345 192 92 171 96
85 572 176 143 619 334 100 345 192 92 171 96
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.98 1.00 0.96 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1716 116 784 241 166 720 388 164 566 315 167 311 175
1 1 0 1 1 0 1 2 0 1 1 1

0.73 0.73 0.73 0.86 0.86 0.86 0.61 0.61 0.61 0.55 0.55 0.55 2 2 2 2 2 2 2 2 2 2 2 2
95 668 205 136 585 315 182 451 251 136 335 253

0.06 0.49 0.48 0.08 0.52 0.51 0.11 0.21 0.20 0.08 0.18 0.18 1634 1358 417 1634 1133 611 1634 2164 1203 1634 1863 1403 116 0 1025 166 0 1108 164 463 418 167 311 175
1634 0 1776 1634 0 1744 1634 1770 1598 1634 1863 1403

7.0 0.0 59.0 10.0 0.0 62.0 11.9 25.0 25.0 10.0 19.7 14.0

1.00 0.24 1.00 0.35 1.00 0.75 1.00 1.00
95 0 873 136 0 901 182 369 333 136 335 253

1.22 0.00 1.17 1.22 0.00 1.23 0.90 1.26 1.26 1.23 0.93 0.69 95 0 873 136 0 901 182 369 333 136 335 253

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 0.00 1.00 0.61 0.00 0.61 1.00 1.00 1.00 1.00 1.00 1.00

56.5 0.0 30.6 55.0 0.0 29.2 52.6 47.5 47.8 55.0 48.4 46.1 161.6 0.0 90.4132.2 0.0109.7 39.5135.2137.7150.4 31.2 7.9

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

7.4 0.0 50.8 9.5 0.0 57.0 7.4 26.0 23.7 10.2 13.0 6.0
218.1 0.0121.0187.2 0.0138.8 92.1182.7185.5205.4 79.6 54.0

F F F F F F F F E D
1141 1274 1045 653
130.9 145.1 169.6 104.9

F F F F
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

14.0 29.0 14.0 63.0 17.4 25.6 11.0 66.0

4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9

9.1 24.1 9.1 58.1 12.5 20.7 6.1 61.1

12.0 27.0 12.0 61.0 13.9 21.7 9.0 64.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
141.0
F
" 1 " 1 " * 1 7
HCM 2010 Signalized Intersection Summary
1: Elm Ave & North Ave
AM Future+Proj Cumulative
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
85 581 176 143 630 334 100 345 192 92 171 96
85 581 176 143 630 334 100 345 192 92 171 96
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.98 1.00 0.96 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1716 116 796 241 166 733 388 164 566 315 167 311 175
1 1 0 1 1 0 1 2 0 1 1 1

0.73 0.73 0.73 0.86 0.86 0.86 0.61 0.61 0.61 0.55 0.55 0.55 2 2 2 2 2 2 2 2 2 2 2 2
95 671 203 136 589 312 182 451 251 136 335 253

7.0 0.0 59.0 10.0 0.0 62.0 11.9 25.0 25.0 10.0 19.7 11.6

1.00 0.23 1.00 0.35 1.00 0.75 1.00 1.00
95 0 874 136 0 901 182 369 333 136 335 253

1.22 0.00 1.19 1.22 0.00 1.24 0.90 1.26 1.26 1.23 0.93 0.69 95 0 874 136 0 901 182 369 333 136 335 253

1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 0.00 1.00 0.60 0.00 0.60 1.00 1.00 1.00 1.00 1.00 1.00

56.5 0.0 30.6 50.0 0.0 0.0 52.6 47.5 47.8 55.0 48.4 31.7 161.6 0.0 95.7131.7 0.0115.4 39.5135.2137.7150.4 31.2 7.9

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

7.4 0.0 52.1 9.4 0.0 28.9 7.4 26.0 23.7 10.2 13.0 5.1
218.1 0.0126.3181.7 0.0115.4 92.1182.7185.5205.4 79.6 39.6

F F F F F F F F E D
1153 1287 1045 653
135.6 124.0 169.6 101.0

F F F F
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

14.0 29.0 14.0 63.0 17.4 25.6 11.0 66.0

4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9

9.1 24.1 9.1 58.1 12.5 20.7 6.1 61.1

12.0 27.0 12.0 61.0 13.9 21.7 9.0 64.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
135.1
F
" 1 " 1 " * 1 7
Traffic Study 524-30
Intersection 2
SR 41 SB Ramps & North Ave

ITTGERS
CHULER

IVIL ENGINEERS
HCM 2010 Signalized Intersection Summary
2: SR 41 SB Ramps & North Ave
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
0 272 8 24 164 0 0 0 0 371 0 216
0 272 8 24 164 0 0 0 0 371 0 216
7 4 14 3 8 18 1 6 16
0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
0 1863 1716 1716 1863 0 1750 1610 1483
0 302 9 28 191 0 426 0 248
0 1 1 1 1 0 0 1 1

0.90 0.90 0.90 0.86 0.86 0.86 0.87 0.87 0.87
0 2 2 2 2 0 18 18 18
0 968 758 52 1108 0 488 0 401

0.00 1.00 1.00 0.06 1.00 0.00 0.32 0.00 0.32
0 1863 1458 1634 1863 0 1533 0 1261
0 302 9 28 191 0 426 0 248
0 1863 1458 1634 1863 0 1533 0 1261

0.0 0.0 0.0 1.5 0.0 0.0 24.1 0.0 15.4

0.00 1.00 1.00 0.00 1.00 1.00
0 968 758 52 1108 0 488 0 401

0.00 0.31 0.01 0.54 0.17 0.00 0.87 0.00 0.62
0 968 758 107 1108 0 733 0 603

1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00

0.00 0.93 0.93 1.00 1.00 0.00 1.00 0.00 1.00

0.0 0.0 0.0 42.4 0.0 0.0 29.6 0.0 26.6

0.0 0.8 0.0 8.2 0.3 0.0 7.7 0.0 1.6

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.2 0.0 0.8 0.1 0.0 11.2 0.0 5.5

0.0 0.8 0.0 50.6 0.3 0.0 37.3 0.0 28.2

A A D A D C
311 219 674

0.8 6.8 33.9
A A C
1 2 3 4 5 6 7 8
3 4 6 8

6.9 51.8 33.3 58.7

4.9 4.9 4.6 4.9

5.1 29.1 43.4 39.1

3.5 2.0 26.1 2.0

0.0 1.7 2.5 1.8

20.4 C
1 7 1 4 7
HCM 2010 Signalized Intersection Summary
2: SR 41 SB Ramps & North Ave
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
0 281 8 51 175 0 0 0 0 392 0 216
0 281 8 51 175 0 0 0 0 392 0 216
7 4 14 3 8 18 1 6 16
0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
0 1863 1716 1716 1863 0 1750 1610 1483
0 312 9 59 203 0 451 0 248
0 1 1 1 1 0 0 1 1

0.90 0.90 0.90 0.86 0.86 0.86 0.87 0.87 0.87
0 2 2 2 2 0 18 18 18
0 583 457 383 1095 0 508 0 418

0.00 0.63 0.63 0.08 0.19 0.00 0.33 0.00 0.33
0 1863 1458 1634 1863 0 1533 0 1261
0 312 9 59 203 0 451 0 248
0 1863 1458 1634 1863 0 1533 0 1261

0.0 9.3 0.2 3.3 9.0 0.0 27.6 0.0 16.2

0.00 1.00 1.00 0.00 1.00 1.00
0 583 457 383 1095 0 508 0 418

0.00 0.53 0.02 0.15 0.19 0.00 0.89 0.00 0.59
0 583 457 383 1095 0 728 0 598

1.00 2.00 2.00 0.33 0.33 1.00 1.00 1.00 1.00

0.00 0.93 0.93 1.00 1.00 0.00 1.00 0.00 1.00

0.0 14.4 12.8 36.5 20.1 0.0 31.3 0.0 27.5

0.0 3.2 0.1 0.2 0.4 0.0 9.5 0.0 1.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 5.1 0.1 1.5 4.8 0.0 13.0 0.0 5.8

