Agenda packet — Bellflower City Council, April 27, 2026 (part 7 of 11)

Other
Building Capacity to Respond to Sexual and Reproductive Health in Emergencies in the Arab Region- UNFPA
- Formatted and edited all the project material (Lesson plan, handout, PPT, etc.) Evaluation of the Impact of MAP Mental Health and Psychosocial Support Intervention for Children and Parents in Palestinian Camps- Medical Aid for Palestinians - Conduct a focus group discussions
- Focus group transcription as a qualitative tool
Evaluation of the Impact of a Maternal and Child Health Intervention in Palestinian Refugee Camps in Lebanon- Medical Aid for Palestinians
- Conduct an individual interview
- Interview transcription as a qualitative tool
Workshops and Trainings
- Three weeks course entitled: "Humanitarian Engineering: Designing Solutions for Health Challenges in Crises- AUB"
Training Workshop on Data Collection Methods and Tools and Basic Principles of Research Ethics Training of Trainers (TOT) on " Communication For Development"- UNICEF - Communication For Development Workshop -UNICEF
- Interpersonal Communication Workshop- AUB
- Advocacy — Master Card Foundation -AUB
- Training for Trainers (TOT) - Red Cross
- Citizenship — Master Card Foundation -AUB
- Time Management- AUB
Life Skills and Community Development — Master Card Foundation at AUB Conferences
January 2018
November 2017
March 2017
March 2017
August 2016
Jan 2015
March 2014
Jan 2014
Jan 2014
Jan 2013
"Adolescent and Youth Wellbeing in the Arab Region"
conference followed by two days' workshop -Beirut, Lebanon "Global Compact Network Lebanon national conference
anchors support for Sustainable Development Goals"- -Beirut, Lebanon IBDAA competition by AUB-Nature Conservation Center (NCC) -Beirut, Lebanon Arab Forum of Environment and Development (AFED) - Beirut, Lebanon CCPH (Community -Campus partnerships for health) Conference- Chicago, USA Takaful Fourth Annual Conference on Arab Philanthropy - Beirut& Al koura and Civic Engagement
December 2016
November 2016
April 2016
November 2015
May 2014
June 2014

ENVIRONMF NTAL ASSESSMENT

GEOPHYSICAL SURVEY

SOIL VAPOR INVESTIGATION
/76/747639 BELLFLOWER BOULEVARD
BELLFLOWER, CA 90706
FEBRUARY 6, 2020
Prepared For:

SBH REAL ESTATE GROUP, INC.
c/o NATIONAL ENVIRONMENTAL SERVICES
700 East Redlands Boulevard
Suite U618
Redlands, CA 92373

ATHANOR
ENVIRONMENTAL SERVICES INC.
www.athanorenvironmental.com
Phase I Site Assessments • Subsurface Investigations
Underground Tank Removal/Closure • Site Remediation
3940 Mayfield Avenue
La Crescents, CA 91214
(818) 249-5116
FAX: (818) 249-9387

ATHANOR
ENVIRONMENTAL SERVICES INC.
3940 Mayfield Avenue
La Crescenta, California 91214
Phone (818) 249-5116
Fax (818) 249-9387
email: [email protected]
www.athanorenvironmental.com
February 6, 2020
SBH Real Estate Group. Inc.
c/o Mr. Hani Gabriel
General Manager
National Environmental Services
700 East Redlands Boulevard
Suite U618
Redlands, CA 92373
Re: Report on Geophysical Survey and Soil Vapor Investigation of 17617-17639 Bellflower Boulevard, Bellflower, CA 90706
To whom it may concern:

Athanor Environmental Services, Inc. is pleased to submit this report on our geophysical survey and soil vapor investigation of 17617-17639 Bellflower Boulevard, Bellflower, California 90706. The laboratory report is included in an appendix to the report.

If you have any questions, please don't hesitate to contact me.

Sincerely,
George A. Johnson
President
Project Manager

CONTENTS
Section

1.0 INTRODUCTION

2.0 BACKGROUND

3.0 LOCAL AND REGIONAL GEOLOGY AND HYDROGEOLOGY

3.1 Regional Physiographic and Geologic Conditions

3.2 Soil Conditions

3.3 Groundwater Conditions

4.0 GEOPHYSICAL SURVEY

5.0 SOIL VAPOR SAMPLING METHODOLOGY

5.1 General Discussion

5.2 Sampling Probe Installation

5.3 Sample Collection and Handling

6.0 SOIL VAPOR LABORATORY METHODOLOGY AND RESULTS

6.1 Laboratory Methodology

6.2 Laboratory Results

7.0 CONCLUSIONS

8.0 RECOMMENDATIONS

9.0 REFERENCES
Figure 1 - Local Vicinity Map
Figure 2 - Soil Vapor Sampling Diagram

APPENDIX A - LABORATORY REPORT
Pale
1 4
5 5
5 6
7 8
8 8
10 12
12 12
13 14
15 2
9 1.0 INTRODUCTION
This report presents the results of an environmental site assessment, consisting of a geophysical survey and a soil vapor investigation soil vapor investigation, performed by Athanor Environmental Services, Inc. (Athanor) of La Crescenta, California, of the real property located at 17617-17639 Bellflower Boulevard, Bellflower, California 90706. Figure 1 locates the property on a map of the local vicinity. This project was performed for SBH Real Estate Group, Inc., under the direction of Mr. Hani Gabriel, General Manager, National Environmental Services.

The purpose of this investigation was conducted in order to determine whether or not (1) an underground staoage tank (UST) or USTs are present beneath the site and (2) significant concentrations of regulated contaminants are present in the subsurface soil vapor.

This investigation was not intended to be a public health evaluation of any kind, nor was it a certification that the entire site is either free from, or significantly affected by, environmental contamination. Rather, this investigation should be considered a support to any decision making process involving the property.

Athanor has sought to convey the results of this effort to SBH Real Estate Group, Inc. in a way that is practical, useful, and in accordance with accepted scientific and/or engineering practice and protocols. Following this Introduction, Section 2.0 describes site background. Section 3.0 describes local and regional geology and hydrogeology. Section 4.0 describes the geophysical survey. Section

5.0 describes the soil vapor sampling methodology. Section 6.0 presents the laboratory methodology and analytical results. Section 7.0 provides conclusions. Section 8.0 provides recommendations.

Section 9.0 lists references. The laboratory report is included in an appendix to this report. Athanor 1 N
ptlu St
sawn.n.
ell A/A
IrAR
NOSE
Location of Subject Site
C
/y'31YU4th SPI ET < Ift-0i - AL.

K 11 \I
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j4. Ory4 ',1 c7
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is
SlI I a[n ► CAW 1 i1
,t I i. — I 't III<[LtiS :1

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7 . A W+
to IN A IJ j nH n
7 wwMAYFAIR ru
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NMlEW1 ft i- ' \AAaIt iS
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FIGURE 1 . LOCAL VICINITY MAP
2 and its subcontractors assume no liability from any of the individuals interviewed or other parties involved or from losses sustained as a result of decisions based on interpretations of this report. 3 2.0 BACKGROUND
Gabriel Environmental Group submitted a December 16, 2019 Phase I Environmental Site assessment on the subject site. The report noted that an automotive dealership from at least 1962 to 2014, with four underground storage tanks (USTs) located onsite. No record of UST closure reports or letters were available. These activities constitute a Recognized Environmental Condition related to the subject site. The report recorrnnended that further investigation be conducted. 4 3.0 LOCAL AND REGIONAL GEOLOGY AND HYDROGEOLOGY

3.1 Regional Physiographic and Geologic Conditions
The subject Site and vicinity are located in the central portion of the Los Angeles Coastal Plain within the Transverse Ranges geomorphic province. The Los Angeles Coastal Plain is bounded by the Santa Monica Mountains on the north, the Elysian Hills on the northeast, the Puente Hills on the east, the Orange County Coastal Plain on the southeast, and the Pacific Ocean on the south and west.

The Site is located at an approximate elevation of 67 feet above mean sea level on flat terrain that slopes gently downward to the south-southeast (USGS, 1981).

The Los Angeles Coastal Plain is underlain by several thousand feet of alluvium and associated deposits of Recent or Pleistocene age. The surficial geology at the Site is "younger" alluvial fan, floodplain, and streambed deposits of Recent age consisting of unconsolidated, poorly stratified to well stratified clay, silt, sand and gravel (California Division of Mines and Geology, 1962).

3.2 Soil Conditions
Soils in the area of the subject property are mapped as the Hanford Association (USDA, 1969).

These soils are characterized as over 60 inches deep, are well drained, and have moderately rapid subsoil permeability. They have coarse sandy loam surface layers about 8 inches thick underlain by a coarse sandy loam and gravelly loamy coarse sand substratum. Typically they are slightly acid to mildly alkaline throughout but occasionally are calcareous in the lower part.

3.3 Groundwater Conditions
The subject site is located in the Montebello Forebay Area of the Central Basin (LACDPW, 1995).

Groundwater contours mapped by the Los Angeles County Department of Public Works, 5 Hydraulic/Water Conservation Division in Fall 1993 indicate that the depth to groundwater is approximately 105 feet below ground surface (bgs), and the direction of the groundwater gradient is to the south-southeast, roughly paralleling flow in the nearby San Gabriel River (LACDPW, 1995).

Four groundwater monitoring wells were identified in LACDPW (2018) online records within approximately one mile of the site:
o Well No. 1022H — Located at the northeast corner of Aclare Street and Shasta Circle, groundwater was measured at 139 feet bgs in October 2002. o Well No. 1012K — Located on Artesia Boulevard east of Roseton Avenue, groundwater was measured at 92 feet bgs in December 2012.
o Well No. 1021H — Located on Lowemont Street west of Norwalk Boulevard, groundwater was measured at 78 feet bgs in October 2013. o Well No. 1023C — Located on the northeast corner of 183rd Street and Pioneer Boulevard, groundwater was measured at 69 feet bgs in November 2000. 6 4.0 GEOPHYSICAL SURVEY
On January 21, 2020 Athanor, together with its subcontractor, Goldak of Sylmar, CA, conducted a geophysical survey ofthe subject property outside the building. The purpose of the investigation was to identify and mark any underground storage tanks (USTs) located at the site. The vertical gradient magnetics method was employed to delineate areas where a large buried object, representative of a UST, could be located. Magnetics data was collected with a magnetometer and a conductible metal detector. No significant positive -negative magnetic dipole anomaly, typically representative of the magnetic signature of USTs was, identified.
7 5.O SOIL VAPOR INVESTIGATION METHODOLOGY

5.1 General Discussion
Soil vapor aromatic and chlorinated hydrocarbon volatile organic compound (VOC) contamination can be detected by analyzing trace gases in soil just below grade surface. This technique is possible because VOCs will volatilize from liquid in the soil to the vapor phase in soil vapor and move by molecular diffusion away from source areas toward regions of lower concentrations. A gas vapor concentration gradient from the source to adjacent areas is established.

Underground Service Alert's Digalert Service located all underground utility lines prior to the subject investigation.

5.2 Sampling Probe Installation
On January 21, 2020 Athanor, together with its subcontractor, Strongarm Environmental Field Services of Fullerton, CA, conducted a soil vapor investigation of the site. The purpose of the study was to more determine whether or not significant concentrations of VOCs were present in soil vapor.

Mr. George Johnson, Athanor's Project Manager, was present for all field activities.

A total of eight soil vapor probes, SV-1 through SV-8, were installed, as shown in Figure 2 - Soil Vapor Sampling Diagram. All soil vapor probes were installed inside the footprints of former buildings, all at depths of 5.0 feet below grade surface (bgs), as shown in Figure 2. 8 Ramona Street
N
0 SV-4
0 SV-5
0 SV-7
0 SV-6
SV-8
0 SV-2
0 SV-1
0 SV-3
Cedar Street
Not to Scale
0 m
45 0
76 m
0 Soil Vapor Probe
Former Building
Footprint
FIGURE 2. SOIL VAPOR SAMPLING DIAGRAM

After waiting two hours after each probe was installed to allow soil vapor to stabilize, a soil vapor sample was collected from each soil vapor probe at a depth of 5.0 feet bgs.

VOC releases are very volatile and tend to migrate laterally and vertically in the vapor phase, through the void space around the soil particulates. Any significant concentrations in the subsurface soil would be detected in the soil vapor samples collected and analyzed.

Soil vapor sampling probes were installed using a track -mounted Geoprobe direct push Sampling device (Geoprobe). After penetrating the bare soil, sampling was performed by hydraulically pushing one -inch diameter stainless steel rods to depths of 5.0 feet bgs. Once each rod was advanced to the desired depth, 0.25 -inch Nylaflow tubing with a clean implant filter was installed. One foot of clean sand was installed around the implant filter followed by six inches of dry granular bentonite.

The remaining annulus was filled with hydrated bentonite flush to grade.

Subsurface soil conditions at this site consisted predominantly of silty -sand from ground surface to

5.0 feet bgs.

5.3 Sample Collection and Handling
At each sampling location, an electric vacuum pump, set to draw 200 milliliters per minute of soil vapor at a maximum vacuum of 100 inches of water, was attached to the probe and purged prior to sample collection. Vapor samples were collected after purging three volumes from the probes in Tedlar bags.
10 Once each soil vapor sampling was completed, the soil vapor probe was removed and the remaining annulus for each probe was filled with bentonite flush to grade. The site was cleared of all debris.

All soil vapor samples, together with the chain -of -custody document, were delivered to a laboratory for analysis.
11 6.0 LABORATORY METHODOLOGY AND RESULTS

6.1 Laboratory Methodology
Soil vapor samples were analyzed in a state -certified mobile analytical laboratory, Eurofins TestAmerica of Irvine, CA. By EPA Method 8260B for aromatic and chlorinated hydrocarbon volatile organic compounds (VOCs).

QA/QC measures were implemented for laboratory analysis in order to produce data of known quality. The laboratory performing the analysis completed internal QA/QC procedures, including method blanks, surrogates, matrix spike and matrix spike duplicates, laboratory duplicates, and initial and continuing calibration checks.

6.2 Laboratory Results
No concentration of any VOC was detected.

The laboratory report is included in Appendix A.
12 7.0 CONCLUSIONS
No UST was detected. No concentration of any regulated contaminant was detected in any of the soil vapor samples collected and analzed.
13 7.0 RECOMMENDATIONS
No further investigation or other action is recommended. 14 8.0 REFERENCES
Phase !Environmental Site Assessment Report, Gabriel Environmental Group, December 16, 201.9. 15 APPENDIX A

LABORATORY REPORT

eurofins
Calscience

ANALYTICAL REPORT
Eurofins Calscience Irvine
17461 Derian Ave
Suite 100
Irvine, CA 92614-5817
Tel: (949)261-1022
Laboratory Job ID: 440-259509-1
Laboratory Sample Delivery Group: 17617-39 Bellflower
Client Project/Site: Gabriel Bellflower
For
Athanor Environmental Services, Inc.
3940 Mayfield Ave
La Crescenta, California 91214
Attn: George Johnson
Authorized for release by:
1/27/2020 2:05:52 PM
Danielle Roberts, Senior Project Manager
(949)260-3249
[email protected]
The test results in this report meet all 2003 NELAC and 2009 TN! requirements for accredited parameters, exceptions are noted in this report. This report may not be reproduced except in full, and with written approval from the laboratory. For questions please contact the Project Manager at the e-mail address or telephone number listed on this page.

This report has been electronically signed and authorized by the signatory. Electronic signature is intended to be the legally binding equivalent of a traditionally handwritten signature.

Results relate only to the items tested and the sample(s) as received by the laboratory.

Client: Athanor Environmental Services, Inc. Laboratory Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Table of Contents
Cover Page 1
Table of Contents 2
Sample Summary 3
Case Narrative 4
Detection Summary 5
Client Sample Results 6
Surrogate Summary 30
Method Summary 31
Lab Chronicle 32
QC Sample Results 34
QC Association Summary 44
Definitions/Glossary 45
Certification Summary 46
Chain of Custody 48
Receipt Checklists 49
t

Page 2 of 49 ends

Eurofins Calscience Irvine
1/27/2020

Samp e Summary
Client Athanor Environmental Services, Inc, Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Lab Sample ID Client Sample ID Matrix
440-259509-1 SV-1
440-259509-2 SV-2
440-259509-3 SV-3
440-259509-4 SV-4
440-259509-5 SV-5
440-259509-6 SV-6
440-259509-7 SV-7
440-259509-8 SV-8
Air
Air
Air
Air
Air
Air
Air
Air
Collected Received Asset ID
01/21/20 10:00 01/21/20 15:10
01/21/20 10:10 01/21/20 15:10
01/21/20 10:13 01/21/20 15:10
01/21/20 10:17 01/21/20 15:10
01/21/20 10:21 01/21/20 15:10
01/21/20 10:26 01/21/20 15:10
01/21/20 10:28 01/21/20 15:10
01/21/20 10:33 01/21/20 15:10
Eurofins Calscience Irvine

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Case Narrative
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Job ID: 440-259509-1
Laboratory: Eurofins Calscience Irvine
Narrative
Job Narrative
440-259509-1
Comments
No additional comments.

Receipt
The samples were received on 1/21/2020 3:10 PM; the samples arrived in good condition. The temperature of the cooler at receipt was

21.1°C.

GC/MS VOA
Method 8260B: The method blank for analytical batch 440-591783 contained 1,2,4-Trimethylbenzene, 1,2,4-Trichlorobenzene, n-Butylbenzene, Naphthalene and 1,2,3-Trichlorobenzene above the method detection limit. This target analyte concentration was less than the reporting limit (RL); therefore, re -extraction and/or re -analysis of samples was not performed.

No additional analytical or quality issues were noted, other than those described above or in the Definitions/Glossary page.

VOA Prep
No analytical or quality issues were noted, other than those described in the Definitions/Glossary page.

Eurofins Calscience Irvine

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Detection Summary
Client: Athanor Environmental Services, Inc.

Project/Site: Gabriel Bellflower
Job ID: 440-259509.1
SDG: 17617-39 Bellflower
Client Sample ID: SV-1
Lab Sample ID: 440-259509-1
No Detections.

Client Sample ID: SV-2
Lab Sample ID: 440-259509-2
No Detections.

Client Sample ID: SV-3
Lab Sample ID: 440-259509-3
INo Detections.

Client Sample ID: SV-4
Lab Sample ID: 440-259509-4
No Detections.

Client Sample ID: SV-5
Lab Sample ID: 440-259509-5
CNo Detections.

Client Sample ID: SV-6
Lab Sample ID: 440-259509-6
[ No Detections.

Client Sample ID: SV-7
Lab Sample ID: 440-259509-7
LNo Detections.

Client Sample ID: SV-8
Lab Sample ID: 440-259509-8
No Detections.

This Detection Summary does not include radiochemical test results.

Eurofins Calscience Irvine

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Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-1
Date Collected: 0112112010:00
Date Received: 0112112015:10
Sample Container: Tedlar Bag 1L
Method: 8260B - Volatile Organic Compounds (GCIMS) i
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac 1,1,1,2-Tetrachloroethane ND 5.0 0.54 ug/L 01122/2012:16 1 1,1,1-Trichloroethane ND 5.0 0.60 ug/L 01122/2012:16 1
1,1,2,2-Tetrachloroethane ND 5.0 0.60 ug/L 01122/20 12:16 1 1,1,2-Trichloroethane ND 5.0 0.60 ug/L 0112212012:16 1
1,1-Dichloroethane ND 5.0 0.80 ug/L 01/22/20 12:16 1
1,1-Dichloroethene ND 5.0 0.84 ug/L 01/22/20 12:16 1 -
1,1-Dichloropropene ND 5.0 0.56 ug/L 01/22/2012:16 1
1,2,3-Trichloropropane ND 10 0.80 ug/L 0112212012:16 1
1,2,4-Trimethylbenzene ND 5.0 0.46 ug/L 01/22/20 12:16 1 1,2-Dibromo-3-Chloropropane ND 10 2.0 ug/L 01/22/20 12:16 1 1,2-Dibromoethane (EDB) ND 5.0 0.80 ug/L 01/22/20 12:16 1 1,2-Dichlorobenzene ND 5.0 0.64 ug/L. 01/2212012:16 1
1,2-Dichloroethane NI) 5.0 0.56 ug/L 01122120 12:16 1
1,2-Dichloropropane ND 5.0 0.70 ug/L 01/2212012:16 1
1,3,5-Trimethylbenzene ND 5.0 0.53 ug/L 01/2212012:16 1 1,3-Dichlorobenzene ND 5.0 0.70 ug/L 01122120 12:16 1
1,3-Dichloropropane ND 5.0 0.64 ug/L 01/2212012:16 1
1,4-Dichlorobenzene ND 5.0 0.74 ug/L 0112212012:16 1
2,2-Dichloropropane ND 5.0 0.68 ug/L 01122/20.12:16 1
2-Chlorotoluene ND 5.0 0.56 ugIL 01/22/20 12:16 1
4-Chlorotoluene ND 5.0 0.58 ugIL 01122/20 12:16 1
Benzene ND 5.0 0.56 ug/L 01122/2012:16 1
Bromobenzene ND 5.0 0.54 ug/L 01122/2012:16 1
Bromochloromethane ND 5.0 0.80 ug/L 01122120 12:16 1
Bromodichloromethane ND 5.0 0.60 ug/L 01/22/20 12:16 1
Bromoform ND 5.0 0.80 ug/L 01122/20 12:16 1
Bromomethane ND 5.0 0.84 ug/L 01/22/20 12:16 1
Carbon tetrachloride ND 5.0 0.56 ug/L 01/22/20 12:16 1
Chlorobenzene ND 5.0 0.72 ug/L 01122/2012:16 1
Chloroethane ND 5.0 0.80 ug/L 01/22/2012:16 1
Chloroform ND 5.0 0.66 ug/L 01/2212012:16 1
Chloromethane ND 5.0 0.80 ug/L 01/2212012:16 1
cis-1,2-Dichloroethene ND 5.0 0.64 ug/L 0112212012:16 1 cis-1,3-Dichloropropene ND 5.0 0.44 ug/L 01/22/20 12:16 1 Dibromochloromethane ND 5.0 0.80 ug/L 01/2212012:16 1
Dibromomethane ND 5.0 0.72 ugIL 01/22120 12:16 1
Dichlorodifluoromethane ND 5.0 0.52 ugIL 01122120 12:16 1 Ethylbenzene ND 5.0 0.50 ug/L 01/22/20 12:16 1
Ethyl -t -butyl ether (ETBE) ND 10 0.56 ug/L 01/22/20 12:16 1 Hexachlorobutadiene ND 5.0 0.76 ug/L 01122/20 12:16 1
Isopropyl Ether (DIPE) ND 10 0.50 ug/L 01/22/20 12:16 1 Isopropylbenzene ND 5.0 0.50 ug/L 01/22/2012:16 1
m,p-Xylene ND 4.0 1.2 ug/L 01/22/20 12:16 1
Methylene Chloride ND 5.0 1.9 ug/L 01/2212012:16 1
Methyl -t -Butyl Ether (MTBE) ND 10 0.64 ug/L. 01/22/20 12:16 1 N-Propylbenzene ND 5.0 0.56 ug/L 0112212012:16 1
o-Xylene ND 4.0 0.60 ug/L 01122/2012:16 1
p-Isopropyltoluene ND 5.0 0.56 ugIL 01/22120 12:16 1
Lab Sample ID: 440-259509-1
Matrix: Air
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Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-1
Date Collected: 0112112010:00
Date Received: 0112112015:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-1
Matrix: Air
�(J
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) ,IA Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac sec-Butylbenzene ND 5.0 0.50 ug/L 01122120 12:16 1
Styrene ND 10 0.40 ug/L 01/2212012:16 1
Tert-amyl-methyl ether (TAME) ND 10 0.66 ug/L 01/22/20 12:16 1 tert-Butyl alcohol (TBA) ND 100 13 ug/L D1/22/20 12:16 1 tert-Butylbenzene ND 5.0 0.44 ug/L 01122120 12:16 1
Tetrachloroethene ND 5.0 0.64 ug/L 01/2212012:16 1
Toluene ND 5.0 0.72 ug/L 01/2212012:16 1 '61
trans-1,2-Dichloroethene ND 5.0 0.60 ug/L 01122120 12:16 1 trans-1,3-Dichloropropene ND 5.0 0.64 ug/L 01/22/20 12:16 1 Trichloroethene ND 5.0 0.52 ug/L 01122120 12:16 1
Trichlorofluoromethane ND 5.0 0.68 ug/L 01122120 12:16 1 Vinyl chloride ND 5.0 0.80 ug/L 01122120 12:16 1
Xylenes, Total ND 8.0 1.8 ug/L 01/22/20 12:16 1
Analyte Result Qualifier
1,1,1,2-Tetrachloroethane
1,1,1-Trichloroethane
1,1,2,2-Tetrachloroethane
1,1,2-Trichloroethane
1,1-Dichloroethane
1,1-Dichloroethene
1,1-Dichloropropene
1,2 ,3-Trichloropropane
1, 2,4 -Trim ethyl benzene
1,2-Dibromo-3-Chlo ropropane
1,2-Dibromoethane (EDB)
1, 2-Dichlorobenzene
1, 2-Dichloroethane
1,2-Dichloropropane
1,3,5-Trimethylbenzene
1,3-Dichlorobenzene
1,3-Dichloropropane
1,4-Dichlorobenzene
2,2-Dichloropropane
2-Chlorotoluene
4-Chlorotoluene
Benzene
Bromobenzene
Bromochloromethane
Bromodichloromethane
Bromoform
Bromomethane
Carbon tetrachloride
Chlorobenzene
Chloroethane
Chloroform
Chloromethane
cis-1,2-Dichloroethene
cis-1,3-Dichloropropene
RL MDL Unit D Prepared Analyzed Dil Fac
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
5000 540 ug/m3 01/22/2012:16 1
5000 600 ug/m3 0112212012:16 1
5000 600 ug/m3 01/22/2012:16 1
5000 600 ug/m3 01/22/2012:16 1
5000 800 ug/rn3 01/22/2012:16 1
5000 840 ug/m3 01/22/2012:16 1
5000 560 ug/m3 01/2212012:16 1
10000 800 ug/rn3 01122/2012:16 1
5000 460 ug/m3 01122/20 12:16 1
10000 2000 uglrn3 01122/2012:16 1
5000 800 ug/m3 01122/20 12:16 1
5000 640 ug/m3 01122120 12:16 1
5000 560 uglrn3 01122/20 12:16 1
5000 700 ug/m3 01/22/2012:16 1
5000 530 ug/m3 01122/20 12:16 1
5000 700 ug/m3 01/22/2012:16 1
5D00 640 ug/m3 01122/2012:16 1
5000 740 ug/m3 01/22/2012:16 1
5000 680 ug/rn3 01/2212012:16 1
5000 560 uglrn3 O1/2212012:16 1
5000 580 ug/in3 01122/20 12:16 1
5000 560 ug/m3 01/22/2012:16 1
5000 540 uglrn3 01/22/2012:16 1
5000 800 ug/rn3 01/22/20 12:16 1
5000 600 ug/rn3 01/2212012:16 1
5000 800 ug/m3 01/22/2012:16 1
5000 840 ug/m3 01/22/20 12:16 1
5000 560 ug/m3 01/22/20 12:16 1
5000 720 ug/m3 01/22/20 12:16 1
5000 800 ug/rn3 01122120 12:16 1
5000 660 ug/rn3 01/2212012:16 1
5000 800 ug/m3 01122120 12:16 1
5000 640 ug/m3 01/22/20 12:16 1
5000 440 ug/m3 01122/2012:16 1
Eurofins Calscience Irvine

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Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-1
Date Collected: 01/21/20 10:00
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 1L
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit
Dibromochloromethane ND 5000 800 ug/m3
Dibromomethane ND 5000 720 ug/m3
Dichlorodifluoromethane ND 5000 520 ug/m3
Ethy]benzene ND 5000 500 ug/m3
Ethyl -t -butyl ether (ETBE) ND 10000 560 ug/m3
Hexachlorobutadiene ND 5000 760 ug/m3
Isopropyl Ether (RIPE) ND 10000 500 ug/m3
Isopropylbenzene ND 5000 500 ug/m3
m, p-Xylene ND 4000 1200 ug/m3
Methylene Chloride ND 5000 1900 ug/m3
Methyl -t -Butyl Ether (MTBE) ND 10000 640 ug/m3
N-Propylbenzene ND 5000 560 ug/m3
o-Xylene ND 4000 600 ug/m3
p-Isopropyltoluene ND 5000 560 ug/m3
sec-Butylbenzene ND 5000 500 ug/m3
Styrene ND 10000 400 ug/m3
Tert-amyl-methyl ether (TAME) ND 10000 660 ug/m3
tert-Butyl alcohol (TBA) ND 100000 13000 ug/m3
tert-Butylbenzene ND 5000 440 ug/m3
Tetrachloroethene ND 5000 640 ug/m3
Toluene ND 5000 720 ug/m3
trans -1 ,2-Dichloroethene ND 5000 600 ug/m3
trans -1 ,3-Dichloropro pene ND 5000 640 ug/m3
Trich]oroethene ND 5000 520 ug/m3
Trichlorofluoromethane ND 5000 680 ug/m3
Vinyl chloride ND 5000 800 ug/m3
Xylenes, Total ND 8000 1800 ug/m3
Surrogate
4-Bromofluorobenzene (Surr)
%Recovery Qualifier Limits
Dibromofhoromethane (Surr)
Toluene -d8 (Sun)
101
100
104
80- 120
76- 132
80- 128
Lab Sample ID: 440-259509-1
Matrix: Air
D Prepared Analyzed oil Fac
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
O1/22/2012:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/2212012:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
01/22/20 12:16 1
O1/22)2012:16 1
01/22/20 12:16 1
01/22/20 12:16 1
O1/2212012:16 1
01/22/20 12:16 1
Prepared Analyzed Dil Fac
01/22/2012:16 1
01/22/20 12:16 1
01/22/20 12:16 1
Method: 8260B - Volatile Organic Compounds (GC/MS) - RA Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac 1,2,3-Trichlorobenzene ND 5.0 0.60 ug/L 01/22/20 13:35 1 1,2,4-Trichlorobenzene ND 5.0 0.96 ug/L 01122/20 13:35 1 Naphthalene ND 5.0 0.82 ug/L 01122/20 13:35 1
n-Butylbenzene ND 5.0 0.74 ug/L 01/22/20 13:35 1
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac 1,2,3-Trichlorobenzene ND 5000 600 ug/m3 01122120 13:35 1 1,2,4-Trichlorobenzene ND 5000 960 ug/m3 01/22/20 13:35 1 Naphthalene ND 5000 820 ug/m3 01122120 13:35 1
n-Butylbenzene ND 5000 740 ug/m3 01122120 13:35 1
Surrogate
4-Bromofluorobenzene (Surr)
Dibromofluoromefhane (Surr)
Toluene -d8 (Surr)
%Recovery Qualifier Limits
96 108
104
80-120
76-132
80-128
Prepared Analyzed Dil Fac
01/22/20 13:35 1
01/22/20 13:35 1
01/22/20 13:35 1
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Client Sample Results
Client: Athanor Environmental Services, Inc.

Project/Site: Gabriel Bellflower
Job ID: 440-259509-1
SDG: 17617-39 Bellflower
Client Sample ID: SV-2
Date Collected: 0112112010:10
Date Received: 0112112015:10
Sample Container: Tedlar Bag 1L
Method: 8260B - Volatile Organic Compounds (GC/MS)
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac 1,1,1,2-Tetrachloroethane ND 5.0 0.54 uglL 01122120 13:11 1 1,1,1-Trichloroethane ND 5.0 0.60 ug/L 01122/2013:11 1
1,1,2,2-Tetrachloroethane ND 5.0 0.60 ug/L 01122/20 13:11 1 1,1,2-Trichloroethane ND 5.0 0.60 ug/L 01122120 13:11 1 1,1-Dichloroethane ND 5.0 0.80 ug/L 01/2212013:11 1
1,1-Dichloroethene ND 5.0 0.84 uglL 01122/2013:11 1
1,1-Dichloropropene ND 5.0 0.56 ug1L 01122120 13:11 1
1,2,3-Trichlorobenzene ND 5.0 0.60 ug/L 01122/20 13:11 1 1 ,2 ,3-Trichloro propane ND 10 0.80 uglL 01122/20 13:11 1 1,2,4-Trichlorobenzene ND 5.0 0.96 ug/L 01/22/2013:11 1 1,2,4-Trimethylbenzene ND 5.0 0.46 ug/L 01!22!2013:11 1 1,2-Dibromo-3-Chloropropane ND 10 2.0 ug/L 01!22/2013:11 1 1,2-Dibromoethane (EDB) ND 5.0 0.80 ug/L 01/22/20 13:11 1 1,2-Dichlorobenzene ND 5.0 0.64 ug/L 01/22/20 13:11 1
1,2-Dichloroethane ND 5.0 0.56 ug/L 01/22/20 13:11 1
1,2-Dichloropropane ND 5.0 0.70 ug/L 01/22/20 13:11 1
1,3,5-Trimethylbenzene ND 5.0 0.53 ug/L 01/22/20 13:11 1 1,3-Dichlorobenzene ND 5.0 0.70 ug/L 01/22/2013:11 1
1,3-Dichloropropane ND 5.0 0.64 ug/L 01/22/2013:11 1
1,4-Dichlorobenzene ND 5.0 0.74 ug/L 01/2212013:11 1
2,2-Dichloropropane ND 5.0 0.68 ug/L 01/2212013:11 1
2-Chlorotoluene ND 5.0 0.56 ug/L 01/22/2013:11 1
4-Chlorotoluene ND 5.0 0.58 ug/L 01/2212013:11 1
Benzene ND 5.0 0.56 ug/L 01122120 13:11 1
Bromobenzene ND 5.0 0.54 ug/L 01122/20 13:11 1
Bromochloromethane ND 5.0 0.80 uglL 01122/20 13:11 1
Bromodichloromethane ND 5M 0.60 uglL 01/22/2013:11 1
Bromoform ND 5.0 0.80 ug/L 01122120 13:11 1
Bromometh ane ND 5.0 0.84 ug/L 01122/2013:11 1
Carbon tetrachloride ND 5.0 0.56 ug/L 01/22/20 13:11 1
Chlorobenzene ND 5.0 0.72 ug/L 01/22/20 13:11 1
Chloroethane ND 5.0 0.80 ug/L 01122/20 13:11 I
Chloroform ND 5.0 0.66 uglL 01/22/20 13:11 1
Chloromethane ND 5.0 0.80 uglL 01/2212013:11 1
cis-1,2-Dichloroethene ND 5.0 0.64 ug/L 01/2212013:11 1 cis-1,3-Dichloropropene ND 5.0 0.44 ug/L 01122120 13:11 1 Dibromochloromethane ND 5.0 0.80 ug/L 01/2212013:11 1
Dibromomethane ND 5.0 0.72 ug/L 01122120 13:11 1
Dichlorodifluoromethane ND 5.0 0.52 ug/L 01/22/20 13:11 1 Ethylbenzene ND 5.0 0.50 uglL 01122/2013:11 1
Ethyl -t -butyl ether (ETBE) ND 10 0.56 ug/L 01/22/20 13:11 1 Nexachlorobutadiene ND 5.0 0.76 ug/L 01/22/20 13:11 1
Isopropyl Ether (DIPE) ND 10 0.50 ug/L 01/22/20 13:11 1 Isopropylbenzene ND 5.0 0.50 ug/L 01/22/20 13:11 1
m,p-Xylene ND 4.0 1.2 ug/L 01/22/20 13:11 1
Methylene Chloride ND 5.0 1.9 ug/L 01/22/20 13:11 1
Methyl -t -Butyl Ether (MTBE) ND 10 0.64 ug/L 01/22/20 13:11 1 n-Butylbenzene ND 5.0 0.74 ug/L 0112212013:11 1
Lab Sample ID: 440-259509-2
Matrix: Air
1 Eurofins Calscience Irvine

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Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-2
Date Collected: 01/21/20 10:10
Date Received: 0112112015:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-2
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac N-Propylbenzene ND 5.0 0.56 ug/L 01122120 13:11 1
o-Xylene ND 4.0 0.60 ug/L 01122/2013:11 1
p-lsopropyltoluene ND 5.0 0.56 ug/L 01/22/20 13:11 1
sec-Butylbenzene ND 5.0 0.50 ug/L 01/22/20 13:11 1
Styrene ND 10 0.40 ug/L 01122120 13:11 1
Tert-amyl-methyl ether (TAME) ND 10 0.66 ug/L 01/22/20 13:11 1 tert-Butyl alcohol (TBA) ND 100 13 ug/L 01/22/20 13:11 1 tert-Butylbenzene ND 5.0 0.44 ug/L 01/22/2013:11 1
Tetrachloroethene ND 5.0 0.64 ug/L 01122120 13:11 1
Toluene ND 5.0 0.72 ug/L 01122/2013:11 1
trans-1,2-Dichloroethene ND 5.0 0.60 ug/L 01/22/2013:11 1 trans-1,3-Dichloropropene ND 5.0 0.64 ug/L 01/22!2013:11 1 Trichloroethene ND 5.0 0.52 ug/L 01122120 13:11 1
Trichlorofluoromethane ND 5.0 0.68 ug/L 01/2212013:11 1 Vinyl chloride ND 5.0 0.80 ug/L 01/22/20 13:11 1
Xylenes, Total ND 8.0 1.8 ug/L 01/22/20 13:11 1
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac 1,1,1,2-Tetrachloroethane ND 5000 540 ug/m3 01122120 13:11 1 1,1,1-Trichloroethane ND 5000 600 ug/m3 01122/20 13:11 1 1,1,2,2-Tetrachloroethane ND 5000 600 ug/m3 01/22/20 13:11 1 1,1,2-Trichloroethane ND 5000 600 uglm3 01/2212013:11 1 1,1-Dichloroethane ND 5000 800 ug/rn3 01122120 13:11 1
1,1-Dichloroethene ND 5000 840 ug/m3 01/2212013:11 1
1,1-Dichloropropene ND 5000 560 ug/m3 01122120 13:11 1
1,2,3-Trichoorobenzene ND 5000 600 ug/m3 01/2212013:11 1 1,2,3-Trichloropropane ND 10000 800 ug/m3 01/22/20 13:11 1 1,2,4-Trichlorobenzene ND 5000 960 ug/m3 01/22/20 13:11 1 1,2,4-Trimethylbenzene ND 5000 460 ug/m3 01122120 13:11 1 1,2-Dibromo-3-Chloropropane ND 10000 2000 ug/m3 01122120 13:11 1 1,2-Dibromoethane (EDB) ND 5000 800 ug/m3 01/22/20 13:11 1 1,2-Dichlorobenzene ND 5000 640 ug/m3 01122/20 13:11 1
1,2-Dichloroethane ND 5000 560 ug/m3 01/22/20 13:11 1
1,2-Dichloropropane ND 5000 700 ug/m3 01122/20 13:11 1
1,3,5-Trimethylbenzene ND 5000 530 ug/m3 01/22/20 13:11 1 1,3-Dichlorobenzene ND 5000 700 uglm3 01/22/20 13:11 1
1,3-Dichloropropane ND 5000 640 ug/m3 01122120 13:11 1
1,4-Dichlorobenzene ND 5000 740 ug/m3 01/22/20 13:11 1
2,2-Dichloropropane ND 5000 680 ug/m3 01/22/20 13:11 1
2-Chlorotoluene ND 5000 560 ug/m3 01/22/2013:11 1
4-Chlorotoluene ND 5000 580 ug/m3 01/2212013:11 1
Benzene ND 5000 560 ug/m3 01/2212013:11 1
Bromobenzene ND 5000 540 ug/m3 01122120 13:11 1
Bromochloromethane ND 5000 800 ug/m3 0112212013:11 1
Bromodichloromethane ND 5000 600 ug/m3 01122/20 13:11 1 Bromoform ND 5000 800 tig/m3 01122/20 13:11 1
Bromomethane ND 5000 840 ug/m3 01122/2013:11 1
Carbon tetrachloride ND 5000 560 ug/m3 01/22/20 13:11 1 Chlorobenzene ND 5000 720 ug/m3 01/22/20 13:11 1
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Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-2
Date Collected: 0112112010:10
Date Received: 0112112015:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-2
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac Chloroethane ND 5000 800 ug/m3 01/22/20 13:11 1
Chloroform ND 5000 660 ug/m3 01122!2013:11 1
Chloromethane ND 5000 800 ug/m3 01/2212013:11 1
cis-1,2-Dichloroethene NI) 5000 640 ug/m3 0112212013:11 1 cis-1,3-Dichloropropene ND 5000 440 ug/m3 01/22!2013:11 1 Dibromochloromethane ND 5000 800 ug/m3 01/22/20 13:11 1 Dibromomethane ND 5000 720 ug/m3 01/2212013:11 1
Dichlorodifluoromethane ND 5000 520 ug/m3 01122/20 13:11 1 Ethylbenzene ND 5000 500 ug/m3 01/22/20 13:11 1
Ethyl -t -butyl ether (ETBE) NI) 10000 560 ug/m3 01/22/20 13:11 1 Hexachlorobutadiene ND 5000 760 uglm3 01122/20 13:11 1
Isopropyl Ether(DIPE) ND 10000 500 uglm3 01122/2013:11 1 Isopropylbenzene ND 5000 500 ug/m3 01/2212013:11 1
m,p-Xylene ND 4000 1200 ug/m3 01/2212013:11 1
Methylene Chloride NI) 5000 1900 ug/m3 01/22/20 13:11 1 Methyl -t -Butyl Ether(MTBE) ND 10000 640 ug/m3 01/22/20 13:11 1 n-Butylbenzene ND 5000 740 ug/m3 01/22/20 13:11 1
N-Propylbenzene ND 5900 560 ug/m3 01/2212013:11 1
o-Xylene ND 4000 600 ug/m3 01/22/20 13:11 1
p-Isopropyltoluene NI) 5000 560 ug/m3 01/22/20 13:11 1
sec-Butylbenzene NI) 5000 500 ug/m3 01122120 13:11 1
Styrene ND 10000 400 ug/m3 01/22/2013:11 1
Tert-amyl-methyl ether (TAME) ND 10000 660 ug/rn3 01/22120 13:11 1 tert-Butyl alcohol (TBA) ND 100000 13000 ug/m3 01/22/20 13:11 1 tert-Butylbenzene ND 5000 440 ug/m3 01/22/20 13:11 1
Tetrachloroethene ND 5000 640 ug/m3 01/22)2013:11 1
Toluene ND 5000 720 ug/rn3 01122/2013:11 1
trans-1,2-Dichloroethene ND 5000 600 ug/m3 01122120 13:11 1 trans-1,3-Dichloropropene ND 5000 640 uglm3 01122/20 13:11 1 Trichloroethene ND 5000 520 ug/m3 01122/20 13:11 1
Trichlorofluoromethane ND 5000 680 ug/m3 01/22/20 13:11 1 Vinyl chloride ND 5000 800 ug/m3 01/2212013:11 1
Xylenes, Total ND 8000 1800 ug/m3 01122!20 13:11 1
Surrogate
%Recovery Qualifier Limits
4-Bromofluorobenzene (Surr) 102 80- 120
Dibr-omofluoromethane (Surr) 100 76- 132
LToluene-d8 (Surr) 105 80 -128
Method: 8260E - Volatile Organic Compounds (GC/MS) - RA Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac Naphthalene ND 5.0 0.82 ug/L 01/22/2014:32 1
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac Naphthalene ND 5900 820 ug/m3 01122120 14:32 1
Prepared Analyzed Dil Fac
Surrogate
4-Bromofluorobenzene (Surr)
Dibromofluoromethane (Surr)
Toluene -d8 (Sun)
%Recovery Qualifier Limits
101
108
106
80- 120
76 -132
80-128
01/22/20 13:11 1
01/22/20 13:11
01/22/20 13:11 1
Prepared Analyzed Dil Fac
01/22/20 14:32 1
01/22/2014:32 1
01/22/20 14:32 1
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Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-3
Date Collected: 0112112010:13
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 1L
Method: 8260B - Volatile Organic Compounds (GC/MS)
Analyte Result Qualifier RL MDL. Unit D Prepared Analyzed Dil Fac 1,1,1,2-Tetrachloroethane ND 5.0 0.54 ug/L 01/2212013:39 1 1,1,1-Trichloroethane ND 5.0 0.60 ug/L 0112212013:39 1
1,1,2,2-Tetrachloroethane ND 5.0 0.60 ug/L 01/2212013:39 1 1,1,2-Trichloroethane ND 5.0 0.60 ug/L 01/22/2013:39 1
1,1-Dichloroethane ND 5.0 0.80 ug/L 01122120 13:39 1
1,1-Dichloroethene ND 5.0 0.84 ug/L 01122120 13:39 1
1,1-Dichloropropene ND 5.0 0.56 ug/L 01/2212013:39 1
1,2,3-Trichloropropane ND 10 0.80 ug/L 01122/20 13:39 1 1,2,4-Trichlorobenzene ND 5.0 0.96 uglL 01122/2013:39 1 1,2,4-Trimethylbenzene ND 5.0 0.46 ug/L 0112212013:39 1 1,2-Dibromo-3-Chloropropane ND 10 2.0 ug/L 01/22/20 13:39 1 1,2-Dibromoethane (EDB) ND 5.0 0.80 ug/L 01/22/20 13:39 1 1,2-Dichlorobenzene ND 5.0 0.64 ug/L 01122/20 13:39 1
1,2-Dichloroethane ND 5.0 0.56 ug/L 01122/20 13:39 1
1,2-Dichloropropane ND 5.0 0.70 ug/L 01/2212013:39 1
1,3,5-Trimethylbenzene ND 5.0 0.53 ug/L 01/22!2013:39 1 1,3-Dichlorobenzene ND 5.0 0.70 ug/L 01/22/20 13:39 1
1,3-Dichloropropane ND 5.0 0.64 ug/L 01/22/20 13:39 1
1,4-Dichlorobenzene ND 5.0 0.74 uglL 01122/2013:39 1
2,2-Dichloropropene ND 5.0 0.68 uglL 01122/2013:39 1
2-Chlorotoluene ND 5.0 0.56 uglL 01/2212013:39 1
4-Chlorotoluene ND 5.0 0.58 ug/L 01/22/20 13:39 1
Benzene ND 5.0 0.56 ug/L 01/22/20 13:39 1
Bromobenzene ND 5.0 0.54 ug/L 01122120 13:39 1
Bromochloromethane ND 5.0 0.80 ug/L 01122120 13:39 1
Bromodichloromethane ND 5.0 0.60 ug/L 01/2212013:39 1
Bromoform ND 5.0 0.80 ug/L 01122!2013:39 1
Bromomethane ND 5.0 0.84 ug/L 01122/2013:39 1
Carbon tetrachloride ND 5.0 0.56 ug/L 01/22/20 13:39 1
Chlorobenzene ND 5.0 0.72 ug/L 01/22/20 13:39 1
Chloroethane ND 5.0 0.80 ug/L 01/22/20 13:39 1
Chloroform ND 5.0 0.66 ug/L 01/22/20 13:39 1
Chloromethane ND 5.0 0.80 ug/L 01!22!2013:39 1
cis-1,2-Dichloroethene ND 5.0 0.64 ug/L 01122/20 13:39 1 cis-1,3-Dichloropropene ND 5.0 0.44 ug/L 01/22/20 13:39 1 Dibromochloromethane ND 5.0 0.80 ug/L 01122/20 13:39 1
Dibromomethane ND 5.0 0.72 ug/L 01122120 13:39 1
Dichlorodifluoromethane ND 5.0 0.52 ug/L 01/2212013:39 1 Ethylbenzene ND 5.0 0.50 ug/L 01122/20 13:39 1
Ethyl -t -butyl ether (ETBE) ND 10 0.56 ug/L 01122/20 13:39 1 Hexachlorobutadiene ND 5.0 0.76 ug/L 01/22120 13:39 1
Isopropyl Ether (DIPS) ND 10 0.50 ug/L 01/22/20 13:39 1 Isopropylbenzene ND 5.0 0,50 ug/L 01/2212013:39 1
m,p-Xylene ND 4.0 1.2 ug/L 01/22!2013:39 1
Methylene Chloride ND 5.0 1.9 uglL 01/22/20 13:39 1
Methyl -t -Butyl Ether (MTBE) ND 10 0.64 ug/L 01/22/20 13:39 1 Naphthalene ND 5.0 0.82 ug/L 01122/20 13:39 1
n-Butylbenzene ND 5.0 0.74 ug/L 01122120 13:39 1
Lab Sample ID: 440-259509-3
Matrix: Air
Eurofins Calscience Irvine

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Client Sample Results
Client: Athanor Environmental Services, Inc.