0.0 17.7 12.8 36.7 20.5 0.0 40.8 0.0 28.9

B B D C D C
321 262 699

17.6 24.1 36.6
B C D
1 2 3 4 5 6 7 8
3 4 6 8

27.2 35.0 36.8 62.2

4.9 4.9 4.6 4.9

8.1 30.1 46.4 43.1

5.3 11.3 29.6 11.0

0.2 1.0 2.6 0.9

29.3 C
1 7 1 4 7
HCM 2010 Signalized Intersection Summary
2: SR 41 SB Ramps & North Ave
AM Future+Proj Cumulative
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
0 835 24 94 471 0 0 0 0 863 0 490
0 835 24 94 471 0 0 0 0 863 0 490
7 4 14 3 8 18 1 6 16
0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
0 1863 1716 1716 1863 0 1750 1610 1483
0 928 27 109 548 0 992 0 563
0 1 1 1 1 0 0 1 1

0.90 0.90 0.90 0.86 0.86 0.86 0.87 0.87 0.87
0 2 2 2 2 0 18 18 18
0 714 559 82 869 0 716 0 588

0.00 0.77 0.77 0.10 0.93 0.00 0.47 0.00 0.47
0 1863 1458 1634 1863 0 1533 0 1261
0 928 27 109 548 0 992 0 563
0 1863 1458 1634 1863 0 1533 0 1261

0.0 46.0 0.5 6.0 5.7 0.0 56.0 0.0 51.7

0.00 1.00 1.00 0.00 1.00 1.00
0 714 559 82 869 0 716 0 588

0.00 1.30 0.05 1.33 0.63 0.00 1.39 0.00 0.96
0 714 559 82 869 0 716 0 588

1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00

0.00 0.09 0.09 0.95 0.95 0.00 1.00 0.00 1.00

0.0 14.0 8.7 54.0 2.3 0.0 32.0 0.0 30.8

0.0135.8 0.0210.2 3.3 0.0 182.4 0.0 26.7

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 49.2 0.2 7.4 3.2 0.0 59.9 0.0 22.2

0.0149.8 8.7264.2 5.6 0.0 214.4 0.0 57.5

F A F A F E
955 657 1555
145.8 48.5 157.6
F D F
1 2 3 4 5 6 7 8
3 4 6 8

10.0 50.0 60.0 60.0

4.9 4.9 4.6 4.9

5.1 45.1 55.4 55.1

8.0 48.0 58.0 7.7

0.0 0.0 0.0 8.1
131.4
F
1 7 1 4 7
HCM 2010 Signalized Intersection Summary
2: SR 41 SB Ramps & North Ave
AM Future Cumulative
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
0 826 24 67 460 0 0 0 0 842 0 490
0 826 24 67 460 0 0 0 0 842 0 490
7 4 14 3 8 18 1 6 16
0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
0 1863 1716 1716 1863 0 1750 1610 1483
0 918 27 78 535 0 968 0 563
0 1 1 1 1 0 0 1 1

0.90 0.90 0.90 0.86 0.86 0.86 0.87 0.87 0.87
0 2 2 2 2 0 18 18 18
0 714 559 82 869 0 716 0 588

0.00 0.51 0.51 0.02 0.15 0.00 0.47 0.00 0.47
0 1863 1458 1634 1863 0 1533 0 1261
0 918 27 78 535 0 968 0 563
0 1863 1458 1634 1863 0 1533 0 1261

0.0 46.0 1.1 5.7 32.2 0.0 56.0 0.0 51.7

0.00 1.00 1.00 0.00 1.00 1.00
0 714 559 82 869 0 716 0 588

0.00 1.29 0.05 0.95 0.62 0.00 1.35 0.00 0.96
0 714 559 82 869 0 716 0 588

1.00 1.33 1.33 0.33 0.33 1.00 1.00 1.00 1.00

0.00 0.09 0.09 0.96 0.96 0.00 1.00 0.00 1.00

0.0 29.4 18.4 58.9 40.7 0.0 32.0 0.0 30.8

0.0129.5 0.0 82.3 3.1 0.0 167.8 0.0 26.7

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 49.0 0.5 4.5 17.4 0.0 57.0 0.0 22.2

0.0159.0 18.4141.2 43.8 0.0 199.8 0.0 57.5

F B F D F E
945 613 1531
154.9 56.2 147.5
F E F
1 2 3 4 5 6 7 8
3 4 6 8

10.0 50.0 60.0 60.0

4.9 4.9 4.6 4.9

5.1 45.1 55.4 55.1

7.7 48.0 58.0 34.2

0.0 0.0 0.0 2.2
131.7
F
1 7 1 4 7
HCM 2010 Signalized Intersection Summary
2: SR 41 SB Ramps & North Ave
AM Future+Proj Cumulative
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
0 835 24 94 471 0 0 0 0 863 0 490
0 835 24 94 471 0 0 0 0 863 0 490
7 4 14 3 8 18 1 6 16
0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
0 1863 1716 1716 1863 0 1750 1610 1483
0 928 27 109 548 0 992 0 563
0 1 1 1 1 0 0 1 1

0.90 0.90 0.90 0.86 0.86 0.86 0.87 0.87 0.87
0 2 2 2 2 0 18 18 18
0 714 559 82 869 0 716 0 588

0.00 0.77 0.77 0.10 0.93 0.00 0.47 0.00 0.47
0 1863 1458 1634 1863 0 1533 0 1261
0 928 27 109 548 0 992 0 563
0 1863 1458 1634 1863 0 1533 0 1261

0.0 46.0 0.5 6.0 5.7 0.0 56.0 0.0 51.7

0.00 1.00 1.00 0.00 1.00 1.00
0 714 559 82 869 0 716 0 588

0.00 1.30 0.05 1.33 0.63 0.00 1.39 0.00 0.96
0 714 559 82 869 0 716 0 588

1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00

0.00 0.09 0.09 0.95 0.95 0.00 1.00 0.00 1.00

0.0 14.0 8.7 54.0 2.3 0.0 32.0 0.0 30.8

0.0135.8 0.0210.2 3.3 0.0 182.4 0.0 26.7

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 49.2 0.2 7.4 3.2 0.0 59.9 0.0 22.2

0.0149.8 8.7264.2 5.6 0.0 214.4 0.0 57.5

F A F A F E
955 657 1555
145.8 48.5 157.6
F D F
1 2 3 4 5 6 7 8
3 4 6 8

10.0 50.0 60.0 60.0

4.9 4.9 4.6 4.9

5.1 45.1 55.4 55.1

8.0 48.0 58.0 7.7

0.0 0.0 0.0 8.1
131.4
F
1 7 1 4 7
Traffic Study 524-30
Intersection 3
SR 41 NB Ramps & North Ave

ITTGERS
CHULER

IVIL ENGINEERS
HCM 2010 Signalized Intersection Summary
3: SR 41 NB Ramps & North Ave
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
136 518 0 0 172 170 16 0 48 0 0 0
136 518 0 0 172 170 16 0 48 0 0 0
7 4 14 3 8 18 5 2 12
0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
1716 1863 1750 0 1863 1716 1750 1610 1483
151 576 0 0 177 175 23 0 69
1 1 0 0 1 1 0 1 1

0.90 0.90 0.90 0.97 0.97 0.97 0.70 0.70 0.70
2 2 2 0 2 2 18 18 18
861 1545 0 0 1545 1210 128 0 105

1.00 1.00 0.00 0.00 1.00 1.00 0.08 0.00 0.08
944 1863 0 0 1863 1458 1533 0 1261
151 576 0 0 177 175 23 0 69
944 1863 0 0 1863 1458 1533 0 1261

0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 4.9

1.00 0.00 0.00 1.00 1.00 1.00
861 1545 0 0 1545 1210 128 0 105

0.18 0.37 0.00 0.00 0.11 0.14 0.18 0.00 0.65
861 1545 0 0 1545 1210 367 0 301

2.00 2.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00

0.96 0.96 0.00 0.00 0.98 0.98 1.00 0.00 1.00

0.0 0.0 0.0 0.0 0.0 0.0 39.2 0.0 40.9

0.4 0.7 0.0 0.0 0.1 0.2 0.7 0.0 6.7

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.1 0.3 0.0 0.0 0.1 0.1 0.6 0.0 1.9

0.4 0.7 0.0 0.0 0.1 0.2 39.9 0.0 47.6

A A A A D D
727 352 92

0.6 0.2 45.6
A A D
1 2 3 4 5 6 7 8
2 4 8

11.7 80.3 80.3

4.6 4.9 4.9

21.4 61.1 61.1

6.9 2.0 2.0

0.2 5.0 5.0

4.0 A
" 1 1 7 7 4
HCM 2010 Signalized Intersection Summary
3: SR 41 NB Ramps & North Ave
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
136 548 0 0 210 195 16 0 68 0 0 0
136 548 0 0 210 195 16 0 68 0 0 0
7 4 14 3 8 18 5 2 12
0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
1716 1863 1750 0 1863 1716 1750 1610 1483
151 609 0 0 216 201 23 0 97
1 1 0 0 1 1 0 1 1

0.90 0.90 0.90 0.97 0.97 0.97 0.70 0.70 0.70
2 2 2 0 2 2 18 18 18
798 1519 0 0 1519 1189 159 0 131

1.00 1.00 0.00 0.00 1.00 1.00 0.10 0.00 0.10
889 1863 0 0 1863 1458 1533 0 1261
151 609 0 0 216 201 23 0 97
889 1863 0 0 1863 1458 1533 0 1261

0.0 0.0 0.0 0.0 0.0 0.0 1.4 0.0 7.4

1.00 0.00 0.00 1.00 1.00 1.00
798 1519 0 0 1519 1189 159 0 131

0.19 0.40 0.00 0.00 0.14 0.17 0.14 0.00 0.74
798 1519 0 0 1519 1189 356 0 293

2.00 2.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00

0.93 0.93 0.00 0.00 0.95 0.95 1.00 0.00 1.00

0.0 0.0 0.0 0.0 0.0 0.0 40.4 0.0 43.1

0.5 0.7 0.0 0.0 0.2 0.3 0.4 0.0 8.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.1 0.3 0.0 0.0 0.1 0.1 0.6 0.0 2.9

0.5 0.7 0.0 0.0 0.2 0.3 40.8 0.0 51.0

A A A A D D
760 417 120

0.7 0.2 49.1
A A D
1 2 3 4 5 6 7 8
2 4 8

14.3 84.7 84.7

4.6 4.9 4.9

22.4 67.1 67.1

9.4 2.0 2.0

0.3 5.7 5.7

5.0 A
" 1 1 7 7 4
HCM 2010 Signalized Intersection Summary
3: SR 41 NB Ramps & North Ave
AM Future+Proj Cumulative
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
381 1482 0 0 475 457 53 0 178 0 0 0
381 1482 0 0 475 457 53 0 178 0 0 0
7 4 14 3 8 18 5 2 12
0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
1716 1863 1750 0 1863 1716 1750 1610 1483
423 1647 0 0 490 471 76 0 254
1 1 0 0 1 1 0 1 1

0.90 0.90 0.90 0.97 0.97 0.97 0.70 0.70 0.70
2 2 2 0 2 2 18 18 18
477 1450 0 0 1450 1135 238 0 195

1.00 1.00 0.00 0.00 1.00 1.00 0.16 0.00 0.16
536 1863 0 0 1863 1458 1533 0 1261
423 1647 0 0 490 471 76 0 254
536 1863 0 0 1863 1458 1533 0 1261

93.4 93.4 0.0 0.0 0.0 0.0 5.3 0.0 18.6

1.00 0.00 0.00 1.00 1.00 1.00
477 1450 0 0 1450 1135 238 0 195

0.89 1.14 0.00 0.00 0.34 0.41 0.32 0.00 1.30
477 1450 0 0 1450 1135 238 0 195

2.00 2.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00

0.09 0.09 0.00 0.00 0.73 0.73 1.00 0.00 1.00

0.6 0.0 0.0 0.0 0.0 0.0 45.1 0.0 50.7

2.5 62.1 0.0 0.0 0.5 0.8 0.8 0.0167.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

4.4 25.0 0.0 0.0 0.2 0.3 2.3 0.0 15.5

3.2 62.1 0.0 0.0 0.5 0.8 45.8 0.0217.9

A F A A D F
2070 961 330

50.1 0.6 178.3
D A F
1 2 3 4 5 6 7 8
2 4 8

22.6 97.4 97.4

4.6 4.9 4.9

18.0 92.5 92.5

20.6 95.4 2.0

0.0 0.0 66.6

48.5 D
" 1 1 7 7 4
HCM 2010 Signalized Intersection Summary
3: SR 41 NB Ramps & North Ave
AM Future Cumulative
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
381 1452 0 0 437 432 53 0 158 0 0 0
381 1452 0 0 437 432 53 0 158 0 0 0
7 4 14 3 8 18 5 2 12
0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
1716 1863 1750 0 1863 1716 1750 1610 1483
423 1613 0 0 451 445 76 0 226
1 1 0 0 1 1 0 1 1

0.90 0.90 0.90 0.97 0.97 0.97 0.70 0.70 0.70
2 2 2 0 2 2 18 18 18
504 1450 0 0 1450 1135 238 0 195

1.00 1.00 0.00 0.00 1.00 1.00 0.16 0.00 0.16
570 1863 0 0 1863 1458 1533 0 1261
423 1613 0 0 451 445 76 0 226
570 1863 0 0 1863 1458 1533 0 1261

0.0 93.4 0.0 0.0 0.0 0.0 5.3 0.0 18.6

1.00 0.00 0.00 1.00 1.00 1.00
504 1450 0 0 1450 1135 238 0 195

0.84 1.11 0.00 0.00 0.31 0.39 0.32 0.00 1.16
504 1450 0 0 1450 1135 238 0 195

1.33 1.33 1.33 1.00 2.00 2.00 1.00 1.00 1.00

0.09 0.09 0.00 0.00 0.82 0.82 1.00 0.00 1.00

0.0 0.0 0.0 0.0 0.0 0.0 45.1 0.0 50.7

1.7 51.7 0.0 0.0 0.5 0.8 0.8 0.0112.9

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.2 20.8 0.0 0.0 0.2 0.3 2.3 0.0 12.6

1.7 51.7 0.0 0.0 0.5 0.8 45.8 0.0163.6

A F A A D F
2036 896 302

41.3 0.6 134.0
D A F
1 2 3 4 5 6 7 8
2 4 8

22.6 97.4 97.4

4.6 4.9 4.9

18.0 92.5 92.5

20.6 95.4 2.0

0.0 0.0 61.7

38.7 D
" 1 1 7 7 4
HCM 2010 Signalized Intersection Summary
3: SR 41 NB Ramps & North Ave
AM Future+Proj Cumulative
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
381 1482 0 0 475 457 53 0 178 0 0 0
381 1482 0 0 475 457 53 0 178 0 0 0
7 4 14 3 8 18 5 2 12
0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
1716 1863 1750 0 1863 1716 1750 1610 1483
423 1647 0 0 490 471 76 0 254
1 1 0 0 1 1 0 1 1

0.90 0.90 0.90 0.97 0.97 0.97 0.70 0.70 0.70
2 2 2 0 2 2 18 18 18
477 1450 0 0 1450 1135 238 0 195

1.00 1.00 0.00 0.00 1.00 1.00 0.16 0.00 0.16
536 1863 0 0 1863 1458 1533 0 1261
423 1647 0 0 490 471 76 0 254
536 1863 0 0 1863 1458 1533 0 1261

93.4 93.4 0.0 0.0 0.0 0.0 5.3 0.0 18.6

1.00 0.00 0.00 1.00 1.00 1.00
477 1450 0 0 1450 1135 238 0 195

0.89 1.14 0.00 0.00 0.34 0.41 0.32 0.00 1.30
477 1450 0 0 1450 1135 238 0 195

2.00 2.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00

0.09 0.09 0.00 0.00 0.73 0.73 1.00 0.00 1.00

0.6 0.0 0.0 0.0 0.0 0.0 45.1 0.0 50.7

2.5 62.1 0.0 0.0 0.5 0.8 0.8 0.0167.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

4.4 25.0 0.0 0.0 0.2 0.3 2.3 0.0 15.5

3.2 62.1 0.0 0.0 0.5 0.8 45.8 0.0217.9

A F A A D F
2070 961 330

50.1 0.6 178.3
D A F
1 2 3 4 5 6 7 8
2 4 8

22.6 97.4 97.4

4.6 4.9 4.9

18.0 92.5 92.5

20.6 95.4 2.0

0.0 0.0 66.6

48.5 D
" 1 1 7 7 4
Traffic Study 524-30
Intersection 4
Cherry Ave & North Ave

ITTGERS
CHULER

IVIL ENGINEERS
HCM 2010 Signalized Intersection Summary
4: Cherry Ave & North Ave
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
68 355 111 46 248 53 66 28 36 28 33 39
68 355 111 46 248 53 66 28 36 28 33 39
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 2451 1716 1863 1716 1716 1863 1716 1716 1863 1716 76 399 125 58 310 66 86 36 47 35 41 49
1 1 1 1 2 1 1 1 1 1 1 1