Project/Site: Gabriel Bellflower
Job ID: 440.259509-1
SDG: 17617-39 Bellflower
Client Sample ID: SV-3
Date Collected: 01/21/20 10:13
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-3
Matrix: Air
Method: 8260E - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac N-Propylbenzene ND 5.0 0.56 uglL 01/22/20 13:39 1
o-Xylene ND 4.0 0.60 ug/L 01/2212013:39 1
p-Isopropyltoluene ND 5.0 0.56 ug/L 01/2212013:39 1
sec-Butylbenzene ND 5.0 0.50 ug/L 01/2212013:39 1
Styrene ND 10 0.40 uglL 01/22/20 13:39 1
Tert-amyl-methyl ether (TAME) ND 10 0.66 ug/L 01/22/20 13:39 1 tert-Butyl alcohol (TBA) ND 100 13 uglL 01/22/20 13:39 1 tert-Butylbenzene ND 5.0 0.44 ug/L 01122120 13:39 1
Tetrachloroethene ND 5.0 0.64 ug/L 01/22/20 13:39 1
Toluene ND 5.0 0.72 ug/L 01/22/2013:39 1
trans-1,2-Dichloroethene ND 5.0 0.60 ug/L 01122/20 13:39 1 trans-1,3-Dichloropropene ND 5.0 0.64 ug/L 01122/2013:39 1 Trichloroethene ND 5.0 0.52 ug/L 01/22/20 13:39 1
Trichlorofluoromethane ND 5.0 0.68 ug/L 01/2212013:39 1 Vinyl chloride ND 5.0 0.80 ug/L 01/22/20 13:39 1
Xylenes, Total ND 8.0 1.8 ug/L 01/22/20 13:39 i
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac 1,1,1,2-Tetrachloroethane ND 5000 540 ug/m3 01122/20 13:39 1 1,1,1-Trichloroethane ND 5000 600 ug/m3 01122/20 13:39 1 1,1,2,2-Tetrachloroethane ND 5000 600 ug/m3 01122/2013:39 1 1,1,2-Trichloroethane ND 5000 600 ug/m3 01/22/2013:39 1 1,1-Dichloroethane ND 5000 800 ug/m3 01/2212013:39 1
1,1-Dichloroethene ND 5000 840 ug/m3 01/2212013:39 1
1,1-Dichloropropene ND 5000 560 ug/m3 01/2212013:39 1
1,2,3-Trichloropropane ND 10000 800 ug/m3 01/2212013:39 1 1,2,4-Trichlorobenzene ND 5000 960 ug/m3 01/22/2013:39 1 1,2,4-Trimethylbenzene ND 5000 460 ug/m3 01/22/20 13:39 1 1,2-Dibromo-3-Chloropropane ND 10000 2000 ug/m3 01122/2013:39 1 1,2-Dibromoethane (EDR) ND 5000 800 ug/m3 01/22/20 13:39 1 1,2-Dichlorobenzene ND 5000 640 ug/m3 01/22/20 13:39 1
1,2-Dichloroethane ND 5000 560 ug/m3 01122120 13:39 1
1,2-Dichloropropane ND 5000 700 ug/m3 01122120 13:39 1
1,3,5-Trimethylbenzene ND 5000 530 ug/m3 01122/20 13:39 1 1,3-Dichlorobenzene ND 5000 700 ug/m3 01/22/2013:39 1
1,3-Dichloropropane ND 5000 640 ughri3 01122/20 13:39 1 1,4-Dichlorobenzene ND 5000 740 ug/m3 01/22120 13:39 1
2,2-Dichloropropane ND 5000 680 ug/m3 01/2212013:39 1
2-Chlorotoluene ND 5000 560 ug/m3 01122/2013:39 1
4-Chlorotoluene ND 5000 580 ug/m3 01122120 13:39 1
Benzene ND 5000 560 ug/m3 01122120 13:39
Bromobenzene ND 5000 540 ug/m3 01122120 13:39 1
Bromochloromethane Ni) 5000 800 uglm3 01122/2013:39 1
Bromodichloromethane ND 5000 600 uglm3 01122/20 13:39 1 Bromoform ND 5000 800 ug/m3 01/22/20 13:39 1
Bromomethane ND 5000 840 ug/m3 01/22120 13:39 1
Carbon tetrachloride ND 5000 560 ug/m3 01/22/20 13:39 1 Chlorobenzene ND 5000 720 ug/rn3 01/22/201319 1
Chloroethane ND 5000 800 ug/m3 01122/20 13:39 1

Page 13 of 49 ends

Eurofins Calscience Irvine
1/27/2020

Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-3
Date Collected: 0112112010:13
Date Received: 0112112015:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-3
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GCIMS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac Chloroform ND 5000 660 ug/m3 01122120 13:39 1
Chroromethane ND 5000 800 ug/m3 01/22/20 13:39 1
cis-1,2-Dichloroethene ND 5000 640 ug/m3 01/2212013:39 1 cis-1,3-Dichloropropene ND 5000 440 ug/m3 01/2212013:39 1 Dibromochloromethane ND 5000 800 ug/m3 01122120 13:39 1 Dibromomethane ND 5000 720 ug/m3 01122/20 13:39 1
Dichlorodifluoromethane ND 5000 520 ug/rn3 01122/20 13:39 1 Efhylbenzene ND 5000 500 ug/m3 01122120 13:39 1
Ethyl -t -butyl ether (ETBE) ND 10000 560 ughn3 01/22/2013:39 1 Hexachlorobutadiene ND 5000 760 ug/m3 01122/20 13:39 1
Isopropyl Ether (DIPE) ND 10000 500 ug/m3 01/22/20 13:39 1 Isopropylbenzene ND 5000 500 ug/m3 01/22/2013:39 1
m,p-Xylene ND 4000 1200 ug/m3 01/22/2013:39 1
Methylene Chloride ND 5000 1900 ug/m3 01/22/20 13:39 1
Methyl -t -Butyl Ether (MTBE) ND 10000 640 ug/m3 01/22/20 13:39 1 Naphthalene ND 5000 820 ug/m3 01/22/20 13:39 1
n-Butylbenzene ND 5000 740 ug/m3 01/22/20 13:39 1
N-Propylbenzene ND 5000 560 ug/m3 01/22/20 13:39 1
o-Xylene ND 4000 600 ughn3 01/2212013:39 1
p-Isopropyltoluene ND 5000 560 uglm3 01122/2013:39 1
sec-Butylbenzene ND 5000 500 ug/m3 01/22/20 13:39 1
Styrene ND 10000 400 uglm3 01122/2013:39 1
Ted -amyl -methyl ether (TAME) ND 10000 660 ug/m3 01/22/20 13:39 1 tort -Butyl alcohol (TBA) ND 100000 13000 ug/m3 01122/20 13:39 1 tert-Butylbenzene ND 5000 440 ug/m3 01/22/20 13:39 1
Tetrachroroethene ND 5000 640 ug/m3 0112212013:39 1
Toluene ND 5000 720 ug/m3 01122120 13:39 1
trans-1,2-Dichloroethene ND 5000 600 ug/m3 01/22120 13:39 1 trans-1,3-Dichloropropene ND 5000 640 ug/m3 01122/2013:39 1 Trichloroethene ND 5000 520 ug/m3 01/22120 13:39 1
Trichlorofluoromethane ND 5000 680 ughn3 01/2212013:39 1 Vinyl chloride ND 5000 800 ughn3 01/22/20 13:39 1
Xylenes, Total ND 8000 1800 ug/m3 01/22/20 13:39 1
Surrogate %Recovery Qualifier Limits Prepared Analyzed D11 Fac 4-8romofluorobenzene (Sun) 101 80..120 01/22/20 /3:39
LDibromofluoromethane (Surr) 102 76-132 01/22/20 13:39
Toluene -d8 (Sun) 105 80-128 01/22/20 13:39
Method: 8260B - Volatile Organic Compounds (GC/MS) - RA Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac 1,2,3-Trichlorobenzene ND 5.0 0.60 ug/L 01/2212015:00
1 1
1 1
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac 1,2,3-Trichlorobenzene ND 5000 600 ug/m3 01/2212015:00 1 Surrogate
4-Bromofluorobenzene (Surr)
Dibromofluoromethane (Surr)
Toluene -d8 (Surr)
%Recovery Qualifier Limits
99 99
101
80- 120
76- 132
80-128
Prepared Analyzed Di! Fac
01/22/20 15:00 1
01/22/20 15:00 1
01/22/20 15:00 1

Page 14 of 49 ends

Eurofins Calscience Irvine
1/27/2020

Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-4
Date Collected: 01/21/20 10:17
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-4
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GC/MS)
Analyte Result Qualifier RI MDL Unit D Prepared Analyzed Dil Fac 1,1,1,2-Tetrachloroethane ND 5.0 0.54 ug/L 01/2212014:06 1 1,1,1-Trichloroethane ND 5M 0.60 ug/L 01122120 14:06 1
1,1,2,2-Tetrachloroethane ND 5.0 0.60 ug/L 01/22/20 14:06 1 1,1,2-Trichloroethane ND 5.0 0.60 ug/L 01/22/20 14:06 1 1,1-Dichloroethane ND 5.0 0.80 uglL 01/22/20 14:06 1
1,1-Dichloroethene ND 5.0 0.84 ug/L 01/22/20 14:06 1
1,1-Dichloropropene ND 5.0 0.56 ug/L 01/22/20 14:06 1
1,2,3-Trichlorobenzene ND 5.0 0.60 ug/L 01/22/20 14:06 1 1,2,3-Trich[oropropane ND 10 0.80 ug/L 01/22/20 14:06 1 1,2,4-Trichlorobenzene ND 5.0 0.96 ug/L 01122/20 14:06 1 1,2,4-Trimethylbenzene ND 5.0 0.46 ug/L 01/2212014:06 1 1,2-Dibromo-3-Chloropropane ND 10 2.0 ug/L 01/2212014:06 1 1,2-Dibromoethane(EDB) ND 5.0 0.80 ug/L 01/2212014:06 1 1,2-Dichlorobenzene ND 5.0 0.64 ug/L 01122120 14:06 1
1,2-Dichloroethane ND 5.0 0.56 uglL 01122120 14:06 1
1,2-Dichloropropane ND 5.0 0.70 ug/L 01/22/20 14:06 1
1,3,5-Trimethylbenzene ND 5.0 0.53 ug/L 01/22/20 14:06 1 1,3-Dichlorobenzene ND 5.0 0.70 ug/L 01/22/20 14:06 1
1,3-Dichloropropane ND 5.0 0.64 ug/L 01/22/20 14:06 1
1,4-Dichlorobenzene ND 5.0 0.74 uglL 01/22/20 14:06 1
2,2-Dichloropropane ND 5.0 0.68 ug/L 01/22/20 14:06 1
2-Chlorotoluene ND 5.0 0.56 ug/L 01122120 14:06 1
4-Chlorotoluene ND 5.0 0.58 ug/L 01/22/20 14:06 1
Benzene ND 5.0 0.56 ug/L 01122120 14:06 1
Bromobenzene ND 5.0 0.54 ug/L 01122120 14:06 1
Bromochloromethane ND 5.0 0.80 ug/L 01122120 14:06 1
Bromodichloromethane ND 5.0 0.60 ug/L 01122/20 14:06 1
Bromoform ND 5.0 0.80 ug/L 01122/2014:06 1
Bromomethane ND 5.0 0.84 ug/L 01/2212014:06 i
Carbon tetrachloride ND 5.0 0.56 ug/L 01/22/20 14:06 1
Chlorobenzene ND 5.0 0.72 uglL 01/22/20 14:06 1
Chloroethane ND 5.0 0.80 ug/L 01/22/20 14:06 l
Chloroform ND 5.0 0.66 ug/L 01122/2014:06 1
Chloromethane ND 5.0 0.80 ug/L 0112212014:06 1
cis-1,2-Dichloroethene ND 5.0 0.64 ug/L 0112212014:06 1 cis-1,3-Dichloropropene ND 5.0 0.44 ug/L 01122120 14:06 1 Dibromochloromethane ND 5.0 0.80 uglL 01122/20 14:06 1
Dibromomethane ND 5.0 0.72 ug/L 01122/2014:06 1
Dichlorodiiluoromethane ND 5.0 0.52 ug/L 01/22/20 14:06 1 Ethylbenzene ND 5.0 0.50 ug/L 01/22/20 14:06 1
Ethyl -t -butyl ether (ETBE) ND 10 0.56 uglL 01/22/20 14:06 1 Hexachlorobutadiene ND 5.0 0.76 ug/L 01/22/20 14:06 1
Isopropyl Ether (RIPE) ND 10 0.50 ug/L 01/22/20 14:06 1 Isapropylbenzene ND 5.0 0,50 ug/L 01/22/20 14:06 1
m,p-Xylene ND 4.0 1.2 ugh_ 01/2212014:06 1
Methylene Chloride ND 5.0 1.9 ug/L 01/22/20 14:06 1
Methyl -t -Butyl Ether (MTBE) ND 10 0.64 uglL 01/22/20 14:06 1 Naphthalene ND 5.0 0.82 ug/L 01/22/20 14:06 1
Eurofins Calscience Irvine

Page 15 of 49 ends

Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-4
Date Collected: 0112112010:17
Date Received: 01121/20 15:10
Sample Container Tedlar Bag 1L
Lab Sample ID: 440-259509-4
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac n-Butylbenzene ND 5.0 0.74 ug/L 01122/2014:06 1
N-Propylbenzene ND 5.0 0.56 ug/L 01122120 14:06 1
o-Xylene ND 4.0 0.60 ug/L 01/22/20 14:06 1
p-Isopropyltoluene ND 5.0 0.56 ug/L 01/22/20 14:06 1
sec-Butylbenzene ND 5.0 0.50 ug/L 01/22/20 14:06 1
Styrene ND 10 0.40 ug/L 01122/20 14:06 1
Tert-amyl-methyl ether (TAME) ND 10 0.66 ug/L 01/22/20 14:06 1 tert-Butyl alcohol (TBA) ND 100 13 ug/L 01/22/20 14:06 1 tert-Butylbenzene ND 5.0 0.44 ug/L 01/22/20 14:06 1
Tetrachloroethene ND 5.0 0.64 ug/L 01/22/20 14:06 1
Toluene ND 5.0 0.72 ug/L 01/22/20 14:06 1
trans-1,2-Dichloroethene ND 5.0 0.60 ug/L 01/22/2014:06 1 trans-1,3-Dichloropropene ND 5.0 0.64 ug/L 01/2212014:06 1 Trichloroethene ND 5.0 0.52 ug/L 01/22/20 14:06 1
Trichlorofluoromethane ND 5.0 0.68 ug/L 01/22/20 14:06 1 Vinyl chloride ND 5.0 0.80 ug/L 01/22/20 14:06 1
Xylenes, Total ND 8.0 1.8 ug/L 01/22/20 14:06 1
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac 1,1,1,2-Tetrachloroethane ND 5000 540 ug/m3 0112212014:06 1 1,1,1-Trichloroethane ND 5000 600 ug/m3 01/22/20 14:06 1 1,1,2,2-Tetrachloroethane ND 5000 600 ug/m3 01122120 14:06 1 1,1,2-Trichloroethane ND 5000 600 ug/m3 0112212014:06 1 1,1-Dichloroethane ND 5000 800 ug/m3 01122120 14:06 1
1,1-Dichloroethene ND 5000 840 ug/m3 01122120 14:06 1
1,1-Dichloropropene ND 5000 560 ug/m3 01122/20 14:06 1
1,2,3-Trichlorobenzene ND 5000 600 ug/m3 01122/20 14:06 1 1,2,3-Trichloropropane ND 10000 800 ug/m3 01/22/20 14:06 1 1,2,4-Trichlorobenzene ND 5000 960 ug/m3 01122/2014:06 1 1,2,4-Trimethylbenzene ND 5000 460 ug/m3 01/2212014:06 1 1,2-Dibromo-3-Chloropropane ND 10000 2000 ug/m3 01/2212014:06 1 1,2-Dibromoethane (EDB) ND 5000 800 ug/m3 01/22/20 14:06 1 1,2-Dichlorobenzene ND 5000 640 ug/rn3 01/22/20 14:06 1 1,2-Dichloroethane ND 5000 560 ug/m3 01122/20 14:06 1
1,2-Dichloropropane ND 5000 700 ug/m3 01/22/20 14:06 1
1,3,5-Trimethylbenzene ND 5000 530 ug/m3 01/22/20 14:06 1 1,3-Dichlorobenzene ND 5000 700 ug/m3 01/2212014:06 1
1,3-Dichloropropane ND 5000 640 ug/m3 01122/2014:06 1
1,4-Dichlorobenzene ND 5000 740 ug/m3 D1/22/20 14:06 1
2,2-Dichloropropane ND 5000 680 ug/m3 01122120 14:06 1
2-Chlorotoluene ND 5000 560 ug/m3 01122120 14:06 1
4-Chlorotoluene ND 5000 580 ug/m3 01122/20 14:06 1
Benzene ND 5000 560 ug/m3 01/22/20 14:06 1
Bromobenzene ND 5000 540 ug/m3 0112212014:06 1
Bromochloromethane ND 5000 800 ug/m3 0112212014:06 1
Bromodichloromethane ND 5000 600 ug/m3 01/22120 14:06 1 Bromoform ND 5000 800 ug/m3 01/22/20 14:06 1
Bromomethane ND 5000 840 ug/rn3 01/2212014:06 1
Carbon tetrachloride ND 5000 560 ug/m3 01/22/20 14:06 1 Eurofins Caiscience Irvine

Page 16 of 49 ends

Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-4
Date Collected: 01/2112010:17
Date Received: 0112112015:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-4
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac Chlorobenzene ND 5000 720 ug/m3 01122120 14:06 1
Chloroethane ND 5000 800 ug/m3 01/2212014:06 1
Chloroform ND 5000 660 ug/m3 01/22/20 14:06 1
Chloromethane ND 5000 800 ug/m3 01/22120 14:06 1
cis-1,2-Dichloroethene ND 5000 640 uglm3 01/22120 14:06 1 cis-1,3-Dichloropropene ND 5000 440 ug/m3 01122120 14:06 1 Dibromochloromethane ND 5000 800 ug/m3 01122/20 14:06 1 Dibromomethane ND 5000 720 ug/m3 01/2212014:06 1
Dichlorodifluorornethane ND 5000 520 ug/m3 01/22/20 14:06 1 Ethylbenzene ND 5000 500 ug/m3 01/22/20 14:06 1
Ethyl -t -butyl ether (ETBE) ND 10000 560 ug/m3 01/22/20 14:06 1 Hexachlorobutadiene ND 5000 760 ug/m3 01/2212014:06 1
Isopropyl Ether (DIPE) ND 10000 500 ug/m3 01/22/20 14:06 1 Isopropylbenzene ND 5000 500 ug/m3 01/22/20 14:06 1
m,p-Xylene ND 4000 1200 ug/m3 01122/20 14:06 1
Methylene Chloride ND 5000 1900 ug/m3 01/22/20 14:06 1
Methyl -t -Butyl Ether (MTBE) ND 10000 640 ug/m3 01/22/20 14:06 1 Naphthalene ND 5000 820 ug/m3 01122/2014:06 1
n-Butylbenzene ND 5000 740 ug/m3 01/22/20 14:06 1
N-Propylbenzene ND 5000 560 ug/m3 01122/20 14:06 1
o-Xylene ND 4000 600 ug/m3 01/22/2014:06 1
p-Isopropyltoluene ND 5000 560 ug/m3 0112212014:06 1
sec-Butylbenzene ND 5000 500 ugh -0 01/2212014:06 l
Styrene ND 10000 400 ug/rn3 0112212014:06 1
Tert-amyl-methyl ether (TAME) ND 10000 660 ug/m3 01/22/20 14:06 1 tert-Butyl alcohol (TBA) ND 100000 13000 ug/m3 01/22/20 14:06 1 tert-Butylbenzene ND 5000 440 ug/m3 01122/20 14:06 1
Tetrachloroethene ND 5000 640 ug1m3 01122/20 14:06 1
Toluene ND 5000 720 ug/m3 01/22/2014:06 1
trans-1,2-Dichloroethene ND 5000 600 ug/m3 01/22/20 14:06 1 trans-1,3-Dichloropropene ND 5000 640 ug/m3 01/2212014:06 1 Trichloroethene ND 5000 520 ug/m3 01/2212014:06 1
Trichlorofluoromethane ND 5000 680 ug/m3 01/2212014:06 1 Vinyl chloride ND 5000 800 ug/m3 01/22/20 14:06 1
Xylenes, Total ND 8000 1800 ug/m3 01122/20 14:06 1
Surrogate
4-Bromofluorobenzene (Surr)
Dibromofluoromethane (Sun)
Toluene -d8 (Surr)
%Recovery Qualifier Limits
101
98 104
80- 120
76- 132
80-128
Prepared Analyzed Di! Fac
01/22/20 14:06 1
01/22/20 14:06 1
01/22/20 14:06 1
Client Sample ID: SV-5
Date Collected: 0112112010:21
Date Received: 0112112015:10
Sample Container: Tedlar Bag 1L
Method: 8260B - Volatile Organic Compounds (GC/MS)
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac 1,1,1,2-Tetrachloroethane ND 5.0 0.54 ug/L 01/22/2014:33 1 Lab Sample ID: 440-259509-5
Matrix: Air
Eurofins Calscience Irvine

Page 17 of 49 ends

Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-5
Date Collected: 0112112010:21
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-5
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac 1,1,1-Trichloroethane ND 5.0 0.60 ugIL 01122/2014:33 1
1,1,2,2-Tetrachloroethane ND 5.0 0.60 ugIL 01/2212014:33 1 1,1,2-Trichloroethane ND 5.0 0.60 ug/L 01122120 14:33 1 1,1-Dichloroethane ND 5.0 0.80 ug/L 01122/20 14:33 1
1,1-Dichloroethene ND 5.0 0.84 ugIL 01/22/20 14:33 1
1,1-Dichloropropene ND 5.0 0.56 ug/L 01/22/20 14:33 1
1,2,3-Trichlorobenzene ND 5.0 0.60 ug/L 01122/2014:33 1 1,2,3-Trichloropropane ND 10 0.80 ugIL 01122/20 14:33 1 1,2,4-Trichlorobenzene ND 5.0 0.96 ug/L 01/22/2014:33 1 1,2,4-Trimethylbenzene ND 5.0 0.46 ug/L 01/22/20 14:33 1 1,2-Dibromo-3-Chloropropane ND 10 2.0 ug/L 01122/20 14:33 1 1,2-Dibromoethane(EDB) ND 5.0 0.80 ug/L 01122/20 14:33 1 1,2-Dichlorobenzene ND 5.0 0.64 ug/L 01/22120 14:33 1
1,2-Dichloroethane ND 5.0 0.56 ug/L 01122/2014:33 1
1,2-Dichloropropane ND 5.0 0.70 ug/L 01/22/20 14:33 1
1,3,5-Trimethylbenzene ND 5.0 0.53 ug/L 01/22/20 14:33 1 1,3-Dichlorobenzene ND 5.0 0.70 ug/L 01122/2014:33 1
1,3-Dichloropropane ND 5.0 0.64 ug/L 01122/20 14:33 1
1,4-Dichlorobenzene ND 5.0 0.74 ug/L 01/22120 14:33 1
2,2-Dichloropropane ND 5.0 0.68 ug/L 01122120 14:33 1
2-Chlorotoluene ND 5.0 0.56 ugIL 0112212014:33 1
4-Chlorotoluene ND 5.0 0.58 ug/L 01/22120 14:33 1
Benzene ND 5.0 0.56 ug/L 01/2212014:33 1
Bromobenzene ND 5.0 0.54 ug/L 01/22/20 14:33 1
Bromochloromethane ND 5.0 0.80 ug/L 01/22/20 14:33 1
Bromodichloromethane ND 5.0 0.60 ug/L 01122/2014:33 1
Bromoform ND 5.0 0.80 ug/L 01122/2014:33 1
Bromomethane ND 5.0 0.84 ugIL 01/22/20 14:33 1
Carbon tetrachloride ND 5.0 0.56 ug/L 01/22/20 14:33 1
Chlorobenzene ND 5.0 0.72 ug/L 01122/2014:33 1
Chloroethane ND 5.0 0.80 ugIL 01/22/20 14:33 1
Chloroform ND 5.0 0.66 ug/L 01122/20 14:33 1
Chloromethane ND 5.0 0.80 ugIL 01/22/20 14:33 1
cis-1,2-Dichloroethene ND 5.0 0.64 ug/L 01/22/20 14:33 1 cis-1,3-Dichloropropene ND 5.0 0.44 ug/L 01/22/20 14:33 1 Dibromochloromethane ND 5.0 0.80 ug/L 01/22/20 14:33 1
Dibromomethane ND 5.0 0.72 ug/L 01122/20 14:33 1
Dichlorodifluoromethane ND 5.0 0.52 ug/L 01122/20 14:33 1 Ethylbenzene ND 5.0 0.50 ug/L 01/22/2014:33 1
Ethyl -t -butyl ether (ETBE) ND 10 0.56 ug/L 01/22/20 14:33 1 Hexachlorobutadiene ND 5.0 0.76 ug/L 01/22/20 14:33 1
Isopropyl Ether (DIPE) ND 10 0.50 ug/L 01/22/20 14:33 1 lsopropylbenzene ND 5.0 0.50 ug/L 01/2212014:33 1
m,p-Xylene ND 4.0 1.2 ug/L 01/22/20 14:33 1
Methylene Chloride ND 5.0 1.9 ug/L 01/22/20 14:33 1
Methyl -t -Butyl Ether (MTBE) ND 10 0.64 ug/L 01/22/20 14:33 1 Naphthalene ND 5.0 0.82 ug/L 01122120 14:33 1
n-Butylbenzene ND 5.0 0.74 ugIL 01122120 14:33 1
t

Page 18 of 49 ends

Eurofins Calscience Irvine
1/27/2020

Client Sample Results
Client: Athanor Environmental Services, Inc.

Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-5 Lab Sample ID: 440-259509-5
Date Collected: 0112112010:21 Matrix: Air
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 11_
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac N-Propylbenzene ND 5.0 0.56 ug/L 01122120 14:33 1
o-Xylene ND 4.0 0.6D ug/L 01122/2014:33 1
p-Isopropyltoluene ND 5.0 0.56 ug/L 01/2212014:33 1
sec-Butylbenzene ND 5.0 0.50 ug/L 01122/20 14:33 1
Styrene ND 10 0.40 uglL 01122/20 14:33 1
Tert-amyl-methyl ether (TAME) ND 10 0.66 ug/L 01/2212014:33 1 tert-Butyl alcohol (TBA) ND 100 13 ug/L 01/22/20 14:33 1 tert-Butylbenzene ND 5.0 0.44 ug/L 01122/20 14:33 1
Tetrachloroethene ND 5.0 0.64 ug/L 01/22/20 14:33 1
Toluene ND 5.0 0.72 ug/L 01122/20 14:33 1
trans-1,2-Dichloroethene ND 5.0 0.60 uglL 01/2212014:33 1 trans-1,3-Dich[oropropene ND 5.0 0.64 ug/L 01/22/20 14:33 1 Trichloroethene ND 5.0 0.52 ug/L 01/22/20 14:33 1
Trichlorofuoromethane ND 5.0 0.68 ug/L 01/22120 14:33 1 Vinyl chloride ND 5.0 0.80 ug/L 01/2212014:33 1
Xylenes, Total ND 8.0 1.8 ug/L 01/22/20 14:33 1
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac 1,1,1,2-Tetrachloroethane ND 5000 540 ug/m3 01/22/20 14:33 1 1,1,1-Trichloroethane ND 5000 600 ug/m3 01/22/2014:33 1 1,1,2,2-Tetrachloroethane ND 5000 600 ug/m3 01122120 14:33 1 1,1,2-Trichloroethane ND 5000 600 ug/m3 01/22/20 14:33 1 1,1-Dichloroethane ND 5000 800 uglm3 01122/2014:33 1
1,1-Dichloroethene ND 5000 840 ug/m3 01122120 14:33 1
1,1-Dichloropropene ND 5000 560 ug/m3 01122/20 14:33 1
1,2,3-Trichlorobenzene ND 5000 600 ug/m3 01/22120 14:33 1 1,2,3-Trichloropropane ND 10000 800 ug/m3 01122/2014:33 1 1,2,4-Trichlorobenzene ND 5000 960 ug/m3 01/22/20 14:33 1 1,2,4-Trimethylbenzene ND 5000 460 ug/m3 01/2212014:33 1 1,2-Dibromo-3-Chloropropane ND 10000 2000 ug/m3 0112212014:33 1 1,2-Dibrornoethane (EDB) ND 5000 800 ug/m3 01/22/20 14:33 1 1,2-Dichlorobenzene ND 5000 640 ug/m3 0112212014:33 1
1,2-Dichloroethane ND 5000 560 ug/m3 01122/20 14:33 1
1,2-Dichloropropane ND 5000 700 ug/m3 01/22/2014:33 1
1,3,5-Trirnethylbenzene ND 5000 530 ug/m3 0112212014:33 1 1,3-Dichlorobenzene ND 5000 700 ug/m3 01/22/20 14:33 1
1,3-Dichloropropane ND 5000 640 ug/m3 01122120 14:33 1
1,4-Dichlorobenzene ND 5000 740 ug/m3 01/22/20 14:33 1
2,2-Dichloropropane ND 5000 680 ug/m3 01/2212014:33 1
2-Chlorotoluene ND 5000 560 ug/m3 01122/20 14:33 1
4-Chlorotoluene ND 5000 580 ug/m3 01122/2014:33 1
Benzene ND 5000 560 ug/m3 01/22/20 14:33 1
Bromobenzene ND 5000 540 ug/m3 01/2212014:33 1
Bromochloromethane ND 5000 800 ug/m3 01/22/20 14:33 1
Bromodichioromethane ND 5000 600 uglm3 01122120 14:33 1 Bromoform ND 5000 800 ug/m3 01122/2014:33 1
Bromomethane ND 5000 840 ug/m3 01/22/2014:33 1
Carbon tetrachloride ND 5000 560 ug/m3 01/22/20 14:33 1 Chlorobenzene ND 5000 720 ug/m3 01/2212014:33 1
Job ID: 440-259509-1
1 Eurofins Caiscience Irvine

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Client Sample Results
Client: Athanor Environmental Services, Inc. Job 1D: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-5
Date Collected: 01/21/20 10:21
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-5
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac Chloroethane ND 5000 800 ug/m3 01/22120 14:33 1
Chloroform ND 5000 660 ug/m3 01/2212014:33 1
Chloromethane ND 5000 800 ug/m3 01122120 14:33 1
cis-1,2-Dichloroethene ND 5000 640 uglm3 01122120 14:33 1 cis-1,3-Dichloropropene ND 5000 440 ug/m3 01122120 14:33 1 Dibromochloromethane ND 5000 800 ug/m3 01122/20 14:33 1 Dibromomethane ND 5000 720 ug/m3 01122/20 14:33 1
Dichloroditluoromethane ND 5000 520 ug/m3 01/22/20 14:33 1 Ethylbenzene ND 5000 500 ug/m3 01/22/20 14:33 1
Ethyl -t -butyl ether (ETBE) ND 10000 560 ug/m3 01/22/20 14:33 1 Hexachlorobutadiene ND 5000 760 ug/m3 01/22/20 14:33 1
Isopropyl Ether (DIPE) ND 10000 500 ug/m3 01/22/20 14:33 1 Isopropylbenzene ND 5000 500 ug/m3 01/2212014:33 1
m,p-Xylene ND 4000 1200 ug/m3 01122120 14:33 1
Methylene Chloride ND 5000 1900 uglm3 01/22/20 14:33 i
Methyl -t -Butyl Ether (MTBE) ND 10000 640 ug/m3 01/22120 14:33 1 Naphthalene ND 5000 820 ug/m3 0112212014:33 1
n-Butylbenzene ND 5000 740 ug/m3 01/22/20 14:33 1
N-Propylbenzene ND 5000 560 ug/m3 01/22/20 14:33 1
o-Xylene ND 4000 600 uglm3 01/22/20 14:33 1
p-Isopropyltoluene ND 5000 560 ug/m3 01/22/20 14:33 1
sec-Butylbenzene ND 5000 500 ug/m3 01/2212014:33 1
Styrene ND 10000 400 ug/m3 01122120 14:33 1
Tert-amyl-methyl ether (TAME) ND 10000 660 uglm3 01/22/20 14:33 1 tert-Butyl alcohol (TBA) ND 100000 13000 ug/m3 01/22/20 14:33 1 tert-Butylbenzene ND 5000 440 ug/m3 01122/2014:33 1
Tetrachloroethene ND 5000 640 ug/m3 01/22120 14:33 1
Toluene ND 5000 720 ug/m3 01/22/2014:33 1
trans-1,2-Dichloroethene ND 5000 600 ug/m3 01/22/20 14:33 1 trans-1,3-Dichloropropene ND 5000 640 ug/m3 01/22/20 14:33 1 Trichloroethene ND 5000 520 ug/m3 D1/22/20 14:33 1
Trichlorofluoromethane ND 5000 680 ug/m3 01122120 14:33 1 Vinyl chloride ND 5000 800 ug/m3 01122/20 14:33 1
Xylenes, Total ND 8000 1800 ug/m3 01122/20 14:33 1
Surrogate
4-Bromofluorobenzene (Surr)
Dibromofluorornethane (Surr)
Toluene -d8 (Surr)
%Recovery Qualifier Limits
101 80.120
100 76_ 132
105 80-128
Prepared Analyzed Dil Fac
01/22/20 14:33 1
01/22/20 14:33 1
01/22/20 14.33 1
Client Sample ID: SV-6
Date Collected: 01/21/20 10:26
Date Received: 0112112015:10
Sample Container: Tedlar Bag 1L
Method: 8260B - Volatile Organic Compounds (GC/MS)
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac 1,1,1,2-Tetrachloroethane ND 5.0 0.54 ug/L 01/2212015:01 1 1,1,1-Trichloroethane ND 5.0 0.60 ug/L 01122/2015:01 1
Lab Sample ID: 440-259509-6
Matrix: Air
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Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-6
Date Collected: 01/21/20 10:26
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-6
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac 1,1,2,2-Tetrachloroethane ND 5.0 0.60 ug/L 01122/2015:01 1 1,1,2-Trichloroethane ND 5.0 0.60 ug/L 01/22/20 15:01 1 1,1-Dichloroethane ND 5.0 0.80 ug/L 0112212015:01 1
1,1-Dichloroethene ND 5.0 0.84 ug/L 01/22/20 15:01 1
1,1-Dichloropropene ND 5.0 0.56 ug/L 01122/2015:01 1
1,2,3-Trichlorobenzene ND 5.0 0.60 uglL 01/22/20 15:01 1 1,2,3-Trichloropropane ND 10 0.80 ug/L 0112212015:01 1
1,2,4-Trichlorobenzene ND 5.0 0.96 ug/L 0112212015:01 1 1,2,4-Trimethylbenzene ND 5.0 0.46 ug/L 01/2212015:01 1 1,2-Dibromo-3-Chloropropane ND 10 2.0 ug/L 01122/2015:01 1 1,2-Dibromoethane (EDB) ND 5.0 0.80 ug/L 01/22120 15:01 1 1,2-Dichlorobenzene ND 5.0 0.64 ug/L 01122/2015:01 1
1,2-Dichloroethane ND 5.0 0.56 ug/L 01122/2015:01 1
1,2-Dichloropropane NO 5.0 0.70 ug/L 01122/2015:01 1
1,3,5-Trimethylbenzene ND 5.0 0.53 ug/L 01/22/20 15:D1 1 1,3-Dichlorobenzene ND 5.0 0.70 ug/L 0112212015:01 1
1,3-Dichloropropane N❑ 5.0 0.64 ug/L 01/22/20 15:01 1
1,4-Dichlorobenzene ND 5.0 0.74 uglL 0112212015:01 1
2,2-Dichloropropane ND 5.0 0.68 ug/L 01/2212015:01 1
2-Chlorotoiuene ND 5.0 0.56 ug/L 0112212015:01 1
4-Chlorotoluene ND 5.0 0.58 ug/L 01/2212015'01 1
Benzene ND 5.0 0.56 ug/L 01122120 15:01 1
Bromobenzene ND 5.0 0.54 ug/L 01122/20 15:01 1
Bromochloromethane ND 5.0 0.80 ug/L 0112212015:01 1
Bromodichloromethane ND 5.0 0.60 ug/L 01122/20 15:01 1
Bromoform ND 5.0 0.80 ug/L 01122/2015:01 1
Bromomethane ND 5.0 0.84 ug/L 01/22/20 15:01 1
Carbon tetrachloride ND 5.0 0.56 ug/L 01/22/20 15:01 1
Chlorobenzene ND 5.0 0.72 ug/L 01/2212015:01 1
Chloroethane ND 5.0 0.80 ug/L 01/2272015:01 1
Chloroform ND 5.0 0.66 uglL 01122/2015:01 1
Chloromethane ND 5.0 0.80 ug/L 0112212015:01 1
cis-1,2-Dichloroethene ND 5.0 0.64 uglL 0112212015:01 1 cis-1,3-Dichloropropene ND 5.0 0.44 ug/L 01/2212015:01 1 Dihromochloromethane ND 5.0 0.80 ug/L 01122/20 15:01 1
Dibromomethane ND 5.0 0.72 ug/L 01/22/20 15:01 1
Dichlorodifluoromethane ND 5.0 0.52 ug/L 01/22/2015:01 1 Ethylbenzene ND 5.0 0.50 uglL 01/2212015:01 1
Ethyl -t -butyl ether (ETBE) ND 10 0.56 ug/L 01/22/20 15:01 1 Hexachlorobutadiene ND 5.0 0.76 ug/L 01/22/20 15:01 1
Isopropyl Ether (DIPS) ND 10 0.50 ug/L 01/22/20 15:01 1 Isopropylbenzene ND 5.0 0.50 ug/L 0112212015:01 1
m,p-Xylene ND 4.0 1.2 ug/L 01122/20 15:01 1
Methylene Chloride ND 5.0 1.9 ug/L 01/22/20 15:01 1
Methyl -t -Butt'[ Ether (MTBE) ND 10 0.64 ug/L 01/22/20 15:01 1 Naphthalene ND 5.0 0.82 ug/L 01/22/20 15:01 1
n-Butylbenzene ND 5.0 0.74 ug/L 0112212015:01 1
N-Propylbenzene ND 5.0 0.56 ug/L 01/22/20 15:01 1
Eurofins Calscience Irvine

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Analyte
o-Xylene
p-Isopropyltoluene
sec-Butylbenzene
Styrene
Tert-amyl-methyl ether (TAME)
tert-Butyl alcohol (TBA)
tert-Butylbenzene
Tetrachloroethene
Toluene
trans -1, 2-Dichloroethene
trans-1,3-Dichloropro pene
Trichloroethene
Trichlorofluoromethane
Vinyl chloride
Xylenes, Total
Analyte
1,1,1,2-Tetrachloroethane
1,1,1-Trichloroethan e
1,1,2,2-Tetrachloroethane
1,1,2-Trichloroethane
1,1-Dichloroethene
1,1-Dichloroethene
1,1-Dichloropropene
1,2,3-Trichlorobenzene
1,2,3-Trichloropropane
1,2,4-Trichlorobenzene
1, 2,4-Trimethylbenzene
1,2-Dibromo-3-Chloropropane
1,2-Dibromoethane (EDB)
1,2-Dichlorobenzene
1,2-Dichloroethane
1,2-Dichloropropane
1,3,5-Trimethylbenzene
1,3-Dichlorobenzene
1,3-Dichloropropane
1,4-Dichlorobenzene
2,2-Dichloropropane
2-Chlorotoluene
4-Chlorotoluene
Benzene
Bromobenzene
Bromochloromethane
Bromodichloromethane
Bromoform
Bromomethane
Carbon tetrachloride
Chlorobenzene
Chloroethane
Client Sample Results
Client Athanor Environmental Services, Inc.

Project/Site: Gabriel Bellflower
Client Sample ID: SV-6
Date Collected: 01/21/20 10:26
Date Received: 0112112015:10
Sample Container: Tedlar Bag 1L
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Result Qualifier RL
MDL Unit
ND 4.0 0.60 ug/L
ND 5.0 0.56 ug/L
ND 5.0 0.50 ug/L
ND 10 0.40 ug/L
ND 10 0.66 ug/L
ND 100 13 ug/L
ND 5.0 0.44 ug/L
ND 5.0 0.64 ug/L
ND 5.0 0.72 ug/L
ND 5.0 0.60 ug/L
ND 5.0 0.64 ug/L
ND 5.0 0.52 ug/L
ND 5.0 0.68 ug/L
ND 5.0 0.80 ug/L
ND 8.0 1.8 ug/L
Result Qualifier RL MDL Unit
ND 5000 540 ug/m3
ND 5000 600 ug/m3
ND 5000 600 ug/m3
ND 5000 600 ug/m3
ND 5000 800 ug/rn3
ND 5000 840 ug/m3
ND 5000 560 ug/m3
ND 5000 600 ug/m3
ND 10000 800 ug/m3
ND 5000 960 ug/m3
ND 5000 460 ug/m3
ND 10000 2000 ug/m3
ND 5000 800 ug/m3
ND 5000 640 ug/m3
ND 5000 560 ug/m3
ND 5000 700 ug/m3
ND 5000 530 ug/m3
ND 5000 700 ug/m3
ND 5000 640 ug/m3
ND 5000 740 ug/m3
ND 5000 680 ug/m3
ND 5000 560 ug/m3
ND 5000 580 ug/m3
ND 5000 560 ug/m3
ND 5000 540 ug/m3
ND 5000 800 ug/m3
ND 5000 600 ug/m3
ND 5000 800 ug/m3
ND 5000 840 ug/m3
ND 5000 560 ug/m3
ND 5000 720 ug/m3
ND 5000 800 ug/m3
Job ID: 440-259509-1
SDG: 17617-39 Bellflower
Lab Sample ID: 440-259509-6
Matrix: Air
D Prepared Analyzed Dil Fac
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
0112212015:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01122/2015:O1 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/2015:01 1
01122/20 15:01 1
01122/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
D Prepared Analyzed DiI Fac
01/22/20 15:01 1
01122/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
0112212015:O1 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15'01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22120 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
Eurofins Calscience Irvine

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Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509.1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-6
Date Collected: 0112112010:26
Date Received: 0112112015:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-6
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac Chloroform ND 5000 660 ug/m3 01122/2015:01 1
Chloromethane ND 5000 800 ug/m3 01122/2015:01 1
cis-1,2-Dichloroethene ND 5000 640 ug/m3 01122/2015:01 1 cis-1,3-Dichlorapropene ND 5000 440 ug/m3 0112212015:01 1 Dibromochloromethane ND 5000 800 ug/m3 0112212015:01 1
Dibromomethane ND 5000 720 ug/m3 0112212015:01 1
Dichlorodifluoromethane ND 5000 520 ug/m3 0112212015:01 1 Ethylbenzene ND 5000 500 ug/m3 0112212015:01 1
Ethyl -t -butyl ether (ETBE) ND 10000 560 ug/m3 01/22120 15:01 1 Hexachlorobutadiene ND 5000 760 ug/m3 0112212015:01 1
Isopropyl Ether (DIPE) ND 10000 500 ug/m3 01122/20 15:01 1 lsopropylbenzene ND 5000 500 ug/m3 01122120 15:01 1
m,p-Xylene ND 4000 1200 ug/m3 01122/2015:01 1
Methylene Chloride ND 5000 1900 uglrn3 01/22/20 15:01 1 Methyl -t -Butyl Ether (MTBE) ND 10000 640 ug/m3 01/22/20 15:01 1 Naphthalene ND 5000 820 ug/m3 01/22/20 15:01 1
n-Butylbenzene ND 5000 740 ug/m3 01/2212015:01 1
N-Propylbenzene ND 5000 560 uglrn3 01/22/2015:01 1
o-Xylene ND 4000 600 ug/m3 01/22/20 15:01 1
p-Isopropyltoluene ND 5000 560 ug/m3 01/2212015:01 1
sec-Butylbenzene ND 5000 500 ug/m3 01122/2015:01 1
Styrene ND 10000 400 ug/m3 01/2212015:01 1
Tert-amyl-methyl ether (TAME) ND 10000 660 uglm3 01/22/20 15:01 1 tert-Butyl alcohol (TBA) ND 100000 13000 ug/m3 01/22/20 15:01 1 tert-Butylbenzene ND 5000 440 ug/m3 0112212015:01 1
Tetrachloroethene ND 5000 64D ug/m3 01122120 15:01 1
Toluene ND 5000 720 ug/m3 01/22120 15:01 1
trans-1,2-Dichloroethene ND 5000 600 ug/m3 01122/20 15:01 1 trans-1,3-Dichloropropene ND 5000 640 ug/m3 01122/2015:01 1 Trichloroethene ND 5000 520 ug/m3 01/22/20 15:01 1
Trichlorofluoromethane ND 5000 680 uglrn3 01/2212015:01 1 Vinyl chloride ND 5000 800 ug/m3 01/22/20 15:01 1
Xylenes, Total ND 8000 1800 ug/m3 01/22/20 15:01 1
Surrogate
4-Bromofluorobenzene (Surr)
Dibromofluoromethane (Surr)
Toluene -d8 (Sun)
%Recovery Qualifier Limits
Client Sample ID: SV-7
Date Collected: 0112112010:28
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 1L
103
97 107
80-120
76 - 132
80- 128
Prepared Analyzed Dil Fac
01/22/20 15:01 1
01/22/20 15:01 1
01/22/20 15:01 1
Lab Sample ID: 440-259509-7
Matrix: Air
rMethod: 8260B - Volatile Organic Compounds (GC/MS)
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac 1,1,1,2-Tetrachloroethane NO 5.0 0.54 ug/L 01/22120 15:28 1 1,1,1-Trichloroethane ND 5.0 0.60 ug/L 01/22/20 15:28 1 1,1,2,2-Tetrachloroethane ND 5.0 0.60 uglL 01/22/20 15:28 1 Eurofins Calscience Irvine

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Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-7
Date Collected: 01!21!2010:28
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-7
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac 1,1,2-Trichloroethane ND 5.0 0.60 ug/L 01/2212015:28 1
1,1-Dichloroethane ND 5.0 0.8D ug/L 01122/2015:28 1
1,1-Dichloroethene ND 5.0 0.84 ug/L 01122/2015:28 1
1,1-Dichloropropene ND 5.0 0.56 uglL 01/22/20 15:28 1
1,2,3-Trichlorobenzene ND 5M 0.60 ug/L 01/22/20 15:28 1 1,2,3-Trichloropropane ND 10 0.80 ug/L 01122/2015:28 1
1,2,4-Trichlorobenzene ND 5.0 0.96 ug/L 01/22/20 15:28 1 1,2,4-Trimethylbenzene ND 5.0 0.46 uglL 01122/20 15:28 1 1,2-Dibromo-3-Chloropropane ND 10 2.0 ug/L 01/2212015:28 1 1,2-Dibromoethane (EDB) ND 5.0 0.80 ug/L 01/22/20 15:28 1 1,2-Dichlorobenzene ND 5.0 0.64 ug/L 01/22/20 15:28 1
1,2-Dichloroethane ND 5.0 0.56 ug/L 01/22/20 15:28 1
1,2-Dichloropropane ND 5.0 0.70 uglL 01/22/20 15:28 1
1,3,5-Trimethylbenzene ND 5.0 0.53 ug/L 01/22/20 15:28 1 1,3-Dichlorobenzene ND 5.0 0.70 ug/L 01/2212015:28 1
1,3-Dichloropropane ND 5.0 0.64 ug/L 01/2212015:28 1
1,4-Dichlorobenzene ND 5.0 0.74 ug/L 01122/2015:28 1
2,2-Dichloropropane ND 5.0 0.68 ug/L 01122/20 15:28 1
2-Chlorotoluene ND 5.0 0.56 ug/L 01122/20 15:28 1
4-Chlorotoluene ND 5.0 0.58 ug/L 01/22/20 15:28 1
Benzene ND 5.0 0.56 ug/L 01/22/20 15:28 1
Bromobenzene ND 5.0 0.54 uglL 01/22/20 15:28 1
Bromochloromethane ND 5.0 0.80 ug/L 01122/20 15:28 1
Bromodichloromethane ND 5.0 0.60 ug/L 01122120 15:28 1
Bromoforrn ND 5.0 0.80 ug/L 01122120 15:28 1
Bromomethane ND 5.0 0.84 ug/L 01122120 15:28 1
Carbon tetrachloride ND 5.0 0.56 ug/L 01/22/20 15:28 1
Chlorobenzene ND 5.0 0.72 ug/L 01122120 15:28 1
Chloroethane ND 5.0 0.80 ug/L 01122/2015:28 1
Chloroform ND 5.0 0.66 ug/L 01/22/20 15:28 1
Chloromethane ND 5.0 0.80 ug/L 0112212015:28 1
cis-1,2-Dichloroethene ND 5.0 0.64 ug/L 01/22/20 15.28 1 cis-1,3-Dichloropropene ND 5.0 0.44 ug/L 01122120 15:28 1 Dibromochloromethane ND 5.0 0.80 ug/L 01122120 15:28 1
Dibromomethane ND 5.0 0.72 ugh_ 01/22/2015:28 1
Dichlorodifluoromethane ND 5.0 0.52 ug/L 01122/2015:28 1 Ethylbenzene ND 5.0 0.50 ug/L 01122/2015:28 1
Ethyl -t -butyl ether (ETBE) ND 10 0.56 ug/L 01/22/20 15:28 1 Hexachlorobutadiene ND 5.0 0.76 ug/L 01/22/20 15:28 1
Isopropyl Ether (DIPE) ND 10 0.50 ug/L 0'1/22/20 15:28 1 lsopropylbenzene ND 5M 0.50 ug/L 01122120 15:28 1
m,p-Xylene ND 4.0 1.2 ug/L 01122120 15:28 1
Methylene Chloride ND 5.0 1.9 ug/L 01/22/20 15:28 1
Methyl -t -Butyl Ether(MTBE) ND 10 0.64 ug/L 01/22/20 15:28 1 Naphthalene ND 5.0 0.82 ug/L 01122120 15:28 1
n-Butylbenzene ND 5.0 D.74 uglL 01/2212015:28 1
N-Propylbenzene ND 5.0 0.56 ug/L 01/2212015:28 1
o-Xylene ND 4.0 0.60 ug/L 01122120 15:28 1
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Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Client Sample ID: SV-7
Date Collected: 0112112010:28
Date Received: 01121120 15:10
Sample Container: Tedlar Bag 1L
Lab Sample ID: 440-259509-7
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GCIMS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac p-Isopropyltoluene ND 5.0 0.56 ug/L 01122/2015:28 1
see Butylbenzene ND 5.0 0.50 ug/L 01122/20 15:28 1
Styrene ND 10 0.40 ug/L 01122120 15:28 1
Tert-amyl-methyl ether (TAME) ND 10 0.66 ug/L 01/22/20 15:28 1 tert-Butyl alcohol (IBA) ND 100 13 ug/L 01/22/20 15:28 1 tert-Butylbenzene ND 5.0 0.44 ug/L 01122/2015:28 1
Tetrachloroethene ND 5.0 0.64 ug/L 01122120 15:28 1 s
Toluene ND 5.0 0.72 ug/L 01/22/20 15:28 1 lri I
trans-1,2-Dichloroethene ND 5.0 0.60 ug/L 01/22/20 15:28 1 trans-1,3-Dichloropropene ND 5.0 0.64 ug/L 01122120 15:28 1 Trichloroethene ND 5.0 0.52 ug/L 01/2212015:28 1
Trichloroiluoromethane ND 5.0 0.68 ug/L 0112212015:28 1 Vinyl chloride ND 5.0 0.80 ug/L 01/22/20 15:28 1
Xyienes, Total ND 8.0 1.8 ug/L 01/22/20 15:28 1
Analyte Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac 1,1,1,2-Tetrachloroethane ND 5000 540 ug/m3 01122/20 15:28 1 1,1,1-Trichloroethane ND 5000 600 ug/m3 01122/2015:28 1 1,1,2,2-Tetrachloroethane ND 5000 600 ug/m3 01122120 15:28 1 1,1,2-Trichloroethane ND 5000 600 ug/m3 01122/20 15:28 1 1,1-Dichloroethane ND 5000 800 ug/m3 01122/2015:28 1
1,1-Dichloroethene ND 5000 840 ug/m3 01122/2015:28 1
1,1-Dichloropropene ND 5000 560 ug/m3 01122120 15:28 1
1,2,3-Trichlorobenzene ND 5000 600 ug/m3 01122/2015:28 1 1,2,3-Trichloropropane ND 10000 800 ug/m3 01/22/20 15:28 1 1,2,4-Trichlorobenzene ND 5000 960 ug/m3 01/22/20 15:28 1 1,2,4-Trimethylbenzene ND 5000 460 ug/m3 01122/20 15:28 1 1,2-Dibromo-3-Chloropropane ND 10000 2000 ug/m3 01/22/20 15:28 1 1,2-Dihromoethane (EDB) ND 5000 800 ug/m3 01/22/20 15:28 1 1,2-Dichlorobenzene ND 5000 640 ug/m3 01122120 15:28 1
1,2-Dichloroethane ND 5000 560 ug/m3 01/22/20 15:28 1
1 ,2-Dichloropro pan e ND 5000 700 ug/m3 01/22/20 15:28 1 1,3,5-Trimethylbenzene ND 5000 530 ug/m3 01/22/20 15:28 1 1,3-Dichlorobenzene ND 5000 700 ug/m3 01/2212015:28 1
1,3-Dichloropropane ND 5000 640 ug/m3 01122/20 15:28 1
1,4-Dichlorobenzene ND 5000 740 ug/m3 01/22/20 15:28 1
2,2-Dichloropropane ND 5000 680 ug/m3 01122120 15:28 1
2-Chlorotoluene ND 5000 560 ug/m3 01/2212015:28 1
4-Chlorotoluene ND 5000 580 ug/m3 01122120 15:28 1
Benzene ND 5000 560 ug/m3 01/22/2015:28 1
Bromobenzene ND 5000 540 ug/m3 01122/2015:28 1
Bromochloromethane ND 5000 800 ug/m3 01/22/20 15:28 1
Bromodichloromethane ND 5000 600 ug/m3 01/2212015:28 1
Bromoform ND 5000 800 uglm3 01122/2015:28 1
Bromomethane ND 5000 840 uglrn3 01/2212015:28 1
Carbon tetrachloride ND 5000 560 ug/m3 01/22/20 15:28 1 Chlorohenzene ND 5000 720 ug/m3 01/22/20 15:28 1
Chloroethane ND 5000 800 ug/m3 01122120 15:28 1
Chloroform ND 5000 660 ug/m3 01122/20 15:28 1
t
Eurofins Calscience Irvine

Page 25 of 49 ends

Analyte
Chloromethane
cis-1,2-Dichloroethene
cis-1,3-Dichloropropene
Di bra mochloro m ethane
Dibromomethane
Dichlorodifluoromethane
Ethylbenzene
Ethyl -t -butyl ether (ETBE)
Hexachlorobutadiene
Isopropyl Ether (DIPE)
Isopropyibenzene
m,p-Xylene
Methylene Chloride
Methyl -t -Butyl Ether (MTBE)
Naphthalene
n-Butylbenzene
N-Propylbenzene
o-Xylene
p-Isopropyltoluene
see Butylbenzene
Styrene
Tert-arnyl-methyl ether (TAME)
tert-Butyl alcohol (TBA)
ter/-Butylbenzene
Tetrachloroethene
Toluene
trans -1, 2-Dichloroethene
trans-1,3-Dichloropropene
Trichloroethene
Tri ch l o rofl u oro rn eth an e
Vinyl chloride
Xylenes, Total
Surrogate
4-Bromof/uorobenzene (Surr)
Dibromofluoromethane (Surr)
Toluene -d8 (Surr)
Client Sample Results
Client: Athanor Environmental Services, inc.