0.89 0.89 0.89 0.80 0.80 0.80 0.77 0.77 0.77 0.80 0.80 0.80 2 2 2 2 2 2 2 2 2 2 2 2
586 1194 1335 88 1189 490 122 112 88 117 105 82

0.24 0.43 0.43 0.02 0.11 0.11 0.07 0.06 0.06 0.07 0.06 0.06 1634 1863 2083 1634 3539 1458 1634 1863 1458 1634 1863 1458 76 399 125 58 310 66 86 36 47 35 41 49
1634 1863 2083 1634 1770 1458 1634 1863 1458 1634 1863 1458

3.4 13.1 3.3 3.2 7.4 3.8 4.7 1.7 2.4 1.9 2.0 1.5

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
586 1194 1335 88 1189 490 122 112 88 117 105 82

0.13 0.33 0.09 0.66 0.26 0.13 0.70 0.32 0.54 0.30 0.39 0.59 586 1194 1335 99 1189 490 137 636 498 117 611 479

0.67 0.67 0.67 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00

0.93 0.93 0.93 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00

23.7 13.2 10.4 44.3 30.4 28.8 41.6 41.4 28.9 40.5 41.9 10.9

0.1 0.7 0.1 12.6 0.5 0.6 13.3 1.6 5.0 1.4 2.3 6.7

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

1.5 7.0 1.9 1.8 3.7 1.6 2.6 0.9 1.1 0.9 1.1 0.8

23.8 13.9 10.5 56.9 31.0 29.4 54.8 43.1 33.9 42.0 44.2 17.5

C B B E C C D D C D D B
600 434 169 125

14.4 34.2 46.5 33.1

B C D C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

10.6 9.5 9.0 63.0 10.9 9.2 37.0 34.9

4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9

5.6 30.5 4.7 31.6 6.8 29.3 6.3 30.0

3.9 4.4 5.2 15.1 6.7 4.0 5.4 9.4

0.1 0.2 0.0 2.0 0.0 0.4 0.3 1.4

26.7 C
1 7 " 1 7 1 7 1 7
HCM 2010 Signalized Intersection Summary
4: Cherry Ave & North Ave
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
68 355 161 66 248 53 129 28 60 28 33 39
68 355 161 66 248 53 129 28 60 28 33 39
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 2451 1716 1863 1716 1716 1863 1716 1716 1863 1716 76 399 181 82 310 66 168 36 78 35 41 49
1 1 1 1 2 1 1 1 1 1 1 1

0.89 0.89 0.89 0.80 0.80 0.80 0.77 0.77 0.77 0.80 0.80 0.80 2 2 2 2 2 2 2 2 2 2 2 2
539 1067 1194 117 1115 460 211 296 232 57 120 94

0.11 0.19 0.19 0.02 0.10 0.10 0.13 0.16 0.16 0.03 0.06 0.06 1634 1863 2083 1634 3539 1458 1634 1863 1458 1634 1863 1458 76 399 181 82 310 66 168 36 78 35 41 49
1634 1863 2083 1634 1770 1458 1634 1863 1458 1634 1863 1458

4.2 18.5 3.3 4.9 8.0 3.3 9.9 1.6 4.7 2.1 2.1 3.2

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
539 1067 1194 117 1115 460 211 296 232 57 120 94

0.14 0.37 0.15 0.70 0.28 0.14 0.80 0.12 0.34 0.62 0.34 0.52 539 1067 1194 132 1115 460 233 709 555 109 568 445

0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00

0.92 0.92 0.92 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00

31.4 24.6 4.3 47.3 34.0 20.9 41.8 35.7 37.0 47.1 44.3 44.8

0.1 0.9 0.2 13.1 0.6 0.6 15.9 0.2 0.8 10.5 1.7 4.4

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

1.9 9.8 2.0 2.7 4.0 1.4 5.4 0.9 1.9 1.1 1.1 1.4

31.5 25.6 4.6 60.3 34.6 21.5 57.8 35.9 37.8 57.6 46.0 49.3

C C A E C C E D D E D D
656 458 282 125

20.5 37.3 49.5 50.5

C D D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.4 19.7 11.1 60.7 16.8 10.4 36.6 35.2

4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9

5.7 36.8 7.1 29.8 13.2 29.3 6.6 30.3

4.1 6.7 6.9 20.5 11.9 5.2 6.2 10.0

0.0 1.0 0.0 1.8 0.1 0.2 0.1 1.4

33.4 C
1 7 " 1 7 1 7 1 7
HCM 2010 Signalized Intersection Summary
4: Cherry Ave & North Ave
AM Future+Proj Cumulative
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
173 902 332 134 616 132 180 50 88 68 80 94
173 902 332 134 616 132 180 50 88 68 80 94
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 2451 1716 1863 1716 1716 1863 1716 1716 1863 1716 194 1013 373 168 770 165 234 65 114 85 100 118
1 1 1 1 2 1 1 1 1 1 1 1

0.89 0.89 0.89 0.80 0.80 0.80 0.77 0.77 0.77 0.80 0.80 0.80 2 2 2 2 2 2 2 2 2 2 2 2
231 804 899 357 1801 742 177 195 153 183 202 158

0.19 0.57 0.57 0.44 1.00 1.00 0.11 0.10 0.10 0.11 0.11 0.11 1634 1863 2083 1634 3539 1458 1634 1863 1458 1634 1863 1458 194 1013 373 168 770 165 234 65 114 85 100 118
1634 1863 2083 1634 1770 1458 1634 1863 1458 1634 1863 1458

13.7 51.8 8.0 8.8 0.0 0.0 13.0 3.9 9.1 5.8 6.1 9.4

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
231 804 899 357 1801 742 177 195 153 183 202 158

0.84 1.26 0.41 0.47 0.43 0.22 1.32 0.33 0.75 0.46 0.50 0.75 319 804 899 357 1801 742 177 523 410 183 469 367

1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00

0.09 0.09 0.09 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00

47.4 25.6 7.6 28.9 0.0 0.0 53.5 49.8 52.2 49.9 50.4 51.9

1.4117.9 0.1 0.9 0.7 0.6178.7 1.0 7.0 1.8 1.9 6.8

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

6.3 52.5 4.5 4.0 0.2 0.1 14.6 2.1 4.0 2.7 3.2 4.1

48.8143.4 7.7 29.8 0.7 0.6232.2 50.8 59.2 51.8 52.3 58.7

D F A C A A F D E D D E
1580 1103 413 303

99.8 5.1 155.9 54.6

F A F D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

17.4 16.6 30.2 55.8 17.0 17.0 20.9 65.1

4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9

8.6 32.8 8.1 50.9 12.1 29.3 22.5 36.5

7.8 11.1 10.8 53.8 15.0 11.4 15.7 2.0

0.1 0.6 0.0 0.0 0.0 0.7 0.3 5.1

71.9 E
1 7 " 1 7 1 7 1 7
HCM 2010 Signalized Intersection Summary
4: Cherry Ave & North Ave
AM Future Cumulative
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
173 902 282 114 616 132 117 50 64 68 80 94
173 902 282 114 616 132 117 50 64 68 80 94
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 2451 1716 1863 1716 1716 1863 1716 1716 1863 1716 194 1013 317 142 770 165 152 65 83 85 100 118
1 1 1 1 2 1 1 1 1 1 1 1

0.89 0.89 0.89 0.80 0.80 0.80 0.77 0.77 0.77 0.80 0.80 0.80 2 2 2 2 2 2 2 2 2 2 2 2
227 866 969 350 1912 788 123 235 184 99 209 164

0.28 0.93 0.93 0.21 0.54 0.54 0.08 0.13 0.13 0.06 0.11 0.11 1634 1863 2083 1634 3539 1458 1634 1863 1458 1634 1863 1458 194 1013 317 142 770 165 152 65 83 85 100 118
1634 1863 2083 1634 1770 1458 1634 1863 1458 1634 1863 1458

13.5 55.8 1.3 9.0 15.3 7.0 9.0 3.8 4.2 6.2 6.0 9.4

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
227 866 969 350 1912 788 123 235 184 99 209 164

0.85 1.17 0.33 0.41 0.40 0.21 1.24 0.28 0.45 0.86 0.48 0.72 323 866 969 350 1912 788 123 495 388 99 469 367

2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.09 0.09 0.09 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00

42.1 4.2 1.2 40.6 16.2 14.3 55.5 47.4 21.2 55.8 50.0 51.4

1.5 77.5 0.1 0.7 0.6 0.6159.5 0.6 1.7 47.7 1.7 5.9

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

6.1 40.8 0.5 4.1 7.6 2.9 9.5 2.0 1.8 4.1 3.2 4.1

43.6 81.7 1.2 41.2 16.8 14.9215.0 48.1 22.9103.5 51.7 57.3

D F A D B B F D C F D E
1524 1077 300 303

60.2 19.7 125.7 68.4

E B F E
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

11.3 19.2 29.7 59.8 13.0 17.5 20.7 68.8

4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9

6.4 31.0 8.1 54.9 8.1 29.3 22.8 40.2

8.2 6.2 11.0 57.8 11.0 11.4 15.5 17.3

0.0 1.3 0.0 0.0 0.0 1.2 0.3 4.7

53.5 D
1 7 " 1 7 1 7 1 7
HCM 2010 Signalized Intersection Summary
4: Cherry Ave & North Ave
AM Future+Proj Cumulative
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
173 902 332 134 616 132 180 50 88 68 80 94
173 902 332 134 616 132 180 50 88 68 80 94
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 2451 1716 1863 1716 1716 1863 1716 1716 1863 1716 194 1013 373 168 770 165 234 65 114 85 100 118
1 1 1 1 2 1 1 1 1 1 1 1

0.89 0.89 0.89 0.80 0.80 0.80 0.77 0.77 0.77 0.80 0.80 0.80 2 2 2 2 2 2 2 2 2 2 2 2
231 804 899 357 1801 742 177 195 153 183 202 158

13.7 51.8 8.0 8.8 0.0 0.0 13.0 3.9 9.1 5.8 6.1 9.4

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
231 804 899 357 1801 742 177 195 153 183 202 158

0.84 1.26 0.41 0.47 0.43 0.22 1.32 0.33 0.75 0.46 0.50 0.75 319 804 899 357 1801 742 177 523 410 183 469 367

1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00

0.09 0.09 0.09 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00

47.4 25.6 7.6 28.9 0.0 0.0 53.5 49.8 52.2 49.9 50.4 51.9

1.4117.9 0.1 0.9 0.7 0.6178.7 1.0 7.0 1.8 1.9 6.8

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

6.3 52.5 4.5 4.0 0.2 0.1 14.6 2.1 4.0 2.7 3.2 4.1

48.8143.4 7.7 29.8 0.7 0.6232.2 50.8 59.2 51.8 52.3 58.7

D F A C A A F D E D D E
1580 1103 413 303

99.8 5.1 155.9 54.6

F A F D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

17.4 16.6 30.2 55.8 17.0 17.0 20.9 65.1

4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9

8.6 32.8 8.1 50.9 12.1 29.3 22.5 36.5

7.8 11.1 10.8 53.8 15.0 11.4 15.7 2.0

0.1 0.6 0.0 0.0 0.0 0.7 0.3 5.1

71.9 E
1 7 " 1 7 1 7 1 7
Traffic Study 524-30
Intersection 5
East Ave & North Ave

ITTGERS
CHULER

IVIL ENGINEERS
HCM 2010 Signalized Intersection Summary
5: East Ave & North Ave
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
Notes
* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
21 231 85 76 287 72 44 31 30 30 41 18
21 231 85 76 287 72 44 31 30 30 41 18
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 23 257 94 86 326 82 58 41 39 33 45 20
1 2 1 1 2 1 1 1 1 1 1 1

0.90 0.90 0.90 0.88 0.88 0.88 0.76 0.76 0.76 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
40 1077 444 664 2443 1006 82 151 118 49 105 82

0.01 0.10 0.10 0.41 0.69 0.69 0.05 0.08 0.08 0.03 0.06 0.06 1634 3539 1458 1634 3539 1458 1634 1863 1458 1634 1863 1458 23 257 94 86 326 82 58 41 39 33 45 20
1634 1770 1458 1634 1770 1458 1634 1863 1458 1634 1863 1458

1.3 6.2 5.5 3.0 2.9 1.7 3.2 1.9 1.0 1.8 2.1 1.0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
40 1077 444 664 2443 1006 82 151 118 49 105 82

0.57 0.24 0.21 0.13 0.13 0.08 0.70 0.27 0.33 0.67 0.43 0.24 124 1077 444 664 2443 1006 178 547 428 142 506 396

0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

45.1 31.6 31.2 17.1 4.9 4.7 43.0 39.7 7.6 44.2 42.0 30.8

11.3 0.5 1.0 0.1 0.1 0.2 10.4 1.0 1.6 14.5 2.7 1.5

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

0.7 3.1 2.3 1.4 1.4 0.7 1.7 1.0 0.5 1.0 1.2 0.5

56.5 32.1 32.3 17.2 5.0 4.8 53.4 40.7 9.3 58.6 44.7 32.3

E C C B A A D D A E D C
374 494 138 98

33.6 7.1 37.2 46.9

C A D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

6.8 11.4 41.8 32.0 9.0 9.2 6.3 67.5

4.5 4.9 4.9 * 4.9 4.9 * 4.9 4.5 4.9

7.5 26.1 12.5 * 27 9.5 * 24 6.5 33.1

3.8 3.9 5.0 8.2 5.2 4.1 3.3 4.9

0.0 0.4 1.2 1.3 0.1 0.1 0.0 1.9

23.4 C
" * 7 " * 7 + 7 + 7
HCM 2010 Signalized Intersection Summary
5: East Ave & North Ave
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
Notes
* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
21 255 85 76 307 72 44 31 30 30 41 18
21 255 85 76 307 72 44 31 30 30 41 18
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 23 283 94 86 349 82 58 41 39 33 45 20
1 2 1 1 2 1 1 1 1 1 1 1

0.90 0.90 0.90 0.88 0.88 0.88 0.76 0.76 0.76 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
39 1072 442 690 2497 1029 83 148 116 48 101 79

0.01 0.10 0.10 0.42 0.71 0.71 0.05 0.08 0.08 0.03 0.05 0.05 1634 3539 1458 1634 3539 1458 1634 1863 1458 1634 1863 1458 23 283 94 86 349 82 58 41 39 33 45 20
1634 1770 1458 1634 1770 1458 1634 1863 1458 1634 1863 1458

1.4 7.3 5.9 3.2 3.2 1.7 3.5 2.1 1.1 2.0 2.3 1.1

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
39 1072 442 690 2497 1029 83 148 116 48 101 79

0.59 0.26 0.21 0.12 0.14 0.08 0.70 0.28 0.34 0.69 0.45 0.25 132 1072 442 690 2497 1029 215 546 427 149 470 368

0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

48.6 34.3 33.7 17.4 4.8 4.5 46.3 42.9 7.9 47.6 45.4 34.0

12.2 0.6 1.0 0.1 0.1 0.2 10.2 1.0 1.7 16.5 3.1 1.7

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

0.8 3.7 2.5 1.4 1.6 0.7 1.8 1.1 0.5 1.1 1.3 0.5

60.9 34.9 34.7 17.5 4.9 4.7 56.5 43.9 9.6 64.1 48.5 35.6

E C C B A A E D A E D D
400 517 138 98

36.3 7.0 39.5 51.1

D A D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

6.9 11.9 46.2 34.0 9.4 9.4 6.4 73.9

4.5 4.9 4.9 * 4.9 4.9 * 4.9 4.5 4.9

8.5 28.1 14.5 * 29 12.5 * 24 7.5 36.1

4.0 4.1 5.2 9.3 5.5 4.3 3.4 5.2

0.0 0.4 1.4 1.4 0.2 0.1 0.0 2.0

24.8 C
" * 7 " * 7 + 7 + 7
HCM 2010 Signalized Intersection Summary
5: East Ave & North Ave
AM Future+Proj Cumulative
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
Notes
* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
52 597 211 183 712 174 100 71 68 41 56 25
52 597 211 183 712 174 100 71 68 41 56 25
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 58 663 234 208 809 198 132 93 89 45 61 27
1 2 1 1 2 1 1 1 1 1 1 1

0.90 0.90 0.90 0.88 0.88 0.88 0.76 0.76 0.76 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
451 1961 808 243 1498 617 168 234 183 63 108 84