Project/Site: Gabriel Bellflower
Client Sample ID: SV-7
Date Collected: 01/21/20 10:28
Date Received: 01!2112015:10
Sample Container: Tedlar Bag 1L
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Result Qualifier RL MDL Unit
ND 5000 800 ug/m3
ND 5000 640 ug/m3
ND 5000 440 ug/m3
ND 5000 800 ug/m3
ND 5000 720 ug/m3
ND 5000 520 ug/m3
ND 5000 500 ug/m3
ND 10000 560 ug/m3
ND 5000 760 ug/m3
ND 10000 500 uglm3
ND 5000 500 ug/m3
ND 4000 1200 ug/m3
ND 5000 1900 ug/m3
ND 10000 640 uglm3
ND 5000 820 ug/m3
ND 5000 740 ug/m3
ND 5000 560 ug/m3
ND 4000 600 ug/m3
ND 5000 560 ug/rn3
ND 5000 500 ug/m3
ND 10000 400 ug/m3
ND 10000 660 uglm3
ND 100000 13000 ug/m3
ND 5000 440 ug/m3
ND 5000 640 ug/m3
ND 5000 720 ug/m3
ND 5000 600 ug/m3
ND 5000 640 ug/m3
ND 5000 520 uglm3
ND 5000 680 ug/m3
ND 5000 800 ug/m3
ND 8000 1800 ug/m3
%Recovery Qualifier Limits
102 80-120
98 76-132
107 80-128
Job ID: 440-259509-1
SDG: 17617-39 Bellflower
Lab Sample ID: 440-259509-7
Matrix: Air
D Prepared Analyzed Dil Fac
01/22/20 15:28 1
01/22/20 15:28 1
01/2212015:28 1
01/22/20 15:28 1
01/22/20 15:28 1
01/2212015:28
01/22/20 15:28 1
01/22/20 15:28 1
01/22/20 15:28 1
01/22/20 15:28 1
01/22/20 15:28 1
01/22/20 15:28 1
01/22/20 15:28 1
01/22/20 15:28 1
01/2212015:28 1
01122/20 15:28 1
01/22/20 15:28 1
01122/20 15:28 1
01/22120 15:28 1
01/22/20 15:28 1
01/22/20 15:28 1
01122/20 15:28 1
01122/20 15:28
01/22/20 15:28 1
O1/2212015:28 1
01/22/20 15:28 1
01/22/20 15:28 1
01/22/20 15:28 1
01/22/20 15:28 1
01/22/20 15:28 1
01 (22/20 15:28 1
01/22120 15:28 1
Prepared Analyzed Di! Fac
01/22/20 15:28 1
01/22/20 15:28 1
01/22/20 15:28 1
Client Sample ID: SV-8
Date Collected: 01/21/20 10:33
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 1L
Method: 8260B - Volatile Organic Compounds (GC/MS)
Analyte Result Qualifier
RL
1,1,1, 2-Tetrachloroethane
1,1,1-Trichloroethane
1,1,2,2-Tetrachloroethane
1,1,2-Trichloroethane
ND
ND
ND
ND

5.0 5.0

5.0 5.0
MDL Unit

0.54 ug/L

0.60 ug/L

0.60 ug/L
Lab Sample ID: 440-259509-8
Matrix: Air
D Prepared Analyzed DiI Fac
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
Eurofins Calscience Irvine

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Client Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG' 17617-39 Bellflower Client Sample ID: SV-8
Date Collected: 01/21/20 10:33
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 1 L.

Lab Sample ID: 440-259509-8
Matrix: Air
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit D Prepared Analyzed Di! Fac 1,1-Dichloroethane ND 5.0 0.80 ug/L 01122/20 15:55 1
1,1-Dichloroethene ND 5.0 0.84 ug/L 01122/2015:55 1
1,1-Dichloropropene ND 5.0 0.56 ug/L 01/22/20 15:55 1
1,2,3-Trichlorobenzene ND 5.0 0.60 ug/L 01/22/20 15:55 1 1,2,3-Trichloropropane ND 10 0.80 ug/L 01/22/20 15:55 1 1,2,4-Trichlorobenzene ND 5.0 0.96 ug/L 01/22/20 15:55 i 1,2,4-Trimethylbenzene ND 5.0 0.46 uglL 01122/2015:55 1 1,2-Dibromo-3-Chloropropane ND 10 2.0 ug/L 01122120 15:55 1 1,2-Dibromoethane (EDB) ND 5.0 0.80 ug/L 01/22/20 15:55 1 1,2-Dichlorobenzene ND 5.0 0.64 ug/L 01122/20 15:55 1
1,2-Dichloroethane ND 5.0 0.56 ug/L 01/22/20 15:55 1
1,2-Dichloropropane ND 5.0 0.70 ug/L 01/22/20 15:55 1
1,3,5-Trimethylbenzene ND 5.0 0.53 ug/L 01/22/20 15:55 1 1,3-Dichlorobenzene ND 5.0 0.70 ug/L 01/22/2015:55 1
1,3-Dichloropropane ND 5.0 0.64 ug/L 01122/2015:55 1
1,4-Dichlorobenzene ND 5.0 0.74 uglL 0112212015:55 1
2,2-Dichloropropane ND 5.0 0.68 ug/L 01122120 15:55 1
2-Chlorotoluene ND 5.0 0.56 ug/L 01122120 15:55 1
4-Chlorotoluene ND 5.0 0.58 ug/L 01122/2015:55 1
Benzene ND 5.0 0.56 ug/L 01/22/20 15:55 1
Bromobenzene ND 5.0 0.54 ug/L 01/22/2015:55 1
Bromochloromethane ND 5.0 0.80 ug/L 01/2212015:55 1
Bromodichloromethane ND 5.0 0.60 ug/L 01122/2015:55 1
Bromoforrn ND 5.0 0.80 ug/L 01122120 15:55 1
Bromomethane ND 5.0 0.84 ug/L 01/2212015:55 1
Carbon tetrachloride ND 5.0 0.56 ug/L 01/22/20 15:55 1
Chlorobenzene ND 5.0 0.72 ug/L 01122/2015:55 1
Chloroethane ND 5.0 0.80 ug/L 01122/2015:55 1
Chloroform ND 5.0 0.66 ugiL 01/22/20 15:55 1
Chloromethane ND 5.0 0.80 ug/L 01122/20 15:55 1
cis-1,2-Dichloroethene ND 5.0 0.64 ug/L 01/22/2015:55 1 cis-1,3-Dichloropropene ND 5.0 0.44 ug/L 01122120 15:55 1 Dibromochloromethane ND 5.0 0.80 ug/L 01/22/20 15:55 1
Dibromomethane ND 5.0 0.72 ug/L 01122/20 15:55 1
Dichlorodifluoromethane ND 5.0 0.52 ug/L 01122/2015:55 1 Ethylbenzene ND 5.0 0.50 ug/L 01/22/20 15:55 1
Ethyl-t-hutyl ether (ETRE) ND 10 0.56 ug/L 01/22/20 15:55 1 Hexachlorobutadiene ND 5.0 0.76 ug/L 01122/20 15:55 1
Isopropyl Ether (DIPE) ND 10 0.50 uglL 01/22/20 15:55 1 lsopropylbenzene ND 5.0 0.50 ug/L 01/2212015:55 1
m,p-Xylene ND 4.0 1.2 ug/L 01122120 15:55 1
Methylene Chloride ND 5.0 1.9 ug/L 01122/20 15:55 1
Methyl -t -Butyl Ether (MTBE) ND 10 0.64 ug/L 01/22/20 15:55 1 Naphthalene ND 5.0 0.82 ug/L 01/22/20 15:55 1
n-Butylbenzene ND 5.0 0.74 ug/L 01/22/20 15:55 1
N-Propylbenzene ND 5.0 0.56 uglL 01122120 15:55 1
o-Xylene ND 4.0 0.60 uglL 01/2212015:55 1
p-Isopropyltoluene ND 5.0 0.56 ug/L 01122/20 15:55 1
Eurofins Calscience Irvine

Page 27 of 49 ends

Analyte
sec. Butylbenzene
Styrene
Tert-amyl-methyl ether (TAME)
tert-Butyl alcohol (TBA)
tent-Butylbenzene
Tetrachlorcethene
Toluene
trans-1,2-Dichloroethene
trans-1,3-Dichloropropene
Trichloroethene
Trichlo rofluoromethan e
Vinyl chloride
Xylenes, Total
Analyte
1,1,1,2-Tetrachloroethane
1,1,1-Trichloroethane
1,1,2,2-Tetrachloroethane
1,1,2-Trichloroethane
1,1-Dichloroothane
1,1-Dichloroethene
1,1-Dichloropropene
1,2,3-Trichiorobenzene
1,2,3-Trichloropropane
1,2,4-Trichlorohenzene
1,2,4-Trimethylbenzene
1,2-Dibromo-3-Chloropropane
1,2-Dibromoethane (EDB)
1,2-Dichlorobenzene
1,2-Dichloroethane
1,2-Dichloropropane
1, 3, 5-Trimethylbenzene
1,3-Dichlorobenzene
1,3-Dichloropropane
1,4-Dichlorobenzene
2,2-Dichloropropane
2-Chlorotoluene
4-Chlorotoluene
Benzene
Bromobenzene
Brornochloromethane
Bromodichloromethane
Brornaform
Bromornethane
Carbon tetrachloride
Chlorobenzene
Chloroethane
Chloroform
Chloromethane
Client Sample Results
Client: Athanor Environmental Services, Inc.

Project/Site: Gabriel Bellflower
Job ID: 440-259509-1
SDG: 17617-39 Bellflower
Client Sample ID: SV-8
Date Collected: 01/21/20 10:33
Date Received: 0112112015:10
Sample Container: Tedlar Bag 1 L.

Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Result Qualifier RL MDL Unit
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND

5.0 0.50 ug/L
10 0.40 ug/L
10 0.66 ug/L
100 13 ug/L

5.0 0.44 ug/L

5.0 0.64 ug/L

5.0 0.72 ug/L

5.0 0.60 ug/L

5.0 0.64 ug/L

5.0 0.52 ug/L

5.0 0.68 ug/L

5.0 0.80 ug/L

8.0 1.8 ug/L
Result Qualifier RL MDL Unit
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
NO
ND
ND
ND
ND
ND
5000 540 ug/m3
5000 600 ug/m3
5000 600 ug/m3
5000 600 ug/m3
5000 800 ug/m3
5000 840 ug/m3
5000 560 ug/rn3
5000 600 ug/m3
10000 800 ug/m3
5000 960 ug/m3
5000 460 ug/m3
10000 2000 ug/m3
5000 800 ug/m3
5000 640 ug/m3
5000 560 uglm3
5000 700 uglm3
5000 530 ug/m3
5000 700 ug/m3
5000 640 ug/m3
5000 740 ug/m3
5000 680 ug/m3
5000 560 ug/m3
5000 580 ug/m3
5000 560 ug/m3
5000 540 ug/m3
5000 800 ug/m3
5000 600 ug/m3
5000 800 ug/m3
5000 840 ug/m3
5000 560 ug/m3
5000 720 ug/m3
5000 800 ug/m3
5000 660 ug/m3
5000 800 ug/m3
Lab Sample ID: 440-259509-8
Matrix: Air
D Prepared Analyzed DiI Fac
01122/20 15:55 1
01/22/20 15:55 1
01122/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01122/2015:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
D Prepared Analyzed Dil Fac
01/22/20 15:55
01122/2015:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/2015:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22120 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/201555 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/2015:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
Eurofins Calscience Irvine

Page 28 of 49 ends

Client Sample Results
Client: Athanor Environmental Services, Inc.

Project/Site: Gabriel Bellflower
Job ID: 440-259509-1
SDG: 17617-39 Bellflower
Client Sample ID: SV-8
Date Collected: 0112112010:33
Date Received: 01/21/20 15:10
Sample Container: Tedlar Bag 1L
Method: 8260E - Volatile Organic Compounds (GC/MS) (Continued) Analyte Result Qualifier RL MDL Unit
cis-1,2-Dichloroethene
cis-1,3-Dichloropropene
Dibromochloromethane
Dibromomethane
Dichlorodifluoromethane
Ethylbenzene
Ethyl -t -butyl ether (ETBE)
Hexachlorobutadiene
Isopropyl Ether (RIPE)
Isopropylbenzene
m,p-Xylene
Methylene Chloride
Methyl -t -Butyl Ether (MTBE)
Naphthalene
n-Butylbenzene
N-Propylbenzene
o-Xylene
p-Isopropyltoluene
sec-Butylbenzene
Styrene
Ted -amyl -methyl ether (TAME)
tert-Butyl alcohol (TBA)
tert-Butylbenzene
Tetrachloroethene
Toluene
trans-1,2-Dichloroethene
trans -1 ,3-Dichloropropene
Trichloroethene
Trichlorofluoromethane
Vinyl chloride
Xylenes, Total
ND 5000
ND 5000
ND 5000
ND 5000
ND 5000
ND 5000
ND 10000
ND 5000
ND 10000
ND 5000
ND 4000
ND 5000
ND 10000
ND 5000
ND 5000
ND 5000
ND 4000
ND 5000
ND 5000
ND 10000
ND 10000
ND 100000
ND 5000
ND 5000
ND 5000
ND 5000
ND 5000
NO 5000
ND 5000
ND 5000
ND 8000
Surrogate %Recovery Qualifier Limits
4-Hrornofluorobenzene (Surr)
Dibromofluoromethane (Surr)
Toluene -d8 (Surr)
104
99 108
80-120
76- 132
80- 128
640 ug/m3
440 ug/m3
800 ug/m3
720 ug/m3
520 ug/m3
500 ug/m3
560 ug/m3
760 ug/m3
500 ug/m3
500 ug/m3
1200 ug/m3
1900 ug/m3
640 ug/m3
820 ug/m3
740 ug/m3
560 ug/m3
600 uglm3
560 ug/m3
500 ug/m3
400 ug/m3
660 ug/m3
13000 ug/m3
440 uglm3
640 ug/m3
720 ug/m3
600 uglm3
640 ug/m3
520 ug/m3
680 ug/m3
800 ug/m3
1800 ug/m3
Lab Sample ID: 440-259509-8
Matrix: Air
D Prepared Analyzed DiI Fac
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
0112212015:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22120 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/2212015:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01122120 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 1
Prepared Analyzed Dil Fac
01/22/20 15:55 1
01/22/20 15:55 1
01/22/20 15:55 -1
Eurofins Calscience Irvine

Page 29 of 49 ends

Surrogate Summary
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Method: 8260B - Volatile Organic Compounds (GC/MS)
Matrix: Air Prep Type: Total/NA
Percent Surrogate Recovery (Acceptance Limits)
Lab Sample ID Client Sample ID
440-259509-1 - RA SV-1
440-259509-1 SV-1
440-259509-1 DU SV-1
440-259509-1 DU SV-1
440-259509-2 - RA SV-2
440-259509-2 SV-2
440-259509-3 - RA SV-3
440-259509-3 SV-3
440-259509-4 SV-4
440-259509-5 SV-5
440-259509-6 SV-6
440-259509-7 SV 7
440-259509-8 SV-8
LCS 440-591744/1004 Lab Control Sample
LCS 440-591783/1002 Lab Control Sample
MB 440-591744/8 Method Blank
MB 440-591783/5 Method Blank
Surrogate Legend
BFB = 4-Bromofluorobenzene (Surr)
DBFM Dibromofluoromethane (Surr)
TOL = Toluene -d8 (Surr)

BFB DBFM TOL
(80-120) (76-132) (80-128)
96 108 104
101 100 104
93 109 107
101 99 103
101 108 106
102 100 105
99 99 101
101 102 105
101 98 104
101 100 105
103 97 107
102 98 107
104 99 108
101 104 100
102 99 100
93 107 107
104 101 106
Eurofins Calscience Irvine

Page 30 of 49 ends

Method Summary
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Method Method Description
8260B Volatile Organic Compounds (GC/MS)
Protocol Laboratory
SW846 TAL IRV
Protocol References:

SW846 = "Test Methods For Evaluating Solid Waste, Physical/Chemical Methods", Third Edition, November 1986 And Its Updates.

Laboratory References:

TAL IRV = Eurofins Calscience Irvine, 17461 Derian Ave, Suite 100, Irvine, CA 92614-5817, TEL (949)261-1022 I
Eurofins Calscience Irvine

Page 31 of 49 ends

Lab Chronicle
Client Athanor Environmental Services, Inc.

Project/Site: Gabriel Bellflower
Job ID: 440-259509-1
SDG: 17617-39 Bellflower
Client Sample ID: SV-1
Date Collected: 01/21120 10:00
Date Received: 01121120 15:10
Lab Sample ID: 440-259509-1
Matrix: Air
Batch
Prep Type Type
Total/NA Analysis 8260B
Total/NA Analysis
Batch Dil Initial Final Batch
Method Run Factor Amount Amount Number
RA 1 5cc 10 mL 591744
8260B 1 5cc 10 mL 591783
Prepared
or Analyzed Analyst Lab
01/22/20 13:35 TCN
01/22/20 12:16 TCN

TAL IRV

TAL IRV
Client Sample ID: SV-2
Date Collected: 01/21/20 10:10
Date Received: 01121120 15:10
Lab Sample ID: 440-259509-2
Matrix: Air
Batch Batch
Prep Type Type Method
Total/NA Analysis 82608 RA
Dil Initial Final Batch
Run Factor Amount Amount Number
Total/NA Analysis 8260B
1 5cc 10 mL 591744
1 5cc 10 mL 591783
Prepared
or Analyzed Analyst Lab
01122/20 14:32 TCN TAL IRV
01/22/20 13:11 TCN TAL IRV
Client Sample ID: SV-3
Date Collected: 01121/2010:13
Date Received: 01/21/20 15:10
Lab Sample ID: 440-259509-3
Matrix: Air
Prep Type
Total/NA
Batch Batch
Type Method
Analysis 8260B
Total/NA Analysis 8260B
Dil Initial Final Batch
Prepared
Run Factor Amount Amount Number or Analyzed Analyst Lab RA 1 5cc 10 mL 591744
1 5cc 10 mL 591783
01/22/20 15:00 TCN TAL IRV
01/22/20 13:39 TCN TAL IRV
Client Sample ID: SV-4
Date Collected: 01/21/20 10:17
Date Received: 01/21/20 15:10
Lab Sample ID: 440-259509-4
Matrix: Air
Prep Type
Total/NA
Batch Batch
Type Method
Analysis 8260B
Dil Initial
Run Factor Amount
Final Batch Prepared
Amount Number or Analyzed Analyst Lab
1 5cc
10 mL 591783 01/22/20 14:06 TCN TAL IRV
Client Sample ID: SV-5
Date Collected: 01/21/20 10:21
Date Received: 01/21/20 15:10
Lab Sample ID: 440-259509-5
Matrix: Air
Batch Batch
Prep Type Type Method
Total/NA Analysis 8260B
Dil Initial Final Batch Prepared
Run Factor Amount Amount Number or Analyzed Analyst Lab 1 5cc
10 mL 591783 01/22/20 14:33 TCN TAL IRV
Client Sample ID: SV-6
Date Collected: 01121/2010:26
Date Received: 01/21/20 15:10
Lab Sample ID: 440-259509-6
Matrix: Air
Batch
Prep Type Type
Total/NA
Batch
Method
Analysis 8260E
Dil
Run Factor
1 Initial Final Batch
Amount Amount Number
5 cc
Prepared
or Analyzed Analyst Lab
10 mL 591783 01/22/20 15:01 TCN TAL IRV
Client Sample ID: SV-7
Date Collected: 01/2112010:28
Date Received: 01121/20 15:10
Lab Sample ID: 440-259509-7
Matrix: Air
Prep Type
Total/NA
Batch Batch
Type Method
Analysis 8260B
Dil Initial
Run Factor Amount
Final
Amount
1 5cc
Batch Prepared
Number or Analyzed Analyst Lab
10 mL 591783 01/22/20 15:28 TCN TAL IRV
Eurofins Calscience Irvine

Page 32 of 49 ends

Lab Chronicle
Client: Athanor Environmental Services, Inc.

Project/Site: Gabriel Bellflower
Client Sample ID: SV-8
Date Collected: 0112112010:33
Date Received: 01121120 15:10
Job ID: 440-259509-1
SDG: 17617-39 Bellflower
Lab Sample ID: 440-259509-8
Matrix: Air
Batch Batch
Prep Type Type Method
Total/NA Analysis 8260B
Dil Initial
Run Factor Amount
1 5 cc
Final Batch
Amount Number
Prepared
or Analyzed Analyst
Lab
10 mL 591783 01/22/20 15:55 TCN TAL IRV
Laboratory References:

TAL IRV = Eurofins Calscience Irvine, 17461 Derian Ave, Suite 100, Irvine, CA 92614-5817, TEL (949)261-1022 Eurofins Calscience Irvine

Page 33 of 49 ends

25.0 27.4 ug/L 110 60-140

25.0 29.3 ug/L 117 60-140

25.0 30.5 ug/L 122 60-140

25.0 27.9 ug/L 112 65-150
Spike LCS LCS %Rec.

Added Result Qualifier Unit D %Rec Limits
2500O 27400 ug/m3 110 60-140
25000 29300 ug/m3 117 60-140
25000 30500 ug/m3 122 60-140
25000 27900 uglm3 112 65-150

LCS LCS
%Recovery Qualifier Limits
101 80-120
Lab Sample ID: 440-259509-1 DU
Matrix: Air
Analysis Batch: 591744
Analyte
1,2,3-Trichlorobenzene
1,2,4-Trichlorobenzene
Naphthalene
n-Butylbenzene
104 76- 132
100 80-128
Sample Sample
Result Qualifier
ND
ND
ND
ND
DU DU
Result Qualifier Unit D
ND ug/L
ND ug/L
ND ug/L
ND ug/L
Client Sample ID: SV-1
Prep Type: Total/NA
RPD
RPD Limit
NC 20
NC 20
NC 30
NC 20
Eurofins Calscience Irvine

Page 34 ends

QC Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Analyte
1,2,3-Trichiorobenzene
1,2,4-Trichiorobenzene
Naphthalene
n-Butylbenzene
Surrogate
4-Bmmofluorobenzene (Surr)
Dlbromofluoromethane (Surr)
Toluene -d8 (Surr)
Sample Sample
Result Qualifier
ND
ND
ND
ND
DU DU
%Recovery Qualifier Limits
93 80- 120
Lab Sample ID: MB 440-59178315
Matrix: Air
Analysis Batch: 591783
Analyte
1,1,1,2-Tetrachloroethane
1,1,1-Trichloroethane
1,1,2,2-Tetrachloroethane
1,1,2-Trichloroethane
1,1-Dichloroethane
1,1-Dichloroethene
1,1-Dichloropropene
1,2,3-Trichlorobenzene
1,2,3-Trichloropropane
1,2,4-Trichlorobenzene
1,2,4-Trimethylbenzene
1,2-Dibromo-3-Chloropropane
1,2-Dibromoethane (EDB)
1,2-Dichlorobenzene
1,2-Dichloroethane
1,2-Dichloropropane
1,3,5-Trimethylbenzene
1,3-Dichlorobenzene
1,3-Dichloropropane
1,4-Dichlorobenzene
2,2-Dichloropropane
2-Chlorotoluene
4-Chlorotoluene
Benzene
Bromobenzene
Bromochloromethane
Bromodichloromethane
Bromoform
Bromomethane
Carbon tetrachloride
Chlorobenzene
Chloroethane
Chloroform
Chloromethane
cis-1,2-Dichloroethene
cis-1,3-Dichloropropene
109 76-132
107 80-128
DU DU
Result Qualifier Unit D
ND ug/m3
ND ug/m3
ND uglm3
ND ug/m3
RPD
RPD Limit
NC 20
NC 20 f,
NC 30
NC 20
Client Sample ID: Method Blank
Prep Type: Total/NA
MB MB
Result Qualifier RL MDL Unit D Prepared Analyzed DiI Fac ND 5.0 0.54 uglL 01/22/20 11:49 1
ND 5.0 0.60 ug/L 01/22/20 11:49 1 .i
ND 5.0 0.60 ug/L 0112212011:49 1 ND 5.0 0.60 uglL 01/22/20 11:49 1 V IP ND 5.0 0.80 ug/L 01/22/20 11:49 1
ND 5.0 0.84 ug/L 01122/2011:49 1
ND 5.0 0.56 ug/L 01/2212011:49 1

2.76 J 5.0 0.60 ug/L 01/22/20 11:49 1
ND 10 0.80 uglL 01/2212011:49 1

1.85 J 5.0 0.96 ug/L 01122/2011:49 1

1.01 J 5.0 0.46 uglL 01/22/20 11:49 1
ND 10 2.0 ug/L 01122/2011:49 1
ND 5.0 0.80 ug/L 01/22/2011:49 1
ND 5.0 0.64 ug/L 01122/2011:49 1
ND 5.0 0.56 uglL 01122120 11:49 1
ND 5.0 0.70 ug/L 01122/2011:49 1
ND 5.0 0.53 ug/L 01!22!2011:49 1
ND 5.0 0.70 ug/L 01/22/20 11:49 1
ND 5.0 0.64 ug/L 01122/20 11:49 1
N I) 5.0 0.74 ug/L 01/22/20 11:49 1
NI) 5.0 0.68 ug/L 01122/20 11:49 1
ND 5.0 0.56 ug/L 01122/2011:49 1
ND 5.0 0.58 ug/L 01/22/2011:49 1
ND 5.0 0.56 uglL 01/2212011:49 1
ND 5.0 0.54 uglL 01/2212011:49 1
ND 5.0 0.80 ug/L 01/2212011:49 1
ND 5.0 0.60 ug/L 0112212011:49 1
ND 5.0 0.80 ug/L 01122120 11:49 1
ND 5.0 0.84 ug/L 01/22/2011:49 1
ND 5.0 0.56 ug/L 01/22/2011:49 1
ND 5.0 0.72 uglL 01/22/2011:49 1
ND 5.0 0.80 uglL 01/22/20 11:49 1
ND 5.0 0.66 ug/L 01/2212011:49 1
ND 5.0 0.80 ug/L 01/22/20 11:49 1
ND 5.0 0.64 ug/L 01/22/20 11:49 1
ND 5.0 0.44 ug/L 01/22/20 11:49 1
Eurofins Calscience Irvine

Page 35 of 49 ends

3.10 J 5.0 0.82 ug/L 01122/2011:49 1

1.53 J 5.0 0.74 uglL 01/22/20 11:49 1
ND 5.0 0.56 ug/L 01122!2011:49 1
ND 4.0 0.60 uglL 01/22/20 11:49 i
ND 5.0 0.56 ug/L 01/22/2011:49 1
ND 5.0 0.50 ug/L 01/22/2011:49 1
ND 10 0.40 ug/L 0112212011:49 1
ND 10 0.66 ug/L 01/2212011:49 1
ND 100 13 ug/L 01/2212011:49 1
ND 5.0 0.44 ug/L 01122120 11:49 1
ND 5.0 0.64 ug/L 01/22/2011:49 1
ND 5.0 0.72 ug/L 0112212011:49 1
ND 5.0 0.60 ug/L 0112212011:49 1
ND 5.0 0.64 ug/L 01/22/2011:49 1
ND 5.0 0.52 ug/L 0112212011:49 1
ND 5.0 0.68 ug/L 01122/20 11:49 1
ND 5.0 0.80 ug/L 01122/20 11:49 1
ND 8.0 1.8 ug/L 01/22/20 11:49 1
MB MB
Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac ND 5000 540 ug/m3 01/22/2011:49 1
ND 5000 600 ug/rn3 01/22/2011:49 1
ND 5000 600 ug/m3 01/22/2011:49 1
ND 5000 600 ug/rn3 01/22/2011:49 1
ND 5000 800 ug/rn3 01!2212011:49 1
ND 5000 840 ug/m3 0112212011:49 1
ND 5000 560 ug/m3 01/22/2011:49 1
2760 J 5000 600 ug/m3 01/2212011:49 1
ND 10000 800 ug/m3 01/2212011:49 1
1850 J 5000 960 ug/m3 01122/2011:49 1
1010 J 5000 460 ug/m3 01/22/2011:49 1
ND 10000 2000 ug/m3 01/22/2011:49 1
ND 5000 800 uglm3 01/22/2011:49 1
ND 5000 640 ug/m3 01/22/2011:49 1
ND 5000 560 ug/m3 01122/2011:49 1
ND 5000 700 ug/m3 01/22/2011:49 1
ND 5000 530 ug/m3 01122/2011:49 1
ND 5000 700 ug/m3 01122/2011:49 1
Eurofins Calscience Irvine

Page 36 ends

QC Sample Results
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Lab Sample ID: MB 440-591783/5
Matrix: Air
Analysis Batch: 591783
Analyte
1,3-Dichloropropane
1,4-Dichlorobenzene
2,2-Dichloropropane
2-Chlorotoluene
4-Chlorotoluene
Benzene
Bromobenzene
Bromochloromethane
Bromod ichloromethane
Bromoform
Bromomethane
Carbon tetrachloride
Chlorobenzene
Chloroethane
Chloroform
Chloromethane
cis-1,2-Dichloroethene
cis-1,3-Dichlorapropene
Dibromochloromethane
Dibromomethane
Dichlorodifluoromethane
Ethylbenzene
Ethyl -t -butyl ether (ETBE)
Hexachlorobutadiene
Isopropyl Ether (RIPE)
Isopropylbenzene
m,p-Xylene
Methylene Chloride
Methyl -t -Butyl Ether (MTBE)
Naphthalene
n-Butylbenzene
N-Propylbenzene
o-Xylene
p-lsopropyltoluene
sec-Butylbenzene
Styrene
Tert-amyl-methyl ether (TAME)
tert-Butyl alcohol (TBA)
tert-Butylbenzene
Tetrachloroetheno
Toluene
trans -1, 2-Dichl o roethene
trans -1,3 -Di chloropropene
Trichloroethene
T ri c h l o ro flu o ro m eth a ne
Vinyl chloride
Xylenes, Total
Client Sample ID: Method Blank
Prep Type: Total/NA
MB MB
Result Qualifier RL MDL Unit D Prepared Analyzed Dil Fac t'i ND 5000 640 ug/m3 01122120 11:49 1
ND 5000 740 ug/m3 01/22/2011:49 1
ND 5000 680 ug/m3 01122120 11:49 1
ND 5000 560 ug/m3 01122/20 11:49 1
ND 5000 580 ug/m3 01/22/20 11:49 1
ND 5000 560 ug/m3 01/22/20 11:49 1
ND 5000 540 ug/m3 01/22/2011:49 1
ND 5000 800 ug/m3 01/22/20 11:49 1
ND 5000 600 ug/m3 01/2212011:49 1
ND 5000 800 ug/m3 01/22/2011:49 1
ND 5000 840 ug/m3 01/22/2011:49 1
ND 5000 560 ug/m3 01122/20 11:49 1
ND 5000 720 ug/rn3 01122/2011:49 1
ND 5000 800 ug/m3 01122/20 11:49 1
ND 5000 660 ug/m3 01122/20 11:49 1
ND 5000 800 ug/m3 01122120 11:49 1
ND 5000 640 ug/m3 01122120 11:49 1
ND 5000 440 ug/m3 01122120 11:49 1
ND 5000 800 ughn3 01/22/20 11:49 1
ND 5000 720 ug/m3 0112212011:49 1
ND 5000 520 ug/m3 01122/20 11:49 1
ND 5000 500 ug/m3 01/22/2011:49 1
ND 10000 560 ug/m3 01/22/2011:49 1
ND 5000 760 ug/m3 01/22/2011:49 1
ND 10000 500 ug/m3 01/22/20 11:49 1
ND 5000 500 ug/m3 01/22/2011:49 1
ND 4000 1200 ug/m3 01/22/20 11:49 1
ND 5000 1900 ug/m3 01/22/2011:49 1
ND 10000 640 ug/m3 01/22120 11:49 1
3100 J 5000 820 ug/m3 01/2212011:49 1
1530 J 5000 740 ug/rn3 0112212011:49 1
ND 5000 560 ug/m3 01122120 11:49 1
ND 4000 600 uglm3 01122120 11:49 1
ND 5000 560 ug/m3 01122/2011:49 1
ND 5000 500 ug/m3 0112212011:49 1
ND 10000 400 ug/m3 01/22/2011:49 1
ND 10000 660 ug/m3 01/22/20 11:49 1
ND 100000 13000 ug/m3 01122/20 11:49 1
ND 5000 440 ug/m3 01/22/2011:49 1
ND 5000 640 ug/m3 01/22/20 11:49 1
ND 5000 720 ug/m3 01/22120 11:49 1
ND 5000 600 ug/m3 0112212011:49 i
ND 5000 640 ug/m3 01/2212011:49 1
ND 5000 520 uglm3 01/2212011:49 1
ND 5000 680 ug/m3 01/22/20 11:49 1
ND 5000 800 ug/m3 01122/20 11:49 1
ND 8000 1800 ug/m3 01122/20 11:49 1
Eurofins Calscience Irvine

Page 37 of 49 ends

76. 132
80- 128
Client Sample ID: Method Blank .-
Prep Type: Total/NA IT
I
Prepared Analyzed Di! Fac
01/22/20 11:49 1
01/22/20 11:49 1
01/22/20 11:49 1
Client Sample ID: Lab Control Sample
Prep Type: Total/NA
Spike LCS LCS %Rec.

Added Result Qualifier Unit D %Rec Limits

25.0 26.5 ug/L 106 60 -141

25.0 26.5 ug/L 106 70 -130

25.0 25.4 ug/L 101 63 -130

25.0 25.3 ug/L 101 70 -130

25.0 24.9 ug/L 100 64 -130

25.0 24.0 ug/L 96 70 -130

25.0 26.4 ug/L 106 70_ 130

25.0 28.1 ug/L 112 60-140

25.0 25.8 ug/L 103 63-130

25.0 27.0 ug/L 108 60 -140

25.0 25.3 ug/L 101 70 -135

25.0 23.4 ug/L 94 52 -140

25.0 25.9 ug/L 104 70..130

25.0 25.3 ug/L 101 70 -130

25.0 24.1 ug/L 96 57 -138

25.0 25.3 ug/L 101 67 -130

25.0 25.5 ug/L 102 70..136

25.0 25.2 ug/L 101 70_ 130

25.0 24.9 ug/L 100 70 -130

25.0 24.8 ug/L 99 70 -130

25.0 24.6 ug/L 98 68 -141

25.0 24.6 ug/L 98 70 -130

25.0 24.7 ug/L 99 70 -130

25.0 24.1 ug/L 96 68 -130

25.0 25.8 ug/L 103 70 -130

25.0 24.9 ug/L 100 70 -130

25.0 25.5 ug/L 102 70 -132

25.0 25.5 ug/L 102 60-148

25.0 24.2 uglL 97 64 _ 139

25.0 27.3 ug/L 109 60 -150

25.0 24.8 ug/L 99 70 -130

25.0 23.1 ug/L 92 64 -135

25.0 24.3 ug/L 97 70..130

25.0 19.5 ug/L 78 47 -140

25.0 25.3 ug/L 101 70 -133

25.0 27.3 ug/L 109 70 -133

25.0 27.7 ug/L 111 69-145

25.0 24.9 uglL 99 70.130

25.0 17.6 ug/L 71 29_ 150
Eurofins Calscience Irvine

Page 38 of 49 ends

Added Result Qualifier Unit D %Rec Limits

25.0 23.9 ug/L 95 70-130

25.0 22.8 ug/L 91 60 -136

25.0 24.7 ug/L 99 10-150

25.0 24.0 ug/L 96 58 -139

25.0 24.2 ug/L 97 70 -136

25.0 25.1 ug/L 100 70-130

25.0 24.5 ug/L 98 52-130

25.0 22.6 ug/L 90 63 -131

25.0 29.9 ug/L 120 60-140

25.0 26.2 ug/L 105 65 -150

25.0 25.1 uglL 100 67-139

25.0 24.0 uglL 96 70-130

25.0 25.7 ug/L 103 70-132

25.0 24.9 uglL 100 70-138

25.0 24.4 ug/L 97 70-134

25.0 22.0 ug/L 88 57.139
250 246 ug/L 99 70 -130

25.0 24.9 ug/L 100 70 -130

25.0 25.6 ug/L 102 70 -130

25.0 24.4 ug/L 97 70-130

25.0 24.7 ug/L 99 70 -130

25.0 27.3 uglL 109 70-132

25.0 25.4 ug/L 102 70 -130

25.0 24.6 ug/L 98 60-150

25.0 22.9 ug/L 92 59-133
Spike LCS LCS %Rec.

Added Result Qualifier Unit D %Rec Limits
25000 26500 ug/m3 106 60-141
25000 26500 ug/m3 106 70-130
25000 25400 ug/m3 101 63-130
25000 25300 ug/m3 101 70-130
25000 24900 ug/m3 100 64-130
25000 24000 ug/m3 96 70.130
25000 26400 ug/rn3 106 70-130
25000 28100 ug/m3 112 60-140
25000 25800 ug/m3 103 63-130
25000 27000 ug/m3 108 60-140
25000 25300 ug/m3 101 70-135
25000 23400 uglm3 94 52-140
25000 25900 ug/m3 104 70-130
25000 25300 ug/n13 101 70..130
25000 24100 ug/m3 96 57-138
250O0 25300 ug/m3 101 67-130
25000 25500 ug/m3 102 70-136
25000 25200 ug/m3 101 70-130
25000 24900 ug/m3 100 70-130
25000 24800 ug/m3 99 70-130
25000 24600 ug/m3 98 68-141
25000 24600 ug/m3 98 70-130
Analyte
1,1,1,2-Tetrachloroethane
1,1,1-Trichloroethane
1,1 ,2,2-Tetrachloroethane
1,1,2-Trichloroethane
1,1-Dichloroethane
1,1-Dichloroethene
1,1-Dichloropropene
1,2,3-Trichlorobenzene
1,2,3-Trichloropropane
1,2,4-Trichlorobenzene
1,2,4-Trimethylbenzene
1,2-Dibromo-3-Chloropropane
1,2-Dibromoethane (EDB)
1,2-Dichlorobenzene
1,2-Dichloroethane
1,2-Dichloropropane
1,3,5-Trimethylbenzene
1,3-Dichlorobenzene
1,3-Dichloropropane
1,4-Dichlorobenzene
2,2-Dichloropropane
2-Chlorotoluene
Eurofins Calscience Irvine

Page 39 of 49 ends

Added Result Qualifier Unit 0 %Rec Limits
25000 24700 ug/m3 99 70-130
25000 24100 uglm3 96 68-130
25000 25800 ug/m3 103 70-130
25000 24900 uglm3 100 70-130
25000 25500 ug/m3 102 70-132
25000 25500 ug/m3 102 60-148
25000 24200 ug/m3 97 64-139
25000 27300 ug/m3 109 60_150
25000 24800 ug/m3 99 70_130
25000 23100 ug/m3 92 64-135
25000 24300 ug/m3 97 70-130
25000 19500 ug/m3 78 47-140
25000 25300 uglm3 101 70-133
25000 27300 ug/m3 109 70-133
25000 27700 ug/m3 111 69_145
25000 24900 uglm3 99 70-130
25000 17600 ug/m3 71 29-150
25000 23900 ug/m3 95 70-130
25000 22800 uglm3 91 60-136
25000 24700 ug/m3 99 10-150
25000 24000 ug/m3 96 58.139
25000 24200 ug/m3 97 70-136
25000 25100 ug/m3 100 70-130
25000 24500 uglm3 98 52-130
25000 22600 ug/m3 90 63-131
25000 29900 ugJm3 120 60-140
25000 26200 ug/m3 105 65-150
25000 25100 ug/m3 100 67.139
25000 24000 ug/m3 96 70-130
25000 25700 ug/m3 103 70-132
25000 24900 ug/m3 100 70-138
25000 24400 ug/m3 97 70-134
25000 22000 ug/m3 88 57-139
250000 246000 ug/m3 99 70-130
25000 24900 ug/m3 100 70-130
25000 25600 ug/m3 102 70.130
25000 24400 ug/m3 97 70-130
25000 24700 ug/m3 99 70-130
25000 27300 ug/m3 109 70-132
25000 25400 ug/m3 102 70-130
25000 24600 ug/m3 98 60-150
25000 22900 ug/m3 92 59-133

LCS LCS
%Recovery Qualifier Limits
102
99 100

80.120
76-132
80-128
Eurofins Calscience Irvine

Page 40 of 49 ends

1.2 J B
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND

1.1 J B
ND
ND uglL
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND uglL
ND uglL
ND uglL
ND ug/L
ND uglL
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
N❑ ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND ug/L
Client Sample ID: SV-1
Prep Type: TotalINA
RPD
RPD Limit
NC 20
NC 20
NC 30
NC 25
NC 20
NC 20
NC 20
NC 30
NC 20
NC 25
NC 30
NC 25
NC 20
NC 20
NC 20
NC 20
NC 20
NC 25
NC 20
NC 25
NC 20
NC 20
NC 20
NC 20
NC 25
NC 20
NC 25
NC 25
NC 25
NC 20
NC 25
NC 20
NC 25
NC 20
NC 20
NC 25
NC 25
NC 30
NC 20
NC 25
NC 20
NC 25
NC 20
NC 25
NC 20
NC 25
NC 20
NC 20
r
0 Eurofins Calscience Irvine

Page 41 of 49 ends

1.2 J B
ND
ND
ND
NI)
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND ug/L
ND ug/L
ND uglL
ND ug/L
ND ug/L
ND ug/L
ND ug/L
ND uglL
ND ug/L
ND ug/L
ND uglL
ND ugiL
ND uglL
ND ug/L
ND ug/L
DU DU
Result Qualifier Unit D
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND uglm3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/rn3
ND ug/m3
ND uglm3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
ND ug/m3
Client Sample ID: SV-1
Prep Type: Tota1INA
RPD
RPD Limit
NC 20
NC 20
NC 20
NC 35
NC 30
NC 25
NC 20
NC 20
NC 20
NC 20
NC 25
NC 20
NC 25
NC 30
NC 20
RPD
RPD Limit
NC 20
NC 20
NC 30
NC 25
NC 20
NC 20
NC 20
NC 30
NC 20
NC 25
NC 30
NC 25
NC 20
NC 20
NC 20
NC 20
NC 20
NC 25
NC 20
NC 25
NC 20
NC 20
NC 20
NC 20
NC 25
NC 20
NC 25
NC 25
NC 25
NC 20
NC 25
NC 20
Eurofins Calscience Irvine

Page 42 of 49 ends

Page 43 of 49 ends

QC Association Summary
Client: Athanor Environmental Services, Inc.

Project/Site: Gabriel Bellflower
Job ID: 440-259509-1
SDG: 17617-39 Bellflower

GC/MS VOA
Analysis Batch: 591744
Lab Sample ID
440-259509-1 - RA
440-259509-2 - RA
440-259509-3 - RA
MB 440-591744/8
LCS 440-591744/1004
440-259509-1 DU
Analysis Batch: 591783
Lab Sample ID
440-259509-1
440-259509-2
440-259509-3
440-259509-4
440-259509-5
440-259509-6
440-259509-7
440-259509-8
MB 440-591783/5
LCS 440-591783/1002
440-259509-1 DU
Client Sample ID
SV-1
SV-2
SV-3
Method Blank
Lab Control Sample
SV-1
Client Sample ID
SV-1
SV-2
SV-3
SV-4
SV-5
SV-6
SV-7
SV-8
Method Blank
Lab Control Sample
SV-1
Prep Type Matrix
TotallNA Air
Total/NA Air
Total/NA Air
Total/NA Air
Total/NA Air
Total/NA Air
Prep Type Matrix
Total/NA Air
Total/NA Air
TOta11NA Air
Total/NA Air
Total/NA Air
Total/NA Air
Total/NA Air
Total/NA Air
Total/NA Air
Total/NA Air
Total/NA Air
Method
8260B
8260B
8260B
8260B
8260B
8260B
Method
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
Prep Batch
Prep Batch it
Eurofins Calscience Irvine

Page 44 of 49 ends

Definitions/Glossary
Client: Athanor Environmental Services, Inc. Job ID: 440-259509-1 Project/Site: Gabriel Bellflower SDG: 17617-39 Bellflower Qualifiers

GCIMS VOA
Qualifier Qualifier Description
J Result is less than the RL but greater than or equal to the MDL and the concentration is an approximate value.

Glossary
Abbreviation These commonly used abbreviations may or may not be present in this report.

Listed under the "D" column to designate that the result is reported on a dry weight basis %R Percent Recovery
CFL Contains Free Liquid
CNF Contains No Free Liquid
DER Duplicate Error Ratio (normalized absolute difference) Dil Fac Dilution Factor
DL Detection Limit (DoDIDOE)
DL, RA, RE, IN Indicates a Dilution, Re -analysis, Re -extraction, or additional Initial metals/anion analysis of the sample DLC Decision Level Concentration (Radiochemistry)
EDL Estimated Detection Limit (Dioxin)
LOD Limit of Detection (DOD/DOE)
LOQ Limit of Quantitation (DoD/DOE)
MDA Minimum Detectable Activity (Radiochemistry)
MDC Minimum Detectable Concentration (Radiochemistry)
MDL Method Detection Limit
ML Minimum Level (Dioxin)
NC Not Calculated
ND Not Detected at the reporting limit (or MDL or EDL if shown) PQL Practical Quantitation Limit
QC Quality Control
RER Relative Error Ratio (Radiochemistry)
RL Reporting Limit or Requested Limit (Radiochemistry)
RPD Relative Percent Difference, a measure of the relative difference between two points TEF Toxicity Equivalent Factor (Dioxin)
TEQ Toxicity Equivalent Quotient (Dioxin)
Eurofins Calscience Irvine

Page 45 of 49 ends

Accreditation/Certification Summary
Client: Athanor Environmental Services, Inc.

Project/Site: Gabriel Bellflower
Job ID: 440-259509-1
SDG: 17617-39 Bellflower
Laboratory: Eurofins Calscience Irvine
Unless otherwise noted, all analytes for this laboratory were covered under each accreditation/certification below.

Authority
California State
Program identification Number Expiration Date
2706 06-30-20
The following analytes are included in this report, but the laboratory is not certified by the governing authority. This list may include analytes for which the agency does not offer certification.

Analysis Method Prep Method Matrix Analyte
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
6260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260E
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
Air
1 ,1,1 ,2-Tetrachloroethane
1,1,1-Trichloroethane
1,1,2,2-Tetrachloroethane
1,1,2-Trichloroethane
1,1-Dichloroethane
1,1-Dichloroethene
1,1-Dichlorapropene
1,2,3-Trichlorobenzene
1,2,3-Trichloropropane
1,2,4 -Trick lorobenzene
1,2 ,4-Trimethylbenzene
1,2-Dibrorno-3-Chloropropane
1,2-Dibromoethane (EDS)
1,2-Dichlorobenzene
1,2-Dichloroethane
1,2-Dichloropropane
1,3,5-Trimethylbenzene
1 ,3-Dichloro benzene
1,3-Dichloropropane
1,4-Dichlorobenzene
2,2-Dichloropropane
2-Chlorotoluene
4-Chlorotoluene
Benzene
Bromobenzene
Bromochloromethane
Bromodichloromethane
Bromoform
Bromomethane
Carbon tetrachloride
Chlorobenzene
Chloroethane
Chloroform
Chloromethane
cis-1,2-Dichloroethene
cis-1,3-Dichloropropene
Dibromochloromethane
Dibromomethane
Dichlorodifluoromethane
Ethylbenzene
Ethyl -t -butyl ether (ETBE)
Hexachlorobutadiene
Isopropyl Ether (DIPE)
lsopropylbenzene
m,p-Xylene
Eurofins Calscience Irvine

Page 46 of 49 ends

Accreditation/Certification Summary
Client: Athanor Environmental Services, Inc.

Project/Site: Gabriel Bellflower
Job ID: 440-259509-1
SDG: 17617-39 Bellflower
Laboratory: Eurofins Calscience Irvine (Continued)
Unless othenwlse noted, all analytes for this laboratory were covered under each accreditationlcertification below.

Authority
California
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
8260B
State
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Air
Program Identification Number Expiration Date
2706 06-30-20
Methylene Chloride
Methyl -t -Butyl Ether (MTBE)
Naphthalene
n-Butylbenzene
N-Propylbenzene
o-Xylene
p-lsopropyltoluene
sec-Butylbenzene
Styrene
Tert-amyl-methyl ether (TAME)
tert-Butyl alcohol (TBA)
tert-Butylbenzene
Tetrachloroethene
Toluene
trans-1,2-Dichloroethene
trans-1,3-Dichloropropene
Trichloroefhene
Trichlorofluoromethane
Vinyl chloride
Xylenes, Total
Eurofins Calscience Irvine

Page 47 of 49 ends

-D
m
Co
O
w
Address: 1 /' ! 7- .7I r E '4.1-- P—LJ fr'f Its
Chain of Custody Record 395906
yE iit
I (� NPDES er:.l
❑
eurofins
Environment Testing
TestAmerica
7 AL .821 o
l'
RCRA
eurofins
Environment Testing
TestAmerica
7 AL .821 o
a -- V
Client Contact Pr ojectct Ma alter: L(' . J � I'S �+W Site Contact:( .jairyf sd� Date: / --ill e'.fY COO No 1 �
Company Name. di}r1V�-' ar + ✓'fit-Rd4fr)& T,4_ Tel/Email ;, ,p, o) .,3 °f —& ' Lab Contact: QED if?1C ,Carrier: of / COCs Address; 39 y 3PI PIA—) PI -pot) fa- Analysis T urnaround Time p S ampler City/State/Zp.— e'9 C"`dd71 A (i g1 +t:„.... FCg CALENDAR DAYS ❑ WORKING DAYS "-, , F or Lab Use'Only:

Phone . ( tS ) 3 . .. 5'11-- O CL'' -3 J / TAT rfdEfferent from Below ) Walk-in Client Fax ❑ 2 weeks 6 ' Lab Sampling
Project Name: ,s A &Al `— 1 w eek
Site . ,06. &:1 „.. i. e^i., cl vV (r [] 2 days.

Job / SO G N o.:

P O # ❑ 1 day
S ampl e
Type , ..,.. „•�.• ,. • „_ ,,.,• _w . •ii
Sample Sample ( C-Cnmp, # ar
Sample Identification Dat e Time G.c aa) Matrix Doer Sample Specific eafrc Notes eat_ .

J�

4. P' PA zC Lfl
440-259509 Cha n of Custody
r
Preservatio n Used: '1= Ice, 2¢ MMC%, 3= ii2SOb; 4=Ht1O3; 5=NaOH; t= Other Possible Hazard Identification : i Samp a Dispos al ( A fee may be assessed if samples ar e r etained longer tha n I month) Are any samples from a listed EPA Hazardous Waste? Please List any EPA Waste Co des for the sample In the Comments Section if the la b is to dispose of the sample.

Non -Hazard ❑ Flamma ble Li 51011 Irritant E Poison B E Unknown ❑ Return to Client y[� Disposal by Lab +lrohroe for / Months Special Instructio ns/QC Requ irements & Comments: / `— Custody Seals In tact; ❑ YeCusto dy Seal No. .
s � ho Cooler Te mp (°C) Obs'd: Cored. Tierm 6 No
Relinquished b : Company: Date/Time: 'Received by: Company' D ate/Time:

KO P d >Q b iL\/ j/). 1?b ) Teiv. (A.,4*.e.- i-ec:vr,Ek) E c ztz, r/i>4 o Aga o Relinq tied by: Company: Date/Time: Receive d by Company' Date/Time (A./Z Z/ . E C - 2R) 1AiA0 1 -rib
i Relinquished by: Company. Date/Tirne' Received in Laborato ry by' i Company,Date/Time:

EC- t8?, v 1 1 Z} J z.W 15) 0
ZI •J/ .
• I
O

Login Number: 259509
List Number: 1
Creator: Soderblom, Tim
Question
Radioactivity wasn't checked or is </= background as measured by a survey True meter.

The cooler's custody seal, if present, is intact. N/A Not present Sample custody seals, if present, are intact. N/A Not Present The cooler or samples do not appear to have been compromised or True tampered with.

Samples were received on ice. N/A Thermal preservation not required.

Cooler Temperature is acceptable. True
Cooler Temperature is recorded. True
COC is present. True
COC is filled out in ink and legible. True
COC is filled out with all pertinent information. True
Is the Field Sampler's name present on COC? True
There are no discrepancies between the containers received and the COC. True Samples are received within Holding Time (excluding tests with immediate True HTs)
Sample containers have legible labels. True
Containers are not broken or leaking. True
Sample collection date/times are provided. True
Appropriate sample containers are used. True
Sample bottles are completely filled. True
Sample Preservation Verified. N/A
There is sufficient vol. for all requested analyses, incl. any requested True MS/MSDs
Containers requiring zero headspace have no headspace or bubble is True <6mm (1/4"). True
Multiphasic samples are not present.

Samples do not require splitting or compositing. True
Residual Chlorine Checked. N/A
Job Number: 440-259509-1
SDG Number: 17617-39 Bellflower
List Source: Eurofins Irvine
Answer Comment
Eurofins Calscience Irvine

Page 49 of 49 ends

RESULTS OF INFILTRATION TESTS - BORING PERCOLATION TEST Project #
11221022
Date 6/8/2021
Project Name
Proposed Retail
Project Address
17617 Bellflower Boulevard, Bellflower, CA
Test No:

IT -4
Total Depth (in.)
96 Test Size (in)
8 Depth To Water
>50'
Soil Classification
SM
Est Invert Depth (in)
84 Screen Top (in)
60 Reading
Elasped
Time(min.)
Incremental Time
(min.)
Initial Depth To
Water(in.)
Final Depth To
Water(in.)
Incremental Fall of
Water(in.)
Unfactored
Incremental
Percolation Rate
(in/hr)
Start
0 0.00

60.00 --
--
1 20.00

20.00 60.00

75.00 15.00

45.00 2

40.00 20.00

60.00 77.00

17.00 51.00
3 60.00

20.00 60.00

75.00 15.00

45.00 4

80.00 20.00

60.00 74.00

14.00 42.00
5 100.00

20.00 60.00

77.00 17.00

51.00 6
120.00

20.00 60.00

76.50 16.50

49.50 7
130.00

10.00 60.00

68.50 8.50

51.00 8
140.00

10.00 60.00

69.00 9.00

54.00 9
150.00

10.00 60.00

68.00 8.00

48.00 10
160.00

10.00 60.00

68.00 8.00

48.00 11
170.00

10.00 60.00

69.00 9.00

54.00 12
180.00

10.00 60.00

68.50 8.50

51.00 13
190.00

10.00 60.00

68.75 8.75

52.50 14
200.00

10.00 60.00

68.00 8.00

48.00 Avg. Unfactored Infiltration Rate (in/hr)

51.00 Recommended
Reduction Factor (RFt*RFv*RFs)

12.0 Factored
Infiltration Rate in Inches per Hour (in/hr)

4.25 w IT-4
2 on n
Unfactored Infiltration F
n) (inches/our) c
D o 0 o C
v.v
0 30 60 90 120 150 180 210
Time (minutes)

UPDATED

GEOTECHNICAL ENGINEERING INVESTIGATION

PROPOSED RETAIL SHOPPING CENTER
17617 BELLFLOWER BOULEVARD

BELLFLOWER, CALIFORNIA
PROJECT No. 112-21022
MAY 26, 2021
Prepared for:

MR. ERIC SILVERMAN
SBH REAL ESTATE GROUP, INC.
606 SOUTH OLIVE STREET, SUITE 2450
Los ANGELES, CA 90014
PREPARED BY:

KRAZAN & ASSOCIATES, INC.

GEOTECHNICAL ENGINEERING DIVISION
1100 OLYMPIC DRIVE, SUITE 103
CORONA, CALIFORNIA 92881
(951) 273-1011

IKrazan.& ASSOCIATES, INC.

GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING

CONSTRUCTION TESTING & INSPECTION
May 26, 2021
Mr. Eric Silverman
SBH Real Estate Group, Inc.
606 South Olive Street, Suite 2450
Los Angeles, California 90014
RE: Updated Geotechnical Engineering Investigation
Proposed Retail Shopping Center
17617 Bellflower Boulevard
Bellflower, California
Dear Mr. Silverman:

KA Project No. 112-21022
We have completed an Updated Geotechnical Engineering Investigation dated April 19, 2021 for the above -referenced site. The results of our investigation are presented in the attached report.

If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (951) 273-1011.
�--4 Respectfully submitted,
G�R0FESS/n `V KRAZAN & ASS ES INC.
avid R. Jarosz, II
Managing Engin= r
RGE No. 2698 ' CE No. 60185
DRJ:ht
With Offices Serving the Western United States
1100 Olympic Drive, Suite 103 • Corona, CA 92881 • (951) 273-1011 • Fax: (951) 273-1003 11221022 Updated Report (Retail Shopping Center)

.wr vim
aZa1& ASSOCIATES, INC.

GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING

CONSTRUCTION TESTING & INSPECTION

TABLE OF CONTENTS
INTRODUCTION 1
PURPOSE AND SCOPE 1
PROPOSED CONSTRUCTION 2
SITE LOCATION, SITE HISTORY AND SITE DESCRIPTION 2
GEOLOGIC SETTING 3
SEISMIC HAZARD ZONES 3
SEISMICITY AND LIQUEFACTION POTENTIAL 4
FAULT RUPTURE HAZARD ZONES 5
OTHER HAZARDS 5
FIELD AND LABORATORY INVESTIGATIONS 5
SOIL PROFILE AND SUBSURFACE CONDITIONS 6
GROUNDWATER 7
SOIL CORROSIVITY 7
CONCLUSIONS AND RECOMMENDATIONS 7
Administrative Summary 8
Groundwater Influence on Structures/Construction 9
Seismic Considerations 9
Site Preparation 9
Engineered Fill 11
Drainage and Landscaping 11
Utility Trench Backfill 12
Foundations 12
Floor Slabs and Exterior Flatwork 13
Lateral Earth Pressures and Retaining Walls 13
R -Value Test Results and Pavement Design 14
Seismic Parameters 2019 CBC 15
Soil Cement Reactivity 16
Compacted Material Acceptance 16
Testing and Inspection 16
LIMITATIONS 16
With Offices Serving the Western United States
1100 Olympic Drive, Suite 103 • Corona, CA 92881 • (951) 273-1011 • Fax: (951) 273-1003 11221022 Updated Report (Retail Shopping Center)

-�= azan& ASSOCIATES, INC.

GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING

CONSTRUCTION TESTING & INSPECTION

FIGURES
FIGURE 1
FIGURE 2
FIGURE 3
FIGURE 4
FIGURE 5

APPENDIX A

APPENDIX B

APPENDIX C

VICINITY MAP

SITE PLAN

EARTHQUAKE ZONES OF REQUIRED INVESTIGATION MAP

HISTORICAL GROUNDWATER MAP

GEOLOGIC MAP

BORING LOGS

CONE PENETRATION TEST

LABORATORY TEST RESULTS

PERCOLATION TEST DATA

LIQUEFACTION ANALYSIS

GENERAL EARTHWORK SPECIFICATIONS

GENERAL PAVEMENT SPECIFICATIONS
With Offices Serving the Western United States
1100 Olympic Drive, Suite 103 • Corona, CA 92881 • (951) 273-1011 • Fax: (951) 273-1003 11221022 Updated Report (Retail Shopping Center)

]Kraza1 & ASSOCIATES, INC.

GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING

CONSTRUCTION TESTING & INSPECTION
May 26, 2021 Project No. 112-21022

UPDATED GEOTECHNICAL ENGINEERING INVESTIGATION

PROPOSED RETAIL SHOPPING CENTER
17617 BELLFLOWER BOULEVARD

BELLFLOWER, CALIFORNIA

INTRODUCTION
This updated report presents the results of our Geotechnical Engineering Investigation for the proposed Retail Shopping Center, to be located at the southwest corner of Bellflower Boulevard and Ramona Street in Bellflower, California. This report supersedes the previous Geotechnical Engineering Investigation report issued on April 19, 2021. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, Engineered Fill, utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior flatwork, retaining walls, excavation stability, soil cement reactivity, and pavement design.

A Vicinity Map showing the location of the site is presented on Figure 1. A Site Plan showing the approximate boring locations is presented on Figure 2. Descriptions of the field and laboratory investigations, boring log legend and boring logs are presented in Appendix A. Appendix A contains a description of the laboratory -testing phase of this study, along with the laboratory test results.

Appendices B and C contain specifications for earthwork and flexible pavements, respectively. If conflicts in the text of the report occur with the general specifications in the appendices, the recommendations in the text of the report have precedence.

PURPOSE AND SCOPE
This investigation was conducted to evaluate the soil and groundwater conditions at the site, to make geotechnical engineering recommendations for use in design of specific construction elements, and to provide criteria for site preparation and Engineered Fill construction.

Our scope of services was outlined in our proposal dated March 9, 2021 (KA Proposal No.

G21030CAC-R) and included the following:
• A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site.
• A field investigation consisting of drilling 10 borings to depths ranging from approximately 10 to 50 feet and conducting 4 percolation tests at depths of 5 to 8 feet for evaluation of the subsurface conditions at the project site.

With Offices Serving the Western United States
1100 Olympic Drive, Suite 103 • Corona, CA 92881 • (951) 273-1011 • Fax: (951) 273-1003 11221022 Updated Report (Retail Shopping Center)

KA No. 112-21022
Page No. 2
• Performing laboratory tests on representative soil samples obtained from the borings to evaluate the physical and index properties of the subsurface soils. • Evaluation of the data obtained from the investigation and an engineering analysis to provide recommendations for use in the project design and preparation of construction specifications. • Preparation of this report summarizing the results, conclusions, recommendations, and findings of our investigation.

Environmental services, such as a chemical analysis of soil and groundwater for possible environmental contaminates, were not in our scope of services.

PROPOSED CONSTRUCTION
We understand that design of the proposed development is currently underway; structural load information and other final details pertaining to the structures are unavailable. On a preliminary basis, it is understood the development will include the construction of a new retail shopping center consisting of four retail/commercial buildings and trash enclosures. It is anticipated the structures will utilize conventional shallow foundations and concrete slab -on -grade construction. Footing loads are anticipated to be light to moderate. On -site paved areas, adjacent street improvements, and landscaping are also associated with the development.

In the event these structural or grading details are inconsistent with the final design criteria, the Soils Engineer should be notified so that we may update this writing as applicable.

SITE LOCATION, SITE HISTORY AND SITE DESCRIPTION
The property site is irregular in shape and encompasses approximately 3%2 acres. The project site is located on the southwest corner of Bellflower Boulevard and Ramona Street in Bellflower, California.

The site is surrounded by residential houses and vacant land.

Site history was obtained by reviewing historical aerial photographs taken in 1952, 1963, 1972, 1994, 2004, 2010, 2016, 2017, and 2020. Review of the 1952 aerial photograph indicates that the project site consisted of buildings, a warehouse, and parking lots. The site was bordered by Ramona Street to the north, Bellflower Boulevard to the east, Cedar Street to the south, and residential developments to the west.

Review of the 1963 aerial photograph indicates that the project site conditions appeared to be relatively similar to that noted in the 1952 aerial photograph. Additional buildings were located within the western region of the site.

Review of the 1972 aerial photograph indicates that the project site conditions appeared to be relatively similar to that noted in the 1963 aerial photograph. A few of the buildings in the northern region of the site were replaced with new buildings.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

KA No. 112-21022
Page No. 3
Review of the 1994 through 2016 aerial photographs indicate that the project site conditions appeared to be relatively similar to that noted in the 1972 aerial photograph.

Review of the 2017 and 2020 aerial photographs indicate that the developments at the project site had been demolished and the site had been cleared. Power poles were located within the site.

Presently, the site is predominately vacant. The site is surrounded by commercial buildings to the north and east, a mobile home park and commercial buildings to the south, and a residential development and auto service center to the west. The site is bordered by metal fencing along northern, eastern, and southern edges. The western edge of the site is bordered by a combination of metal and chain link fencing, a masonry wall, and a building. Power poles and overhead electrical lines trend north -south through the middle of the site, along the eastern and southern edges of the site, and along a portion of the western edge of the site. Buried utility lines associated with the existing, previous, and surrounding developments may be located within or along the edges of the site. The surface soils have a loose consistency. The site is relatively level with no major changes in grade.

GEOLOGIC SETTING
The subject site is located within the southwest portion of the Central Basin of the Los Angeles Coastal Plain, within the Peninsular Ranges Geomorphic Province of California. The Los Angeles Coastal Plain is situated between the Santa Monica Mountains to the northwest, the San Gabriel Mountains to the northeast, the Santa Ana Mountains to the southeast, and the Pacific Ocean to the west and south. The Los Angeles Basin is dominated by northwest -trending faults and adjacent anticlinal uplifts. The intervening deep synclinal troughs are filled with poorly consolidated Upper Pleistocene and unconsolidated Holocene sediments. Tectonism of the region is dominated by the interaction of the East Pacific Plate and the North American Plate along a transform boundary.

The near -surface deposits in the vicinity of the subject site are indicated to be comprised of Holocene alluvial soft sand, silt, silty sand, and clay of distal fan deposits associated with active local alluvial systems.

The site is located in a seismically active area of Southern California. The nearest significant active fault is the Puente Hills Fault Zone, which is approximately 7.4 mile from the site. The Anaheim Fault Zone is located approximately 7.6 miles from the site. The Newport -Inglewood Fault Zone is located approximately 8.6 miles from the site. The area in consideration shows no mapped faults on -site according to maps prepared by the California Geologic Survey and published by the International Conference of Building Officials (ICBO). No evidence of surface faulting was observed on the property during our reconnaissance.

SEISMIC HAZARDS ZONES
In 1990, the California State Legislature passed the Seismic Hazard Mapping Act to protect public safety from the effects of strong shaking, liquefaction, landslides, or other ground failure, and other hazards caused by earthquakes. The Act requires that the State Geologist delineate various seismic hazards zones on Seismic Hazards Zones Maps. Specifically, the maps identify areas where soil liquefaction and Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

KA No. 112-21022
Page No. 4
earthquake -induced landslides are most likely to occur. A site -specific geotechnical evaluation is required prior to permitting most urban developments within the mapped zones. The Act also requires sellers of real property within the zones to disclose this fact to potential buyers. The subject site is located on the State of California, Seismic Hazard Zones Map, Los Alamitos Quadrangle, dated March 25, 1999. The subject site is located in an area designated by the State of California as a Liquefaction Hazard Zone.

SEISMICITY AND LIQUEFACTION POTENTIAL
Seismicity is a general term relating to the abrupt release of accumulated strain energy in the rock materials of the earth's crust in a given geographical area. The recurrence of accumulation and subsequent release of strain have resulted in faults and fault systems. Fault patterns and density reflect relative degrees of regional stress through time, but do not necessarily indicate recent seismic activity; therefore, the degree of seismic risk must be determined or estimated by the seismic record in any given region. The Puente Hills, Anaheim, and Newport -Inglewood Faults are located approximately 7.4, 7.6, and 8.6 miles from the subject site, respectively.

Soil liquefaction is a state of soil particle suspension caused by a complete loss of strength when the effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand in which the strength is purely frictional. However, liquefaction has occurred in soils other than clean sand. Liquefaction usually occurs under vibratory conditions such as those induced by seismic events. To evaluate the liquefaction potential of the site, the following items were evaluated:
1) Soil type
2) Groundwater depth
3) Relative density
4) Initial confining pressure
5) Intensity and duration of ground shaking
The predominant soils within the project site consist of silty sand, sand, silty sand/sandy silt, clayey sand, sandy clay and sandy silt. Groundwater was encountered at a depth of 35 feet below site grades at Boring No. 1 during our site investigation. Historic groundwater information indicates groundwater exists at depths on the order of 25 to 30 feet below site grades.

The potential for soil liquefaction during a seismic event was evaluated using the LIQUEFYPRO computer program (version 5.9d) developed by CivilTech Software. For the analysis, a maximum earthquake magnitude of 7.46 was used. A peak horizontal ground surface acceleration of 0.74g was considered conservative and appropriate for the liquefaction analysis. An estimated high groundwater depth of 25 feet was used for our analysis. The computer analysis indicates that soils above a depth of 25 feet are non -liquefiable due to the absence of groundwater. The soils below a depth of 25 feet have a slight to moderate potential for liquefaction under seismic shaking.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Updated Report (Retail Shopping Center)

KA No. 112-21022
Page No. 5
The analysis indicates that the estimated total seismic induced settlement is less than 1% inches.

Differential settlement caused by a seismic event is estimated to be less than 1 inch. The anticipated differential settlement is estimated over a horizontal distance of 100 feet.

FAULT RUPTURE HAZARD ZONES
The Alquist-Priolo Geologic Hazards Zones Act went into effect in March, 1973. Since that time, the Act has been amended 11 times (Hart, 2007). The purpose of the Act, as provided in California Geologic Survey (CGS) Special Publication 42 (SP 42), is to prohibit the location of most structures for human occupancy across the traces of active faults and to mitigate thereby the hazard of fault -rupture".

The Act was renamed the Alquist-Priolo Earthquake Fault Zoning Act in 1994, and at that time, the originally designated "Special Studies Zones" was renamed the "Earthquake Fault Zones." The subject site is located on the State of California, Seismic Hazard Zones Map, Los Alamitos Quadrangle. The site is not within a Fault -Rupture Hazard Zone. The Puente Hills, Anaheim, and Newport -Inglewood Faults are located approximately 7.4, 7.6, and 8.6 miles from the subject site, respectively.

OTHER HAZARDS
Rockfall, Landslide, Slope Instability, Debris Flow: The subject site is relatively flat and level. It is our understanding that there are no significant slopes proposed as part of the proposed development.

Provided the recommendations presented in this report are implemented into the design and construction of the anticipated development, rockfalls, landslides, slope instability, and debris flows are not anticipated to pose a hazard to the subject site.

Seiches: Seiches are large waves generated within enclosed bodies of water. The site is not located in close proximity to any lakes or reservoirs. As such, seiches are not anticipated to pose a hazard to the subject site.

Hydroconsolidation: The near surface soils encountered at the subject site were found to be medium dense to very dense. Provided remedial grading recommendations presented in this report are incorporated in the design and construction, hydroconsolidation is not anticipated to be a significant concern for the subject site.

FIELD AND LABORATORY INVESTIGATIONS
Subsurface soil conditions were explored by drilling 10 borings and 1 cone penetration test to depths ranging from approximately 10 to 50 feet below existing site grade, using a truck -mounted drill rig. A bulk subgrade sample was obtained from the site for laboratory R -value testing. In addition, 4 percolation tests were performed within the site at depths of 5 to 8 feet to evaluate the soils absorption characteristics. The approximate boring, bulk sample, and percolation locations are shown on the site plan. During drilling operations, penetration tests were performed at regular intervals to evaluate the soil consistency and to obtain information regarding the engineering properties of the subsoils. Soil samples Krazan & Associates, Inc.

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were retained for laboratory testing. The soils encountered were continuously examined and visually classified in accordance with the Unified Soil Classification System. A more detailed description of the field investigation is presented in Appendix A.

Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of natural moisture, density, gradation, shear strength, consolidation potential, R -value, and moisture - density relationships of the materials encountered. In addition, chemical tests were performed to evaluate the soil -cement reactivity. Details of the laboratory test program and results of the laboratory tests are summarized in Appendix A. This information, along with the field observations, was used to prepare the fmal boring logs in Appendix A.

SOIL PROFILE AND SUBSURFACE CONDITIONS
Based on our findings, the subsurface conditions encountered appear typical of those found in the geologic region of the site. In general, the upper soils predominately consisted of approximately 6 to 12 inches of loose silty sand. These soils are disturbed, have moderate strength characteristics, and are slightly compressible when saturated.

Below the loose surface soils, loose to dense silty sand, clayey sand, sand, silty sand/sandy silt, or sandy silt, and firm sandy clay were encountered. These soils contained varying amounts of gravel. Field and laboratory tests suggest that these soils are moderately strong and slightly compressible. Penetration resistance ranged from 9 to 56 blows per foot. Dry densities ranged from 91 to 103 pcf. Representative soil samples consolidated approximately 1 and 11/2 percent under a 2 ksf load when saturated.

Representative soil samples had angles of internal friction of 28 and 29 degrees. These soils extended to the depths of the borings.

For additional information about the soils encountered, please refer to the logs of borings in Appendix A.

PERCOLATION TESTING
As requested, four percolation tests were performed within the site to evaluate the soils absorption characteristics. The percolation tests were performed at a depth of 5 to 8 feet below existing site grade.

The borings drilled at the site indicated the subsurface soil conditions consisted of loose to medium dense silty sand, sand, and silty sand/sandy silt.

Infiltration rates were determined using the results of open borehole infiltration testing performed at the subject site. The infiltration test results are shown in the following table. Detailed results of the percolation test and resulting infiltration rates are attached in tabular format.

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Test No.

Depth (feet)
Infiltration Rate (in/hr)
Soil Type
1 5

1.29 Silty Sand (SM)
2 8

4.08 Silty Sand (SM)
3 5

1.65 Silty Sand (SM)
4 8

5.61 Silty Sand (SM)
The soil infiltration rates are based on tests conducted with clean water. A factor of safety should be incorporated into the design of the infiltration system to compensate for these factors as determined appropriate by the designer. In addition, routine maintenance consisting of clearing the system of clogged soils and debris should be expected.

GROUNDWATER
Test boring locations were checked for the presence of groundwater during and immediately following the drilling operations. Groundwater was encountered at a depth of approximately 35 feet below site grades during the site visit to the subject site. Based on a review of the Seismic Hazard Evaluation Report for the Los Alamitos Quadrangle, historic high groundwater depths for the vicinity of the subject site are estimated to be at depths on the order of 25 to 30 feet below ground surface.

It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report.

SOIL CORROSIVITY
Corrosion tests were performed to evaluate the soil corrosivity to the buried structures. The tests consisted of minimum resistivity, sulfate content and chloride content, and the results of the tests are included as follows:

Parameter
Results
Test Method
Sulfate
246 ppm
CA 417
Min
Resistivity

1,100 ohm -cm
CA 643
Chloride
52 ppm
CA 422
pH Value

9.2 EPA 9045C

CONCLUSIONS AND RECOMMENDATIONS
Based on the findings of our field and laboratory investigations, along with previous geotechnical experience in the project area, the following is a summary of our evaluations, conclusions, and recommendations.

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Administrative Summary
In brief, the subject site and soil conditions, with the exception of the loose surface soils, previous, existing, and surrounding developments, appear to be conducive to the development of the project. The surface soils have a loose consistency. These soils are disturbed, have low strength characteristics and are highly compressible when saturated. Accordingly, it is recommended that the surface soils be recompacted. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation.

It is the finding of this firm that the proposed project will be safe from geotechnical hazards (i.e. landslide, settlement or slippage) and will not adversely affect adjacent properties, in compliance with Section 111 of the Los Angeles County Building Code, provided our recommendations are incorporated into the design and properly implemented during construction.

Fill material was not encountered in our borings. However, fill may be located between or beyond our borings. It is anticipated fill soils will consist of silty sands. The thickness and extent of fill material was determined based on limited test borings and visual observation. Verification of the extent of fill should be determined during site grading. It is recommended that fill soils that have not been properly compacted and certified be excavated and recompacted. Prior to backfilling, the bottom of the excavation should be observed by Krazan & Associates, Inc. to verify no additional removal is required.

Presently, the site is predominately vacant. Power poles and overhead electrical lines trend north -south through the middle of the site. The site was previously developed with several buildings. Associated with these developments may be buried structures, such as utility lines and irrigation lines that may extend into the project site. Demolition activities should include proper removal of any buried structures or loosely backfilled excavations encountered. The resulting excavations should be backfilled with Engineered Fi11. It is suspected that demolition activities of the existing structures will disturb the upper soils. After demolition activities, it is recommended that these disturbed soils be removed and/or recompacted. This compaction effort should stabilize the upper soils and locate any unsuitable or pliant areas not found during our field investigation.

Following stripping, fill removal operations and demolition activities, the exposed subgrade in building, exterior flatwork and pavement areas should be excavated to a depth of at least 24 inches from existing site grade or 12 inches below planned footing elevation, whichever is deeper, worked until uniform and free from large clods, moisture -conditioned as necessary and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. Limits of recompaction should extend a minimum of 5 feet beyond building areas and 2 feet beyond the edge of pavements or sidewalks. Prior to backfilling, the exposed subgrade should be proof -rolled and observed by Krazan & Associates, Inc. to verify stability. This compaction effort should stabilize the surface soils and locate any unsuitable or pliant areas not found during our field investigation.

Sandy and gravelly soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in trench wall excavation. Shoring or sloping back trench sidewalls may be required within these sandy and gravelly soils.

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After completion of the recommended site preparation, the site should be suitable for shallow footing support. The proposed structure footings may be designed utilizing an allowable bearing pressure of 2,500 psf for dead -plus -live loads. Footings should have a minimum embedment of 18 inches.

Groundwater Influence on Structures/Construction
Based on our findings and historical records, it is not anticipated that groundwater will rise within the zone of structural influence or affect the construction of foundations and pavements for the project.

Information obtained from the California Seismic Hazard Report for the Los Alamitos Quadrangle indicates that historic groundwater has existed at depths of 25 to 30 feet below site grades.

If earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated, "pump," or not respond to densification techniques. Typical remedial measures include:
discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material; or mixing the soil with an approved lime or cement product. Our firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations.

Seismic Considerations
Ground Shaking
Although ground rupture is not considered to be a major concern at the subject site, the site will likely be subject to at least one moderate to severe earthquake and associated seismic shaking during its lifetime, as well as periodic slight to moderate earthquakes. Some degree of structural damage due to stronger seismic shaking should be expected at the site, but the risk can be reduced through adherence to seismic design codes.

Seismic Induced Settlement
One of the most common phenomena during seismic shaking accompanying any earthquake is the induced settlement of loose unconsolidated soils. Based on site subsurface conditions and the moderate to high seismicity of the region, any loose fill materials at the site could be vulnerable to this potential hazard. However, this hazard can be mitigated by following the design and construction recommendations of the Geotechnical Engineering Investigation Report.

Site Preparation
General site clearing should include removal of concrete; vegetation and existing utilities; and structures; including foundations; basement walls and floors; existing stockpiled soil; trees and associated root systems; rubble; rubbish; and any loose and/or saturated materials. Site stripping should extend to a minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent by volume are removed.

Deeper stripping may be required in localized areas. These materials will not be suitable for reuse as Engineered Fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas.

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Fill material was not encountered in our borings. However, fill may be located between or beyond our borings. It is anticipated fill soils will consist of silty sands. The thickness and extent of fill material was determined based on limited test borings and visual observation. Verification of the extent of fill should be determined during site grading. It is recommended that fill soils that have not been properly compacted and certified be excavated and recompacted. Prior to backfilling, the bottom of the excavation should be observed by Krazan & Associates, Inc. to verify no additional removal is required.

Presently, the site is predominately vacant. Power poles and overhead electrical lines trend north -south through the middle of the site. The site was previously developed with several buildings. Associated with these developments may be buried structures, such as utility lines, irrigation lines, septic systems, and water wells. Demolition activities should include proper removal of any buried structures. Any buried structures or loosely backfilled excavations encountered during construction should be properly removed and the resulting excavations backfilled. Excavations, depressions, or soft and pliant areas extending below planned fmish subgrade level should be cleaned to firm undisturbed soil, and backfilled with Engineered Fill. In general, any septic tanks, debris pits, cesspools, or similar structures should be entirely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Soils Engineer. Water wells should be abandoned in accordance with county standards. Any other buried structures should be removed in accordance with the recommendations of the Soils Engineer. Resulting excavations should be backfilled with Engineered Fi11.

Following stripping, fill removal, tree or root removal, and demolition activities, the exposed subgrade within proposed building, exterior flatwork, and pavement areas should be excavated to a depth of at least 24 inches from existing site grade or 12 inches below planned footing elevation, whichever is deeper, worked until uniform and free from large clods, moisture -conditioned as necessary, and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557.

Limits of recompaction should extend 5 feet beyond structural elements and 2 feet beyond flatwork and pavements. Prior to backfilling, the bottom of the excavation should be proof -rolled and observed by Krazan & Associates, Inc. to verify stability. Soft or pliant areas should be excavated to firm native ground.

It is recommended that any uncertified fill material encountered within pavement areas be removed and/or recompacted. The fill materials should be moisture -conditioned to near optimum moisture and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. As an alternative, the Owner may elect not to recompact the existing fill within paved areas. However, the Owner should be aware that the paved areas may settle which may require annual maintenance. At a minimum, it is recommended that the upper 12 inches of subgrade soil be moisture -conditioned to a minimum of 2 percent above optimum moisture content and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557.

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The upper soils, during wet winter months, become very moist due to the absorptive characteristics of the soil. Earthwork operations performed during winter months may encounter very moist unstable soils, which may require removal to grade a stable building foundation. Project site winterization consisting of placement of aggregate base and protecting exposed soils during the construction phase should be performed.

A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Soils Engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section and the Engineered Fill section.

Engineered Fill
The on -site, native soils are predominately silty sands, sands, silty sand/sandy silts, and sandy silts.

These soils contained varying amounts of gravel. These soils will be suitable for reuse as Engineered Fill, provided they are cleansed of excessive organics, debris, and fragments larger than 4 inches in maximum dimension.

The preferred materials specified for Engineered Fi11 are suitable for most applications with the exception of exposure to erosion. Project site winterization and protection of exposed soils during the construction phase should be the sole responsibility of the Contractor, since he has complete control of the project site at that time.

Imported Fill material should be predominately non -expansive granular material with a plasticity index less than 10 and an expansion index less than 15. Imported Fill should be free from rocks and clods greater than 4 inches in diameter. All Imported Fill material should be submitted to the Soils Engineer for approval at least 48 hours prior to delivery at the site.

Fill soils should be placed in lifts approximately 6 inches thick, moisture -conditioned as necessary, and compacted to achieve at least 90 percent maximum density as based on ASTM Test Method D1557.

Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable.

Drainage and Landscaping
The ground surface should slope away from building pad and pavement areas toward appropriate drop inlets or other surface drainage devices. In accordance with Section 1804 of the 2019 California Building Code, it is recommended that the ground surface adjacent to foundations be sloped a minimum of 5 percent for a minimum distance of 10 feet away from structures, or to an approved alternative means of drainage conveyance. Swales used for conveyance of drainage and located within 10 feet of foundations should be sloped a minimum of 2 percent. Impervious surfaces, such as pavement and Krazan & Associates, Inc.

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exterior concrete flatwork, within 10 feet of building foundations should be sloped a minimum of 1 percent away from the structure. Drainage gradients should be maintained to carry all surface water to collection facilities and off -site. These grades should be maintained for the life of the project.

Utility Trench Backfill
Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards by a Contractor experienced in such work.

The responsibility for the safety of open trenches should be borne by the Contractor. Traffic and vibration adjacent to trench walls should be reduced and cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation.

Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 90 percent of maximum density based on ASTM Test Method D1557. Utility trench backfill placed in pavement areas should be compacted to at least 90 percent of maximum density based on ASTM Test Method D1557. Pipe bedding should be in accordance with pipe manufacturer's recommendations.

The Contractor is responsible for removing all water sensitive soil from the trench regardless of the backfill location and compaction requirements. The Contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction.

Foundations
After completion of the recommended site preparation, the site should be suitable for shallow footing support. The proposed structures may be supported on a shallow foundation system bearing on a minimum of 12 inches of Engineered Fill. Spread and continuous footings can be designed for the following maximum allowable soil bearing pressures:

Load
Allowable Loading
Dead Load Only
1,875 psf
Dead -Plus -Live Load
2,500 psf
Total Load, including wind or seismic loads
3,200 psf
The footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footings should have a minimum width of 12 inches, regardless of load.

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The total settlement associated with static loads is not expected to exceed 1 inch. Differential settlement should be less than %z inch across 30 feet. Most of the settlement is expected to occur during construction as the loads are applied. However, additional post -construction soil movement may occur if the foundation soils are flooded or saturated. Based on the soil liquefaction analysis performed within the site, the estimated total seismic -induced settlement is less than 1'h inches. Differential settlement caused by a seismic event is estimated to be less than 1 inch. The anticipated differential settlement is estimated over a horizontal distance of 100 feet.

Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.35 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 325 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above value may be used for short duration, wind, or seismic loads.

Floor Slabs and Exterior Flatwork
In areas where moisture -sensitive floor coverings will be included or where moisture -sensitive materials will be stored, concrete slab -on -grade floors should be underlain by a water vapor retarder. The water vapor retarder should be installed in accordance with accepted engineering practice.

The exterior floors should be poured separately in order to act independently of the walls and foundation system. All fills required to bring the building pads to grade should be Engineered Fills.

Moisture within the structure may be derived from water vapors, which were transformed from the moisture within the soils. This moisture vapor can travel through the vapor membrane and penetrate the slab -on -grade. This moisture vapor penetration can affect floor coverings and produce mold and mildew in the structure. To reduce moisture vapor intrusion, it is recommended that a vapor retarder be installed. It is recommended that the utility trenches within the structure be compacted, as specified in our report, to reduce the transmission of moisture through the utility trench backfill. Special attention to the immediate drainage and irrigation around the building is recommended. Positive drainage should be established away from the structure and should be maintained throughout the life of the structure.

Ponding of water should not be allowed adjacent to the structure. Over -irrigation within landscaped areas adjacent to the structure should not be performed. In addition, ventilation of the structure (i.e. ventilation fans) is recommended to reduce the accumulation of interior moisture.

Lateral Earth Pressures and Retaining Walls
Walls retaining horizontal backfill and capable of deflecting a minimum of 0.1 percent of its height at the top may be designed using an equivalent fluid active pressure of 40 pounds per square foot per foot of depth. Walls that are incapable of this deflection or are fully constrained against deflection may be designed for an equivalent fluid at -rest pressure of 60 pounds per square foot per foot of depth.

Expansive soils should not be used for backfill against walls. The wedge of non -expansive backfill material should extend from the bottom of each retaining wall outward and upward at a slope of 2:1 Krazan & Associates, Inc.

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(horizontal to vertical) or flatter. The stated lateral earth pressures do not include the effects of hydrostatic water pressures generated by infiltrating surface water that may accumulate behind the retaining walls; or loads imposed by construction equipment, foundations, or roadways.

During grading and backfill operations adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall, or within a lateral distance equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone, only hand -operated equipment ("whackers," vibratory plates, or pneumatic compactors) should be used to compact the backfill soils.

R -Value Test Results and Pavement Design
One R -value sample was obtained from the project site at the location shown on the attached site plan.

The sample was tested in accordance with the State of California Materials Manual Test Designation 301. The results of the test are as follows:

Sample
1 Depth
12-24"
Description
Silty Sand (SM)
R -Value at Equilibrium
33 The test results are moderate and indicate fair subgrade support characteristics under dynamic traffic loads. The following table shows the recommended pavement sections for various traffic indices.

Traffic Index
Asphaltic Concrete
Class II Aggregate Base*
Compacted Subgrade**

4.0 2.0"

5.0"

12.0"

4.5 2.5"

5.0"

12.0"

5.0 2.5"

6.0"

12.0"

5.5 3.0"

6.0"

12.0"

6.0 3.0"

8.0"

12.0"

6.5 3.5"

8.0"

12.0"

7.0 4.0"

8.5"

12.0"

7.5 4.0"

10.0"

12.0"
* 95% compaction based on ASTM Test Method D1557 or CAL 216 ** 90% compaction based on ASTM Test Method D1557 or CAL 216 If traffic indices are not available, an estimated (typical value) index of 4.5 may be used for light automobile traffic, and an index of 7.0 may be used for light truck traffic.

The following recommendations are for light -duty and heavy-duty Portland Cement Concrete pavement sections.

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PORTLAND CEMENT PAVEMENT

LIGHT DUTY
Traffic Index
Portland Cement Concrete***
Class II Aggregate Base*
Compacted Subgrade**

4.5 5.0"

6.0"

12.0"

HEAVY DUTY
Traffic Index
Portland Cement Concrete***
Class H Aggregate Base*
Compacted Subgrade**

7.0 6.5"

6.0"

12.0"
* 95% compaction based on ASTM Test Method D1557 or CAL 216 ** 90% compaction based on ASTM Test Method D1557 or CAL 216 ***Minimum compressive strength of 3000 psi
It is recommended that any uncertified fill material encountered within pavement areas be removed and/or recompacted. The fill materials should be moisture -conditioned to near optimum moisture and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. As an alternative, the Owner may elect not to recompact the existing fill within paved areas. However, the Owner should be aware that the paved areas may settle which may require annual maintenance. At a minimum, it is recommended that the upper 12 inches of subgrade soil be moisture -conditioned as necessary and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557.

Seismic Parameters — 2019 California Building Code
The Site Class per Section 1613 of the 2019 California Building Code (2019 CBC) and ASCE 7-16, Chapter 20 is based upon the site soil conditions. It is our opinion that a Site Class D is most consistent with the subject site soil conditions. For seismic design of the structures based on the seismic provisions of the 2019 CBC, we recommend the following parameters:

Seismic Item
Value
CBC Reference
Site Class
D
Section 1613.2.2
Site Coefficient Fa

1.000
Table 1613.2.3 (1)
SS

1.576
Section 1613.2.1
SMs

1.576
Section 1613.2.3
SDS

1.050
Section 1613.2.4
Site Coefficient F,,

1.736
Table 1613.2.3 (2)
S1

0.564
Section 1613.2.1
SM1

0.979
Section 1613.2.3
SD1

0.653
Section 1613.2.4
Ts

0.622
Section 1613.2
* Based on Equivalent Lateral Force (ELF) Design Procedure being used.

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Soil Cement Reactivity
Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement in concrete (or stucco) and the soil. HUD/FHA and CBC have developed criteria for evaluation of sulfate levels and how they relate to cement reactivity with soil and/or water.

Soil samples were obtained from the site and tested in accordance with State of California Materials Manual Test Designation 417. The sulfate concentrations detected in these soil samples were greater than 150 ppm (246 ppm) and exceed the maximum allowable values established by HUD/FHA and CBC. It is recommended that a Type II cement be used within the concrete to compensate for sulfate reactivity with the cement.

Compacted Material Acceptance
Compaction specifications are not the only criteria for acceptance of the site grading or other such activities. However, the compaction test is the most universally recognized test method for assessing the performance of the Grading Contractor. The numerical test results from the compaction test cannot be used to predict the engineering performance of the compacted material. Therefore, the acceptance of compacted materials will also be dependent on the stability of that material. The Soils Engineer has the option of rejecting any compacted material regardless of the degree of compaction if that material is considered to be unstable or if future instability is suspected. A specific example of rejection of fill material passing the required percent compaction is a fill which has been compacted with an in situ moisture content significantly less than optimum moisture. This type of dry fill (brittle fill) is susceptible to future settlement if it becomes saturated or flooded.