0.55 1.00 1.00 0.15 0.42 0.42 0.10 0.13 0.13 0.04 0.06 0.06 1634 3539 1458 1634 3539 1458 1634 1863 1458 1634 1863 1458 58 663 234 208 809 198 132 93 89 45 61 27
1634 1770 1458 1634 1770 1458 1634 1863 1458 1634 1863 1458

2.1 0.0 0.0 14.9 20.5 8.6 9.5 5.5 6.8 3.3 3.8 2.1

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
451 1961 808 243 1498 617 168 234 183 63 108 84

0.13 0.34 0.29 0.86 0.54 0.32 0.78 0.40 0.49 0.72 0.57 0.32 451 1961 808 354 1498 617 245 525 411 125 388 304

2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.35 0.35 0.35 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

19.9 0.0 0.0 49.9 25.9 14.5 52.5 48.3 48.8 57.1 55.1 54.3

0.0 0.2 0.3 13.1 1.4 1.4 9.7 1.1 2.0 14.2 4.6 2.2

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

0.9 0.0 0.1 7.6 10.3 3.7 4.7 2.9 2.8 1.7 2.1 0.9

20.0 0.2 0.3 63.0 27.3 15.8 62.2 49.3 50.8 71.2 59.7 56.4

B A A E C B E D D E E E
955 1215 314 133

1.4 31.5 55.2 62.9

A C E E
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.6 19.1 21.8 70.5 16.8 10.9 37.5 54.8

4.5 4.9 4.5 4.9 4.9 * 4.9 4.9 * 4.9

8.7 32.9 25.5 34.1 17.5 * 24 9.7 * 50

5.3 8.8 16.9 2.0 11.5 5.8 4.1 22.5

0.0 1.1 0.4 4.3 0.6 0.2 0.1 4.6

25.0 C
" * 7 " * 7 + 7 + 7
HCM 2010 Signalized Intersection Summary
5: East Ave & North Ave
AM Future Cumulative
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
Notes
* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
52 573 211 183 692 174 100 71 68 41 56 25
52 573 211 183 692 174 100 71 68 41 56 25
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 58 637 234 208 786 198 132 93 89 45 61 27
1 2 1 1 2 1 1 1 1 1 1 1

0.90 0.90 0.90 0.88 0.88 0.88 0.76 0.76 0.76 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
474 1958 807 243 1445 595 169 235 184 63 108 84

0.58 1.00 1.00 0.15 0.41 0.41 0.10 0.13 0.13 0.04 0.06 0.06 1634 3539 1458 1634 3539 1458 1634 1863 1458 1634 1863 1458 58 637 234 208 786 198 132 93 89 45 61 27
1634 1770 1458 1634 1770 1458 1634 1863 1458 1634 1863 1458

1.9 0.0 0.0 14.9 20.3 8.9 9.5 5.5 6.8 3.3 3.8 2.1

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
474 1958 807 243 1445 595 169 235 184 63 108 84

0.12 0.33 0.29 0.86 0.54 0.33 0.78 0.40 0.48 0.72 0.57 0.32 474 1958 807 368 1445 595 259 528 413 136 388 304

2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.37 0.37 0.37 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

18.3 0.0 0.0 49.8 27.0 15.4 52.5 48.2 48.8 57.0 55.1 54.3

0.0 0.2 0.3 11.9 1.5 1.5 8.1 1.1 2.0 14.1 4.6 2.2

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

0.9 0.0 0.1 7.5 10.1 3.8 4.6 2.9 2.8 1.7 2.1 0.9

18.3 0.2 0.3 61.7 28.5 16.9 60.5 49.3 50.7 71.2 59.7 56.4

B A A E C B E D D E E E
929 1192 314 133

1.3 32.4 54.4 62.9

A C D E
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.6 19.2 21.8 70.4 16.8 10.9 39.2 53.0

4.5 4.9 4.5 4.9 4.9 * 4.9 4.9 * 4.9

9.5 33.1 26.5 32.1 18.5 * 24 10.5 * 48

5.3 8.8 16.9 2.0 11.5 5.8 3.9 22.3

0.0 1.1 0.5 4.1 0.6 0.2 0.1 4.4

25.4 C
" * 7 " * 7 + 7 + 7
HCM 2010 Signalized Intersection Summary
5: East Ave & North Ave
AM Future+Proj Cumulative
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
Notes
* HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
52 597 211 183 712 174 100 71 68 41 56 25
52 597 211 183 712 174 100 71 68 41 56 25
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 58 663 234 208 809 198 132 93 89 45 61 27
1 2 1 1 2 1 1 1 1 1 1 1

0.90 0.90 0.90 0.88 0.88 0.88 0.76 0.76 0.76 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
451 1961 808 243 1498 617 168 234 183 63 108 84

2.1 0.0 0.0 14.9 20.5 8.6 9.5 5.5 6.8 3.3 3.8 2.1

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
451 1961 808 243 1498 617 168 234 183 63 108 84

0.13 0.34 0.29 0.86 0.54 0.32 0.78 0.40 0.49 0.72 0.57 0.32 451 1961 808 354 1498 617 245 525 411 125 388 304

2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.35 0.35 0.35 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

19.9 0.0 0.0 49.9 25.9 14.5 52.5 48.3 48.8 57.1 55.1 54.3

0.0 0.2 0.3 13.1 1.4 1.4 9.7 1.1 2.0 14.2 4.6 2.2

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

0.9 0.0 0.1 7.6 10.3 3.7 4.7 2.9 2.8 1.7 2.1 0.9

20.0 0.2 0.3 63.0 27.3 15.8 62.2 49.3 50.8 71.2 59.7 56.4

B A A E C B E D D E E E
955 1215 314 133

1.4 31.5 55.2 62.9

A C E E
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.6 19.1 21.8 70.5 16.8 10.9 37.5 54.8

4.5 4.9 4.5 4.9 4.9 * 4.9 4.9 * 4.9

8.7 32.9 25.5 34.1 17.5 * 24 9.7 * 50

5.3 8.8 16.9 2.0 11.5 5.8 4.1 22.5

0.0 1.1 0.4 4.3 0.6 0.2 0.1 4.6

25.0 C
" * 7 " * 7 + 7 + 7
Traffic Study 524-30
Intersection 6
Cherry Ave & Central Ave

ITTGERS
CHULER

IVIL ENGINEERS
HCM 2010 AWSC
6: Cherry Ave & Central Ave
AM Existing
2023
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS
Lane
Vol Left, %
Vol Thru, %
Vol Right, %
Sign Control
Traffic Vol by Lane
LT Vol
Through Vol
RT Vol
Lane Flow Rate
Geometry Grp
Degree of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM Lane V/C Ratio
HCM Control Delay
HCM Lane LOS
HCM 95th-tile Q
524-30
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

8.3 A

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 29 62 10 0 7 50 19 0 16 41 11 0 17 34 21
0 29 62 10 0 7 50 19 0 16 41 11 0 17 34 21

0.92 0.84 0.84 0.84 0.92 0.67 0.67 0.67 0.92 0.62 0.62 0.92 0.92 0.59 0.59 0.59 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 35 74 12 0 10 75 28 0 26 66 12 0 29 58 36
0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0

EB WB NB SB

WB EB SB NB
1 1 1 1

SB NB EB WB
1 1 1 1

NB SB WB EB
1 1 1 1

8.4 8.2 8.3 8.3

A A A A
NBLn1 EBLn1 WBLn1 SBLn1
24% 29% 9% 24%
60% 61% 66% 47%
16% 10% 25% 29%
Stop Stop Stop Stop
68 101 76 72
16 29 7 17
41 62 50 34
11 10 19 21
104 120 113 122
1 1 1 1

0.132 0.153 0.141 0.151

4.564 4.583 4.465 4.468
Yes Yes Yes Yes
785 783 803 802

2.593 2.611 2.492 2.497

0.132 0.153 0.141 0.152

8.3 8.4 8.2 8.3

A A A A

0.5 0.5 0.5 0.5
HCM 2010 AWSC
6: Cherry Ave & Central Ave
AM Existing+Project
2023
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

8.4 A

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 29 62 10 0 7 50 19 0 16 49 11 0 17 34 21
0 29 62 10 0 7 50 19 0 16 49 11 0 17 34 21

0.92 0.84 0.84 0.84 0.92 0.67 0.67 0.67 0.92 0.62 0.62 0.92 0.92 0.59 0.59 0.59 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 35 74 12 0 10 75 28 0 26 79 12 0 29 58 36
0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0