Testing and Inspection
A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork.

This activity is an integral part of our service, as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor.

LIMITATIONS
Soils Engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences advance. Although your site was analyzed using the most appropriate and most current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to advancements in the field of Soils Engineering, physical changes in the site, either due to excavation or fill placement, new agency regulations, or possible changes in the proposed structure after the soils report is completed may require the soils report to be professionally reviewed. In light of this, the Krazan & Associates, Inc.

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Owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that 2 years be considered a reasonable time for the usefulness of this report.

Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the Soils Engineer should be notified so that supplemental recommendations may be made.

The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Soils Engineer should be notified of any changes so the recommendations may be reviewed and re-evaluated.

This report is a Geotechnical Engineering Investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any Environmental Site Assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater, or atmosphere; or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed, are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment.

The geotechnical engineering information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical engineering developments. We emphasize that this report is valid for the project outlined above and should not be used for any other sites.

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If you have any questions or if we may be of further assistance, please do not hesitate to contact our office at (951) 273-1011.

Respectfully submitted,
KRAZAN & ASSOCIATES, INC.
ikcf IO `N
MKW/DRJ:ht
Madison K. Weber, P.E.

Project Engineer
RCE No. 81935
David R. Jarosz
Managing En
RGE No. 2698
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Scale:

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Date:

April 2021
Approved by:

PROPOSED RETAIL SHOPPING
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BELLFLOWER BLVD AND

RAMONA STREET

BELLFLOWER, CALIFORNIA
Drawn by:

MW
Project No.
112-21022
Figure No.
1 era �i� i Krazan

GEO E HNICAL ENGINEERING

• APPROXIMATE BORING LOCATION

A APPROXIMATE PERCOLATION/INFILTRATION TEST LOCATION
0 APPROXIMATE BULK SAMPLE LOCATION
❑ APPROXIMATE CPT LOCATION
E

SITE MAP
Scale:

Not to Scale
Date:

May 2021
��
-
_�

PROPOSED RETAIL SHOPPING
CENTER

BELLFLOWER BLVD AND

RAMONA STREET

BELLFLOWER, CALIFORNIA
Drawn
Approved by:

Project No.
112-21022
Figure No.
2 �.�

GEOTECHNICAL ENGINEERING

MAP EXPLANATION
ALaUtSTFRIOLO EARTHQUAKE. FAULT ZONES
EarUpuses Faulk Zones
Zone uoundanes are de rmalen bf staightsIn segments; the Mundane; deem the zone encomoadsng araee faults tree
orratasie a Ketrtu hazard n structures trues Palace twerp ar 218 Veep San lhef a'W Kmnce as deset{aed C Pursed Resources Cade SectlOn I.E.B)iVeind be tealted.

Mere Finn Traeae
Fe.4a omsldered to have Seen active Bairn HWdeene lent and er nave potenaal for sues re =Me: kV Line C Sate ar
Red ARete Accurately Located; Lung Dash tt Elaet 4:. 4a lad Line in Purple vette Apl6eaet!atety Lac aced: Sheet Dash n Sack or 3dla Lax e5 Onmage',Mere nterred; Doted !Fee; s art or 2441 Lire m Rose where Concealed; Came, r?S ndkaaas adokkr a HnicertaePPI'.

Evidence al hlaaado cr setnd rAted by year oreeartnousee- 36mXiated event orC To ctSplateemet tiauSea aeraalt etc. 1�
(�

SEISMIC HAZARD ZONES
UquatnoNon Zonal
Areas Where tL`loeca occurrence mitturtech..% or local umlautel, g uteChniCa, and ground Water Cen@1Gls M orate a poem A ear permanent groom diarecemertr seen that mlagation as defined Is Fulark Resau:es Cade Zenon 2ESS10, ecuel be reduttd
Eel10a 1 .-tndtoaed Landslide Zones
Areas where previroi ocamere 4t landslide moment, or #ocal oporeaphic, onto -ace 1, de 010 OO0, and subsurface eater 00000000 ihdlcabe a po*n Mote permanent ground dl sptxemenC such Ew 0ttlgah0 as Boned M Putik R00oseres Code 3ecten 20930c1 would Iserepuaed.

Source: State of California Seismic Hazards Map, Los Alamitos Quadrangle w
N
$
E

EARTHQUAKE ZONES OF

REQUIRED INVESTIGATION
MAP
Scale:

Not to Scale
Date:

April 2021

PROPOSED RETAIL SHOPPING
CENTER

BELLFLOWER BLVD AND

RAMONA STREET

BELLFLOWER, CALIFORNIA
Drawn by:

MW
Approved by:

DJ
Project No.
112-21022
Figure No.
3 Kr,
,_.,:_, .
azan

GEOTECHNICAL ENGINEERING

• 30
•
\`'-20
3Q

SUBJECT SITE
•
•l
•
•
•
•
•
•'
• Borehole Site
f--- Jp - Depth to ground water in feet
Source: State of California Seismic Hazard Zone Report, Bellflower Quadrangle C
4 •
•
•
w
E

HISTORICAL

GROUNDWATER
Scale:

Not to Scale
Date:

April 2021

PROPOSED RETAIL SHOPPING
CENTER

BELLFLOWER BLVD AND

RAMONA STREET

BELLFLOWER, CALIFORNIA
Drawn by:

MW
Approved by:

DJ
Project No.
112-21022
Figure No.
4 m —

GEOTECHNICAL ENGINEERING

DESCRIPTION OF MAP UNITS

QUATERNARY DEPOSITS
QS Extensive marine and nonmerine sand deposits,
generally near the coast or desert playas
Alluvium, lake, playa, and terrace deposits;
unc-onsolidated and semi-consol,dated
Selected large landslides
Glacial till and moraines. Found at high elevations mostly in the Sierra Nevada and KIamaCh Mauntems.

Q0F5 Older alluvium, lake playa and terrace deposits
aPc] Pleistocene anchor Pliocene sandstone, shale, and
gravels deposits mostly loosely consoridated
Q
to
og i

QUATERNARY VOLCANIC ROCKS
Recant (Holocene) volcanic flow rocks, minor pyroeastic deposits
Recent (Holocene) pyroclastic and volcanic muditoa
depos4S
Quaternaly volcanic tlrsw rocks, minor pyraclastic
deposits
Quaternary pyraclastia and volcanic mudtloo deposits

SYMBOL EXPLANATION
Contact bet, en geolog c unls - approe;mately located
rault traces Sol=d where wet, located oasned where
apnlox imetely located or interred dotted where conceek,d and queried where continuation or existence a uncertain Hall and bar on downtnrown tide (relative at aprlate st) Anew' Indicate daemon of lateral movement lreiatrve or apparent)
4r'sT7r-TTTT '0 •V '�'�'♦
"(mutt tt rlt ibarhs on i ppei plate`
Regimestrike and dio of stratbeo rocks
Regonal stra.e and dip of stratified rocks {overturned, Anbclnel told
Syeclinal fold
ManQUnal told
Source: Department of Conservation: Geologic Map of California, 2010

GEOLOGIC MAP
Scale:

Not to Scale
Date:

April 2021
Approved by:

PROPOSED RETAIL SHOPPING
CENTER

BELLFLOWER BLVD AND

RAMONA STREET

BELLFLOWER, CALIFORNIA
Drawn by:

MW
Project No.
112-21022
Figure No.
5 ..r...., .._...
..,L y...Kir.
- fl
azan

GEOTECHNICAL ENGINEERING

Appendix A
Page A.1

APPENDIX A

FIELD AND LABORATORY INVESTIGATIONS
Field Investigation
The field investigation consisted of a surface reconnaissance and a subsurface exploratory program. Ten 5'A -inch diameter exploratory borings and one cone penetration test (CPT) were advanced. The boring and CPT locations are shown on the site plan.

The soils encountered were logged in the field during the exploration and, with supplementary laboratory test data, are described in accordance with the Unified Soil Classification System.

Modified standard penetration tests and standard penetration tests were performed at selected depths.

These tests represent the resistance to driving a 2'h -inch and 11/2 -inch diameter split barrel sampler, respectively. The driving energy was provided by a hammer weighing 140 pounds falling 30 inches.

Relatively undisturbed soil samples were obtained while performing this test. Bag samples of the disturbed soil were obtained from the auger cuttings. The modified standard penetration tests are identified in the sample type on the boring logs with a full shaded in block. The standard penetration tests are identified in the sample type on the boring logs with half of the block shaded. All samples were returned to our Corona laboratory for evaluation.

Laboratory Investigation
The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test results were used as criteria for determining the engineering suitability of the surface and subsurface materials encountered.

In -situ moisture content, dry density, consolidation, direct shear, and sieve analysis tests were completed for the undisturbed samples representative of the subsurface material. R -value tests were completed for select bag samples obtained from the auger cuttings. These tests, supplemented by visual observation, comprised the basis for our evaluation of the site material.

The logs of the exploratory borings and laboratory determinations are presented in this Appendix.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

UNIFIED SOIL CLASSIFICATION SYSTEM

UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART

COARSE -GRAINED SOILS
(more than 50% of material is larger than No. 200 sieve size.) Clean Gravels (Less than 5% fines)

GRAVELS
kb ��:
!��!
GW
Well -graded gravels, gravel -sand
mixtures, little or no fines
More than 50% c
of coarse
ap°.°,
GP
Poorly -graded gravels, gravel -sand
mixtures, little or no fines
fraction larger
Gravels with fines (More than 12% fines)
than No. 4
sieve size
�''�
101;
frO
;
GM
Silty gravels, gravel -sand -silt mixtures
��
.:31'.. mixtures
GC
Clayey gravels, gravel -sand -clay
Clean
Sands (Less than 5% fines)
SANDS
:; Sw
Well -graded sands, gravelly sands,
little or no fines
50% or more
of coarse
SP
Poorly graded sands, gravelly sands,
little or no fines
fraction smaller
Sands
with fines (More than 12% fines)
than No. 4
sieve size
SM
Silty sands, sand -silt mixtures
fSC
Clayey sands, sand -clay mixtures
(5D% or more

FINE-GRAINED SOILS
of material is smaller than No. 200 sieve size.)
SILTS
AND
CLAYS
Liquid limit
less than
50%
ML
Inorganic silts and very fine sands, rock
flour, silty of clayey fine sands or clayey
silts with slight plasticity

CL
Inorganic clays of low to medium
plasticity, gravelly clays, sandy clays,
silty clays, lean clays
-_
=
CL
Organic silts and organic silty clays of
low plasticity
SILTS
AND
CLAYS
Liquid limit
50%
or greater
MH
Inorganic silts, micaceous or
diatomaceous fine sandy or silty soils,
elastic silts
�//
% /
CH
Inorganic clays of high plasticity, fat
clays
OH
Organic clays of medium to high
plasticity, organic silts
HIGHLY

ORGANIC
SOILS
'--I'
i, o
,,,,
PT
Peat and other highly organic soils

CONSISTENCY CLASSIFICATION
Description Blows per Foot
Granular Soils
Very Loose
65 Cohesive Soils
Very Soft
40 GRAIN SIZE CLASSIFICATION
Grain Type
Standard Sieve Size
Grain Size in
Millimeters
Boulders
Above 12 inches
Above 305
Cobbles
12 to 13 inches
305 to 76.2
Gravel
Coarse -grained
Fine-grained
3 inches to No. 4
3 to 3/ inches
% inches to No. 4

76.2 to 4.76

76.2 to 19.1

19.1 to 4.76
Sand
Coarse -grained
Medium -grained
Fine-grained
No. 4 to No. 200
No. 4 to No. 10
No. 10 to No. 40
No. 40 to No. 200

4.76 to 0.074

4.76 to 2.00

2.00 to 0.042

0.042 to 0.074
Silt and Clay
Below No. 200
Below 0.074

PLASTICITY CHART
PLASTICITY INDEX (PI) (%)
60 50
40 30
20 10
0 CH
PI
A LINE
= 0.73(LL-20)
CL
MH&OH
a
a
ML&OL
0 10 20 30 40 50 60 70 80 90 100
LIQUID LIMIT (LL) (%)

Log of Boring B1
Project: Bellflower Boulevard Shopping Center
Client: SBH Real Estate Group, Inc.

Location: 17617 Bellflower Boulevard, Bellflower, California Depth to Water> 35 Feet Initial: 35 Feet
Project No: 112-21022
Figure No.: A-1
Logged By: Angel Menchaca
At Completion: 35 Feet

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (%)
a>
si
Blows/ft.
0 Ground Surface
2 4—

SILTY SAND (SM)
Loose, coarse- to fine-grained with
GRAVEL; brown, dry
Medium dense below 12 inches
•
•
!
~''' 4
8 a'

SAND (SP)
Medium dense, fine- to coarse -grained;
brown, dam

92.2 2.9
16 ■
10-
12 14—y
•
�'
-,
V

SILTY SAND/SANDY SILT (SM/ML)
Medium dense, fine- to coarse -grained;
brown, moist

99.2 21.8
14 ■
-%
16—\,
18—
% SILTY
rv.
r.•.r

SAND (SM)
` Medium dense, fine- to coarse -grained;
brown, moist
r

14.9 ■
14 •
20 - _
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 5'/ Inches
Elevation: 50 Feet
Sheet: 1 of 3

Log of Boring B1
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-1
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> 35 Feet Initial: 35 Feet At Completion: 35 Feet

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (%)
a)
Blows/ft.
22 24

SANDY CLAY (CL)
Stiff, fine- to coarse -grained; brown,
moist

34.4 9
■
26 -11II
28-
IIII�'i
'lIIIII�
II

SILTY SAND/SANDY SILT (SM/ML)
Medium dense, fine- to coarse grained;
brown, moist

25.4 11
30 32
34 �'%

CLAYEY SAND (SC)
Medium dense, fine- to coarse -grained;
brown, moist

19.0 25
U.
■
36 38
�I IIII
lllll�
III�I�I
Ind
I�1 1
I

SILTY SAND/SANDY SILT (SM/ML)
Medium dense, fine- to coarse -grained;
brown, moist
Saturated below 35 feet

26.8 ■
20 •
40 lly!Illly
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 50 Feet
Sheet: 2 of 3

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (`)/0)
a>
Blows/ft.
_
42—�I
44 -
46-
48 50
I
r
'
.
,
i

SILTY SAND (SM)
Medium dense, fine- to coarse -grained;
brown, saturated
Dense below 47 feet

27.5 18
■

25.5 30
■

22.7 ■
56 ■
-
52-
_
-
_
54—
_
-
-
56-
58 -
60 -
End of Borehole
Water encountered at 35 feet
Boring backfilled with soil cuttings
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 5'1A Inches
Elevation: 50 Feet
Sheet: 3 of 3

Log of Boring B2
Project: Bellflower Boulevard Shopping Center
Client: SBH Real Estate Group, Inc.

Location: 17617 Bellflower Boulevard, Bellflower, California Depth to Water> Not Encountered
Initial: N/A
Project No: 112-21022
Figure No.: A-2
Logged By: Angel Menchaca
At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
0 Description
Dry Density (pcf)
Moisture (%)
Blows/ft.
0 Ground Surface
-\
4—
-
6 8
10 12
14-
16-`
18-:. `
-
-(
-'
20-''
iti
A
5 r� ,
\
..
.
1 IV.
iv
• •'
r
'
ri.
'

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 10 feet
Water not encountered
Boring backfilled with soil cuttings
A
•

92.1 8.4.
15 ■

96.5 8.8.
23 ■

5.8 23
■

33.9 14
•
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 20 Feet
Sheet: 1 of 1

Log of Boring B3
Project: Bellflower Boulevard Shopping Center
Client: SBH Real Estate Group, Inc.

Location: 17617 Bellflower Boulevard, Bellflower, California Depth to Water> Not Encountered
Initial: N/A
Project No: 112-21022
Figure No.: A-3
Logged By: Angel Menchaca
At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
Symbol
CD
C)
-o'
0 Dry Density (pcf)
Moisture (%)
a>
Blows/ft.
0 Ground Surface
_
_^•
_
2—
4—eer"
6-
8-1^
10 ' `'
l
1 ;
z,
-
.
'^
;'^'
•
,'

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 12 inches
•

99.0 17.3
4 16
■

91.0 6.0
.
21 ■
-
12—
,
14-
16-
18-
-
-
20 —
End of Borehole
Water not encountered
Boring backfilled with soil cuttings
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 5% Inches
Elevation: 10 Feet
Sheet: 1 of 1

Log of Boring B4
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-4
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
0 Description
Dry Density (pcf)
Moisture (%)
(1)
Blows/ft.

Ground Surface
2—
4 6-1
8 10
U
f
'
",
.

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 9 feet

92.1 22.1
A
11 ■

92.7 7.8
.
21 ■
12-
14-
16-
18-
-
-
20 -
End of Borehole
Water not encountered
Boring backfilled with soil cuttings
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 10 Feet
Sheet: 1 of 1

Log of Boring B5
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-5
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (%)
a)
Blows/ft.
0_,r':".,'
Ground Surface
2 4
6-/
_/
8-
10—..
12—
14 16
18 -',.'1'.'
-`°` \''
20 +,»
f ,�
i!/.
fv
. .ti
/
,
� j+/.
5v;,
,

.
: .:,1
f.
1 "
/.
/
,
:
..
-
.

T
.
1 4:"
"`v
` SILTY SAND (SM)
\ Loose, fine-grained; brown, moist
v
v
Medium dense below 10 feet
Water not encountered
Boring backfilled with soil cuttings
1 102.1

16.0 A
11 ■
100.2

6.4 23
■

6.2 12
■

33.9 -
15 •
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 20 Feet
Sheet: 1 of 1

Log of Boring B6
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-6
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
O
Description
Dry Density (pcf)
Moisture (%)
Blows/ft.
0 Ground Surface
-
—1,A.
___:.,,c
2 -
-
—\",h
4—?.,
_eve\\
-�
6 -
-\V,'\1
8��•\I\
10 "
i'
,J.'!/.
\V%
v'
.
\r'
\!f.
rv..
" .�
i
'
\\
fJ
•\
\/\
'rf
f1.
%

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 12 inches

92.8 2.9
.
18 ■

92.6 7.6
23 •
12-
14-
16-
18-
-
-
20 -
End of Borehole
Water not encountered
Boring backfilled with soil cuttings
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 5'h Inches
Elevation: 10 Feet
Sheet: 1 of 1

Log of Boring B7
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-7
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (%)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (°/0)
a)
a.

Blows/ft.

Ground Surface
_
2-
4-1,
6_1
8 10
►
F;
i
v
.t,ti
:;;;
v
,v
J.
,
'

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 12 inches
•
A
100.3

1.5. 25
■

98.4 6.8.
26 ■
12-
14-
16-
18-
-
-
20 -
End of Borehole
Water not encountered
Boring backfilled with soil cuttings
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 10 Feet
Sheet: 1 of 1

Log of Boring B8
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-8
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content r/o)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (°/0)
m
Blows/ft.
0 Ground Surface
2 4
6 8
10 12
14 16
18-
20 I
I ` I
I
I
I
is
,
,
'
.
`.

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 10 feet
Water not encountered
Boring backfilled with soil cuttings
•
•
103.3

12.5 15
■

93.6 7.2
.
20 ■

4.4 18
■

34.3 11
■
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 5% Inches
Elevation: 20 Feet
Sheet: 1 of 1

Log of Boring B9
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-9
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content (°/0)
10 20 30 40
Depth (ft)
Symbol
Description
Dry Density (pcf)
Moisture (°/0)
a>
a
Blows/ft.
0 Ground Surface
_
_
2—F
_,
4 -!
-
6 -1
-,
8-
10—�:
12 14
16 _\,
18—`°
-
20 ► .,
, I ;,.
.r.

I ,
F I
r.

iv
i .r
i•. i,I
. y.
v
f• r
•- ,'��
,
�4'

SILTY SAND (SM)
Loose, fine-grained; brown, dry to moist
Medium dense below 15 feet
Water not encountered
Boring backfilled with soil cutti ngs s 27.7
•
•
�

90.9 2.4
A
10 ■

97.2 8.7
u

MI14

9.9 12
■
12 ■
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 5% Inches
Elevation: 20 Feet
Sheet: 1 of 1

Log of Boring B10
Project: Bellflower Boulevard Shopping Center Project No: 112-21022 Client: SBH Real Estate Group, Inc. Figure No.: A-10
Location: 17617 Bellflower Boulevard, Bellflower, California Logged By: Angel Menchaca Depth to Water> Not Encountered Initial: N/A At Completion: N/A

SUBSURFACE PROFILE
SAMPLE
Penetration Test
blows/ft
20 40 60
Water Content C/o)
10 20 30 40
Depth (ft)
0 cn
Description
Dry Density (pcf)
Moisture (%)
N
N
Blows/ft.
0 Ground Surface
2 .
4—,.
-,
8 —
-r
-"'
10 `
'
ti
' `
•
'1
y.
/
;•,1
r'.

` 'r

SILTY SAND (SM)
Loose, fine-grained; brown, moist
Medium dense below 9 feet

93.2 2.2
4 9
■

98.2 7.0.
17 ■
12 14-
16-
18-
-
-
20 -
End of Borehole
Water not encountered
Boring backfilled with soil cuttings
Drill Method: Hollow Stem
Drill Rig: CME 75
Driller: One Way Drilling
Krazan and Associates
Drill Date: 3-17-21
Hole Size: 51/2 Inches
Elevation: 10 Feet
Sheet: 1 of 1

Keh oe Testi ng and E ngi ne ering
714-901-7270
steve@kehoetesting .com
www.kehoetesting .com
Project: Krazan & Associ ates / Bellflower Shoppi ng Center Location: Be llflowe r, CA
CPT -1
Total depth: 55.26 ft, Date: 5/14/2021
Cone resistan ce
2 4
6 8
10 _
12-
14 16 _
18-
20 _
22-
24-
r-.
26 a 28
30 32
34 36
38 40-
42-
44 _
46 _
48-
50 52
54-
56 2-
4 6
8 10
12 14
16 18
20 22
24 w 26
28 0.
0 30
32 34
36 38
40 42
44 46
48 50
52 54
56 Sl eeve friction
2 4
6 Pore pr essur e u
8-
10-
12-
14 16-
18-
20-
22-
24-
e 26-
,L., 28 -
a
030-
32-
34 36--
38-
40-
42 44
46-
48-
50-
52 54
56 0 100 200 300 400 500 0 1 2 3 4 5 -20 -10 0 10 20
Tip resistance (tsf) Friction (tsf) Pressure (psi)
2 4
6 8
10-
12-
14 16-
18 20-
22-
24 -
4 26-
a 28
O 30-
32-
34 36--
38-
40-
42 44
46-
48-
50-
52 54-
56 Fri ctio n ratio
0 1
8 I I
2 3 4 5 6 7
Rf (%)
Soil Behaviour Typ e
Sand &silty sand
2 lTSand&silty sand -
4 _ l Sand &silty sand _I
Silty sand& sandy silt
6 I — Sand & silty sand
8 Clay .& silty ..clay
Clay
10 Clay
Clay & silty clay
12 SiltysandSsandy silt
14 _ Clay &silty clay
Clay & silty clay
Silty sand& sandy sill -1.-
18 - Sand & silty
20 Clay —
Gay & silty clay
Clay
Clay
Gay
Clay I
16 22
24 i' 26
n 28
30 32
34 36
38 40
42 44
46 48
50 52
54 56
Gay&siltyclay
4 Gay
--; — Gay & sitty'clay
! Clay &silty clay
Silty nandsandy silt :
—Silty sand&'sandysilt— i
Sand & si ly sand _{ _
Silty sand &sandy silt 1
Clay & silly clay I
Cldy& 'slllyclay
Silty sand & sandy silt
Silty sand& sandy silt
Clay& silly clay
Clay & silty clay
Gay & silty clay .

Sand & silty sand
Silty sand & sandy silt I
Clay & silty clay
Clap & silty clay
! I
0 2 4 6 8 10 12 14 16 18
SBT (Robertson, 2010)
CPeT-IT v .2. 3.1.9 - CPTU data presentation & interpretatio n software - Report created on: 5/17/2021, 11:27:48 AM 1 Project file: C:\CPT Project Data\Krazan-Bellflower5-21\CPT Report\Plots.cpt

Consolidation Test
Project No
Boring No. & Depth
Date
Soil Classification
11221022
B-1 @ 5'
3/29/2021
_ SP
Load in Kips per Square Foot
Percent Consolidation

0.1 0.00

1.00 2.00
3,00

4.00 5.00 i
10 100
1 % Consolidation @ 2Kst: 0.9 %
Krazan Testing Laboratory

Consolidation Test
Pro ect No
Boring No. & Depth
Date
Soil Classification
11221022
B-1 @ 10'
3/29/2021
SM/ML
Load in Kips per Square Foot
Percent Consolidation

0.1 0.00

1.00 2.00

3.00 4.00

5.00 6.00

7.00 8.00

9.00 10.00
1 10
100
% Consolidation @ 2Ksf: 1.3
1 Krazan Testing Laboratory

Shear Strength Diagram (Direct Shear)
ASTM D - 30801 AASHTO T - 236
Project Number
Boring No. & Depth
Soil Type
Date
11221022
B-1 @ 5'
SP
3/26/2021

3.00 2.00
41 1.00

0.00 Cohesion: 0.1 Ksf
Angle of Internal Friction: 29 °
--1

0.0 1.0 2.0
Normal Load, Ksf

3.0 Krazan Testing Laboratory

Shear Strength Diagram (Direct Shear)
ASTM D - 3080 I AASHTO T - 236
Project Number
Boring No. & Depth
Soil Type
Date
11221022
B-8 @ 5'
_ SM
3/26/2021

3.00 2.00
r

1.00 0.00

1.0 2.0

0.0 Cohesion:

Angle of Internal Friction:

Normal Load, Ksf

0.1 Ksf
28 °

3.0 Krazan Testing Laboratory

Grain Size Analysis
'`Sieve
100
i
Openings in Inches 1/2
If 4
U .S. Standard Sieve Numbers #30 #200 Hydrometer
ii fit, .. 4 kW I
O
Z
Go
Q
t1
l -
Z
w
0 Lu
n.
a
1-1/2
3/4
3/B
,:, ii5..
'
44 i 3ti 0100
.. .—J
- 100.0

90.0 80.0

70.0 60.0

50.0 40.0
�
I

30.0 20.0

10.0 1
jm
0 .0
10 0 1
Grain Size in Millimeters
0 .01

0.001
Gravel
Sand
Silt or Clay
Coarse
Fine
Coars e
Mediu m
Fine
(Unified Soils Classification)
al
Project Name
Pro je ct Number
Soil Classification
Sample Number
Bellflower
11221022
SP
B-1 @ 5'
Kraz an Testing Lab oratory

Grain Size Analysis
ieve Openings in Inches 1/2
U.S. Standard Sieve Numbers #30 #200 Hydrometer
—I__. _ 104.0
+! .•� ...w.-
1-1!2 3/4 3/
4i
i I
90 .0

80.0 70.0

60.0 z
u)
50 .0 0.
z

40.0 V
fX
u!

0. -30.0
- 20.0
i

10.0 100
10 1 0 1 0.01 0-001
Grain Siz e in Millimeters
Grav el
Sand
Silt or Clay
__
Coarse Fine
P Coarse I Medium
Fine
(Unified Soils Classification)
- - ------ - - �.,, ..o.,
Project Name
Project Number
Soil Classification
Sample Numbe r
Bellflower
11221022
SM/ML
B-1 @ 10'
Krazan Testing L abor atory

Grain Size Analy sis
%ieve Openings in Inches 1/2
U .S. Standard Sieve Numbers
#30
#200 Hydrometer
1-112
' 3/4
3/3
100 .0
z
in
co
a I
t• -
z1
w
0 d
-

90.0 80.0

70.0 60.0

50.0 40 .0
I
30 .0

20.0 10.0
DO
�
10 1 01 0.01
Grain Size in Millimeters

0.0 0.001
r--
G ravel
---r--
Sand
Silt or Clay
---1
' Coarse
i
Fin e
Coarse
Mediu m Fine
(Unified Soils Classification)
Project Name
Project Number
So il Classificatio n
Sample Number
Bellflower
11221022
SM
B-1 @ 15'
Krazan Testing Laboratory

Grain Siz e Analysis
100
%ieve Openi ngs in Aches 1/2
U .S . Standard
Sie ve Numbers #30 #200 Hydromet er
0 Z
cn
a
CI-
I -
2 Ili
O
CC
tL
� 1-112
3/4
3/
100.0

90.0 80.0

70.0 60.0
50 .0

40.0 30.0

20.0 10.0
10 1 0 1 0.01
G rain Size In Millimeters
0 .0

0.001
Gravel
Sand
Silt or Clay
Coarse
Fine
Coarse Medium
Fine
(Unified So ils Classification)
Project Name
Project Number
Soil Classification
Sample Number
Bellflower
11221022
ML
B-1 @ 20'
Krazan T esting Laboratory

Grain Size Analysis
%ieve Openings in Itches 1/2 U .S. Standard Sie ve Numbers #30 #200 Hydromet er e._...: — _,, 4a A JoP
1-1.2 3/4
100 .0
'
� I

90 .0
I I
i

80 .0
70 .0
Z

60.0 U,
0 50.0
a-
z
w
40 .0 0
w
a
• 30.0

20.0 100
-
0 .0
100 10 1 0 1 0 .01 0.001
Grain Size in Millimeters
Gravel
_ Sand Silt or Clay - - _____J
��
Coarse
Fine
Coarse
M edium
Fine
(Unified Soils Classification)
Project Name
Project Number
Soil Classification
Sample Number
Bellflower
11221022
SM/M L
B-1 @ 25'
Kra zan Te sting Laborat ory

Grai n Size Analysis
%ieve Openings in Fiches 1/2 U.S. Standard Sieve Numbers #30 #200 Hydr ometer ft • ,IIIr 4 �u ! I
`
_
I-112 3/4 3/8
tf' r,
100 .0
' i
I

90.0 80.0
'

70.0 k
O

60.0 z
a

50.o C-
I --
z
w

40.0 V
I
•
a

30.0 20.0
I
I

10.0 0.0
r---
100 10 1 01 0 .01 0.001
Grain Size in Millimeters
Gravel
Sand
Silt or Clay
Coarse Fine
Coarse [ Medium
Fine
(Unified Soils Classificatio n)
Project Name
Project Number
Soil Classifica tio n
Sample Number
Bellflower
11221022
SM
B-1 @ 30'
Kraz an T esting Laboratory

Grain Size A naly sis
Sieve Openings in Inches 1/2 U .S. Standard Sieve Numbers #30 #200 Hydrometer 4, su k 100.0
.. t-1/2 3/4 3/r;
00,4 iii No
;
lf�fC)0

90.0 80.0

70.0 CD

60.0 Z
U
el)
a

50.0 n.
!-
w

40.0 O
I
a
a.
30 .0
20 .0

10.0 0 .0
100 10 1 0 1 0.01 0-001
Grain Siz e in Millimeters
I
Gravel I Sand
Silt or Clay
-----
i Coarse
Fine
Coarse
Medium
Fine
(Unified Soils Classificatio n)
Project Name
Project Number
Soil Classification
Sample Number
Bellflowe r
11221022
SM/ML
B-1 @ 35'
Kra za n T esting L aboratory

Grain Size Analysi s
%ieve Openings in !ruch es 1/2
Is
U.S. Standard Si eve Numbers #30 #200 Hydrometer
100 .0

90.0 80.0
70 .0
CD
Z
Cl))
cn
0-
Z
W
Uri
a
100
1 -112
-
3/4
31 60.0
50 .0
I

40.0 ■
30 .0

20.0 1
1 10.0

0.0 10
1 0 1 0.01
Grain Size in Millimeters

0.001
Gra vel
San d
Silt or Clay
Coarse
I
(Unified Soils Classification)
Proje ct Name
Project Number
Soil Classification
Sample Number
Bellflower
11221022
SM
B-1 @ 40'
Krazan T esting Laboratory

Grain Size Analysis
%ieve Openings in fiches 1/2 U .S. Standard Sieve Numbers #30 #200 Hydrometer ----•••••••4M • b. it L ®5 I , . I i l; 1
1-1/2 3/4 3/8
My
N19c N I DO
i
,
-
100 .0

90.0 -
t
I

80.0 >l
t
70 .0

60.0 Z
N
N
<

50.0 0-
1-
Z
ill

40.0 V
W
a
30 .0

20.0 10.0
1 '
t
1 � 0.0
• e
100 10 1 0 1 0.01 0.001
Grain Size in Millimeters
Grav el
San dSilt
or Clay
Coarse
Fine
Coa rse
Me dium
Fine
1 (Unified Soils Classification)
GO IV
Project Name
Project Number
Soil Classification
Sample Number
Bellflower
11221022
SM
B-1 @ 45'
Kra za n T esting Laboratory

Grain Size Analysis
%ieve Openings in Itches 1/2 U.S. Standard Sie ve Numbers #30 #200 Hydrometer v 4' 4 1 4,. ,t. .. ' I I I !
pie-
1-1/2 3/4 3/r'
i i. Rue, i'4 G i r.II
100 .0
_
.,

90.0 i
---
80 .0

70.0 w
Z

60.0 cc
a
0-
'

50.0 zE
w
V
I
I
40 .0 C
w

30.0 20 .0 !'

10.0 100 10 1 0 1 0.01 0.001
Grain Size in Millimeters
L Gravel
Sand
Silt or Clay
Coarse
Fine
Coarse
M edium
Fine
(Unified Soils Classification)
Project Name
Project Number
Soil Classification
Sample Number
Bellflower
11221022
SM
B-1 @ 50'
Krazan Testing Laboratory

Atterberq Limits Determination
ASTM D - 4318
Project Number
Project Name
Date
Sample Number
Sample Location/Depth
:11221022
: Bellflower Shopping Center
: 5/21/2021
: 20'
: B-1 @ 20'
Run Number
Plastic Limit
Licuid Limit
1 2
3 1
2 3
Weight of Wet Soil & Tare

35.40 38.41

41.30 33.14

36.84 39.41
Weight of Dry Soil & Tare

31.12 32.54

34.51 28.41

30.51 32.14
Weight of water

4.28 5.87

6.79 4.73

6.33 7.27
Weight of Tare

11.13 11.18

11.21 11.18

11.20 11.13
Weight of Dry Soil

19.99 21.36

23.30 17.23

19.31 21.01
Water Content

21.4 27.5

29.1 27.5

32.8 34.6
Number of Blows
13 15
18 Plasticity Index
Classification of < #40
Unified Soil Classification
Plastic Limit : 26.01
. 18.80
. CL
: CL
Liquid Limit : 44.81
PLASTICITY INDEX, %
0 N.) 0 0 °i 0
0 0
CH
CL
OH
or
MH
OL
ML
or
CL -ML
ML
0 20
40 60
LIQUID LIMIT, %
80 100 120
Krazan Testing Laboratory

Atterberq Limits Determination
ASTM D - 4318
Project Number
Project Name
Date
Sample Number
Sample Location/Depth
:11221022
: Bellflower Shopping Center
: 5/21/2021
: 30'
: B-1 @ 30'
Run Number
Plastic Limit
Licuid Limit
1 2
3 1
2 3
Weight of Wet Soil & Tare

26.14 29.41

33.41 27.41

30.12 34.74
Weight of Dry Soil & Tare

24.12 26.11

28.57 23.84

25.21 28.11
Weight of water

2.02 3.30

4.84 3.57

4.91 6.63
Weight of Tare

11.20 11.20

11.34 11.20

11.26 11.24
Weight of Dry Soil

12.92 14.91

17.23 12.64

13.95 16.87
Water Content

15.6 22.1

28.1 28.2

35.2 39.3
Number of Blows
23 29
30 Plasticity Index
Classification of < #40
Unified Soil Classification
Plastic Limit : 21.95
. 8.95
. CL
: CL
Liquid Limit : 30.90
PLASTICITY INDEX, %
N W
7 O O 0 O O O
CH
CL
OH
or
MH
OL
ML
or
CL -ML
ML
0 20
40 60
LIQUID LIMIT, %
80 100 120
Krazan Testing Laboratory

Atterberq Limits Determination
ASTM D - 4318
Project Number
Project Name
Date
Sample Number
Sample Location/Depth
:11221022
: Bellflower Shopping Center
: 5/21/2021
: 40'
: B-1 @ 40'
Run Number
Plastic Limit
Liquid Limit
1 2
3 1
2 3
Weight of Wet Soil & Tare

37.41 31.12

33.44 27.74

31.62 27.86
Weight of Dry Soil & Tare

33.50 28.62

30.55 24.52

28.60 25.10
Weight of water

3.91 2.50

2.89 3.22

3.02 2.76
Weight of Tare

11.13 11.24

15.30 11.20

13.96 10.97
Weight of Dry Soil

22.37 17.38

15.25 13.32

14.64 14.13
Water Content

17.5 14.4

19.0 24.2

20.6 19.5
Number of Blows
16 22
27 Plasticity Index
Classification of < #40
Unified Soil Classification
Plastic Limit : 16.94

3.08 . ML
: ML
Liquid Limit : 20.02
PLASTICITY INDEX, %
N co A 01 m

O O O O O O O
CH
CL
OH
or
MH
OL
ML
or
CL -ML
ML
20 40 60

LIQUID LIMIT,
80 100 120
Krazan Testing Laboratory

R VALUE TEST
ASTM D - 28441 CAL 301
Project Number
Project Name
Date
Sample Location/Curve Number
Soil Classification
11221022
Proposed Retail Bellflower
4/8/2021
B-2 @ 0-3'
SM
TEST
A
B
C
Percent Moisture @ Compaction, %

15.7 16.5

16.2 Dry Density, Ibm/cu.ft.
115.3
116.8
115.8
Exudation Pressure, psi
210
350
740
Expansion Pressure, (Dial Reading)
0 0
0 Expansion Pressure, psf
0 0
0 Resistance Value R
25 35
40 ER Value by Expansion Pressure (TI =): 55
33_Y'
Expansion Pressure nil
r

4.0 300 PSI

3.6 y
I
.
100

3.2 I
--f
I
90 2.8
f
80 Q
o

2.4 I
70 ;
60 .0
.'S
o
c 9 n
i
i
-'7
I
i
I
-�—
0 0
!
5075
Cover Thickness
D o o n
-P W N 07 [
_i_-_
--�
,
—1
30 a
20 T
I
da
�_ „lilt
a p
Q p d O O O 4 O 0 O O
O 0) CJ h- (f) tO .,:t• CO N .-
r
Exudation Pressure, PSI
.•, O C CO N ( O et CO N OD CD
o o 6 .- r R{ RI N 6 C') 4.

Cover Thick. Exp. Pressure, ft
Krazan Testing Laboratory

Appendix B
Page B.1

APPENDIX B

EARTHWORK SPECIFICATIONS

GENERAL
When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence.

SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans, and disposal of excess materials.

PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Inc., hereinafter known as the Soils Engineer and/or Testing Agency. Attainment of design grades when achieved shall be certified by the project Civil Engineer.

Both the Soils Engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by both the Soils Engineer and the Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Soils Engineer, Civil Engineer or project Architect.

No earthwork shall be performed without the physical presence or approval of the Soils Engineer. The Contractor shall notify the Soils Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork.

The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers.

TECHNICAL REQUIREMENTS: All compacted materials shall be densified to a density not less than 90 percent relative compaction based on ASTM Test Method D1557 or CAL -216, as specified in the technical portion of the Soil Engineer's report. The location and frequency of field density tests shall be as determined by the Soils Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged by the Soils Engineer.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

Appendix B
Page B.2
SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the soil report.

The Contractor shall make his own interpretation of the data contained in said report, and the Contractor shall not be relieved of liability under the Contract documents for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work.

DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off -site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including court costs of codefendants, for all claims related to dust or windblown materials attributable to his work.

SITE PREPARATION
Site preparation shall consist of site clearing and grubbing and the preparations of foundation materials for receiving fill.

CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter, and all other matter determined by the Soils Engineer to be deleterious or otherwise unsuitable. Such materials shall become the property of the Contractor and shall be removed from the site.

Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots larger than 1 inch. Tree roots removed in parking areas may be limited to the upper 11/2 feet of the ground surface. Backfill of tree root excavations should not be permitted until all exposed surfaces have been inspected and the Soils Engineer is present for the proper control of backfill placement and compaction. Burning in areas which are to receive fill materials shall not be permitted.

SUBGRADE PREPARATION: Surfaces to receive Engineered Fill, building or slab loads shall be prepared as outlined above, excavated/scarified to a depth of 12 inches, moisture -conditioned as necessary, and compacted to 90 percent relative compaction.

Loose soil areas, areas of uncertified fill, and/or areas of disturbed soils shall be moisture -conditioned as necessary and recompacted to 90 percent relative compaction. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. A11 areas which are to receive fill materials shall be approved by the Soils Engineer prior to the placement of any of the fill material.

EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over -excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

Appendix B
Page B.3
FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Soils Engineer. Material from the required site excavation may be utilized for construction site fills provided prior approval is given by the Soils Engineer. All materials utilized for constructing site fills shall be free from vegetation or other deleterious matter as determined by the Soils Engineer.

PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Soils Engineer.

Both cut and fill areas shall be surface -compacted to the satisfaction of the Soils Engineer prior to final acceptance.

SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed fill are as specified.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

Appendix C
Page C.1

APPENDIX C

PAVEMENT SPECIFICATIONS

1. DEFINITIONS - The term "pavement" shall include asphaltic concrete surfacing, untreated aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing, base, or subbase is to be placed.

The term "Standard Specifications": hereinafter referred to is the 2018 Standard Specifications of the State of California, Department of Transportation, and the "Materials Manual" is the Materials Manual of Testing and Control Procedures, State of California, Department of Public Works, Division of Highways. The term "relative compaction" refers to the field density expressed as a percentage of the maximum laboratory density as defined in the applicable tests outlined in the Materials Manual.

2. SCOPE OF WORK - This portion of the work shall include all labor, materials, tools, and equipment necessary for, and reasonably incidental to the completion of the pavement shown on the plans and as herein specified, except work specifically noted as "Work Not Included."

3. PREPARATION OF THE SUBGRADE - The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum relative compaction of 90 percent. The finished subgrades shall be tested and approved by the Soils Engineer prior to the placement of additional pavement courses.

4. UNTREATED AGGREGATE BASE - The aggregate base material shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base material shall conform to the requirements of Section 26 of the Standard Specifications for Class 2 material, 1' Y2 inches maximum size. The aggregate base material shall be spread and compacted in accordance with Section 26 of the Standard Specifications. The aggregate base material shall be spread in layers not exceeding 6 inches and each layer of aggregate material course shall be tested and approved by the Soils Engineer prior to the placement of successive layers. The aggregate base material shall be compacted to a minimum relative compaction of 95 percent.

5. AGGREGATE SUBBASE - The aggregate subbase shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate subbase material shall conform to the requirements of Section 25 of the Standard Specifications for Class 2 material. The aggregate subbase material shall be compacted to a minimum relative compaction of 95 percent, and it shall be spread and compacted in accordance with Section 25 of the Standard Specifications. Each layer of aggregate subbase shall be tested and approved by the Soils Engineer prior to the placement of successive layers.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

Appendix B
Page B.3

6. ASPHALTIC CONCRETE SURFACING - Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades and dimensions shown on the plans.

The viscosity grade of the asphalt shall be PG 64-10. The mineral aggregate shall be Type B, %2 inch maximum size, medium grading and shall conform to the requirements set forth in Section 39 of the Standard Specifications. The drying, proportioning and mixing of the materials shall conform to Section

39. The prime coat, spreading and compacting equipment and spreading and compacting mixture shall conform to the applicable chapters of Section 39, with the exception that no surface course shall be placed when the atmospheric temperature is below 50° F. The surfacing shall be rolled with a combination of steel wheel and pneumatic rollers, as described in Section 39-6. The surface course shall be placed with an approved self-propelled mechanical spreading and finishing machine.

7. FOG SEAL COAT - The fog seal (mixing type asphaltic emulsion) shall conform to and be applied in accordance with the requirements of Section 37.

Krazan & Associates, Inc.

With Offices Serving the Western United States
11221022 Revised Report (Retail Shopping Center)

LLG
600 S. Lake Avenue
Suite 500
Pasadena, CA 91106
626.796.2322 T
www.11gengineers.com
Pasadena
Irvine
San Diego

TRANSPORTATION IMPACT STUDY

BELLFLOWER CONVENIENCE CENTER PROJECT
City of Bellflower, California
March 4, 2026
Prepared for:

DGSG Investment Properties, LLC
3940 Laurel Canyon Boulevard, #139
Studio City, California 91604
LLG Ref. 1-24-4672-1
Prepared By:

Chin S. Taing, PTP, RSP1
Senior Transportation Planner
Under the Supervision of
Prepared By:

Alfred C. Ying, P.E., PTP
Senior Transportation Engineer Senior Transportation Engineer Francesca S. Bravo

TABLE OF CONTENTS

SECTION PAGE

1.0 Introduction 1

1.1 Study Methodology 3

2.0 Project Description 4

2.1 Project Location 4

2.2 Proposed Project Description 4

2.3 Project Site Access 6

2.3.1 Pedestrian and Bicycle Access 8

2.4 Project Trip Generation and Distribution 8

2.4.1 Project Trip Generation Forecast 8

2.4.2 Project Trip Distribution and Assignment 9

2.4.3 Project Service -Window Queuing 11

3.0 Project Site Context 17

3.1 Active Transportation Network 17

3.1.1 Pedestrian System 17

3.1.2 Bicycle System 18

3.2 Transit Network 18

3.3 Vehicle Network 23

3.3.1 Roadway Classifications 23

3.3.2 Regional Highway Access 23

3.3.3 Roadway Descriptions 24

3.4 Vehicle, Pedestrian, and Bicycle Count Data 24

3.4.1 Cumulative Development Projects 27

3.4.2 Ambient Growth Factor 35

4.0 Vehicle Miles Traveled (VMT) CEQA Transportation Analysis 36

4.1 Screening Criteria 36

4.1.1 Non -Retail Project Trip Generation Screening Criteria 36

4.1.2 Retail Project Screening Criteria 36

4.1.3 Proximity to Transit Screening Criteria 37

4.1.4 Residential Project Screening Criteria 38

4.1.5 Summary of Screening Conclusions 38

5.0 Non-CEQA Local Transportation Analysis 39

5.1 Methodology 39

5.2 Analysis Criteria 41

5.3 Existing Conditions 43

5.4 Future (Opening Year 2026) Conditions 43

5.4.1 Future Cumulative Without Project Traffic Conditions 43

5.4.2 Future Cumulative With Project Traffic Conditions 43

6.0 Summary and Conclusions 49
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4714-1 I I Bellflower Convenience Center Project
Or IOIi III_I?4-14Rcporf 47I4-RpC2doc,

TABLE OF CONTENTS (continued)

LIST OF TABLES
SECTION —TABLE # PAGE
2-1 Project Trip Generation Forecast 10
3-1 Existing Transit Routes 22
3-2 Existing Roadway Descriptions 26
3-3 Existing Traffic Volumes 28
3-4 Related Projects List and Trip Generation 31
5-1 Level of Service Criteria and Delay Characteristics 40 5-2 Summary of Intersection Delays and Levels of Service 42

APPENDICES

APPENDIX
A. Empirical Drive -Through Service Lane Queuing Data
B. Vehicle, Pedestrian, and Bicycle Count Data
C. HCM Descriptions and Levels of Service Explanation
LOS/Delay Data Worksheets — Weekday AM and PM Peak Hours LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
III Bellflower Convenience Center Project
O:\JOB_FILE\4714\Report\4714-Rpt2.docx

TABLE OF CONTENTS (continued)

LIST OF FIGURES
SECTION —FIGURE # PAGE
1-1 Vicinity Map 2
2-1 Aerial Photograph of Existing Project Site 5
2-2 Conceptual Site Plan 7
2-3 Project Trip Distribution 12
2-4 Total Project Traffic Volumes — Weekday AM Peak Hour 13 2-5 Total Project Traffic Volumes — Weekday PM Peak Hour 14 3-1 Existing and Proposed Bikeways 19
3-2 Bellflower Bike Trail 20
3-3 Existing Public Transit Routes 21
3-4 Existing and Future Lane Configurations 25
3-5 Existing Traffic Volumes — Weekday AM Peak Hour 29
3-6 Existing Traffic Volumes — Weekday PM Peak Hour 30
3-7 Location of Related Projects 32
3-8 Related Projects Traffic Volumes — Weekday AM Peak Hour 33 3-9 Related Projects Traffic Volumes — Weekday PM Peak Hour 34 5-1 Future Without Project Traffic Volumes — Weekday AM Peak Hour 44 5-2 Future Without Project Traffic Volumes — Weekday PM Peak Hour 45 5-3 Future With Project Traffic Volumes — Weekday AM Peak Hour 47 5-4 Future With Project Traffic Volumes — Weekday PM Peak Hour 48 LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
IV Bellflower Convenience Center Project
O:\JOB_FILE\4714\Report\4714-Rpt2.docx

TABLE OF CONTENTS (CONTINUED)

LIST OF ABBREVIATIONS

ABBREVIATION MEANING
ADA Americans with Disabilities Act
AWSC All -Way Stop Control
CEQA California Environmental Quality Act
CMP Congestion Management Plan
EIR Environmental Impact Report
HCM Highway Capacity Manual
ICU Intersection Capacity Utilization
ITE Institute of Transportation Engineers
LCI Office of Land Use and Climate Innovation
LD-IGR Local Development and Intergovernmental Review
LOS Level of Service
OPR Office of Planning and Research
PRC Public Resources Code
SCAG Southern California Association of Governments
SGVCOG San Gabriel Valley Council of Governments
TDM Transportation Demand Management
TISG Transportation Impact Study Guide
TWSC Two -Way Stop Control
VMT Vehicle Miles Traveled
LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
V Bellflower Convenience Center Project
O:\JOB_FILE\4714\Report\4714-Rpt2.docx

TRANSPORTATION IMPACT STUDY

BELLFLOWER CONVENIENCE CENTER PROJECT
City of Bellflower, California
March 4, 2026

1.0 INTRODUCTION
This transportation impact study has been conducted to identify and evaluate the potential transportation impacts of the proposed Bellflower Convenience Center project ("Project"). The proposed Project site is located at the southwest corner of the Bellflower Boulevard and Ramona Street intersection in the City of Bellflower, California and is currently unoccupied vacant land. The Project site location and general vicinity are shown in Figure 1-1.

The transportation impact analysis follows the analysis recommendations set forth by the California Governor's Office of Planning and Research ("OPR") in the Technical Advisory on Evaluating Transportation Impacts in CEQA1 ("Technical Advisory"). Specifically, in compliance with California Environmental Quality Act ("CEQA") Sections 15064.3 and 15064.7, this transportation impact analysis utilizes Vehicle Miles Traveled ("VMT") for the purpose of analyzing transportation impacts under CEQA. In addition, the City of Bellflower requires additional site access studies in order to identify a proposed project's effect on local transportation infrastructure. The site access studies prepared for the proposed Project evaluate potential project - related effects on intersection operations and Level of Service ("LOS") at six (6) key intersections and five (5) driveway intersections in the vicinity of the Project site. The study intersections were determined in consultation with City of Bellflower staff.

In summary, this report (i) presents the Project's existing transportation network context, (ii) presents existing traffic volumes, (iii) forecasts cumulative baseline conditions, (iv) forecasts Project -generated traffic, (v) assesses the potential for Project -related transportation impacts consistent with the CEQA based and non-CEQA based metrics, and (vi) recommends transportation network improvement measures, where necessary. 1 "Technical Advisory on Evaluating Transportation Impacts in CEQA", State of California Governor's Office of Planning and Research, December 2018.

LINSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
1 O:\JOB_FILE\4714\Report\4714-Rpt2.docx

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Bellflower Convenience Center Project

1.1 Study Methodology
The CEQA and non-CEQA analysis criteria for this transportation impact report were identified in consultation with City of Bellflower staff. The analysis criteria were determined based on the Technical Advisory, the proposed Project description and location, and the characteristics of the surrounding transportation system. As the Lead Agency, the City of Bellflower confirmed the appropriateness of the analysis criteria when it approved the transportation impact analysis Scope of Work memorandum.

On September 27, 2013, Governor Brown signed Senate Bill ("SB") 743 (Steinberg, 2013).

Among other things, SB 743 initiated a change in the methodology to analyze transportation impacts under CEQA (Public Resources Code ["PRC"] Section 21000 and following). Through PRC Section 21099, which states in part that "automobile delay, as described solely by level of service or similar measures of vehicular capacity or traffic congestion shall not be considered a significant impact on the environment," SB 743 directed the former California Governor's Office of Planning and Research ("OPR") to identify a new metric for evaluating transportation impacts.

OPR identified vehicle miles traveled ("VMT") as the most appropriate metric, and developed the Technical Advisory, which provides non -binding recommendations on the implementation of VMT analysis methodology that has significantly informed the way VMT analyses are conducted in the State. State-wide implementation of the new metric was required by July 1, 2020. Effective July 1, 2024, OPR was renamed to the Office of Land Use and Climate Innovation ("LCI") with a renewed focus on land use, climate change, housing opportunities, and community empowerment.

Pursuant to current statutes, the City of Bellflower utilizes VMT as the metric for determining environmental impacts in compliance with SB 743. It is noted that the City of Bellflower adopted the Los Angeles County Public Works Transportation Impact Analysis Guidelines (County's Guidelines); thus, the VMT assessment has been prepared in compliance with the methodology outlined in the County's Guidelines.

The County's Guidelines further note that the passage of SB 743 and the resulting implementation of VMT does not prevent agencies from continuing to analyze delay or LOS outside of CEQA review for other transportation planning or analysis purposes (i.e., general plans, impact fee programs, corridor studies, congestion reduction, or ongoing network monitoring). The City of Bellflower therefore also requires additional studies of the local transportation network.

Specifically, the City of Bellflower requires an operational analysis of intersections in the vicinity of a proposed project in order to evaluate site access and circulation constraints that may be caused or worsened by project -generated traffic. For purposes of this analysis, a total of six (6) study intersections and five (5) driveway study intersections were selected in coordination with City of Bellflower staff. The study intersections are illustrated in Figure 1-1. This non-CEQA local assessment utilizes the Highway Capacity Manual (HCM) methodology to evaluate Level of Service (LOS) operations for the weekday AM and PM peak hour conditions at the unsignalized and signalized study intersections.

LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
3 O:\JOB_FILE\4714\Report\4714-Rpt2.docx

2.0 PROJECT DESCRIPTION

2.1 Project Location
The proposed Project site is located at the southwest corner of the Bellflower Boulevard and Ramona Street intersection in the City of Bellflower, California. The Project site is generally bounded by Ramona Street to the north, Cedar Street to the south, Bellflower Boulevard to the east, and multi- family residential and automobile care uses to the west. The Project site location and general vicinity are shown in Figure 1-1.

The Project site is currently vacant and will consist of a merger of eight existing parcels into five numbered parcels totaling approximately 3.63 acres (158,192 square feet), and dedication of three lots totaling approximately 0.35 acres (15,035 square feet). The existing Project site contains five driveways, including four driveways on Ramona Street and one driveway on Cedar Street. An aerial photograph of the existing Project site is presented in Figure 2-1.

2.2 Proposed Project Description
The proposed Project consists of the development of four (4) separate buildings of restaurants with and without drive -through services, a retail/convenience store with a gas station, and an electric vehicle charging lot. The Project consists of the following components as described for each parcel:
- Parcel 1 includes an approximate 1,025 square -foot coffee shop with a Y -configuration drive -through service. The potential tenant for Pad 1 could be Dutch Bros. - Parcel 2 includes an approximate 2,568 square -foot fast-food restaurant with a single lane drive -through service. The potential tenant for Pad 2 could be Habit Burger & Grill.

Parcel 3 includes a multi -tenant building totaling 5,728 square feet. Tenant A includes a 2,407 square foot fast-food restaurant with a single lane drive -through service. Tenants B, C, and D include fast-food restaurant space without drive -through service totaling 3,321 square feet. No potential tenants have been identified yet for Pad 3. - Parcel 4 includes an approximate 3,062 square -foot retail convenience store building with gasoline station that provides eight (8) fueling positions. - Parcel 5 is designed as an electric vehicle charging facility capable of accommodating 24 direct -current fast charger stalls that will be open to the general public/community.

LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-4
O:\JOB_FILE\4714\Report\4714-Rpt2.docx

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Bellflower Convenience Center Project

The proposed project is also planned to provide a total of 143 parking spaces distributed throughout the site. Vehicular access to the Project site will be accommodated by five (5) new driveways (i.e., one on Ramona Street, three on Bellflower Boulevard, and one on Cedar Street). Further discussion of the proposed Project site access is provided in Section 2.3 below. Construction and occupancy of the Project is proposed to be completed by the year 2026. The conceptual site plan for the Project is illustrated in Figure 2-2.

2.3 Project Site Access
Direct vehicular access to the Project site will be accommodated by a total of five (5) new driveways, including one on Ramona Street, three on Bellflower Boulevard, and one on Cedar Street. The Project driveways and vehicular access scheme are described in detail below and shown in Figure 2-2:
• Ramona Street Driveway:

The Ramona Street driveway is located on the south side of Ramona Street, along the northerly property frontage. This new 35 -foot -wide driveway will provide direct access to the main north -south drive aisle and surface parking areas throughout the Project site. The Ramona Street driveway will provide full access (i.e., right -turn and left -turn ingress and egress movements) to the Project site, with immediate access to the electric vehicle charging lot in Parcel 5.
• Bellflower Boulevard Northerly Driveway:

The Bellflower Boulevard northerly driveway is located on the west side of Bellflower Boulevard, along the easterly site boundary. Due to the presence of the existing raised median island along Bellflower Boulevard which extends along this portion of the project frontage, the Bellflower Boulevard northerly driveway will be limited to right -turn ingress and right -turn egress turning movements only. This new 35 -foot -wide driveway will provide immediate access to the proposed gas station and convenience market in Parcel 4 and the fast-food restaurants in Parcel 3.
• Bellflower Boulevard Middle Driveway:

The Bellflower Boulevard middle driveway is also located on the west side of Bellflower Boulevard, along the easterly site boundary. The existing raised median island along Bellflower Boulevard which extends along the project frontage has an opening at this location such that the Bellflower Boulevard middle driveway will be limited to left -turn and right -turn ingress and right -turn egress turning movements only. This new 30 -foot - wide driveway will provide immediate access to the fast-food restaurant with drive -through service in Parcel 2.

LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
6 O:\JOB_FILE\4714\Report\4714-Rpt2.docx

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Not to Scale
LLG
Figure 2-2
Conceptual Site Plan
7 Bellflower Convenience Center Project

• Bellflower Boulevard Southerly Driveway:

The Bellflower Boulevard southerly driveway is located on the west side of Bellflower Boulevard, along the easterly site boundary. Due to the presence of the existing raised median island along Bellflower Boulevard which extends along this portion of the project frontage, the Bellflower Boulevard southerly driveway will be limited to right -turn ingress and right -turn egress turning movements only. This new 30 -foot -wide driveway will provide immediate access to the proposed coffee shop with drive -through service in Parcel

1. • Cedar Street Driveway:

The Cedar Street driveway is located on the north side of Cedar Street at the southern portion of the site. This Project driveway provides direct access to the main north -south drive aisle that connects to each of the parcels. The proposed 26 -foot -wide project driveway will provide full access (i.e., right -turn and left -turn ingress and egress movements) to the Project site.

The site access and circulation may be accommodated via inter -parcel connections through reciprocal access and parking agreements between the site's parcel representative/s. Within the Project site, vehicle circulation will be accommodated by drive -aisles which provide access to the surface parking areas and the drive -through service queue storage lanes. All of the individual drive -through service lanes are designed to wrap counterclockwise around each of the respective coffee shop/fast-food restaurant buildings.

2.3.1 Pedestrian and Bicycle Access
The Project site is planned to provide pedestrian and bicycle access as well. The Project will provide sidewalks, curb, and gutter along all of its internal private roadways in order to accommodate pedestrian access between each parcel. The internal sidewalks will connect to the existing public sidewalks provided along Ramona Street, Bellflower Boulevard, and Cedar Street adjacent to the Project site. Thus, the Project will provide a comfortable, convenient, and safe environment for pedestrians to access the Project site to/from the public right-of-way. Bicycle access to and from the Project site will also be provided via Bellflower Boulevard and will be accommodated by the Project's internal roadway network.

2.4 Project Trip Generation and Distribution

2.4.1 Project Trip Generation Forecast
Traffic trip generation is expressed in vehicle trip ends, defined as one-way vehicular movements, either entering or exiting the generating land use. The traffic volumes anticipated to be generated by the Project were forecast for the typical weekday AM and PM peak commute hours as well as over a 24 -hour period (i.e., daily). Trip generation rate information provided in the Institute of Transportation Engineers' ("ITE") Trip Generation Manual, 12th Edition2 and site -specific studies 2 Institute of Transportation Engineers Trip Generation Manual, 12th Edition, Washington D.C., 2025.

LINSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
8 O:\JOB_FILE\4714\Report\4714-Rpt2.docx

for electric vehicle charging lots were utilized to prepare the project trip generation forecast.

Specifically, trip generation average rates for the following ITE Land Use Codes were used to forecast the traffic volumes expected to be generated by the Project:
• Land Use 933: Fast-food restaurant without drive -through window • Land Use 934: Fast-food restaurant with drive -through window • Land Use 937: Coffee/Donut shop with drive -through window • Land Use 945: Convenience store/gas station
The trip generation rates for the proposed electric vehicle charging lots were obtained from site - specific studies contained in Trip Generation Assessment for 7001-7003 Santa Monica Boulevard, prepared by LLG, June 17, 2022, and City of Los Angeles Inter-Depai liuental Correspondence from Los Angeles Department of Transportation to Department of City Planning, Access and Circulation Assessment for the Tesla Santa Monica Project at 7001 West Santa Monica Boulevard, September 19, 2022.

In addition to the trip generation forecasts for the Project (which are essentially an estimate of the number of vehicles that could be expected to enter and exit the Project site access points), a forecast was also made of likely pass -by trips that could be anticipated at the site for the proposed Project.

Pass -by trips are intermediate stops made on the way from an origin to a primary trip destination without a route diversion. Pass -by trips are attracted from traffic passing the site on an adjacent street or roadway that offers direct access to the site. The ITE Trip Generation Handbook, 3rd Edition3 presents the national database of pass -by trip rates for 25 land uses, including the proposed Project land use types. Pursuant to the data presented in the Handbook, pass -by trip adjustments ranging between 50% to 81% have been applied to the weekday AM and PM peak hour vehicle trip generation forecasts, as well as to the daily vehicle trip generation forecast for the various Project components.

The trip generation forecast for the Project is summarized in Table 2-1. As presented in Table 2- 1, the Project is expected to generate 241 net new vehicle trips (117 inbound trips and 124 outbound trips) during the weekday AM peak hour. During the weekday PM peak hour, the Project is expected to generate 227 net new vehicle trips (113 inbound trips and 114 outbound trips). Over a 24 -hour period, the Project is forecast to generate 3,080 net new daily vehicle trips (1,540 inbound trips and 1,540 outbound trips) on a typical weekday.

2.4.2 Project Trip Distribution and Assignment
Project traffic volumes both entering and exiting the Project site have been distributed and assigned to the adjacent street system based on the following considerations:
• The site's proximity to major traffic corridors (i.e., Bellflower Boulevard, Artesia Boulevard, etc.);
3 Institute of Transportation Engineers Trip Generation Handbook, 3rd Edition, Washington, D.C., revised 2017.

LINSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
9 O:\JOB_FILE\4714\Report\4714-Rpt2.docx

Table 2.1
PROJECT TRIP GENERATION FORECAST [1]

TRIP GENERATION RATES

LAND USE CATEGORY

LAND USE
CODE

VARIABLE

WEEKDAY
DAILY

WEEKDAY

AM PEAK HOUR

WEEKDAY

PM PEAK HOUR
IN (%)
OUT (%)
TOTAL
IN (%)
OUT (%)
TOTAL
Fast-food Restaurant without Drive -Through Window
933
Per 1,000 SF
413.41
45%
55%

39.55 48%
52%

36.73 Fast-food Restaurant with Drive -Through Window
934
Per 1,000 SF
448.12
51%
49%

33.24 52%
48%

31.60 Coffee/Donut Shop with Drive -Through Window
937
Per 1,000 SF
600.50
51%
49%

85.41 50%
50%

39.00 Convenience Store/Gas Station
945
Per Vehicle Fueling
Position
211.05
50%
50%

13.65 50%
50%

15.85 EV Charging Station
[2]
Per Standard Vehicle
Charging Stall

17.50 45%
55%

1.25 45%
55%

1.06 PROJECT TRIP GENERATION FORECAST

LAND USE

LAND USE
CODE
SIZE
DAILY
TRIP ENDS [3]

VOLUMES

AM PEAK HOUR
VOLUMES [3]

PM PEAK HOUR
VOLUMES [3]
IN
OUT
TOTAL
IN
OUT
TOTAL
Proposed Project
Parcel 1:

Coffee Shop with Drive -Through Window
937
1,025 GSF
616
45 43
88 20
20 40
- Less Pass -by (81%) [4],[5]
(499)
(36)
(35)
(71)
(16)
(16)
(32)
Parcel 2:

Fast-food Restaurant with Drive -Through Window
934
2,568 GSF
1,151
43 42
85 42
39 81
- Less Pass -by (50%) [4],[6]
(576)
(22)
(21)
(43)
(21)
(20)
(41)
Parcel 3:

Fast-food Restaurant with Drive -Through Window
934
2,407 GSF
1,079
41 39
80 40
36 76
- Less Pass -by (50%) [4],[6]
(540)
(21)
(20)
(41)
(20)
(18)
(38)
Fast-food Restaurant without Drive -Through Window
933
3,321 GSF
1,373
59 72
131
59 63
122
- Less Pass -by (50%) [4],[7]
(687)
(30)
(36)
(66)
(30)
(32)
(62)
Parcel 4:

Gas Station with Convenience Market
945
8 VFP
1,688
55 54
109
64 63
127
- Less Pass -by (56%) [4],[8]
(945)
(31)
(30)
(61)
(36)
(35)
(71)
Parcel 5:

Electric Vehicle Charging Station
[2]
24 Stalls
420
14 16
30 11
14 25
TOTAL PROJECT TRIPS (with Pass -by Adjustments)
3,080
117
124
241
113
114
227
TOTAL PROJECT TRIPS (without Pass -by Adjustments)
6,327
257
266
523
236
235
471
[1] Source: ITE "Trip Generation Manual", 12th Edition, 2025. [2] Trip Generation Assessment for 7001-7003 Santa Monica Boulevard , prepared by LLG, June 17, 2022 and City of Los Angeles Inter -Departmental Correspondence from LADOT to Department of City Planning, Access and Circulation Assessment for the Tesla Santa Monica Project at 7001 West Santa Monica Boulevard, September 19, 2022.
[3] Trips are one-way traffic movements, entering or leaving. [4] Sources: ITE "Trip Generation Manual", 12th Edition, 2025 and ITE "Trip Generation Handbook", 3rd Edition, September 2017. Pass -by trips are made as intermediate stops on the way from an origin to a primary destination without a route diversion. Pass -by trips are attracted from traffic passing the site on an adjacent street or roadway that offers direct access to the site.
[5] A pass -by adjustment of 81% has been applied to the daily, AM, and PM peak hour trip generation forecasts, based on information provided for ITE Land Use 937 (Coffee Shop with Drive -Through Window).
[6] A pass -by adjustment of 50% has been applied to the daily, AM, and PM peak hour trip generation forecasts, based on information provided for ITE Land Use 934 (Fast-food Restaurant with Drive -Through Window).
[7] No pass -by adjustments provided for ITE Land Use Code 933. Thus, a pass -by adjustment of 50% has been applied to the daily, AM, and PM peak hour trip generation forecasts, based on information provided for ITE Land Use 934 (Fast-food Restaurant with Drive -Through Window). [8] A pass -by adjustment of 56% has been applied to the daily, AM, and PM peak hour trip generation forecasts, based on information provided for ITE Land Use 945 (Convenience Store/Gas Station).

LINSCOTT, LAW & GREENSPAN, engineers
-10-
LLG Ref. 1-25-4714-1
Bellflower Convenience Center Project

• Expected localized traffic flow patterns based on adjacent roadway channelization and presence of traffic signals;
• Existing intersection traffic volumes;
• Ingress/egress availability at the Project site assuming the site access and circulation scheme described in Section 2.3;
• Nearby population and employment centers; and
• Input from City of Bellflower staff.

The general, directional traffic distribution pattern for the Project is presented in Figure 2-3. The forecast weekday AM and PM peak hour net new Project traffic volumes at the study intersections are presented in Figures 2-4 and 2-5, respectively. The traffic volume assignments presented in Figures 2-4 and 2-5 reflect the traffic distribution characteristics shown in Figure 2-3 and the Project trip generation forecast presented in Table 2-1. No pass -by trip adjustments were applied for the site adjacent study intersections (i.e., Intersection No. 5: Bellflower Boulevard/Ramona Street, Intersection No. 6: Bellflower Boulevard/Cedar Street) and the driveway study intersections (i.e., Intersection No. 7: Project Driveway/Ramona Street, Intersection No. 8: Bellflower Boulevard/Northerly Project Driveway, Intersection No. 9: Bellflower Boulevard/Middle Project Driveway; Intersection No. 10: Bellflower Boulevard/Southerly Project Driveway, Intersection No. 11: Project Driveway/Cedar Street).

2.4.3 Project Service -Window Queuing
A review of the expected drive -through service -window vehicle queue lengths was conducted to determine the adequacy of each of the proposed drive -through service lane queue storage areas. A queuing analysis for the proposed drive -through service lanes is provided below.

In recognition of the vehicle queuing characteristics of drive -through coffee shops/restaurants, vehicle queuing at an existing comparable drive -through location in the Southern California region was reviewed in order to more appropriately forecast the expected vehicle queue at the Project site.

As part of this review, the historical drive -through service vehicle queuing data4 previously collected for an existing Dutch Bros site located at 9067 Warner Avenue in Fountain Valley was utilized. The drive -through service queuing survey was conducted for a 24 -hour weekday period in September 2024 as included in Appendix A. The 95th percentile observed queue at the Fountain Valley Dutch Bros site was 11 vehicles. The study also noted that this drive -through vehicle queuing data was collected within the store's opening month, which typically experiences heightened demand within the first year of operation.
4 On -Site Circulation and Queuing Assessment for Dutch Bros at 20377 Avalon Boulevard in Carson, Appendix B, prepared by Kittelson & Associates, Inc., June 9, 2025.

LINSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-11-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

o:\job_flle\4714\dwg\12-3.dwg 11/20/2025
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(XX%) = Outbound Percentage
- 12 -
Bellflower Convenience Center Project

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Bellflower Convenience Center Project

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- 14 - Bellflower Convenience Center Project

For the Habit Burger & Grill casual restaurant, a drive -through queuing demand study5 was conducted based on arrival and service times data that was collected from their on -site traffic monitoring systems in August/October 2024 for four (4) sites in California and one (1) site in Arizona. The drive -through service queuing survey data is also contained in Appendix A. As determined from the queuing study, the 95th percentile queue at the five sites during the average peak hour was concluded to be nine (9) vehicles.

As shown in the Project site plan illustrated in Figure 2-2, the queuing storage capacity and configuration for each of the drive -through service areas are summarized as follows:
• Parcel 1: Y -configuration drive -through storage area for up to 17 vehicles (Dutch Bros) • Parcel 2: Single lane drive -through storage area for up to 8 vehicles (Habit Burger & Grill) • Parcel 3: Single lane drive -through storage area for up to 11 vehicles (Fast -Food Restaurant) Based on the proposed configuration of the drive -through service lanes, each of the drive -through service areas is expected to accommodate between eight (8) to 17 vehicles. The vehicle queuing storage capacities mentioned previously are measured from the pick-up window to the entry of the drive -through service lanes, with additional storage for another one to two vehicles if patrons are instructed to pull forward from the pick-up window to the end of the drive -through lane. Parcels 1 and 2 of the Project are not expected to experience atypical queue management or high demand from a unique source, therefore the observed 95th percentile vehicle queues (i.e., 11 vehicles of the existing Dutch Bros and nine vehicles of the existing Habit Burger & Grill) represent a conservative estimate. The remaining fast-food restaurant with drive -through service for Parcel 3 is expected to experience lesser drive -through demands than that of typical coffee shops with drive - through operations such as the Dutch Bros site. Therefore, it is anticipated that the proposed individual drive -through vehicle queue storage areas will adequately accommodate the forecast vehicle queues within each parcel and the overall Project site.

It should also be noted that the City of Bellflower Zoning Code (Section 17.48.140) specifies that the drive -through aisles for commercial establishments shall provide sufficient queuing area behind the pick-up window to accommodate a minimum of six (6) vehicles. As mentioned previously, all of the proposed drive -through service areas are planned to provide more than the minimum Code queuing area requirements and are expected to accommodate the vehicle queue lengths based on the forecast demand. It is recommended that clear signage directing vehicles to each of the drive -through windows be installed on the Project site to minimize unnecessary circulation within the site.

Even though it is anticipated that the proposed drive -through service lanes will adequately accommodate vehicle queuing at the Project site, it is recommended that each site manager implement the following program on an as -needed basis during peak operating times in order to 5 Habit Burger & Grill Drive -Through Queuing Demand Analysis, Attachment A, prepared by EPD Solutions, Inc., October 7, 2025.

LINscorr, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-15-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

minimize the occurrence/duration of any overflow queuing. The recommended program consists of the following items, including but not limited to:
• Assign a partner (staff member) to monitor the queue in the drive -through lanes, particularly to determine circumstances where the queue may extend into the internal drive aisle for entry to the drive -through lanes.
• Deploy employees/order takers during peak hours, if necessary, to conduct remote ordering with tablets in order to expedite drive -through operations. • All employees/order takers will be provided training such that staff/order takers are aware of the peak time periods and instructed to move vehicles forward in an orderly fashion so as to minimize pockets of unused queuing storage space when receiving orders from patrons.
• Team members will control the drive -through area after the pick-up window, ensuring that only one vehicle will depart at a time after they receive their order, and also to pull forward if needed to provide additional queuing area. Appropriate safety signage and protocols should be placed throughout the drive -through area.

Additionally, during the initial opening period for each of the drive -through restaurant operations, the City reserves the right to monitor, adjust and moderate operations to accommodate traffic flow if needed.

LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-16-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

3.0 PROJECT SITE CONTEXT
The Project site is located within a well -established multi -modal transportation network maintained by the City of Bellflower. The following sections will provide an overview of the transportation infrastructure in the vicinity of the Project site, including infrastructure which supports both motorized and non -motorized transportation modes.

3.1 Active Transportation Network
Active transportation generally encompasses walking, biking, and other active transportation modes. Distinct facilities are often provided for these non -vehicular modes. Most prominently, paved sidewalks are typically provided to facilitate pedestrian travel outside of the roadway. In some cases, bicycle facilities such as painted bike lanes or separated bike paths are provided within the roadway in order to separate bike traffic from vehicular traffic. Roadways which are designed to prioritize non -vehicular transportation modes utilize complimentary non -vehicular infrastructure in order to promote comfortable, safe travel for both pedestrians and bicyclists. A review of the pedestrian and bicycle infrastructures provided in the vicinity of the Project site is provided below.

3.1.1 Pedestrian System
Pedestrian infrastructure consists of facilities such as sidewalks, crosswalks, pedestrian signals, curb access ramps, Americans with Disabilities Act ("ADA") compliant tactile warning strips, and curb extensions, among other things. These facilities are generally provided within the study area.

Public sidewalks are provided along the Project frontages, as well as along most roadways within the vicinity of the Project site, including Ramona Street, Bellflower Boulevard, Cedar Street, and Artesia Boulevard. The Project will ensure that sidewalks, curb, and gutter along its frontages are in compliance with the City of Bellflower standards.

Traditional parallel bar or high visibility pedestrian crosswalks with pedestrian signals are provided at the signalized intersections in the vicinity of the Project site. Blue high visibility pedestrian crosswalks are provided for all legs of the Bellflower Boulevard/Artesia Boulevard and Bellflower Boulevard/Ramona Street intersections and across the east and west legs of the Bellflower Boulevard/Cedar Street intersection. In addition, curb extensions/bulb-outs are installed at the Bellflower Boulevard/Cedar Street intersection and Bellflower Boulevard/Rose Street intersection.

Additionally, ADA curb ramps with tactile warning strips consisting of blue or yellow truncated dome pads are provided at most major intersections on Bellflower Boulevard in the vicinity of the Project site, although truncated dome pads are not provided for the existing ADA ramps at the Ardmore Avenue/Ramona Street and Ardmore Avenue/Cedar Street intersections.

LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-17-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

3.1.2 Bicycle System
Bicycle infrastructure consists of both facilities within the roadway as well as public bicycle parking spaces. The Federal and State transportation systems recognize four primary bikeway facilities: Bicycle Paths (Class I), Bicycle Lanes (Class II), Bicycle Routes (Class III), and Separated Bikeways (Class IV). Bicycle Paths (Class I) are exclusive car -free facilities that are typically not located within a roadway area. Bicycle Lanes (Class II) are part of the street design that is dedicated only for bicycles and identified by a striped lane separating vehicle lanes from bicycle lanes. Bicycle Routes (Class III) are preferably located on collector and lower volume arterial streets. Separated Bikeways (Class IV) are similar to Bicycle Lanes (Class II), but also provide physical separation between vehicle lanes and bicycle lanes.

The City of Bellflower General Plan Circulation Element6 (1997), which provided the existing and planned citywide bicycle network identified Woodruff Avenue (between Foster Road and Rose Street) as a Class III bike route. The City of Bellflower General Plan existing and proposed bikeways network is illustrated in Figure 3-1. More recently as part of the Bellflower Boulevard Median Project, northbound and southbound bike lanes are installed on Bellflower Boulevard between Artesia Boulevard and Rose Avenue.

The City Parks and Recreation Master Plan7 also includes the Bellflower Bike Trail, a 2.3 -mile pedestrian and bike trail that traverses the City from east to west, beginning at Caruthers Park and ending at Lakewood Boulevard at Paseo Street. The Bellflower Bike Trail includes two five-foot wide striped bike lanes and a four -foot wide pedestrian lane. Other trails within the City include the Riverview Park Trail, a one-half mile long Class I multi -use path that connects to the San Gabriel River Trail. The Bellflower Bike Trail and other park planned improvements in the City are illustrated in Figure 3-2.

3.2 Transit Network
Public transit services are provided within the Project study area by Long Beach Transit and the City of Bellflower Transit (Bellflower Bus). The existing public transit routes in the vicinity of the Project site are illustrated in Figure 3-3. A summary of the existing transit service within approximately one mile of the Project site, including the transit line number, corridor(s) served, and typical number of buses per hour is presented in Table 3-1. As summarized in Table 3-1, three public transit bus routes provide service along roadways in the vicinity of the Project site. Each line provides service approximately every 30 minutes during the morning and evening peak commute hours.
6 City of Bellflower Circulation Element Update Final Report, April 1997. 7 City of Bellflower Parks and Recreation Master Plan, November 12, 2024.

LINSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-18-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

LLG
* Project Site
MAP SOURCE: CITY OF BELLFLOWER CIRCULATION ELEMENT UPDATE FINAL REPORT, 1997 - 19 -
Figure 3-1
Existing and Proposed Bikeways
Bellflower Convenience Center Project

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Infill amenities are recommendations that add new
amenities to the identified infill sites based on an
identified need.

Planned Improvements
Park -wide improvement may include better con-
nectivity and beautification.
* Project Site
SOURCE: CITY OF BELLFLOWER PARKS AND RECREATION MASTER PLAN, 2024 Figure 3-2
Bellflower Bike Trail
- 20 - Bellflower Convenience Center Project

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-21-
Bellflower Convenience Center Project

Table 3-1
EXISTING TRANSIT ROUTES [1]
ROUTE

DESTINATIONS

ROADWAY(S)

NEAR SITE
NO. OF BUSES/TRAINS

DURING PEAK HOUR
DIR
AM
PM
Long Beach Transit 91
Bellflower to Long Beach via Lakewood, Signal Hill
Bellflower Boulevard, Artesia Boulevard, Ramona Street, EB
2 2
Cedar Street
WB
2 2
Long Beach Transit 141
Artestia Station to Artesia Boulevard
Bellflower Boulevard, Artesia Boulevard, Ramona Street, NB
2 2
Cedar Street
SB
2 2
Bellflower Bus South Route
Belmont & Civic Center to Clark & Alondra
Bellflower Boulevard, Artesia Boulevard, Ramona Street, One -Way
Clockwise
2 2
TOTAL
10 10
[1] Sources: Long Beach Transit and City of Bellflower websites, 2025.

LINSCOTT, LAW & GREENSPAN, engineers
LLG Ref. 1-25-4714-1
Bellflower Convenience Center Project
- 22 -

Public bus transit services are provided on Artesia Boulevard north of the Project site and along Bellflower Boulevard adjacent to the Project site. No public transit bus lines currently provide service along Ardmore Avenue, Ramona Street or Cedar Street. The nearest public bus stop to the Project site is provided for Long Beach Transit Line 91. Northbound and southbound public bus stops for Long Beach Transit Line 91 are provided along the Project site's easterly frontage just south of Ramona Street, where in addition to signage, a public trash receptacle is provided on the west side of Bellflower Boulevard, and a bus bench and public trash receptacle is provided on the east side of Bellflower Boulevard.

3.3 Vehicle Network

3.3.1 Roadway Classifications
The City of Bellflower utilizes the roadway categories recognized by regional, state and federal transportation agencies. There are four general categories in the roadway hierarchy, ranging from freeways with the highest capacity to two-lane undivided roadways with the lowest capacity. The roadway categories are summarized as follows:
• Freeways are limited -access and high speed travel ways included in the state and federal highway systems. Their purpose is to carry regional through -traffic. Access is provided by interchanges with typical spacing of one mile or greater. No local access is provided to adjacent land uses.
• Arterial roadways are major streets that primarily serve through -traffic and provide access to abutting properties as a secondary function. Arterials are generally designed with four to six travel lanes and their major intersections are signalized. This roadway type is divided into two categories: principal and secondary arterials. Principal arterials are typically four - or -more lane roadways and serve both local and regional through -traffic. Secondary arterials are typically two -to -four lane streets that service local and commute traffic. • Collector roadways are streets that provide access and traffic circulation within residential and non-residential (e.g., commercial and industrial) areas. Collector roadways connect local streets to arterials and are typically designed with two through travel lanes (i.e., one through travel lane in each direction) that may accommodate on -street parking. They may also provide access to abutting properties.
• Local roadways distribute traffic within a neighborhood, or similar adjacent neighborhoods, and are not intended for use as a through -street or a link between higher capacity facilities such as collector or arterial roadways. Local streets are fronted by residential uses and do not typically serve commercial uses.

3.3.2 Regional Highway Access
Primary regional access is provided by the State Route 91 (SR -91) Freeway and the Interstate 605 (I-605) Freeway as shown in Figure 1-1. In the Project vicinity, four to five mixed -flow mainline lanes and one High Occupancy Vehicle (HOV) lane are provided in each direction on the SR -91 LINSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
- 23 -
O:\JOB_FILE\4714\Report\4714-Rpt2.docx

Freeway. SR -91 Freeway westbound and eastbound on -/off -ramps are provided at Bellflower Boulevard approximately one -quarter mile north of the Project site, and westbound off- and eastbound on -ramps are provided at Clark Avenue northwest of the Project site.

3.3.3 Roadway Descriptions
Immediate access to the Project site is provided via Bellflower Boulevard, Ramona Street and Cedar Street. The following study intersections were selected for analysis in consultation with the City of Bellflower staff:

1. Ardmore Avenue/Artesia Boulevard (signalized)

2. Ardmore Avenue/Ramona Street (unsignalized)

3. Ardmore Avenue/Cedar Street (unsignalized)

4. Bellflower Boulevard/Artesia Boulevard (signalized)

5. Bellflower Boulevard/Ramona Street (signalized)

6. Bellflower Boulevard/Cedar Street (signalized)

7. Project Driveway/Ramona Street (unsignalized)

8. Bellflower Boulevard/Northerly Project Driveway (unsignalized)

9. Bellflower Boulevard/Middle Project Driveway (unsignalized)

10. Bellflower Boulevard/Southerly Project Driveway (unsignalized)

11. Project Driveway/Cedar Street (unsignalized)
The existing and future lane configurations and traffic control measures at the study intersections are displayed in Figure 3-4. Descriptions of the roadways in the study area are provided in Table 3-2, including the roadway classification, number of lanes, median types, and speed limits designated by the City of Bellflower.

3.4 Vehicle, Pedestrian, and Bicycle Count Data
Manual counts of vehicle, pedestrian, and bicycle volumes were conducted at six (6) of the 11 study intersections during the weekday morning (AM) and afternoon (PM) peak periods to determine the peak hour traffic volumes. Traffic counts were not conducted at the five (5) driveway intersections (i.e., Intersection Nos. 7 through 11) as those are future intersections upon Project completion. The manual counts were conducted in September 2025 by an independent traffic count subconsultant (The Traffic Solution) at the study intersections on a typical weekday from 7:00 AM to 9:00 AM and from 4:00 PM to 6:00 PM to determine the AM and PM peak commute hours, respectively. It is noted that all traffic counts were conducted when local schools were in regular, in -person session.

LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-24-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

0 m
m

ARTESIA
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i©
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Figure 3-4
Existing and Future Lane Configurations
Bellflower Convenience Center Project

Table 3-2

EXISTING ROADWAY DESCRIPTIONS

ROADWAY
CLASSIFICATION [1]

TRAVEL LANES
MEDIAN
TYPES [4]
SPEED
LIMIT
DIRECTION [2]
NO. LANES [3]
Ardmore Avenue
Local Street
NB-SB
2 N/A
25 Bellflower Boulevard
-North of Artesia Boulevard
-North of Rose Street
-South of Rose Street
Secondary Arterial
Secondary Arterial
Secondary Arterial
NB-SB
NB-SB
NB-SB
4 4 [5]
4 N/A
RMI
2WLT
30 35
35 Artesia Boulevard
-East of Bellflower Boulevard
-West of Bellflower Boulevard
Major Arterial
Major Arterial
EB-WB
EB-WB
4 4
2WLT
RMI
40 40
Ramona Street
Local Street
EB-WB
2 N/A
25 Cedar Street
Local Street
EB-WB
2 N/A
25 Notes:
[1] Roadway classifications obtained from the City of Bellflower Circulation Element Updated Final Report , adopted 1997. [2] Direction of roadways in the project area: NB-SB = northbound and southbound; and EB-WB = eastbound and westbound. [3] Number of lanes in both directions on the roadway. Variations in number of travel lanes due to time restricted on -street parallel parking are noted below. [4] Median type of the road: RMI = Raised Median Island; 2WLT = 2 -Way Left -Turn Lane; and N/A = Not Applicable. [5] Class II Bike Lane.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4714-1 Bellflower Convenience Center Project
- 26 -

The existing weekday AM and PM peak hour intersection vehicle traffic volumes by approach are summarized in Table 3-3. The existing traffic volumes at the study intersections during the weekday AM and PM peak hours are shown in Figures 3-5 and 3-6, respectively. Summary data worksheets of the manual traffic counts of the study intersections are contained in Appendix B.

For each study intersection, the highest one -hour total traffic volumes (i.e., four consecutive 15 - minute time intervals) traversing through the intersection during the 7:00 to 9:00 AM and 4:00 to 6:00 PM time periods were selected so as to determine the respective weekday AM and PM peak hour traffic volumes for each study intersection. For purposes of the transportation impact analysis, this common traffic engineering practice ensures that a more conservative (i.e., worst case) assessment of existing operating conditions be attained for each study intersection.

Therefore, the traffic volumes shown in Figures 3-5 and 3-6 for the study intersections do not necessarily reflect the same exact one -hour time period during the morning and/or afternoon peak commuter conditions (i.e., one intersection's peak hour may have occurred between 7:30 and 8:30 AM, while another intersection's peak hour may have occurred between 7:45 and 8:45 AM).

3.4.1 Cumulative Development Projects
A forecast of on -street traffic conditions prior to the occupancy of the Project was prepared by incorporating the potential trips associated with other known development projects (related projects) in the area (i.e., within an approximate 1.0 -mile radius from the Project site). With this information, the potential impact of the Project can be evaluated within the context of the cumulative impacts of all ongoing development. The related projects research was based on information on file with the City of Bellflower Planning Departn_fent. The list of related projects in the Project study area is presented in Table 3-4. The location of the related projects is shown in Figure 3-7.

Traffic volumes expected to be generated by the related projects were calculated using rates provided in the ITE Trip Generation Manual. The related projects' respective traffic generation for the weekday AM and PM peak hours, as well as on a daily basis for a typical weekday, is summarized in Table 3-4. The related projects traffic volumes were distributed and assigned to the street system based on the projects' locations in relation to the study intersections, their proximity to major traffic corridors, proposed land uses, nearby population and employment centers, etc. The distribution of the related projects traffic volumes to the study intersections during the weekday AM and PM peak hours are displayed in Figures 3-8 and 3-9, respectively.

LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-27-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

Table 3-3
EXISTING TRAFFIC VOLUMES [1]

WEEKDAY AM AND PM PEAK HOURS
NO.

INTERSECTION
DATE
DIR

AM PEAK HOUR

PM PEAK HOUR
BEGAN
VOLUME
BEGAN
VOLUME
1 Ardmore Avenue/
Artesia Boulevard
09/25/2025
NB
SB
EB
WB
7:45 AM
110
156
721
895
4:30 PM
141
79 759
921
2 Ardmore Avenue/
Ramona Street
09/25/2025
NB
SB
EB
WB
7:45 AM
65 177
93 109
4:15 PM
68 103
112
116
3 Ardmore Avenue/
Cedar Street
09/25/2025
NB
SB
EB
WB
7:45 AM
31 94
130
88 4:00 PM
37 80
103
95 4
Bellflower Boulevard/
Artesia Boulevard
09/25/2025
NB
SB
EB
WB
7:45 AM
1,035
1,310
739
958
4:00 PM
981
974
790
1,072
5 Bellflower Boulevard/
Ramona Street
09/25/2025
NB
SB
EB
WB
7:45 AM
1,065
1,130
105
146
4:00 PM
1,035
807
95 97
6 Bellflower Boulevard/
Cedar Street
09/25/2025
NB
SB
EB
WB
7:45 AM
965
1,099
140
163
4:00 PM
1,003
827
90 100
[1] Counts conducted by The Traffic Solution
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4714-1 Bellflower Convenience Center Project
-28-

o:\job_flle\4714\dwg\13-5.dwg 11/17/2025 17:35:

LLG
• Project Site
Imannowl
- 29 -
Figure 3-5
Existing Traffic Volumes
Weekday AM Peak Hour
Bellflower Convenience Center Project

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Figure 3-6
Existing Traffic Volumes
Weekday PM Peak Hour
Bellflower Convenience Center Project

Table 3.4
RELATED PROJECTS LIST AND TRIP GENERATION [1]
MAP
NO.

PROJECT
STATUS

PROJECT NAME/NUMBER

ADDRESS/LOCATION

LAND USE DATA

PROJECT
DATA
SOURCE
DAILY
TRIP ENDS [2]

VOLUMES

AM PEAK HOUR
VOLUMES [2]

PM PEAK HOUR
VOLUMES [2]

LAND -USE
SIZE
IN
OUT
TOTAL
IN
OUT
TOTAL
1 Proposed
8825 Artesia Boulevard
Warehouse
152,300 GSF
[3]
196
7 5
12 10
11 21
2 Proposed
17046 Bellflower Boulevard
Multifamily Housing
145 DU
[4]
647
13 42
55 35
20 55
3 Proposed
9325 Rose Street
Single -Family Residential
2 DU
[5]
18 0
1 1
1 1
2 4
Proposed
9741 — 9747 Walnut Street
Multifamily Housing
12 DU
[4]
54 1
4 5
3 2
5 5
Proposed
17055 -17057 Bellflower Boulevard
Multifamily Housing
8 DU
[6]
50 1
2 3
2 2
4 6
Under Construction
17640 Bellflower Boulevard
Commercial Center
16,597 GLSF
[7]
904
39 26
65 52
52 104
TOTAL
1,869
61 80
141
103
88 191
[ 1] Source: City of Bellflower Planning Department, except as noted below. The peak hour traffic volumes were forecast on trip data provided in the ITE "Trip Generation Manual", 12th Edition, 2025. [2] Trips are one-way traffic movements, entering or leaving. [3] ITE Land Use Code 151 [Mini -Warehouse] trip generation average rates. [4] ITE Land Use Code 221 [Multifamily Housing (Mid -Rise) Not Close to Rail Transit] trip generation average rates. [5] ITE Land Use Code 210 [Single -Family Detached Housing] trip generation average rates. [6] ITE Land Use Code 220 [Multifamily Housing (Low -Rise) Not Close to Rail Transit] trip generation average rates. [7] ITE Land Use Code 822 [Strip Retail Plaza (<40k)] trip generation average rates.

LINSCOTT, LAW & GREENSPAN, engineers
LLG Ref. 1-25-4714-1
Bellflower Convenience Center Project
- 31 -

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- 32 -
Bellflower Convenience Center Project

o:\job_fle\4714\dwg\13-8.dwg 11/20/2025 10:19:33 lee ---- LLG
Project Site
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- 33 - Bellflower Convenience Center Project

o:Ajob_fle\4714\dwgA13-9.dwg 11/20/2025 09:5
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- 34 - Bellflower Convenience Center Project

3.4.2 Ambient Growth Factor
In order to account for area -wide regional growth beyond the listed related projects, the existing traffic volumes were increased at an annual compounding rate of one percent (1 %) per year between the existing year 2025 and the future build -out year of 2026. The ambient growth factor was based on general traffic growth factors provided in the Los Angeles County 2010 Congestion Management Program ("CMP") manual for the Project study area (i.e., RSA 22, which includes areas such as Bellflower, Paramount, Hawaiian Gardens, Pico Rivera, and La Habra Heights) and determined in consultation with City of Bellflower staff. Based on information provided by the CMP manual, existing traffic volumes are expected to increase at an annual compounding rate of

0.21% per year between the years 2025 and 2030 (i.e., 100 * [((1.139/1.127)^(1/5))-1] = 0.21%) per year. In order to forecast the future year 2026 traffic conditions, the more conservative growth rate of one percent per year was applied. Thus, application of this annual growth factor in addition to the forecast traffic generated by the related projects allows for a conservative forecast of future baseline year 2026 traffic volumes in the Project study area, as incorporation of both (i.e., an ambient traffic growth rate and a detailed list of cumulative development projects) is expected to overstate potential future traffic volumes. The cumulative development projects should already be incorporated as part of the growth rate projection per the adopted local and regional planning documents (i.e., which account for the future population, housing, and employment [socio- economic data] projections).

LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-35-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

4.O VEHICLE MILES TRAVELED (VMT) CEQA TRANSPORTATION ANALYSIS As described in Section 1.1, the City of Bellflower has adopted the Los Angeles County Public Works Transportation Impact Analysis Guidelines for VMT analyses. Therefore, the VMT assessment has been prepared in compliance with the screening criteria methodology recommended in the Technical Advisory. The County's Guidelines set forth the VMT screening criteria, impact criteria, methodology, and mitigation measures applicable to proposed development projects. The following sections discuss the VMT screening criteria as applied to the proposed Project.

4.1 Screening Criteria
Traditionally, public agencies have set certain thresholds to determine whether a project requires detailed transportation analysis or if it could be assumed to have less than significant environmental impacts without additional study. Consistent with the recommendations provided by OPR in the Technical Advisory, the County's Guidelines recognize four screening criteria which may be applied to screen proposed projects out of detailed VMT analysis. These criteria are based on a proposed project's number of daily vehicle trips, classification as a local -serving retail use, proximity to high -quality transit, and inclusion of affordable housing. Proposed projects are not required to satisfy all of the screening criteria in order to screen out of further VMT analysis; satisfaction of one criterion is generally sufficient for screening purposes. Projects, or project components, which are screened out of detailed VMT assessment based on these criteria are presumed to have less than significant transportation impacts. Projects or project components which are not screened out would be required to conduct a formal Transportation Impact Analysis in order to determine the significance of project impacts.

4.1.1 Non -Retail Project Trip Generation Screening Criteria Section 3.1.2.1 of the County Guidelines states that: "[i]f the answer is no to the question below, further analysis is not required, and a less than significant determination can be made. • Does the development project generate a net increase of 110 or more daily vehicle trips?" The County's Guidelines further indicate that a proposed project's daily vehicle trip generation should be estimated using the most recent edition of the Institute of Transportation Engineers' (ITE) Trip Generation Manual, or through use of empirical trip generation data if the project's land use is not listed in the Manual.

The proposed project is forecast to generate a total of 3,080 daily vehicle trips; thus, the answer to the screening question is "Yes." Therefore, the non -retail project trip generation screening criteria is not satisfied.

4.1.2 Retail Project Screening Criteria
New local serving retail development typically redistributes shopping trips rather than creating new ones. By adding retail opportunities into the urban fabric and improving retail destination proximity, local serving retail developments tend to shorten trips and reduce VMT, and may be LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-36-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

presumed to cause less than significant impacts. Consistent with OPR's guidance, the County assumes that retail projects of any type which are less than 50,000 square feet may be considered local serving retail.