EB WB NB SB

WB EB SB NB
1 1 1 1

SB NB EB WB
1 1 1 1

NB SB WB EB
1 1 1 1

8.5 8.3 8.4 8.3

A A A A
NBLn1 EBLn1 WBLn1 SBLn1
21% 29% 9% 24%
64% 61% 66% 47%
14% 10% 25% 29%
Stop Stop Stop Stop
76 101 76 72
16 29 7 17
49 62 50 34
11 10 19 21
117 120 113 122
1 1 1 1

0.148 0.154 0.142 0.152

4.574 4.615 4.497 4.487
Yes Yes Yes Yes
784 777 797 799

2.604 2.645 2.526 2.516

0.149 0.154 0.142 0.153

8.4 8.5 8.3 8.3

A A A A

0.5 0.5 0.5 0.5
HCM 2010 AWSC
6: Cherry Ave & Central Ave
AM Future+Proj Cumulative
2023
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

9.3 A

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 36 76 12 0 9 61 23 0 19 56 13 0 30 60 37
0 36 76 12 0 9 61 23 0 19 56 13 0 30 60 37

0.92 0.84 0.84 0.84 0.92 0.67 0.67 0.67 0.92 0.62 0.62 0.92 0.92 0.59 0.59 0.59 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 43 90 14 0 13 91 34 0 31 90 14 0 51 102 63
0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0

EB WB NB SB

WB EB SB NB
1 1 1 1

SB NB EB WB
1 1 1 1

NB SB WB EB
1 1 1 1

9.3 9 9 9.6

A A A A
NBLn1 EBLn1 WBLn1 SBLn1
22% 29% 10% 24%
64% 61% 66% 47%
15% 10% 25% 29%
Stop Stop Stop Stop
88 124 93 127
19 36 9 30
56 76 61 60
13 12 23 37
135 148 139 215
1 1 1 1

0.182 0.203 0.186 0.28

4.853 4.942 4.829 4.675
Yes Yes Yes Yes
735 722 737 764

2.916 3.006 2.894 2.731

0.184 0.205 0.189 0.281
9 9.3 9 9.6

A A A A

0.7 0.8 0.7 1.1
HCM 2010 AWSC
6: Cherry Ave & Central Ave
AM Future Cumulative
2043
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

9.2 A

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 36 76 12 0 9 61 23 0 19 48 13 0 30 60 37
0 36 76 12 0 9 61 23 0 19 48 13 0 30 60 37

0.92 0.84 0.84 0.84 0.92 0.67 0.67 0.67 0.92 0.62 0.62 0.92 0.92 0.59 0.59 0.59 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 43 90 14 0 13 91 34 0 31 77 14 0 51 102 63
0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0

EB WB NB SB

WB EB SB NB
1 1 1 1

SB NB EB WB
1 1 1 1

NB SB WB EB
1 1 1 1

9.2 9 8.9 9.5

A A A A
NBLn1 EBLn1 WBLn1 SBLn1
24% 29% 10% 24%
60% 61% 66% 47%
16% 10% 25% 29%
Stop Stop Stop Stop
80 124 93 127
19 36 9 30
48 76 61 60
13 12 23 37
122 148 139 215
1 1 1 1

0.164 0.201 0.185 0.278

4.844 4.909 4.795 4.655
Yes Yes Yes Yes
736 726 744 768

2.903 2.967 2.854 2.707

0.166 0.204 0.187 0.28

8.9 9.2 9 9.5

A A A A

0.6 0.7 0.7 1.1
HCM 2010 AWSC
6: Cherry Ave & Central Ave
AM Future+Proj Cumulative
2043
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Number of Lanes
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

9.3 A

EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 0 36 76 12 0 9 61 23 0 19 56 13 0 30 60 37
0 36 76 12 0 9 61 23 0 19 56 13 0 30 60 37

0.92 0.84 0.84 0.84 0.92 0.67 0.67 0.67 0.92 0.62 0.62 0.92 0.92 0.59 0.59 0.59 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2
0 43 90 14 0 13 91 34 0 31 90 14 0 51 102 63
0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0

EB WB NB SB

WB EB SB NB
1 1 1 1

SB NB EB WB
1 1 1 1

NB SB WB EB
1 1 1 1

9.3 9 9 9.6

A A A A
NBLn1 EBLn1 WBLn1 SBLn1
22% 29% 10% 24%
64% 61% 66% 47%
15% 10% 25% 29%
Stop Stop Stop Stop
88 124 93 127
19 36 9 30
56 76 61 60
13 12 23 37
135 148 139 215
1 1 1 1

0.182 0.203 0.186 0.28

4.853 4.942 4.829 4.675
Yes Yes Yes Yes
735 722 737 764

2.916 3.006 2.894 2.731

0.184 0.205 0.189 0.281
9 9.3 9 9.6

A A A A

0.7 0.8 0.7 1.1
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Existing
Intersection #:6
12 11 10
21 34 17
1 29 19 6
2 62 50 5
3 10 7 4
16 41 11
7 8 9
Major Total:177
Minor High Volume:72
(Minor Street)
Cherry Ave
(Major Street)
Central Ave
(Major Street)
Central Ave
Cherry Ave
A < V 1 t
y < + r y
o
500
300
75'
0 300 400 500 600 700 800 900 1000 1100 1200 1300
1 400
O
<
o
ZE
Q
LU
ZE
Q
1 MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
I— R 111 O
in Q
Q <
— LU
C S 200
Q D
| o
22 100
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Existing+Project
Intersection #:6
12 11 10
21 34 17
1 29 19 6
2 62 50 5
3 10 7 4
16 49 11
7 8 9
Major Total:177
Minor High Volume:76
Cherry Ave
(Major Street)
Central Ave
(Major Street)
Central Ave
(Minor Street)
Cherry Ave
A 4 1 1> t o
V<*rY
o
500
300
75'
0 300 400 500 600 700 800 900 1000 1100 1200 1300
1 400
O
<
o
ZE
Q
LU
ZE
Q
I

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
I— R 111 O
in Q
Q <
— LU
C S 200
Q D
| o
22 100
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Proj Cumulative
Intersection #:6
12 11 10
21 34 17
1 31 24 6
2 62 50 5
3 10 7 4
16 49 11
7 8 9
Major Total:184
Minor High Volume:76
Cherry Ave
(Major Street)
Central Ave
(Major Street)
Central Ave
(Minor Street)
Cherry Ave
A 4 1 1> t o
V<*rY
o
500
300
75'
0 300 400 500 600 700 800 900 1000 1100 1200 1300
1 400
O
<
o
ZE
Q
LU
ZE
Q
I

MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
I— R 111 O
in Q
Q <
— LU
C S 200
Q D
| o
22 100
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future Cumulative
Intersection #:6
12 11 10
28 60 23
1 34 26 6
2 76 61 5
3 11 8 4
17 48 12
7 8 9
Major Total:216
Minor High Volume:111
(Minor Street)
Cherry Ave
(Major Street)
Central Ave
(Major Street)
Central Ave
Cherry Ave
A < V 1 t
y < + r y
o
500
300
75'
0 300 400 500 600 700 800 900 1000 1100 1200 1300
1 400
O
<
o
ZE
Q
LU
ZE
Q
1 MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
I— R 111 O
in Q
Q <
— LU
C S 200
Q D
| o
22 100
Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Future+Proj Cumulative
Intersection #:6
12 11 10
28 60 23
1 34 26 6
2 76 61 5
3 11 8 4
17 56 12
7 8 9
Major Total:216
Minor High Volume:111
(Minor Street)
Cherry Ave
(Major Street)
Central Ave
(Major Street)
Central Ave
Cherry Ave
A < V 1 t
ve + r>Y
o
500
300
75'
0 300 400 500 600 700 800 900 1000 1100 1200 1300
1 400
O
<
o
ZE
Q
LU
ZE
Q
1 MAJOR STREET - TOTAL OF BOTH APPROACHES -

VEHICLES PER HOUR (VPH)
I— R 111 O
in Q
Q <
— LU
C S 200
Q D
| o
22 100
Traffic Study 524-30
Intersection 3001
Cherry Ave &

ITTGERS
CHULER

IVIL ENGINEERS
Traffic Study 524-30
Intersection 3002
Cherry Ave &

ITTGERS
CHULER

IVIL ENGINEERS

MITIGATION MONITORING AND REPORTING
PROGRAM – May 22, 2025
This Mitigation Monitoring and Reporting Program (MMRP) has been formulated based upon the findings of the Initial Study/Mitigated Negative Declaration (IS/MND) for Environmental Assessment No. T-21-05778/P21-05870/P23-00149. The MMRP lists mitigation measures recommended in the IS/MND for the proposed Project and identifies monitoring and reporting requirements as well as conditions recommended by responsible agencies who commented on the project.