Therefore, Section 3.1.2.2 of the Guidelines states: "[a] project that contains a local serving retail use is assumed to have less than significant VMT impacts for the retail portion of the project. If the answer to the following question is no, a less than significant determination can be made for the portion of the project that contains retail uses.
• Does the project contain retail uses that exceed 50,000 square feet of gross floor area?" The proposed Project includes three free-standing buildings which will provide a total of 9,321 square feet of restaurant/retail space and a gas station with a 3,062 square -foot convenience market, all of which does not exceed the threshold of 50,000 square feet. Therefore, this screening criterion applies for the Project and the Project is presumed to have a less than significant impact on VMT.

The various Project land use components all provide local serving retail uses which will serve the local population, thereby shortening travel distances and reducing VMT. Thus, the proposed Project can be presumed to result in a less than significant VMT impact based on State guidance because it would reduce VMT by shortening trip lengths, typical of local -serving retail developments and local -serving projects.

4.1.3 Proximity to Transit Screening Criteria
CEQA Guidelines Section 15064.3(b)(1) states in part: "[g]enerally, projects within one-half mile of either an existing major transit stop or a stop along an existing high -quality transit corridor should be presumed to cause a less than significant transportation impact." In keeping with the statutory presumption of less than significant impacts due to nearby high -quality transit, the County's Guidelines include a screening criterion based on proximity to transit. Consistent with the recommendations provided by OPR, the County also notes certain project -specific or location - specific information which might indicate that the presumption is not appropriate.

Thus, Section 3.1.2.3 of the Guidelines states that: "[i]f the project is located near a major transit stop or high -quality transit corridor, the following question should be considered:
• Is the project located within a one-half mile radius of a major transit stops or an existing stop along a high -quality transit corridor9?
The proposed Project is not within a one-half mile radius of a major transit stop or an existing stop on a high -quality transit corridor. Therefore, the proximity to transit screening criteria is not satisfied.
8 Public Resources Code Section 21064.3: "Major transit stop" means a site containing any of the following: (a) An existing rail or bus rapid transit station. (b) A ferry terminal served by either a bus or rail transit service. (c) The intersection of two or more major bus routes with a frequency of service interval of 15 minutes or less during the morning and afternoon peak commute periods.
9 Public Resources Code Section 21155(b): "For purposes of this section, a high -quality transit corridor means a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours." LINSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-37-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

4.1.4 Residential Project Screening Criteria
In the Technical Advisory, OPR refers to research indicating that low-income housing in infill locations generally improves the jobs -housing match, shortening commutes and reducing VMT.

OPR asserts that evidence supports presuming less than significant transportation impacts for 100 percent affordable residential developments, and that a project consisting of a high percentage of affordable housing may be a basis for a lead agency to find a less than significant impact on VMT, thereby screening out of detailed VMT analysis.

Consistent with the recommendations provided by OPR, Section 3.1.2.4 of the County's Guidelines indicate that certain projects which further the State's affordable housing goals are presumed to have less than significant impacts on VMT. The Guidelines state: "[i]f the project requires discretionary action and the answer is yes to the question below, further analysis is not required, and a less than significant determination can be made. • Are 100% of the units, excluding manager's units, set aside for lower income households?" Since the proposed Project does not plan to provide any housing, including 100% lower -income housing; therefore, this screening criterion does not apply.

4.1.5 Summary of Screening Conclusions
The proposed Project consists of the development of three free-standing buildings which will provide a total of 9,321 square feet of restaurant/retail space and a 3,062 square -foot convenience market and gas station. The proposed land use type is identified by the City of Bellflower as a local serving retail use and the size of the Project is well below 50,000 square feet. This screening criterion is based on the presumption that by adding retail opportunities into the urban fabric and improving retail destination proximity, local serving retail developments tend to shorten trips and reduce VMT. Therefore, the proposed project satisfies the criteria to be considered a local serving use and is screened out from further VMT analysis as it is presumed to cause less than significant transportation impacts.

LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-38-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

5.0 NON-CEQA LOCAL TRANSPORTATION ANALYSIS
Pursuant to PRC Section 21099, "automobile delay, as described solely by level of service or similar measures of vehicular capacity or traffic congestion shall not be considered a significant impact on the environment." As a result of SB 743 and the revisions to the CEQA Guidelines, LOS may no longer be used to identify transportation impacts in CEQA. However, the implementation of VMT does not prevent agencies from continuing to analyze delay or LOS outside of CEQA review for other transportation planning or analysis purposes. As part of a project's discretionary review and approval process, the City has the authority to require additional local transportation network analyses and site access studies. Specifically, the City of Bellflower requires an operational analysis of intersections in the vicinity of a proposed project in order to evaluate site access and circulation constraints that may be caused or worsened by project - generated traffic. The following section presents the operational (i.e., Level of Service) analysis prepared for the Project pursuant to this requirement.

5.1 Methodology
In order to estimate the proposed project's effect on intersection operations, a multi -step process has been utilized. The first step is trip generation, which estimates the total arriving and departing traffic volumes on a peak hour and daily basis. The second step of the forecasting process is trip distribution, which identifies the origins and destinations of inbound and outbound project traffic volumes. These origins and destinations are typically based on demographics and existing/anticipated travel patterns in the study area. The third step is traffic assignment, which involves the allocation of project traffic to study area streets and intersections. Traffic distribution patterns are indicated by general percentage orientation, while traffic assignment allocates specific volume forecasts to individual roadway links and intersection turning movements throughout the study area. The proposed project's forecast trip generation, distribution, and assignment is presented in Section 2.4 herein. With the forecasting process complete and project traffic assignments developed, the effect of the proposed project is isolated by comparing operational conditions at the selected study intersections using existing and expected future traffic volumes without and with forecast project traffic.

Intersection analyses were prepared utilizing the Synchro 12 software package which implements the Highway Capacity Manual (HCM) operational method to determine delay values and corresponding Levels of Service (LOS) for the study intersections. A Synchro network was created based on field reviews of existing conditions at the study intersections. In addition, specifics such as traffic volume data, lane configurations, available vehicle storage lengths, crosswalk locations, posted speed limits, traffic signal timing and phasing, etc., were coded to complete the existing network.

The HCM methodology determines the average control delay (expressed in seconds per vehicle) at the intersection. Average control delay for any particular movement is a function of the capacity of the approach and the degree of saturation. The overall intersection delay represents the weighted average of delay for each intersection approach. The intersection delay is subsequently assigned LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-39-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

a LOS value to describe intersection operations. LOS varies from LOS A (free flow conditions) to LOS F (jammed condition). The average control delay for signalized intersections represents the delay attributed to the traffic control facility as compared to a reference travel time in the absence of traffic control, geometric delay, incidents, and the influence of other vehicles. Average control delay includes initial deceleration delay, queue move -up time, stopped delay, and final acceleration delay. It should be noted that the two-way stop -controlled (TWSC) methodology estimates the average control delay for each minor -street movement (or shared movement) as well as major -street left -turns and determines the LOS for each constrained movement. As no delays are calculated for the uncontrolled major -street approaches, the weighted average of approach delays is not utilized to determine overall intersection delay at TWSC intersections. Instead, the most constrained minor street approach at the intersection is reported in order to determine the intersection LOS. The six qualitative categories of Level of Service have been defined along with the corresponding HCM control delay value range and are shown in Table 5-1. Detailed description of the HCM operations method and corresponding Levels of Service is also provided in Appendix C.

Table 5-1

LEVEL OF SERVICE CRITERIA AND DELAY CHARACTERISTICS
Level of Service
(LOS)
Control Delay
(Sec/Veh)
Level of Service Description
This level of service occurs when progression is extremely favorable and most A
10 and 20 and 35 and 55 and 80
groups. It may also occur at high v/c ratios with many individual cycle failures.

Poor progression and long cycle lengths may also be major contributing factors to such delay levels.

LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-40-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

5.2 Analysis Criteria
The relative effect of the forecast project -generated traffic volumes during the weekday AM and PM peak hours was evaluated based on analysis of operating conditions at the study intersections without and with the Project. The previously discussed capacity analysis procedures were utilized to evaluate the existing and future delay relationships and service level characteristics at each study intersection. The effect of project -generated traffic at each study intersection was compared to the City of Bellflower's intersection LOS standards.

The minimum acceptable LOS for intersections in the City is LOS D or better as established in the City's General Plan. Any intersections operating at a LOS of E or F are considered deficient. It is assumed that the addition of Project traffic to an intersection which results in the degradation of intersection operations from the minimum acceptable LOS (i.e., LOS D or better) to unacceptable operations (LOS E or F) is considered deficient and may require improvements.

As determined in coordination with City staff, LOS calculations have been prepared for the following scenarios:
[a] Existing conditions.
[b] Future (Opening Year 2026) Cumulative Without Project Conditions, consisting of condition [a] plus 1.0% per year annual ambient traffic growth through year 2026 and with completion and occupancy of the related projects. [c] Future (Opening Year 2026) With Project Conditions, consisting of condition [b] with completion and occupancy of the Project.
[d] Scenario [c] with corrective improvements, if necessary.

The weekday AM and PM peak hour LOS analysis prepared for the study intersections using the HCM methodology is summarized in Table 5-2. The HCM data worksheets for the analyzed intersections are provided in Appendix C.

LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-41-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

Table 5-2
SUMMARY OF INTERSECTION DELAYS AND LEVELS OF SERVICE [1]

WEEKDAY AM AND PM PEAK HOURS
NO.

INTERSECTION

TRAFFIC

CONTROL
PEAK
HOUR
[a]
[b]
[c]

EXISTING

DELAY LOS
[2] [3]
FUTURE

W/O PROJECT

DELAY LOS
[2] [3]
FUTURE

W/ PROJECT

DELAY LOS
[2] [3]
CHANGE
IN
DELAY
([c] -[b])
1 Ardmore Avenue/
Artesia Boulevard
Signalized
AM
PM

26.1 26.3
C
C

26.3 26.6
C
C

26.4 26.8
C
C

0.1 0.2
2 Ardmore Avenue/
Ramona Street
Unsignalized
AM
PM

8.4 8.2
A
A

8.5 8.3
A
A

0.1 0.1
3 Ardmore Avenue/
Cedar Street
Unsignalized
AM
PM

8.0 7.8
A
A

8.0 7.9
A
A

0.0 0.1
4 Bellflower Boulevard/
Artesia Boulevard
Signalized
AM
PM

54.3 56.8
D
E

55.9 59.5
E
E

57.9 60.6
E
E

2.0 1.1
5 Bellflower Boulevard/
Ramona Street
Signalized
AM
PM

8.4 7.0
A
A

8.5 7.1
A
A

14.9 12.2
B
B

6.4 5.1
6 Bellflower Boulevard/
Cedar Street
Signalized
AM
PM

8.0 5.9
A
A

8.4 7.0
A
A

8.6 7.2
A
A

0.2 0.2
7 Project Driveway/
Ramona Street
Unsignalized
AM
PM
-
-
-
-
-
-
-
-

8.4 9.3
A
A
-
-
8 Bellflower Boulevard/
Northerly Project Driveway
Unsignalized
AM
PM
-
-
-
-
-
-
-
-

8.7 8.7
A
A
-
-
9 Bellflower Boulevard/
Middle Project Driveway
Unsignalized
AM
PM
-
-
-
-
-
-
-
-

8.7 8.7
A
A
-
-
10 Bellflower Boulevard/
Southerly Project Driveway
Unsignalized
AM
PM
-
-
-
-
-
-
-
-

8.6 8.6
A
A
-
-
11 Project Driveway/
Cedar Street
Unsignalized
AM
PM
-
-
-
-
-
-
-
-

8.8 8.8
A
A
-
-
[1]
[2]
[3]
Intersection Level of Service analysis based on the Highway Capacity Manual, 7th Edition operational analysis methodologies.

Reported control delay values in seconds per vehicle.

Intersection Levels of Service are based on the following criteria:

Unsignalized Intersection
Control Delay (s/veh) LOS
10-15 B
> 15-25 C
> 25-35 D
> 35-50 E
> 50 F
Signalized Intersection
Control Delay (s/veh) LOS
10-20 B
> 20-35 C
> 35-55 D
> 55-80 E
> 80 F
LINSCOTT, LAW & GREENSPAN, engineers
- 42 -
LLG Ref. 1-25-4714-1
Bellflower Convenience Center Project

5.3 Existing Conditions
As indicated in column [a] of Table 5-2, five of the six study intersections are presently operating at LOS D or better during the weekday AM and PM peak hours under existing conditions. The following study intersection is currently operating at LOS E during the peak hour shown below:
• Int. 4 — Bellflower Blvd./Artesia Blvd. PM Peak Hour: 56.8 seconds, LOS E It is noted that LOS values are not reported for the five driveway study intersections since those intersections will only be operational upon completion and occupancy of the Project. The existing traffic volumes at the study intersections during the weekday AM and PM peak hours are displayed in Figures 3-5 and 3-6, respectively.

5.4 Future (Opening Year 2026) Conditions

5.4.1 Future Cumulative Without Project Traffic Conditions The future without project conditions were forecast based on the addition of traffic generated by the completion and occupancy of the related projects, as well as the growth in traffic due to the combined effects of continuing development, intensification of existing developments and other factors (i.e., ambient growth). The delays and LOS at all of the study intersections are incrementally increased with the addition of ambient traffic and traffic generated by the related projects listed in Table 3-4. As presented in column [b] of Table 5-2, five of the six study intersections are expected to operate at LOS C or better during the weekday AM and PM peak hours with the addition of growth in ambient traffic and related projects traffic under the future without project conditions. The following study intersection is expected to operate at LOS E during the peak hours shown below:
• Int. 4 — Bellflower Blvd./Artesia Blvd. AM Peak Hour: 55.9 seconds, LOS E PM Peak Hour: 59.5 seconds, LOS E
It is noted that LOS values are not reported for the five driveway intersections under the future without project conditions since the driveways will only be operational upon completion and occupancy of the Project. The future without project traffic volumes at the study intersections during the weekday AM and PM peak hours are displayed in Figures 5-1 and 5-2.

5.4.2 Future Cumulative With Project Traffic Conditions In order to determine the future with project conditions, traffic expected to be generated by the Project was added to the future without project traffic conditions. The delays and LOS at the study intersections incrementally change with the addition of project -generated traffic. As shown in column [c] of Table 5-2, ten of the 11 study intersections are expected to operate at LOS C or better during the weekday AM and PM peak hours under the future with project conditions. The following study intersection is expected to operate at LOS E during the peak hours shown below:
• Int. 4 — Bellflower Blvd./Artesia Blvd. AM Peak Hour: 57.9 seconds, LOS E PM Peak Hour: 60.6 seconds, LOS E
LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
- 43 -
O:\JOB_FILE\4714\Report\4714-Rpt2.docx

o:\job_flle\4714\dwg\15-1.dwg 11/20/2025 13:07:57 lee ---- LLG
Project Site
Figure 5-1
Future Without Project Traffic Volumes
Weekday AM Peak Hour
- 44 - Bellflower Convenience Center Project

o:\job_flle\4714\dwg\15-2.dwg 11/20/2025 13:18:54 lee ---- LLG
Project Site
Figure 5-2
Future Without Project Traffic Volumes
Weekday PM Peak Hour
- 45 - Bellflower Convenience Center Project

Since all of the study intersections are forecast to continue operating at an acceptable level of service, and the incremental changes in delays do not exceed the City's criteria, no project -specific intersection improvements or project -specific transportation demand management measures are required or proposed. The future with project traffic volumes at the study intersections during the weekday AM and PM peak hours are displayed in Figures 5-3 and 5-4.

LNSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-46-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

o:\job_flle\4714\dwg\f5-3.dwg 11/26/2025 09:03:46 lee ---- Zl
O
pzi
m

ARTESIA
X55
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• Project Site
Imannowl
Figure 5-3
Future With Project Traffic Volumes
Weekday AM Peak Hour
- 47 - Bellflower Convenience Center Project

o:\job_flle\4714\dwg\15-4.dwg 11/20/2025 14:58:35 lee ---- LLG
• Project Site
Imannowl
Figure 5-4
Future With Project Traffic Volumes
Weekday PM Peak Hour
- 48 - Bellflower Convenience Center Project

6.0 SUMMARY AND CONCLUSIONS
• Project Description — The Bellflower Convenience Center Project is located at the southwest comer of the Bellflower Boulevard and Ramona Street intersection in the City of Bellflower, California. The Project site is generally bounded by Ramona Street to the north, Cedar Street to the south, Bellflower Boulevard to the east, and multi -family residential and automobile care uses to the west. The proposed Project consists of the development of three buildings of restaurants with and without drive -through services totaling 9,321 square feet of building area, an electric vehicle charging lot with 24 fast charger stalls, as well as a 3,062 square -foot retail convenience store and gas station with eight fueling positions. The proposed project is also planned to provide a total of 143 parking spaces distributed throughout the site. Construction and occupancy of the Project is proposed to be completed by the year 2026. • Project Site Access — Direct vehicular access to the Project site will be accommodated by a total of five (5) new driveways, including one on Ramona Street, three on Bellflower Boulevard, and one on Cedar Street. Within the Project site, vehicle circulation will be accommodated by drive -aisles which provide access to the surface parking areas and the drive - through service window queue storage lanes. All of the drive -through service lanes are designed to wrap counterclockwise around the respective coffee shop/restaurant buildings. • Project Trip Generation — The Project is expected to generate 241 net new vehicle trips (117 inbound trips and 124 outbound trips) during the weekday AM peak hour. During the weekday PM peak hour, the Project is expected to generate 227 net new vehicle trips (113 inbound trips and 114 outbound trips). Over a 24 -hour period, the Project is forecast to generate 3,080 net new daily vehicle trips (1,540 inbound trips and 1,540 outbound trips) on a typical weekday. • Vehicle Miles Traveled (VMT) Analysis — The City of Bellflower has adopted the Los Angeles County Public Works Transportation Impact Analysis Guidelines for VMT analyses, thus the VMT assessment was prepared in compliance with the screening criteria methodology recommended in the Technical Advisory. In the Technical Advisory, OPR recommends various screening criteria which may be applied to screen proposed projects out of detailed VMT analysis. The Project meets the retail project screening criteria to be screened out of a VMT analysis. The proposed land use type is identified by the City of Bellflower as a local serving retail use and the size of the project is well below 50,000 square feet. Therefore, the proposed project satisfies the criteria to be considered a local serving retail use and is screened out from further VMT analysis as it is presumed to cause less than significant transportation impacts. • Level of Service (LOS) Analysis — A total of 11 study intersections was reviewed for consistency with the City of Bellflower's adopted LOS standards. The study intersections were evaluated using the City -approved Highway Capacity Manual methodology to determine the weekday peak hour LOS under existing and future (opening year 2026) without and with project conditions. Based on application of the City's LOS standards, the Project is not required to identify or construct intersection improvements at any of the study intersections.

LINSCOTT, LAW & GREENSPAN, engineers
LLG Ref: 1-25-4714-1
Bellflower Convenience Center Project
-49-
O:\JOB_FILE \4714\Report\4714-Rpt2.docx

APPENDIX A

EMPIRICAL DRIVE -THROUGH SERVICE LANE QUEUING DATA
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4714-1 Bellflower Convenience Center Project

Dutch Bros Coffee
9067 Warner Ave
Fountain Valley, CA 92708
9/24/2024 Tuesday
Time
Queue Pick-up to
Order Board
Queue Order
Board Back
Queue Beyond
Drive-thru Access
Queue Beyond
Driveway Access
Total Queue
Vehicles after
pick-up window
Vehicles Arriving
12:00 AM
0 0
0 0
0 0
12:05 AM
0 0
0 0
0 0
0 12:10 AM
0 0
0 0
0 0
0 12:15 AM
0 0
0 0
0 0
0 12:20 AM
0 0
0 0
0 0
0 12:25 AM
0 0
0 0
0 0
0 12:30 AM
0 0
0 0
0 0
0 12:35 AM
0 0
0 0
0 0
0 12:40 AM
0 0
0 0
0 0
0 12:45 AM
0 0
0 0
0 0
0 12:50 AM
0 0
0 0
0 0
0 12:55 AM
0 0
0 0
0 0
0 1:00 AM
0 0
0 0
0 0
0 1:05 AM
0 0
0 0
0 0
0 1:10 AM
0 0
0 0
0 0
0 1:15 AM
0 0
0 0
0 0
0 1:20 AM
0 0
0 0
0 0
0 1:25 AM
0 0
0 0
0 0
0 1:30 AM
0 0
0 0
0 0
0 1:35 AM
0 0
0 0
0 0
0 1:40 AM
0 0
0 0
0 0
0 1:45 AM
0 0
0 0
0 0
0 1:50 AM
0 0
0 0
0 0
0 1:55 AM
0 0
0 0
0 0
0 2:00 AM
0 0
0 0
0 0
0 2:05 AM
0 0
0 0
0 0
0 2:10 AM
0 0
0 0
0 0
0 2:15 AM
0 0
0 0
0 0
0 2:20 AM
0 0
0 0
0 0
0 2:25 AM
0 0
0 0
0 0
0 2:30 AM
0 0
0 0
0 0
0 2:35 AM
0 0
0 0
0 0
0 2:40 AM
0 0
0 0
0 0
0 2:45 AM
0 0
0 0
0 0
0 2:50 AM
0 0
0 0
0 0
0 2:55 AM
0 0
0 0
0 0
0 3:00 AM
0 0
0 0
0 0
0 3:05 AM
0 0
0 0
0 0
0 3:10 AM
0 0
0 0
0 0
0 3:15 AM
0 0
0 0
0 0
0 3:20 AM
0 0
0 0
0 0
0 3:25 AM
0 0
0 0
0 0
0 3:30 AM
0 0
0 0
0 0
0 3:35 AM
0 0
0 0
0 0
0 3:40 AM
0 0
0 0
0 0
0 3:45 AM
0 0
0 0
0 0
0 3:50 AM
0 0
0 0
0 0
0 3:55 AM
0 0
0 0
0 0
0 4:00 AM
0 0
0 0
0 0
0 4:05 AM
0 0
0 0
0 0
0 4:10 AM
0 0
0 0
0 0
0 4:15 AM
0 0
0 0
0 0
0 4:20 AM
0 0
0 0
0 0
0 4:25 AM
0 0
0 0
0 0
0 O
O
O
O
O
O
O
O
m
O
O
O
O
O
O
O
Ln
m
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
Ln
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
Lri
c1
O
O
O
c -I
Ln
O
N
N
O
O
O
N
2 O
O
c1
c-1
O
O
O
c-1
Ln
Cr ;
N
N
N
O
O
O
N
m
a-1
m
O
O
O
m
O
N
O
O
O
N
c-1
N
c-1
O
O
O
c-1
.ct
Ln
m
Lri
m
c -I
N
O
O
O
N
c-1
a-1
N
O
O
O
N
Ln
Lri
c -I
c -I
N
O
O
O
N
Lri
ul
O
O
ul
Ln
Ln
Lri
O
N
N
O
O
O
N
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c-1
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c-1
O
O
O
a-1
N
c -I
O
O
O
O
O
N
m
c -I
O
O
O
a-1
N
c -I
O
O
O
O
O
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m Ifl
Lfl Lfl
O
O
c1
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m N
N Lfl
a-1
N
N
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Cr;
N
N
c -I
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m
Ln
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c -I
c -I
c -I
2 O
c -I
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ul
ul
O
N
c -I
O
N
N'
m
N
N
Ln
N
N
m
N
O
m
N'
c -I
a-1
O
Ln
m
O
CO
lfl
O
N'
N
c-1
Ln
O
c -I
lfl
O
lfl
N'
N
N
Ln
ul
CO
O
O
00 m
ul
n
Ln
O
00 I
N
ul N
Lfl O
00 Lfl
O
O
c -I
N
O
O
O
O
O
Ln
N
00 O
O
O
m
a-1
O
O
c1
m
Ln
m
00 I
O
CO
O
O
N
O
0o
n
n
O
O
ul
Ln
00 CO
O
lfl
O
O
O
Ln
00 ul
ul
O
O
N
N
Ln
Ln
00 CO
O
O
N
c -I
O
O
of
a-1
m
N
O
O
O
N
CO
O
O
c -I
N
n
O
O
O
m
m
c -I
CO
CO
O
O
O
CO
N
a-1
N
O
O
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N
Ln
N
Cr;
CO
I
O
O
O
I

9:35 AM
4 0
0 0
4 5
2 9:40 AM
2 3
0 0
5 3
6 9:45 AM
2 9
0 0
11 1
9 9:50 AM
6 9
0 0
15 2
5 9:55 AM
6 12
0 0
18 5
5 10:00 AM
6 9
0 0
15 3
2 10:05 AM
7 7
0 0
14 7
2 10:10 AM
7 1
0 0
8 5
1 10:15 AM
5 1
0 0
6 4
3 10:20 AM
3 1
0 0
4 3
2 10:25 AM
1 2
0 0
3 1
2 10:30 AM
6 3
0 0
9 3
7 10:35 AM
6 5
0 0
11 4
5 10:40 AM
6 5
0 0
11 4
4 10:45 AM
6 5
0 0
11 5
4 10:50 AM
6 4
0 0
10 2
4 10:55 AM
7 2
0 0
9 2
1 11:00 AM
7 3
0 0
10 4
3 11:05 AM
6 1
0 0
7 2
1 11:10 AM
5 1
0 0
6 4
1 11:15 AM
4 1
0 0
5 4
3 11:20 AM
6 6
0 0
12 6
11 11:25 AM
6 3
0 0
9 5
3 11:30 AM
5 4
0 0
9 5
5 11:35 AM
5 1
0 0
6 4
2 11:40 AM
4 0
0 0
4 4
2 11:45 AM
4 0
0 0
4 1
4 11:50 AM
4 4
0 0
8 4
5 11:55 AM
4 2
0 0
6 6
2 12:00 PM
4 1
0 0
5 5
5 12:05 PM
2 1
0 0
3 4
3 12:10 PM
1 2
0 0
3 2
4 12:15 PM
3 0
0 0
3 3
2 12:20 PM
4 0
0 0
4 5
4 12:25 PM
1 1
0 0
2 2
3 12:30 PM
5 2
0 0
7 2
7 12:35 PM
4 3
0 0
7 6
2 12:40 PM
5 0
0 0
5 2
4 12:45 PM
4 0
0 0
4 4
1 12:50 PM
4 4
0 0
8 3
8 12:55 PM
6 4
0 0
10 1
5 1:00 PM
6 4
0 0
10 11
1 1:05 PM
3 3
0 0
6 3
7 1:10 PM
4 4
0 0
8 2
5 1:15 PM
6 6
0 0
12 3
6 1:20 PM
7 3
0 0
10 5
1 1:25 PM
7 5
0 0
12 7
7 1:30 PM
5 2
0 0
7 6
2 1:35 PM
2 2
0 0
4 2
3 1:40 PM
5 3
0 0
8 5
6 1:45 PM
4 1
0 0
5 2
2 1:50 PM
4 0
0 0
4 2
1 1:55 PM
3 1
0 0
4 4
2 2:00 PM
5 3
0 0
8 3
8 2:05 PM
6 3
0 0
9 3
4 2:10 PM
6 3
0 0
9 4
3 2:15 PM
6 3
0 0
9 3
4 2:20 PM
7 3
0 0
10 5
4 2:25 PM
5 4
0 0
9 5
4 2:30 PM
5 3
0 0
8 3
4 2:35 PM
6 0
0 0
6 5
1 lfl N N lO - N M M V c -I M M N ul M ul LO O M l0 N- M d - LO N N rl V Vl M c1 N N N f �--1 c -I M M T --I N lO lfl O lfl N M 00 N M M ul l0 M lfl T --I 1p - N dr M Ol Ol lfl N N l0 ul O M Vl ul M dt CO O N M Vl CO N CO CO CO -1 N N d V N Vl CO N N N ul LO ul Vl M lfl N V CO M LO N 00 %-I I 00 00 ul 00 N LO ul Ol %-I lfl ul 00 l0 M ul N l0 lD ul l/l N O V l0 00 LD V N M M lfl M c -I M N rl N to N CO LSD CO L11 % —1 lD N fl V ul M lfl rl l/l ul M 0000000000000000000000000000000000000000000000000000000000000 0000000000000000000000000000000000000000000000000000000000000 N O M ul lfl M M O O ,--I N N V- N M M N N N ,--I O O O O O ,--1 o1000000000000%-1 00-1M c -I O O -1 c-1 c -I N O N Vl l0 1p ul Vl ul 00 l0 V M l.fl N M N lfl - N M ul lfl N O V ul l.fl l0 V N M M lfl (0 c -I M N N Ill N M l.fl N l0 lfl M O M M CL 0_ OL 0_ CL 0_ OL 0_ CL CL OL 0_ CL CL OL 0_ d 0_ CL 0_ CL CL CL 0_ OL 0_ CL 0_ OL 0_ CL 0_ OL 0_ CL CL OL 0_ OL 0_ OL 0_ CL CL CL CL OL 0_ CL 0_ OL 0_ CL 0_ OL 0_ d 0_ OL 0_ d O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O ul O Ma) O O c -I c -I N N M M lfl ul O O c -I N N M M lfl 111 O O c -I N N M M lfl ul O O c -I N N M M Vl LIl O O c -I N N M M N N N N M M M M M M M M M M M M 4 4 4 4 4 4 4 4 4 4 4 lfl lfl lfl lfl lfl lfl lfl lfl lfl lfl lfl lfl l0 l0 l0 l0 l0 l0 l0 l0 l0 l0 l0

7:45 PM
2 3
0 0
5 4
5 7:50 PM
5 0
0 0
5 3
4 7:55 PM
5 1
0 0
6 1
4 8:00 PM
5 2
0 0
7 7
2 8:05 PM
1 1
0 0
2 2
2 8:10 PM
2 2
0 0
4 4
4 8:15 PM
1 0
0 0
1 2
1 8:20 PM
4 0
0 0
4 3
5 8:25 PM
4 1
0 0
5 5
4 8:30 PM
3 0
0 0
3 3
3 8:35 PM
4 4
0 0
8 5
8 8:40 PM
4 1
0 0
5 5
2 8:45 PM
0 0
0 0
0 0
0 8:50 PM
2 0
0 0
2 2
2 8:55 PM
2 0
0 0
2 2
2 9:00 PM
4 0
0 0
4 4
4 9:05 PM
2 0
0 0
2 2
2 9:10 PM
3 1
0 0
4 3
4 9:15 PM
5 3
0 0
8 3
7 9:20 PM
6 3
0 0
9 3
4 9:25 PM
5 2
0 0
7 4
1 9:30 PM
5 0
0 0
5 3
2 9:35 PM
2 2
0 0
4 2
2 9:40 PM
4 1
0 0
5 4
3 9:45 PM
3 0
0 0
3 1
2 9:50 PM
2 1
0 0
3 2
1 9:55 PM
1 1
0 0
2 1
1 10:00 PM
2 1
0 0
3 2
2 10:05 PM
2 0
0 0
2 2
1 10:10 PM
0 0
0 0
0 0
0 10:15 PM
0 0
0 0
0 0
0 10:20 PM
0 0
0 0
0 0
0 10:25 PM
0 0
0 0
0 0
0 10:30 PM
0 0
0 0
0 0
0 10:35 PM
0 0
0 0
0 0
0 10:40 PM
0 0
0 0
0 0
0 10:45 PM
0 0
0 0
0 0
0 10:50 PM
0 0
0 0
0 0
0 10:55 PM
0 0
0 0
0 0
0 11:00 PM
0 0
0 0
0 0
0 11:05 PM
0 0
0 0
0 0
0 11:10 PM
0 0
0 0
0 0
0 11:15 PM
0 0
0 0
0 0
0 11:20 PM
0 0
0 0
0 0
0 11:25 PM
0 0
0 0
0 0
0 11:30 PM
0 1
0 0
1 1
1 11:35 PM
0 0
0 0
0 0
0 11:40 PM
0 0
0 0
0 0
0 11:45 PM
0 0
0 0
0 0
0 11:50 PM
0 0
0 0
0 0
0 11:55 PM
0 0
0 0
0 0
0 Habit Burger & Grill
Drive -Through Queueing Demand Analysis

ATTACHMENT A - DATA SHEETS

Raw Car Data Report
Store: (District A) 1870187 -Fresno Blackstone Mart Time: Aug 02, 2024 12:00 AM Brand: Other Stop Time: Aug OZ 2024 11:59 PM
Daypart
Departure Time Event Name
10:25AM - 11:29AM 2024-08-02 11:18:57 AM Car Departure
2024-08-0210:58:30 AM CarDeparture
2024-08-0211:02:11 AM Car_Departure
Time Format Seconds
Include Pulllns: No
HME
Print Date &Time: 8/16/20248:01:06 PM
Gars in Menu Board Greet Pickup Lane Queue Lane Total Lane Total Queue
hour
36 92
36 47
40 55
54 65
79 4
41 2
504
217
259
258
88 225
92 254 9 303 303 11
355 49 459 459 11
53 349 456 456 11
164
204
44 198 256 256 12
62 122 225 225 12
218 13 279 279 12
224 181 449 449 12
111
284
97 425 537 537 12
43 310 385 385 12
133 198 397 397 12
53 262 380 380 12
139 228 454 454 12
243 38 413 413 12
265 235 543 543 12
49 420 553 553 12
110 296 447 447 12
167 303 569 569 12
239 331 661 661 12
109 425 673 673 12
162
128 511 713 713 12
145 400 702 702 12
74 307 513 513 12
220 11 280 280 13
298 105 517 517 13
65 184 304 304 13
160 156 374 374 13
226 11 278 278 13
354 87 561 561 13
266
155
2024-08-0211:29:08 AM Car Departure
2024-08-0211:30:38 AM CaLDeparture
2024-08-0211:32:14 AM CarDeparture
2024-08-0211:45:05 AM Car Departure
2024-08-0211:51:04 AM Car Departure
2024-08-0211:52:02 AM Car Departure
2024-08-0211:54:49 AM Car Departure
2024-08-0212:00:14 PM Car Departure
2024-08-0212:01:01 PM Car Departure
2024-08-0212:02:12 PM Car Departure
2024-08-0212:06:55 PM Car Departure
2024-08-0212:10:43 PM Car Departure
2024-08-0212:12:38 PM Car Departure
2024-08-0212:1723 PM Car Departure
2024-08-0212:19:02 PM Car Departure
2024-08-0212:19:49 PM Car Departure
2024-08-0212:22:06 PM Car Departure
2024-08-02 12:23:01 PM Car Departure
2024-08-0212:25:25 PM Car Departure
2024-08-0212:2932 PM Car Departure
2024-08-0212:34:00 PM Car Departure
2024-08-02 12:34:58 PM Car Departure
2024-08-0212:36:50 PM Car Departure
2024-08-0212:3939 PM Car Departure
2024-08-0212:43:41 PM Car Departure
2024-08-0212:45:35 PM Car Departure
2024-08-0212:48:22 PM Car Departure
2024-08-0212:50:35 PM Car Departure
2024-08-0212:53:03 PM Car Departure
2024-08-02 12:54:19 PM Car Departure
2024-08-0201:01:21 PM Car Departure
2024-08-02 01:0622 PM Car Departure
2024-08-02 01:07:29 PM Car Departure
2024-08-02 01:10:14 PM Car Departure
2024-08-02 01:16:32 PM Car Departure
2024-08-02 01:22:40 PM Car Departure
2024-08-02 01:27:08 PM Car Departure
2024-08-02 01:30:55 PM Car Departure
2024-08-02 01:33:57 PM Car Departure
2024-08-02 01:34:56 PM Car Departure
2024-08-02 01:35:38 PM Car Departure
2024-08-02 01:43:45 PM Car Departure
2024-08-02 01:45:14 PM Car Departure
2024-08-02 01:47:15 PM Car Departure
2024-08-02 01:51:08 PM Car Departure
2024-08-02 0211:18 PM Car Departure
2024-08-02 02:20:59 PM Car Departure
2024-08-02 02:2726 PM Car Departure
2024-08-02 02:32:41 PM Car Departure
2024-08-02 02:3827 PM Car Departure
2024-08-02 02:40:00 PM Car Departure
2024-08-02 02:50:55 PM Car Departure
2024-08-02 03:0435 PM Car Departure
2024-08-02 03:07:00 PM Car Departure
2024-08-02 03:07:52 PM Car Departure
2024-08-02 03:15:00 PM Car Departure
2024-08-02 03:20:33 PM Car Departure
2024-08-02 03:21:15 PM Car Departure
2024-08-02 03:22:35 PM Car Departure
2024-08-02 03:2526 PM Car Departure
567
449
303
361
349
567
449
303
361
349
400
10 11
11 11
11 11
11:30AM - 1:59PM
261 400
335 564 564 11
294 294 12
48 15
32 66
65 87
132
43 84
41 99
331 515 515 12
325 657 657 12
139
107
74 157
132
49 114
55 58
426 695 695 12
120
141 2 224
47 126
117
421
482
421
482
13 13
180 291 518 518 13
55 420 523 523 13
36 141
50 113
84 22
295
85 119
195 9 288 288 13
320 9 351 351 14
252 9 294 294 14
251 1 321 321 14
311 31 386 386 14
342 76 532 532 14
89 207 352 352 14
184 15 311 311 14
442 13 501 501 15
142 344 591 591 15
49 426 524 524 15
368 10 451 451 15
329 244 704 704 15
39 552 610 610 15
350
10 251 386 386 13
221 453 453 13
426
446
426
446
13 13
63 44
114
56 112
46 105
49 73
131
19 32
66 189
58 136
54 44
57 324 433 433 15
165 232 463 463 15
313 85 587 587 15
334 9 401 401 15
434 29 599
36 406 496
43 327 414 414 15
75 7 139 139 15
337
231
228 38 357 357 16
210 82 416 416 16
108
221
235 98 463 463 16
209 10 344 344 16
943
113
400 691 1,175 1,175 17
130 894 1093 1093 17
85 912 1092 1,092 17
204 719 952 952 17
242 775 1088 1,088 17
35 677 1,050 1,050 17
2:00PM - 4:59PM 2024-08-02 03:3045 PM Car Departure
2024-08-02 03:36:54 PM Car Departure
2024-08-02 03:44:11 PM Car Departure
2024-08-02 03:44:50 PM Car Departure
2024-08-02 03:4538 PM Car_Departure
2024-08-02 03:47:01 PM Car Departure
2024-08-02 03:53:54 PM Car_Departure
2024-08-02 03:59:30 PM Car Departure
2024-08-02 04:0326 PM Car Departure
2024-08-02 04:07:01 PM Car Departure
2024-08-02 04:08:52 PM Car Departure
2024-08-02 04:1632 PM Car Departure
2024-08-02 04:20:31 PM Car Departure
2024-08-02 04:29:52 PM Car Departure
2024-08-02 04:57:24 PM Car Departure
2024-08-02 04:59:19 PM Car Departure
2024-08-02 05:0607 PM Car Departure
2024-08-02 060835 PM Car Departure
2024-08-02 05:10:08 PM Car Departure
2024-08-02 061338 PM Car Departure
2024-08-02 05:17:44 PM CarDeparture
2024-08-02 061823 PM Car Departure
599
496
15 15
391 391 15
295 295 15
91 124
35 93
130
125
52 2
84 69
95 29
159
302 302 16
324 324 16
715
1,004 1,004 16
830 830 16
4 338
Time of day Arrivals Average service time (number of seconds in queue) 10AM-11AM 1
11AM-12PM
12PM-1PM 23
1PM-2PM 15
2PM-3PM
3PM-4PM 16
9PM-5PM 8
5PM-6PM 18
6PM-7PM 11
7PM-8PM 12
8PM-9PM 18
9PM-10PM 13
10PM-11PM
Maximum B of Arrivals
567
405
992
417
369
475
505
889
591
803
619
620
335
492
Minimum service time (in seconds)
Maximum service time (in seconds)
567
303
225
278
294
139
302
184
182
462
353
42 110
567
564
713
561
532
704
1,009
1,266
922
1,257
941
928
719
23 5:OOPM - 7:S9PM
8:00PM - 11:04PM
2024-08-0205:21:04 PM Car_Departure
2024-08-0205:23:0] PM Car_Departure
2024-08-0205:32:36 PM Car_Departure
2024-08-02 05:34:16 PM Car_Departu re
2024-08-0205:35:18 PM Car_Departure
2024-08-02053559 PM Car_Departu re
2024-08-02 053833 PM Car_Departure
2024-08-02 054059 PM Car_Departure
2024-08-020542:11 PM Car_Departure
2024-08-02 0545:09 PM Car_Departure
2024-08-0205:49:09 PM Car_Departure
2024-08-0205:5]:06 PM Car_Departure
2024-08-02 061448 PM Car_Departure
2024-08-02 0625:30 PM CarDeparture
2024-08-020626:12 PM Car_Departure
2024-08-02 0628:40 PM Car_Departure
2024-08-0206:36:05 PM Car_Departure
2024-08-02 06:43:1] PM Car_Departure
2024-08-0206:45:02 PM Car_Departure
2024-08-02 0648:31 PM Car_Departure
2024-08-020649:14 PM Car_Departure
2024-08-02 0654:31 PM Car_Departure
2024-08-02 06:54:3] PM Car_Departure
2024-08-02 0]:03:48 PM CarDeparture
2024-08-020]:0]:28 PM Car_Departure
2024-08-020]:15:12 PM Car_Departu re
2024-08-020]:1]:04 PM Car_Departure
2024-08-020]21:48 PM Car_Departu re
2024-08-020223:58 PM Car_Departure
2024-08-02 0]25:53 PM Car Departure
2024-08-020]:30:2] PM Car_Departure
2024-08-020]:39:48 PM Car_Departure
2024-08-02 0]:46:06 PM Car_Departure
2024-08-02 0]46:14 PM Car_Departure
2024-08-02025]:13 PM Car_Departure
2024-08-02 08:0042 PM Car_Departure
2024-08-0208:04:32 PM Car_Departure
2024-08-0208:06:08 PM Car_Departure
2024-08-0208:0]:53 PM
2024-08-0208:09:54 PM
2024-08-0208:10:42 PM
2024-08-02 08:14:0-4 PM
2024-08-02 08:15:46 PM
2024-08-02 08:1]:0] PM
2024-08-0208:28:08 PM Car_Departure
2024-08-020828:46 PM CarDeparture
2024-08-0208:31:18 PM Car_Departure
2024-08-02 0832:2] PM Car_Departu re
2024-08-020833:38 PM Car_Departure
2024-08-02 08:38:52 PM Car_Departure
2024-08-0208:51:51 PM Car_Departure
2024-08-0208:54:41 PM Car_Departure
2024-08-0208:5]:23 PM Car_Departure
2024-08-02 0905:34 PM Car_Departure
2024-08-020908:49 PM Car_Departure
2024-08-02 09:1044 PM
2024-08-0209:11:5] PM
2024-08-0209:12:56 PM
2024-08-0209:12.16 PM
2024-08-0209:19:08 PM
2024-08-0209:23:23 PM
2024-08-02 0924:20 PM
2024-08-020928:43 PM
2024-08-02 093]:02 PM
2024-08-0209:48:38 PM Car_Departure
2024-08-0209:55:08 PM Car_Departure
2024-08-0210:10:5] PM Car_Departure
2024-08-0210:22:29 PM Car_Departure
2024-08-0210:24:39 PM Car_Departure
130
8]
140
231
106
49 67
331
105
66 14
25 23
108
158
120
566 560 1,266 1266 17
93 888 1,212 1212 17
57 871 1,034 1034 17
38 ]98 885 885 17
151 700 918 918 17
143 343 81] 81] 17
68 376 549 549 17
1]0 350 586 586 17
161 9 184 184 17
352 9 386 386 1]
18 580
646
868
853
868
853
145 14 182 182
639 49 ]96 ]96 18
38 570 639 639 18
142 11] 326 326 18
442
429 244 849 849 18
103
204 6]1 922 922 18
40 308 143 526 526 18
6]
68 554 554 18
56 4]
76 ]5
29 99
33 159
51 2]
115
64 49
39 24]
40 46
121
105
]1
91 148
221
102
121
91 109
35 11]
29 288
88 ]1
16 50
112
109
6]
615 774 774 18
48] 603 .3 18
402
216 414 663 663 19
458 254 8]1 8]1 19
110 659 820 820 19
2]2 ]42 1,041 1,041 19
123 498 736 736 19
112 4]9 655 655 19
269 506 824 824 19
558 660 1,25] 1,25] 19
370 594 1211 1,211 19
1 421 462 462 19
295 326 326 18
48 549 549 19
494
204
227 331 663 663 20
93 4]9 649 649 2D
99 118
45 315 581 581 20
19] 255 554 554 20
96 328 545 545 20
]8 32] 496 496 20
432
36 408 4]9
148 326 591 591 20
62 436 521 52] 2D
69 253 12 353 353 20
685 11 767 767 20
16] 619 862 862 2D
154
488
190 629 928 928 21
109 ]50 926 926 21
68 786 855 855 21
5]
257 236 678 678 21
108 390 598 598 21
253 199 749 ]49 21
52 428 504 504 21
9 235
549
566 566 2D
549 19
Car_Departure
CarDeparture
Car_Departure
Car_Departu re
Car_Departure
Car_Departu re
480
426
6]0
692 692 20
6]0 20
13 554
554
4]9
20 2D
206 563 563 20
737 941 941 20
253 853 853 21
CarDeparture
Car_Departure
Car_Departu re
Car_Departure
Car_Departu re
Car_Departure
Car_Departu re
Car_Departure
Car_Departure
185
100
297
24 153
12 88
101
42 1]
2]
3]0 546 546 21
22 50]
386 122
669 8 ]19 ]19 22
149
]1 12 110 110 22
10 8
1]0 1]0 21
42 42 21
608
609 609 21
608 21
177 172 22