The first column of the Table identifies the mitigation measure. The second column, entitled “Party Responsible for Implementing Mitigation,” names the party responsible for carrying out the required action. The third column, “Implementation Timing,” identifies the time the mitigation measure should be initiated. The fourth column, “Party Responsible for Monitoring,” names the party ultimately responsible for ensuring that the mitigation measure is implemented. The last column will be used by the City to ensure that individual mitigation measures have been monitored.

Mitigation Measure
Party
responsible
for
Implementing
Mitigation
Implementation
Timing
Party
responsible
for
Monitoring
Verification
(name/date)
AIR-1. Construction Equipment Requirements. Before a construction permit is issued for the proposed project, the project applicant, project sponsor, or construction contractor shall submit documentation demonstrating reasonably detailed compliance with the following requirements to the City of Fresno:

Where portable diesel engines are used during construction, all off-road equipment with engines greater than 75 horsepower shall have engines that meet or exceed either United States Environmental Protection Agency (EPA) or California Air Resources Board (CARB) Tier 4 Interim off-road emission standards or be equipped with Level 3 diesel particulate filters.

Tier 4 Interim engines shall, at a minimum, meet EPA or CARB particulate matter emissions standards for Tier 4 Interim engines. Alternatively, use of CARB-certified Level 3 diesel particulate filters on off-road equipment with engines greater than 75 horsepower can be used in lieu of Tier 4 Interim engines or in combination with Tier 4 Interim or better engines. The construction contractor shall maintain records documenting its efforts to comply with this requirement, including equipment lists. Off-road equipment descriptions and information shall include, but are not limited to, equipment type, equipment manufacturer, equipment identification number, engine model year, engine certification (Tier rating), horsepower, and engine serial number. The project applicant and/or construction contractor shall submit the construction operations plan and records of compliance to the City of Fresno.

Project
Applicant and
Construction
Contractor.

Prior to ground
disturbance and
construction
City of
Fresno,
Planning and
Development
Department
CUL-1: Resource Discovery. If previously unknown resources are encountered before or during grading activities, construction shall stop in the immediate vicinity of the find and a qualified historical resources specialist shall be consulted to determine whether the resource requires further study. The qualified historical resources specialist shall make recommendations to the City on the measures that shall be implemented to Project
Applicant and
qualified
historical
resources
specialist
Planning and
Development
Department to
review
construction
specifications to
ensure inclusion
of provisions
City of
Fresno,
Planning and
Development
Department
Mitigation Measure
Party
responsible
for
Implementing
Mitigation
Implementation
Timing
Party
responsible
for
Monitoring
Verification
(name/date)
protect the discovered resources, including but not limited to excavation of the finds and evaluation of the finds in accordance with Section 15064.5 of the CEQA Guidelines and the City’s Historic Preservation Ordinance.

If the resources are determined to be unique historical resources as defined under Section 15064.5 of the CEQA Guidelines, measures shall be identified by the monitor and recommended to the Lead Agency.

Appropriate measures for significant resources could include avoidance or capping, incorporation of the site in green space, parks, or open space, or data recovery excavations of the finds. No further grading shall occur in the area of the discovery until the Lead Agency approves the measures to protect these. Any historical artifacts recovered as a result of mitigation shall be provided to a City-approved institution or person who is capable of providing long-term preservation to allow future scientific study. included in
mitigation
measure.

CUL-2: Resource Protection. Subsequent to a preliminary City review of the project grading plans, if there is evidence that a project will include excavation or construction activities within previously undisturbed soils, a field survey and literature search for prehistoric archaeological resources shall be conducted.

The following procedures shall be followed.

If prehistoric resources are not found during either the field survey or literature search, excavation and/or construction activities can commence. In the event that buried prehistoric archaeological resources are discovered during excavation and/or construction activities, construction shall stop in the immediate vicinity of the find and a qualified archaeologist shall be consulted to determine whether the resource requires further study. The qualified archaeologist shall make recommendations to the City on the measures that shall be implemented to protect the discovered resources, including but not Project
Applicant and
qualified
historical
resources
specialist
Planning and
Development
Department to
review
construction
specifications to
ensure inclusion
of provisions
included in
mitigation
measure.

City of
Fresno,
Planning and
Development
Department
Mitigation Measure
Party
responsible
for
Implementing
Mitigation
Implementation
Timing
Party
responsible
for
Monitoring
Verification
(name/date)
limited to excavation of the finds and evaluation of the finds in accordance with CEQA Guidelines Section 15064.5.

If the resources are determined to be unique prehistoric archaeological resources as defined under Section 15064.5 of the CEQA Guidelines, mitigation measures shall be identified by the monitor and recommended to the Lead Agency. Appropriate measures for significant resources could include avoidance or capping, incorporation of the site in green space, parks, or open space, or data recovery excavations of the finds. No further grading shall occur in the area of the discovery until the Lead Agency approves the measures to protect these resources. Any prehistoric archaeological artifacts recovered as a result of mitigation shall be provided to a City approved institution or person who is capable of providing long term preservation to allow future scientific study.

If prehistoric resources are found during the field survey or literature review, the resources shall be inventoried using appropriate State record forms and submit the forms to the Southern San Joaquin Valley Information Center. The resources shall be evaluated for significance. If the resources are found to be significant, measures shall be identified by the qualified archaeologist. Similar to above, appropriate mitigation measures for significant resources could include avoidance or capping, incorporation of the site in green space, parks, or open space, or data recovery excavations of the finds.

In addition, appropriate mitigation for excavation and construction activities in the vicinity of the resources found during the field survey or literature review shall include an archaeological monitor. The monitoring period shall be determined by the qualified archaeologist. If additional prehistoric archaeological resources are found during excavation and/or construction activities, the procedure identified above for the discovery of unknown resources shall be followed.

Mitigation Measure
Party
responsible
for
Implementing
Mitigation
Implementation
Timing
Party
responsible
for
Monitoring
Verification
(name/date)
CUL-3: Resource Protection. In the event that human remains are unearthed during excavation and grading activities of any future development project, all activity shall cease immediately. Pursuant to Health and Safety Code (HSC) Section 7050.5, no further disturbance shall occur until the County Coroner has made the necessary findings as to origin and disposition pursuant to PRC Section 5097.98(a). If the remains are determined to be of Native American descent, the coroner shall within 24 hours notify the Native American Heritage Commission (NAHC). The NAHC shall then contact the most likely descendent of the deceased Native American, who shall then serve as the consultant on how to proceed with the remains.

Pursuant to PRC Section 5097.98(b), upon the discovery of Native American remains, the landowner shall ensure that the immediate vicinity, according to generally accepted cultural or archaeological standards or practices, where the Native American human remains are located is not damaged or disturbed by further development activity until the landowner has discussed and conferred with the most likely descendants regarding their recommendations, if applicable, taking into account the possibility of multiple human remains. The landowner shall discuss and confer with the descendants all reasonable options regarding the descendants' preferences for treatment.

Project
Applicant and
qualified
historical
resources
specialist
Planning and
Development
Department to
review
construction
specifications to
ensure inclusion
of provisions
included in
mitigation
measure.

City of
Fresno,
Planning and
Development
Department
TRA-1: The Applicant shall pay the City of Fresno for their Fair Share Portion of the intersection improvements described below in order to maintain or improve the operational level of service of the street system in the Project vicinity.

Project
Applicant
Prior to issuance
of grading
permits.

City of
Fresno,
Planning and
Development
Department
Mitigation Measure
Party
responsible
for
Implementing
Mitigation
Implementation
Timing
Party
responsible
for
Monitoring
Verification
(name/date)
# Intersection Improvements Required by 2043
Change NBTR to NBT, add NBR1 0.14% 2 Change EBR to EBTR 0.95% 3 3.7% Add EBT
Percent
Share
Ehn Ave &
North Ave
SR 41 SB Ramps &
North Ave
SR 41 NB Ramps &
North Ave

Fresno City CouncilAugust 14, 2025

Fresno City Council
August 14, 2025