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11 Raw Car Data Report
Store: (District A) 1870187 -Fresno Blackstone Start Time: Aug 04, 202412:00 AM Brand: Other Stop Time: Aug 04, 2024 11:59 PM
Daypart
Departure Time Event Name
2024-08-0410:39:48 AM Car_Departure
10:25AM - 11:29AM 2024-08-0411:0]:49 AM Car_Departure
2024-08-04 11:21:22 AM Car Departure
Time Format Seconds
Include Pulllns: No
HME
Print Date &Time, 8/16/20248:07:13 PM
Gars in Menu Board Greet Pickup Lane Queue Lane Total Lane Total Queue
hour
22 74
121
91 98
28 2
282
4,
596
128 221
446
293
385
23 71
407
171
372 11 514 514 12
355 11 481 481 12
270 161 512 512 12
204 225 516 516 12
378 11 532 532 12
295 321 683 683 13
207 378 669 669 13
260 7 340 340 13
105
595
50 561 653 653 13
135 512 741 741 13
304 579
39 493
120 474 649
186 362 658
325 283 864
196 582 799
85 515 697
103 552 694
748
168
82 80
200
434 303 917 917 14
570 111 769
233 288 607
542 10 627 627 15
652 298 1039 1,039 15
402 459 989 989 15
133 763 972 972 15
116 792 1,011 1,011 15
570 493 1,199 1,199 15
45 818 1,104 1104 15
64 665 788 788 15
483 521 1,203 1203 15
146 602 1142 1,142 15
87 701 834 834 15
559 143 836 836 16
194 538 894 894 16
230 591 870 870 16
57 447 562
153 124 345
665
77 254 13 330 330 16
320 64 449 449 16
677 182 1,050 1,050 16
82 515 717 717 16
477 12 542 542 17
106 430 591 591 17
37 335 393 393 17
415 67 502 502 17
517
120
348
512
53 627
35 591 671 671 18
455 511 1,081 1,081 18
103 905 1043 1,043 18
221 601 1,171 1,1]1 18
256 215 526 526 18
111 215 391 391 18
240
186
654 10 778 778 18
563 201 849 849 19
178
28 157 140 328 328 19
190 87 358 358 19
10 311
561
726
440
555
330 330 11
555 555 11
214 214 11
104 104 11
524 524 12
402 402 12
311
561
726
440 11
555 11
2024-08-0411:23:33 AM Car Departure
2024-08-0411:33:20 AM Car_Departure
2024-08-0411:44:37 AM Car_Departure
2024-08-0411:51:07 AM Car_Departure
2024-08-0411:51:37 AM Car_Departure
2024-08-04 11:53:11 AM Car Departure
2024-08-0412:02:00 PM Car_Departure
2024-08-0412:04:55 PM Car_Departure
2024-08-0412:21:08 PM Car_Departure
2024-08-0412:30:35 PM Car_Departure
2024-08-0412:35:12 PM Car_Departure
2024-08-041,38:40 PM Car Departure
2024-08-0412:5818 PM Car_Departure
2024-08-04 01:03:19 PM Car_Departure
22 100
48 131
115
81 87
143
67 84
]3
99 97
42 34
105
326
55 110
256
21 97
39 40
23 55
154
209
180
9 99
178
11 183
11:30AM - 1:59PM 2024-08-04 01:06:56 PM Car_Departure
2024-08-04 01:15:5] PM Car_Departure
2024-08-04 01:21:08 PM Car_Departure
2024-08-04 01:3321 PM Car_Departure
2024-08-04 01:34:14 PM Car_Departure
2024-08-04 01:36:34 PM Car_Departure
2024-08-04 01:41:44 PM Car_Departure
2024-08-04 01:42:26 PM Car Departure
2024-08-04 01:44:35 PM Car_Departure
2024-08-04 01:4]:50 PM Car_Departure
2024-08-04 01:53:19 PM Car_Departure
2024-08-04 01:563] PM Car_Departure
2024-08-04 01:58:04 PM Car_Departure
2024-08-04 01:59:51 PM Car Departure
2024-08-04 02:18:56 PM Car_Departure
2024-08-04 02:21:48 PM Car_Departure
2024-08-04 02:23:15 PM Car_Departure
2024-08-04 02:24:3] PM Car_Departure
2024-08-04 02:28:00 PM Car_Departure
2024-08-0402:35:1] PM Car_Departure
2024-08-04 02:44:57 PM Car_Departure
2024-08-04 02:48:53 PM Car_Departure
2024-08-04 03:06:09 PM Car_Departure
2024-08-0403:1]:05 PM Car Departure
2024-08-0403:23:51 PM Car_Departure
2024-08-04 03:26:08 PM Car_Departure
2024-08-04 03:28:08 PM Car_Departure
2024-08-0403:37:40 PM Car_Departure
2024-08-04 03:38:28 PM Car_Departure
2024-08-04 03:3938 PM Car Departure
2024-08-04 03:4]:45 PM Car_Departure
2024-08-0403:50:14 PM Car_Departure
2024-08-04 03:51:46 PM Car_Departure
2024-08-0404:01:08 PM Car_Departure
2024-08-04 04:0426 PM Car_Departure
2024-08-04 04:08:19 PM Car_Departure
2024-08-04 04:09:21 PM Car_Departure
2024-08-04 04:11:56 PM Car_Departure
2024-08-04 04:23:05 PM Car_Departure
2024-08-04 04:2429 PM Car Departure
2024-08-04 04:35:51 PM Car_Departure
2024-08-04 04:41:16 PM Car_Departure
2024-08-04 04:52:36 PM Car_Departure
2024-08-04 04:54:00 PM Car_Departure
2024-08-04 05:10:14 PM Car Departure
2024-08-04 05:12:04 PM Car Departure
2024-08-04 05:12:48 PM Car_Departure
2024-08-04 05:19:4] PM Car_Departure
2024-08-04 05:39:02 PM Car_Departure
2024-08-04 0641:06 PM Car_Departure
2024-08-04 05:47:47 PM Car_Departure
2024-08-04 05:5624 PM Car_Departure
2024-08-0405:57:21 PM Car_Departure
2024-08-04 06:0932 PM Car_Departure
2024-08-04 06:10:14 PM Car_Departure
2024-08-0406:1]:54 PM Car Departure
2024-08-04 06:19:42 PM Car Departure
2024-08-04 06:2329 PM Car_Departure
2024-08-04 06:27:51 PM Car_Departure
2024-08-04 06:29:45 PM Car_Departure
2024-08-04 06:33:48 PM Car_Departure
2024-08-04 06:36:57 PM Car Departure
2024-08-04 06:56:44 PM Car_Departure
2024-08-04 07:06:10 PM Car_Departure
2024-08-04 0]:09:12 PM Car_Departure
2024-08-04 07:09:43 PM Car_Departure
2024-08-04 0]:12:24 PM Car Departure
2024-08-04 07:1538 PM Car_Departure
217 217 13
702 702 13
988
858
988
858
649
658
864
799
697
694
13 13
13 13
13 13
13 13
2:OOPM - 4:59PM
5:00PM - 7:59PM
24 644
622 759 759 14
541 TI5 775 14
331 740 740 14
812 812 14
835 835 14
86 75
89 128
76 103
136
241
59 199
394
46 134
162
49 58
68 102
72 63
65 191
120
53 55
21 20
133
25 55
299
39 146
45 115
35 349
55 65
52 56
114
85 128
50 769
607
14 14
562
345
16 16
67 652
834 834 16
801 801 16
4 667 667 17
211 211 17
414
870
621
783
414
870
621
783
17 17
17 18
529
10 225 517 517 18
250 492 492 18
512 818 818 19
287 365 365 19
Time of day
10AM-11AM
11AM-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PMPPM
8PM-9PM
9PM-10PM
10PM-11PM
Maximum Poi Arrivals
Arrivals
8 ]
15 8
11 11
9 10
13 14
16 Average service time (number of seconds in queue) Minimum service time (in seconds) 311
436
497
681
777
992
699
535
745
455
647
770
BOIV/0!
Maximum service time (in seconds)
311
104
402
217
607
627
330
211
391
328
367
398
311
726
532
988
917
1,203
1,050
870
1,1]1
849
935
1,16]
770

2024-08-0407:17:27 PM Car_Departure
2024-08-040]23:49 PM Car_Departure
2024-08-0407:26:54 PM Car_Departure
2024-08-040]:36:2] PM Car_Departu re
2024-08-0407:44:17 PM Car_Departure
2024-08-040]:49:43 PM Car_Departu re
2024-08-0407:52:59 PM Car_Departure
2024-08-040]:54:11 PM CarDeparture
2024-08-0408:17:44 PM Car_Departure
2024-08-0408:19:50 PM Car_Departure
2024-08-0408:24:34 PM Car_Departure
2024-08-040829:08 PM Car_Departure
2024-08-04 08:33:31 PM Car_Departure
2024-08-040834:49 PM Car_Departure
2024-08-040836:08 PM Car_Departure
2024-08-94 08:37:44 PM Car_Departure
2024-08-0408:42:47 PM Car_Departure
2024-08-0408:43:31 PM Car_Departure
2024-08-0408:44:31 PM Car_Departure
2024-08-0-408:46:43 PM Car_Departure
2024-08-0408:52:17 PM Car_Departure
2024-08-0-408:58:35 PM Car_Departure
2024-08-0409:00:12 PM Car_Departure
2024-08-0-409:19:19 PM CarDeparture
2024-08-0409:21:04 PM Car_Departure
2024-08-0-40923:11 PM Car_Departu re
2024-08-0409:24:26 PM Car_Departure
2024-08-0-409:25:24 PM Car_Departure
2024-08-0409:30:47 PM CarDeparture
2024-08-040937:02 PM Car Departure
2024-08-0409:37:48 PM Car_Departure
2024-08-040939:03 PM Car_Departure
2024-08-04 09:41:54 PM Car_Departure
2024-08-04 0944:41 PM Car_Departure
2024-08-04 09:53:25 PM Car_Departure
2024-08-04 09:54:34 PM Car_Departure
2024-08-0409:56:31 PM Car_Departure
2024-08-0409:57:30 PM Car_Departure
99 208 380 380 19
331 19 381 381 19
183 227 486 486 19
353 8 431 431 19
329 8 355 355 19
295
192 169 387 387 19
69 337 428 428 19
561 13 606 606 20
122 398 585 585 2D
281
270 516 861 861 2D
260 624 935 935 20
75 ]6
91 297 242 805 805 20
40 423 566 566 2D
55 419 514 514 20
127 193 424 424 2D
263 9 367 367 20
376 13 515 515 20
95 562
90 508 668 668 21
119 546 716 716 21
73 554 691 691 21
55 318 252 664 664 21
373 336 941 941 21
43 71
165 494 884 884 21
164
520 356 1,167 1,167 21
63 819 940 940 21
115 729 992 992 21
56 354 476 476 21
31 76
70 18
40 26
22 32
65 111
75 51
44 133
84 266
103
40 104
95 126
41 224
]0
51 64
326
94 232
63 32
225
129
291
58 148
66 346 346 19
8:OOPM - 11:04PM
314 706 706 20
627 746 746 2D
566 775 775 20
479 654 654 2D
262
9 398
795 795 21
398 21
293 674 674 21
640 ]46 745 21
649 752 752 21
527 820 820 21

Raw Car Data Report
Store: (Dis[ed A) 1870187 -Fresno Blackstone Start Time: Aug 05, 20241200 AM Brand: Other Stop Tim. Aug 05, 202411:59 PM
Daypart
Departure Time Event Name
2024-08-05 11:05:45 AM Car_Departure
2024-08-0511:0853 AM Car_Departure
2024-08-0511:11:40 AM Car Departure
Time Format Seconds
Include Pullin: No
HME
Print Date &Time: 8/16/20248:09:07 PM
Carsin Menu Board Greet Pickup Lane Queue Lane Total Lane Total 2 Queue
hour
]5
48 56
50 43
29 58
90 24
145
108
70 98
140
16 146
33 27
18 48
]4
65 ]0
36 316
47 125 2 351 151 627 627 12
47 66
69 159
608
65 285
368
3]0
14 388 431 431 11
223
285 261 636 636 11
206 269 499 499 11
103 314 562 562 11
26] 241 616 616 11
110 435 615 615 11
63 294 455 455 11
218 48 406
259 245 520
372 32 550 550 12
39 373 445 445 12
168
12 569
59 46
171
10:25AM - 11:29AM 2024-08-0511:17:52 AM Car_Departure
2024-08-05 1124:04 AM Car_Departure
695
682
400
464
581 584 11
695
682
400
464
11 11
11 11
2024-08-0511:24:21 AM Car_Departure
2024-08-05 112109 AM Car_Departure
2024-08-0511:3256 AM Car_Departure
2024-08-05 1136:26 AM Car Departure
2024-08-0511:38:18 AM Car_Departure
2024-08-05 114149 AM Car_Departure
2024-08-0511:44:42 AM Car_Departure
2024-08-0511:45:53 AM Car_Departure
2024-08-0S 11:51:02 AM Car_Departure
2024-08-05 1155:23 AM Car Departure
2024-08-051,01:39 PM Car_Departure
2024-08-0512:0228 PM Car_Departure
2024-08-051,07:22 PM Car_Departure
2024-08-05110]25 PM Car_Departure
2024-08-0512:13:11 PM Car_Departure
2024-08-0512:1839 PM Car_Departure
2024-08-0512:20:43 PM Car_Departure
2024-08-05122255 PM Car_Departure
2024-08-051,23:45 PM Car_Departure
2024-08-051124:40 PM Car Departure
2024-08-0512:25:31 PM Car_Departure
2024-08-05113126 PM Car_Departure
2024-08-051,3,03 PM Car_Departure
2024-08-051134:34 PM Car_Departure
2024-08-0512:36:52 PM Car_Departure
2024-08-051139:08 PM Car Departure
191
4]2 472 11
406
520
11 11
154
203 203 12
1]3 173 12
340 104 492 492 12
324 221 619 619 12
119 443 627 627 12
128 481 6]9 679 12
47 564 647
53 292 661
46 299 392 392 12
647
661
12 12
35 448 530 530 12
148
136 352 557 557 12
132 317 608 608 12
89 48
153 269 553 553 12
6] 291 4]1 471 12
282 278 650 650 12
139 503 695 695 12
92 504 725 725 12
92 449 685 685 12
53 325 588 588 12
]8 323 451 451 12
144 316 544
125 374 584
220 432 717
52 601 6]9
35 4]5
73 418
13] 222
163
61 168 137 469 469 13
129 194 340 340 13
315 24 508 508 13
213 292 552 552 13
35 314 372 372 13
78 242 335 335 13
381 9 449
1]5 220 419
74 8 143 143 14
133 26 280 280 14
249
148
493 8 525 525 14
51] 13 6]6 676 14
102 265 412 412 14
292 172 522 522 10
150 201 376 376 14
508 159 802 802 15
167 581 837 837 15
182 165 724 724 15
298 13 332 332 15
8 26 26 15
490 11 566 566 15
30 453 511 511 15
51 400
482 10
331 419 811 811 15
232 284 647 647 16
315 7
130 265
53 357 445 445 16
1]4
37 362 515 515 16
] 180 221 221 16
411 625 625 12
2024-08-051240:40 PM Car_Departure
11:30AM - 1:59PM 2024-08-0512:4130 PM Car_Departure
2024-08-051244:06 PM Car_Departure
2024-08-05 1145:17 PM Car_Departure
2024-08-0512:5014 PM Car_Departure
2024-08-05125237 PM Car_Departure
2024-08-051,54:1] PM Car_Departure
2024-08-05115551 PM Car_Departure
2024-08-0512:56:45 PM Car_Departure
2024-08-051258:07 PM Car Departure
2024-08-05 01:00:34 PM Car_Departure
2024-08-05 01:02:44 PM Car_Departure
2024-08-05 01:06:28 PM Car_Departure
2024-08-05 01:0]23 PM Car_Departure
2024-08-05 01:08:02 PM Car_Departure
2024-08-05 01:1]56 PM Car Departure
2024-08-05 01:19:11 PM Car_Departure
2024-08-05 01:2131 PM Car_Departure
2024-08-05 01:24:16 PM Car_Departure
2024-08-05 01:2521 PM Car_Departure
2024-08-05 01:28:12 PM Car_Departure
2024-08-05 01:3023 PM Car Departure
2024-08-05 01:37:44 PM Car_Departure
2024-08-05 01:4122 PM Car_Departure
2024-08-05 01:42:03 PM Car_Departure
2024-08-05 01:4323 PM Car Departure
2024-08-05 01:55:20 PM Car_Departure
2024-08-05 01:5820 PM Car_Departure
2024-08-05 02:0]:5] PM Car_Departure
2024-08-05 02:1359 PM Car_Departure
2024-08-05 0,23:38 PM Car_Departure
2024-08-05 02:26:14 PM Car Departure
2024-08-05 0,37:40 PM Car_Departure
2024-08-05 02:4631 PM Car_Departure
2024-08-05 02:48:19 PM Car_Departure
2024-08-05 02:53:14 PM Car_Departure
2024-08-05 02:55:48 PM Car_Departure
2024-08-05010421 PM Car_Departure
2024-08-05 03:07:18 PM Car_Departure
2024-08-05 011026 PM Car_Departure
2024-08-05 0119:34 PM Car_Departure
2024-08-05 012151 PM Car Departure
50 131
113
403 532 532 12
438 536 536 12
53 129
144
210
50 84
85 65
26 110
63 49
50 27
51 164
1]
169
4]
23 15
59 24
61 121
544
584
717
679
13 13
13 13
520
10 665 665 13
548 548 13
540
409
462
456
272
344
540 13
409 13
462 13
456 13
449
419
13 13
293 293 14
135 314 314 14
24 146
45 58
25 135
89 311
21 1]
65 28
82 10]
61 131
95 55
35 96
116
34 2024-08-05 03:40:51 PM Car_Departure
2:00PM - 4:59PM 2024-08-05 014125 PM Car_Departure
2024-08-05 0142:20 PM Car_Departure
2024-08-05 03:52:34 PM Car_Departure
2024-08-05 0158:13 PM Car_Departure
2024-08-05 04:02:09 PM Car Departure
2024-08-05 04:09:50 PM Car_Departure
2024-08-05 04:12:03 PM Car_Departure
2024-08-05 04:1259 PM Car_Departure
2024-08-05 04:1559 PM Car_Departure
2024-08-05 04:16:42 PM Car Departure
2024-08-05 04:16:54 PM Car_Departure
533 533 15
599 599 15
417
450
417 16
450 16
313 583 583 16
Time of day
10A61-11AM
114M-12PM

1.61-1PM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PM-8PM
8PM-9PM
9PM-10PM
10PM-11PM
Maximum B of Arrivals
Arrivals
15 26
18 9
10 11
8 14
8 8
Average service time (number of seconds in queue) Minimum service time (in seconds) #010/01
536
551
503
393
574
469
646
791
568
641
534
779
400
173
335
143
26 221
366
463
61 483
136
364
Maximum service time (in seconds)
695
725
717
676
837
647
965
1,121
919
957
807
1,029
26 551

2024-08-05 042718 PM CarDeparture 1 91
2024-08-05 04:42:39 PM CarDeparture 1 45
2024-08-0504:54:56 PM Car_Departu re 2 73
2024-08-05 04:56:02 PM Car_Departu re 1 46
2024-08-05 05:13:52 PM Car_Departu re 1 45
2024-08-050523:11 PM Car_Departu re 3 16
2024-08-05 053444 PM CarDeparture 4 195
2024-08-050535:21 PM CarDeparture 3 45
2024-08-05 0537:10 PM CarDeparture
391
500
471
63 161 2]0 270 16
313
421
688 82 965 965 17
30 727 802 802 17
105 591 768 768 17
547 659 659 17
547 12 669 669 17
68 348 496 496 17
49 394 463 463 18
205 284 644 644 18
136 322 622 622 18
204 386 655 655 18
356 209 705 705 18
221 311 605 605 18
414 138 724 724 18
284 460 833 833 18
137 .8 878 878 18
495 411 1,097 1,09] 18
330 693 1,121 1,121 18
38 987 1.060 1,060 18
31 871 1,043 1,043 18
49 407 626 626 18
469 11 574 574 19
420 10 660 660 19
493 493 16
556 556 16
561 561 16
5:00PM - 7:59PM
8:00PM - 11:04PM
8 9
366
446
366
446
17 17
72 2024-08-05 05:38:25 PM CarDeparture 1 41
2024-08-05 05:58:26 PM Car Departure 5 110
2024-08-0505:59:3] PM CarDeparture 5 80
2024-08-05 06:00:28 PM CarDeparture
2024-08-05 0603:5] PM Car Departure
2024-08-05 0606:17 PM CarDeparture
2024-08-05 06:09:44 PM Car Departure
2024-08-05 06:15:42 PM Car Departure
2024-08-05 06:19:30 PM Car Departure
2024-08-05 06:26:2] PM
2024-08-05 0631:18 PM
2024-08-05 0633:38 PM
2024-08-05 0641:58 PM
2024-08-05 064733 PM
2024-08-05 0648:1] PM
2024-08-05 0648:55 PM
2024-08-05 0649:46 PM
2024-08-05 0702:35 PM
2024-08-05 07:14:02 PM
2024-08-05 07:20:02 PM
2024-08-05 0743:5] PM
2024-08-0507:45:15 PM Car Departure 3 48
2024-08-05 0]:46:29 PM Car Departure 2 104
2024-08-0507917:27 PM CarDeparture
2024-08-05 0763:46 PM CarDeparture
2024-08-050805:49 PM CarDeparture
2024-08-05 08:06:59 PM Car Departure
2024-08-05 08:08:18 PM Car Departure
2024-08-05 08:22:34 PM Car Departure 3
2024-08-05 08:24:53 PM CarDeparture
2024-08-05 0828:46 PM CarDepartu re
2024-08-05 08:55:50 PM Car_Departu re
2024-08-05 0856:23 PM Car_Departu re
2024-08-05 0903:12 PM CarDeparture
2024-08-05 0906:50 PM Car_Departu re
2024-08-0509:12:01 PM Car_Departu re
2024-08-05 09:12:05 PM Car_Departu re
2024-08-0509:52:29 PM CarDeparture
2024-08-05 1006:33 PM CarDeparture
2024-08-05 10:16:30 PM CarDeparture
2024-08-05 10:18:59 PM Car Departure
2024-08-05 10:21:06 PM Car Departure
2024-08-05 1024:4] PM Car Departure
2024-08-0510:32:29 PM Car Departure 128
2024-08-05 10:33:55 PM Car Departure 1 140
20 155
164
65 140
]3
172
89 133
191
98 35
141
1]0 1
94 230
51 125
CarDeparture
CarDeparture
Car_Departu re
CarDeparture
CarDeparture
CarDeparture
Car_Departu re
Car_Departu re
Car_Departu re
Car_Departu re
CarDeparture
Car Departure
9 61 61 19
]82 12 919 919 19
74 565 687 687 19
533 ]08 708 19
85 56
75 51
17 94
62 1
5]
149
39 147
]3
49 23
243
53 161
125
28 81
56 516 657 657 19
209 10 2]5 275 19
721 137 933 933 20
66 470 58] 587 2D
77 513 607 607 20
464 16 574 574 2D
137
229
793 15 957 957 20
28 430 497 497 2D
404 126 677 677 21
214 456 ]43 743 21
248
2 549 15 807 807 21
302 9 364 364 22
594 18 773 773 22
145
122
219 640 940 940 22
458 443 1,029 1,029 22
80 621 841 841 22
291
197
490
483
490
483
20 2D
8 111
305 305 21
136 136 21
486 ]56 756 22
602 752 752 22
3 Raw Car Data Report
Store: (District A) 1870187 -Fresno Blackstone Start Time: Aug 06, 202412:00 AM Brand: Other Stop Time: Aug 06, 2024 11:59 PM
Daypart
Departure Time Event Name
2024-08-06 11:05:01 AM Car_Departure
10:25AM - 11:29AM 2024-08-0611:06:41 AM Car_Departure
Time Format Seconds
Include Pulllns: No
HME
Print Date &Timer 8/16/20248:14:30 PM
Cars in Menu Board Greet
Queue
Pickup Lane Queue Lane Total Lane Total
hour
224
66 59
49 118
98 114
99 ]9
54 180
60 36
91 49
114
51 34
68 38
55 ]48
96 265
148 221
109 213
303
342 114
146 331 576 576 11
]1 395 545 545 11
175 409 638 638 11
133 388 ]01 701 11
96 137
139
41]
251 272 637 637 12
186 312 549 549 12
96 6]
77 43
464
10 2024-08-0611:28:18 AM Car Departure
2024-08-0611:30:50 AM Car_Departure
2024-08-0611:32:42 AM Car_Departure
2024-08-0611:39:45 AM Car_Departure
2024-08-0611:45:31 AM Car_Departure
2024-08-0611:48:00 AM Car Departure
2024-08-0611:49:15 AM Car Departure
2024-08-0611:52:15 AM Car_Departure
2024-08-06 11:54:33 AM Car_Departure
2024-08-0611:56:18 AM Car_Departure
2024-08-0611:50.AM Car_Departure
2024-08-0612:01:04 PM Car_Departure
2024-08-0612:08:05 PM Car Departure
2024-08-0612:12:19 PM Car_Departure
2024-08-0612:15:27 PM Car_Departure
2024-08-0612:17:06 PM Car_Departure
2024-08-06 12:18:17 PM Car_Departure
2024-08-0612:19:37 PM Car_Departure
2024-08-06 12:2023 PM Car_Departure
2024-08-0612:21:05 PM Car_Departure
2024-08-06 12:22:10 PM Car_Departure
2024-08-0612:27:22 PM Car_Departure
982
626
334
418
440
414 414 11
5]0
982
626
334
418
440
11 11
570
11 459 615 615 11
303 476 476 11
286
41 516 516 12
50] 507 12
335 465 465 12
338 4]3 473 12
211
226 324 324 12
221
163 289 289 12
326 326 12
305 305 12
62 309 36 397 397 12
51 209 325 325 12
227
51 196 236 521
63 309 496
100 230 414 414 12
39 300 36] 367 12
258 209 595
261 166 606
90 291
308 9 393 393 13
241 11 32] 327 13
210
123
169
2 350 9 401 401 13
240 262 563 563 13
167
26]
152
408 10 518 518 14
128
30]
88 4]3
100
230
11:30AM - 1:59PM 2024-08-0612:28:18 PM Car Departure
2 65
146
36 89
124
84 28
128
1]9
78 45
76 ]5
85 2024-08-0612:32:08 PM Car_Departure
2024-08-06 12:33:01 PM Car_Departure
2024-08-0612:36:21 PM Car_Departure
2024-08-06123728 PM Car_Departure
2024-08-0612:39:12 PM Car Departure
2024-08-06 12:39:56 PM Car Departure
2024-08-0612:44:19 PM Car_Departure
2024-08-06 12:4843 PM Car_Departure
2024-08-0612:50:19 PM Car_Departure
2024-08-0612:55:14 PM Car_Departure
2024-08-06 01:03:16 PM Car_Departure
2024-08-06 01:2,31 PM Car_Departure
2024-08-06 01:26:04 PM Car_Departure
2024-08-06 01:28:08 PM Car_Departure
2024-08-06 01:30:59 PM Car_Departure
2024-08-06 01:31:05 PM Car Departure
2024-08-06 01:40:18 PM Car_Departure
2024-08-06 014425 PM Car_Departure
2024-08-06 01:47:16 PM Car_Departure
2024-08-06 01:53:53 PM Car_Departure
2024-08-06 01:56:31 PM Car_Departure
2024-08-06 02:0.4:15 PM Car Departure
2024-08-06 02:06:29 PM Car_Departure
2024-08-06 02:15:03 PM Car_Departure
2024-08-06 02:16:36 PM Car_Departure
2024-08-06 02:38:33 PM Car_Departure
2024-08-06 02:40:19 PM Car_Departure
2024-08-06 02:51:25 PM Car_Departure
2024-08-06 0,56:40 PM Car_Departure
2024-08-06 03:0521 PM Car_Departure
2024-08-06 03:19:23 PM Car_Departure
2024-08-06 03:21:45 PM Car Departure
2024-08-06 03:24:26 PM Car_Departure
2024-08-06 03:26:46 PM Car_Departure
86 2]5
459
362
459
362
521
496
12 12
12 12
595
606
460
507
12 12
12 12
292
171
460
50]
163
82 142
96 458
282
371 371 13
142 142 13
458
282
13 13
f,0
44 42
61 63
134
14 217 409 409 13
374
344
374
344
13 13
100
f,0
86 33
150
82 31
353 541 541 14
11 404 404 14
250 371 371 14
15 638 638 14
454 454
48 309 309
14 14
45 45 14
444 444 5
110
110
96 65
23 108
140
24 4]
192
20 86
16 112
20 267
62 124
]3
325
255 11 376 376 15
138 113 34] 347 15
157 135 357 357 15
13] 120 280 280 15
515
369
174
224
463
53 441
67 411 564 564 16
28 28 16
263
300
436 47 750 750 16
224 41] ]03 703 16
243 413 780
251 266 590
112 463
31 546
185
256
147
415
245
208
638
84 606 ]31 731 18
96 625 784 784 18
2024-08-06 03:40:56 PM Car_Departure
2:OOPM - 4:59PM 2024-08-06 03:4]:5] PM Car_Departure
630 630 15
524 524 15
236 236 15
281 281 16
668
514
2024-08-06 03:51:45 PM Car_Departure
2024-08-06 04:0124 PM Car Departure
2024-08-06 04:09:59 PM Car_Departure
2024-08-06 04:10:54 PM Car_Departure
2024-08-06 04:12:12 PM Car_Departure
2024-08-06 04:1632 PM Car_Departure
2024-08-06 04:28:52 PM Car_Departure
2024-08-06 04:38:00 PM Car_Departure
2024-08-06 04:45:20 PM Car_Departure
2024-08-06 04:49:06 PM Car_Departure
2024-08-06 04:53:13 PM Car_Departure
2024-08-06 04:5]26 PM Car Departure
2024-08-06 04:59:22 PM Car_Departure
2024-08-06 04:59:55 PM Car_Departure
2024-08-06 05:03:04 PM Car_Departure
2024-08-06 05:24:17 PM Car_Departure
2024-08-06 05:27:33 PM Car_Departure
2024-08-06 034035 PM Car Departure
2024-08-06 05:4538 PM Car_Departure
2024-08-06 0349:11 PM Car_Departure
2024-08-06 0002:37 PM Car_Departure
2024-08-06 06:04:0] PM Car_Departure
2024-08-06 0005:46 PM Car_Departure
2024-08-06 06:08:13 PM Car_Departure
668
514
16 16
386 386 16
335 335 16
780
590
606
602
16 16
16 16
.6
602
437 437 17
349 349 17
219
546
344 344 17
428 428 17
91 791 18
139
82 66
116
60 32
113
11 15
39 188
219
546
17 17
292 4 143 217 652 652 18
Time of day
10AM-11AM
114M-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PM-8PM
8PM-9PM
9PM-10PM
10PM-11PM
Maximum 8 of Arrivals
Arrivals
13 22
11 8
8 13
15 12
8 14
Average service time (number of seconds in queue) Minimum service time (in seconds) BDIV/01
564
450
369
410
399
524
387
586
557
349
505
578
334
289
142
45 236
28 219
168
192
101
183
477
Maximum service time (in seconds)
982
637
563
638
630
780
546
826
867
569
863
648
22 450

5:OOPM - 7:S9PM
8:OOPM - 11:04PM
2024-08-0606:15:06 PM Car_Departure
2024-08-0606:15:46 PM Car_Departure
2024-08-0606:18:42 PM Car_Departure
2024-08-0606:20:25 PM Car_Departu re
2024-08-0606:23:51 PM Car_Departure
2024-08-060627:21 PM Car_Departu re
2024-08-06062860 PM Car_Departure
2024-08-060634:38 PM Car_Departure
2024-08-06 06:53:11 PM Car_Departure
2024-08-06 06:57:58 PM Car_Departure
2024-08-0606:59:03 PM Car_Departure
2024-08-0601:04:16 PM Car_Departure
2024-08-06 07:10:34 PM Car_Departure
2024-08-06 07:11:20 PM CarDeparture
2024-08-06 07:14:01 PM Car_Departure
2024-08-0607:39:11 PM Car_Departure
2024-08-0607:40:41 PM Car_Departure
2024-08-0601:45:51 PM Car_Departure
2024-08-060781769 PM
2024-08-0601:50:13 PM
2024-08-0607:53:58 PM Car_Departure
2024-08-06 07:55:29 PM Car_Departure
2024-08-0607:58:11 PM Car_Departure
2024-08-06 08:06:59 PM CarDeparture
2024-08-0608:08:19 PM Car_Departure
2024-08-0608:13:34 PM Car_Departu re
2024-08-0608:13:41 PM Car_Departure
2024-08-060637:32 PM Car_Departu re
2024-08-06 0827:19 PM Car_Departure
2024-08-06 08:49:21 PM Car Departure
2024-08-0608:56:36 PM Car_Departure
2024-08-0609:00:30 PM Car_Departure
2024-08-06 09:01:49 PM Car_Departure
2024-08-06 09:15:08 PM Car_Departure
2024-08-06 09:16:59 PM Car_Departure
2024-08-06 09:18:22 PM Car_Departure
2024-08-0609:19:38 PM Car_Departure
2024-08-0609:20:10 PM Car_Departure
2024-08-0609:23:02 PM Car_Departure
2024-08-060924:36 PM CarDeparture
2024-08-0609:39:51 PM
2024-08-06 0947:41 PM
2024-08-06 09:5369 PM
2024-08-060954:51 PM
2024-08-0609:59:37 PM Car_Departure
2024-08-0610:10:11 PM CarDeparture
2024-08-0610:1622 PM Car_Departure
2024-08-06 10:18:54 PM Car_Departure
119
22 85 22
14 111
39 31
62 28
121
62 98
235
42 95
88 20
103
66 410 239 768 768 18
36 625 683 683 18
170 571 826 826 18
99 344 511 511 18
202 204 517 517 18
204 191 434 434 18
70 03 194 194
96 10 168 168
674 9 711 711 18
283 128 538 538 18
62 347 471 471 18
310 138 546 546 19
374 49 658 658 19
42 344 428 428 19
144 165 404 404 19
312 10 410 410 19
85 361 466
301 203 613
111 445 622 622 19
141 555 691 691 19
222
89 544 115 115 19
127 8 192 192 19
481 11 569 569 20
77 295 462
251
18 18
466
613
19 19
Car_Departure
Car_Departure
78 82
51 11
90 102
567 867 867 19
310
462
310
20 2D
97 101 101 20
12 358 358 2D
71 20
20 65
110
49 220
114
15 92
258
62 31
41 70
38 15
31 74
185
121
215
239 9 268 268 20
121 26 161 161 2D
414
231 111 452 452 21
76 283 408 408 21
632 11 863 863 21
106 439 659 659 21
80 521 622 622 21
72 461 625 625 21
29 263 550 550 21
166 84 312 312 21
91 55 183 183 21
215 18 274 274 21
413 9 492 492 21
363 52 453 453 21
60 319 454 454 21
284 404 719 719 21
393 10 477 411 22
361 102 648 648 22
150 333 610 610 22
14 493 493 20
Car_Departure
Car_Departu re
Car_Departure
Car_Departu re

Raw Car Data Report
Store: (District A) 1870187 -Fresno Blackstone Start Time: Aug 07, 2024 12:00 AM Brand: Other Stop Time: Aug 07, 2024 11:59 PM
Daypart
Departure Time Event Name
10:25AM - 11:29AM 2024-08-0711:15:57 AM Car Departure
2024-08-0710:54:47 AM Car_Departure
2024-08-0711:08:20 AM Car_Departure
Time Format Seconds
Include Pulllns: No
HME
Print Date &Time: 8/16/20248:17:15 PM
Gars in Menu Board Greet Pickup Lane Queue Lane Total Lane Total Queue
hour
29 64
82 58
219 2 276 14
48 147
81 54
24 50
26 49
34 112
65 76
106
23 38
43 152
90 34
85 166
38 114
82 52 1 100
84 58
38 94
60 67
49 38
42 44
99 86
27 28 3 128 508 664 664 13
70 227
137
87 85
149 20
187
83 2
322
172
443
230
37 14
2024-08-0711:25:11 AM Car Departure
2024-08-0711:31:46 AM Car_Departure
2024-08-0711:33:10 AM Car_Departure
2024-08-0711:40:37 AM Car_Departure
2024-08-0711:41:50 AM Car Departure
2024-08-0711:50:06 AM Car Departure
2024-08-0711:51:26 AM Car_Departure
2024-08-0711:57:50 AM Car_Departure
2024-08-0711:58:18 AM Car_Departure
2024-08-0711:59:50 AM Car_Departure
2024-08-0712:00:35 PM Car_Departure
2024-08-0712:06:44 PM Car Departure
2024-08-0712:08:45 PM Car_Departure
2024-08-0712:10:14 PM Car_Departure
2024-08-0712:11:53 PM Car Departure
2024-08-07 12:12:59 PM Car_Departure
2024-08-07 12:1405 PM Car_Departure
2024-08-07 12:17:44 PM Car_Departure
2024-08-0712:27:53 PM Car_Departure
2024-08-0712:2835 PM Car_Departure
359
244
562
302
509
369
760
359
244
562
302
509
369
760
80 440
71 266 418 418 11
262 9 325 325 11
241
173
10 11
11 11
11 11
11 377
25 399 450
89 337 475
42 363
119
86 95 166 367 367 12
61 190 274 274 12
65 203 306 306 12
206 33 282 282 12
550 16 718 718 12
37 475 602 602 12
121 298 453 453 12
176 331 592 592 12
58 338 562 562 12
47 353 438 438 12
36 25
51 126
478
126
478
450
475
11 11
156
46 200 384 384 12
201 363 363 12
232 232 12
521 521 12
2 2
11:3OAM - 1:59PM 2024-08-0712:30:42 PM Car_Departure
2024-08-0712:33:41 PM Car Departure
2024-08-071,34:41 PM Car Departure
2024-08-07 12:3530 PM Car_Departure
2024-08-0712:36:08 PM Car_Departure
2024-08-0712:4332 PM Car_Departure
2024-08-071,45:18 PM Car_Departure
2024-08-07 12:5223 PM Car Departure
2024-08-0712:53:25 PM Car_Departure
2024-08-07 01:0039 PM Car_Departure
2024-08-0701:14:21 PM Car_Departure
2024-08-07 01:17:09 PM Car_Departure
2024-08-07 01:18:29 PM Car_Departure
2024-08-07 01:19:54 PM Car_Departure
2024-08-07 01:32:26 PM Car Departure
2024-08-07 01:33:47 PM Car_Departure
2024-08-07 01:35:08 PM Car_Departure
2024-08-07 01:41:49 PM Car Departure
2024-08-07 01:55:46 PM Car_Departure
2024-08-07 01:56:42 PM Car_Departure
2024-08-07 01:58:53 PM Car_Departure
2024-08-07 02:00:19 PM Car_Departure
2024-08-07 02:04:38 PM Car_Departure
2024-08-07 02:09:19 PM Car Departure
2024-08-07 02:10:53 PM Car_Departure
2024-08-07 02:12:19 PM Car_Departure
2024-08-07 02:16:28 PM Car_Departure
2024-08-07 02:17:06 PM Car_Departure
2024-08-07 02:19:35 PM Car_Departure
2024-08-07 02:2038 PM Car_Departure
2024-08-07 02:22:37 PM Car Departure
2024-08-07 02:26:11 PM Car_Departure
2024-08-07 02:39:44 PM Car_Departure
2024-08-07 02:5346 PM Car Departure
2024-08-07 02:58:56 PM Car_Departure
2024-08-07 03:11:57 PM Car_Departure
2 305
281
6 135
42 310
8 431 431 12
393 393 12
287
549
424
327
423
56 281
465 14 573 573 13
164 307 531 531 13
75 348 490 490 13
79 375 503 503 13
351 12 401
76 299 417
71 295 410 410 13
170 277 277 13
508 601 601 13
53 487 567 567 13
287
549
424 12
327 13
12 12
2 2
401
417
13 13
2 81 558 709 709 14
249
278
88 77
246 358 753 753 14
36 414 637 637 14
146 364 593 593 14
60 430 563 563 14
116 233 601 601 14
207 198 559 559 14
228 9 292 292 14
426 11 485 485 14
303 28 462 462 14
335 11 383 383 15
664 11 815 815 15
31 450 535 535 15
195 11 251 251 15
233 9 333 333 16
248 106 435 435 16
218 133 568 568 16
89 171
387
40 396 16 468
277 207 516
135 427 617 617 16
341 8 513 513 16
304
66 73 424
41 263 11 434 434 17
543 9 697 697 17
81 388 567 567 17
166 142 344 344 17
70 163 270 270 17
441 13 490 490 17
96 295 414 414 17
196 292 545 545 17
157
241 656 656 14
432
433 595 595 14
633 633 14
607 607 14
252
154
55 48
131 34
37 140
54 45
91 2
2 2024-08-07 03:27:57 PM Car_Departure
2:OOPM - 4:59PM 2024-08-07 03:28:32 PM Car_Departure
2024-08-07 03:53:12 PM Car_Departure
2024-08-0704:0043 PM Car Departure
2024-08-07 04:04:53 PM Car_Departure
2024-08-0704:0833 PM Car_Departure
2024-08-07 04:10:06 PM Car_Departure
2024-08-07 04:13:02 PM Car_Departure
2024-08-07 041932 PM Car_Departure
2024-08-07 04:20:16 PM Car_Departure
2024-08-07 04:31:37 PM Car_Departure
2024-08-07 04:3622 PM Car_Departure
2024-08-07 04:38:41 PM Car_Departure
2024-08-07 04:48:16 PM Car Departure
2024-08-07 04:5323 PM Car_Departure
2024-08-07 04:5433 PM Car_Departure
2024-08-07 045549 PM Car_Departure
2024-08-07 04:5632 PM Car_Departure
2024-08-07 05:03:26 PM Car_Departure
2024-08-07 05:20:08 PM Car Departure
2024-08-0705:21:31 PM Car_Departure
2024-08-07 0,2422 PM Car_Departure
2024-08-07 05:25:35 PM Car_Departure
2024-08-07 0,37:19 PM Car_Departure
2024-08-07 05:38:59 PM Car_Departure
2024-08-07 0,42:17 PM Car_Departure
217
62 77
89 15
56 32
55 164
87 119
80 59
160
145
98 36
37 36
23 57
265
163
74 267 322 322 16
416
411
550 550 16
416
411
16 16
468
516
16 16
260 651 651 16
441 626 626 16
577
577 16
435 535 535 16
Time of day
10AM-11AM
11AM-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PM.PM
8PM-9PM
9PM-10PM
10PM-11PM
Maximum 8 of Arrivals
Arrivals
1 12
19 12
14 4
15 12
11 14
13 18
Average service time (number of seconds in queue) Minimum service time (in seconds) Maximum service time (in seconds) 359 359
418 126
930 232
480 277
582 292
496 251
503 322
510 270
589 246
513 214
560 281
560 406
246 103
359
760
718
664
753
815
651
795
940
781
752
741
389
430

5:OOPM - 7:S9PM
2024-08-0705:43:03 PM Car_Departure
2024-08-0705:45:28 PM Car_Departure
2024-08-0705:52:02 PM Car_Departure
2024-08-0]05:54:4] PM Car_Departu re
2024-08-0706:08:56 PM Car_Departure
2024-08-0]06:11:0-4 PM Car_Departu re
2024-08-0706:13:14 PM Car_Departure
2024-08-07 06:13:45 PM Car_Departure
2024-08-07 06:17:06 PM Car_Departure
2024-08-07 0621:06 PM Car_Departure
2024-08-0706:23:06 PM Car_Departure
2024-08-0]062643 PM Car_Departure
2024-08-07 06:28:43 PM Car_Departure
2024-08-070630:58 PM Car_Departure
2024-08-07 0642:44 PM Car_Departure
2024-08-07 07:00:40 PM Car_Departure
2024-08-0707:03:42 PM Car_Departure
2024-08-070]:08:28 PM Car_Departure
2024-08-0707:17:28 PM CarDeparture
2024-08-070]:19:36 PM Car_Departure
2024-08-0707:22:18 PM Car_Departure
2024-08-070]23:45 PM Car_Departure
2024-08-0707:24:47 PM Car_Departure
2024-08-070]27:40 PM CarDeparture
2024-08-0707:28:55 PM Car_Departure
2024-08-0]0]:32:50 PM Car_Departu re
2024-08-0707:44:04 PM Car_Departure
2024-08-070]:54:01 PM Car_Departure
2024-08-0707:57:44 PM CarDeparture
2024-08-0708:07:50 PM Car Departure
2024-08-0708:10:28 PM Car_Departure
2024-08-0]08:12:03 PM Car_Departure
2024-08-07 08:15:48 PM Car_Departure
2024-08-07 08:16:26 PM Car_Departure
2024-08-07 08:19:23 PM Car_Departure
2024-08-07 08:24:5] PM Car_Departure
2024-08-0708:27:04 PM Car_Departure
2024-08-070827:5] PM Car_Departure
2024-08-0708:36:57 PM Car_Departure
2024-08-0]08:46:5] PM CarDeparture
2024-08-0708:58:19 PM Car_Departure
2024-08-070859:36 PM Car_Departu re
2024-08-07 0900:37 PM Car_Departure
2024-08-070903:24 PM Car_Departu re
2024-08-0709:04:26 PM Car_Departure
2024-08-0]09:07:5] PM CarDeparture
2024-08-0709:08:50 PM Car_Departure
2024-08-0]09:10:2] PM Car_Departu re
2024-08-0709:13:56 PM Car_Departure
2024-08-0709:17:0-4 PM Car_Departure
2024-08-0709:18:25 PM Car_Departure
2024-08-0709:20:00 PM Car_Departure
2024-08-0709:20:05 PM Car_Departure
2024-08-070922:01 PM Car_Departure
2024-08-07 0927:07 PM Car_Departure
2024-08-07 0936:02 PM CarDeparture
2024-08-0709:47:13 PM Car_Departure
2024-08-0]09:52:18 PM Car_Departu re
2024-08-0709:55:03 PM Car_Departure
2024-08-0]09:5635 PM Car_Departu re
2024-08-0710:16:05 PM CarDeparture
2024-08-0710:21:50 PM Car Departure
37 70
140
77 154
42 67
19 85
72 85
150
39 14
79 58
114
27 160
26 89
48 356
137
148
40 42
60 29
88 89
69 67
18 155
54 190
18 23
34 224
42 25
73 316
70 40 384 461 461 17
142 272 484 484 17
389 266 795 795 17
163 374 614 614 17
751 14 919 919 18
125 720 887 887 18
124 749 940 NM 18
28 534 581 581 18
197 193 475 475 18
237 256 565 565 18
117 403 605 605 18
153 334 637 637 18
177 105 321 321 18
133 99 246 246 18
217
346
170 60 344 344 19
282 58 367 367 19
515 13 688 688 19
122 502 650 650 19
158 534 781 781 19
85 641 774 774 19
57 368 781 781 19
169 285 591 591 19
64 231
161
365 9 434 434 19
219 48 296 296 19
599 65 752 752 2D
154
90 441 600 600 20
221 270 558 558 20
35 471 524 524 2D
174 347 676 676 20
332 265 651 651 2D
123 397 710 710 20
49 244 311 311 2D
248 10 281 281 20
264 27 325 325 2D
491
71 56
156
57 294 667 667 21
208 278 556 556 21
48 94
207 300 612 612 21
185 308 595 595 21
77 358 530 530 21
92 372 524 524 21
3 358 462 462 21
101 183 467 467 21
302 185 581 581 21
347 12 444 444 21
597 13 741 741 21
300 230 655 655 21
162 262 472 472 21
27 357 406 406 21
202 14 389 389 22
29 21 103 103 22
6 8
302 302 18
412 412 19
307 519 519 19
62 333 333 19
214 214 19
8:OOPM - 11:04PM
358 601 601 20
726 726 20
453 566 566 2D
497
484
578 578 21
713 713 21
138
105
102
95 60
101
183
94 85
131
125
48 22
173
53 412
319 551 551 21
531 531 21

Departure Time Event Name Cars in Queue Menu Boar Greet Pickup Lane Queu Lane Total Lane Total 2 Menu Boar Greet Pickup Lane Queu Lane Total Lane Total:
10/2/2024 10:20:18 PM Departure 1 1:30 0:02 1:46 6:40 9:56 9:56 90 2 106 400 596 596 10/2/2024 10:18:27 PM Departure 2 0:21 0:03 8:49 0:07 9:17 9:17 21 3 529 7 557 557 10/2/2024 9:45:01 PM Departure 1 0:48 0:03 4:29 0:06 5:23 5:23 48 3 269 6 323 323 10/2/2024 9:30:32 PM Departure 1 0:16 0:02 0:25 5:29 6:10 6:10 16 2 25 329 370 370 10/2/2024 9:30:03 PM Departure 2 0:29 0:01 1:02 4:47 6:18 6:18 29 1 62 287 378 378 10/2/2024 9:28:56 PM Departure 3 2:55 0:02 4:03 1:12 8:10 8:10 175 2 243 72 490 490 10/2/2024 9:24:51 PM Departure 4 0:41 0:03 1:35 5:36 7:52 7:52 41 3 95 336 472 472 10/2/2024 9:23:11 PM Departure 3 1:27 0:03 1:28 4:53 7:48 7:48 87 3 88 293 468 468 10/2/2024 9:21:37 PM Departure 4 2:24 0:01 4:20 2:02 8:46 8:46 144 1 260 122 526 526 10/2/2024 9:17:13 PM Departure 4 0:23 0:04 2:15 3:45 6:23 6:23 23 4 135 225 383 383 10/2/2024 9:14:55 PM Departure 3 1:09 0:02 3:36 1:25 6:10 6:10 69 2 216 85 370 370 10/2/2024 9:11:14 PM Departure 3 0:50 0:02 1:04 6:17 8:11 8:11 50 2 64 377 491 491 10/2/2024 9:10:06 PM Departure 3 0:45 0:01 3:52 3:21 7:58 7:58 45 1 232 201 478 478 10/2/2024 9:06:10 PM Departure 3 0:34 0:02 2:37 1:31 4:42 4:42 34 2 157 91 282 282 10/2/2024 9:03:29 PM Departure 4 0:53 0:04 1:55 0:10 2:58 2:58 53 4 115 10 178 178 10/2/2024 8:55:29 PM Departure 1 0:18 0:02 0:08 0:11 0:37 0:37 18 2 8 11 37 37 10/2/2024 8:51:17 PM Departure 1 1:33 0:02 0:53 2:43 5:09 5:09 93 2 53 163 309 309 10/2/2024 8:50:14 PM Departure 2 1:36 0:04 4:25 0:08 6:09 6:09 96 4 265 8 369 369 10/2/2024 8:35:02 PM Departure 1 1:11 0:02 0:54 3:16 5:21 5:21 71 2 54 196 321 321 10/2/2024 8:34:05 PM Departure 2 1:46 0:02 2:53 1:35 6:14 6:14 106 2 173 95 374 374 10/2/2024 8:31:08 PM Departure 3 0:52 0:01 0:24 4:22 5:38 5:38 52 1 24 262 338 338 10/2/2024 8:30:40 PM Departure 4 0:54 0:02 5:08 0:07 6:09 6:09 54 2 308 7 369 369 10/2/2024 8:24:16 PM Departure 1 0:39 0:02 2:50 5:13 8:42 8:42 39 2 170 313 522 522 10/2/2024 8:21:23 PM Departure 2 1:30 0:01 6:19 0:41 8:30 8:30 90 1 379 41 510 510 10/2/2024 8:15:01 PM Departure 2 1:25 0:01 3:58 0:07 5:30 5:30 85 1 238 7 330 330 10/2/2024 8:09:35 PM Departure 2 0:49 0:02 1:30 5:30 7:49 7:49 49 2 90 330 469 469 10/2/2024 8:08:02 PM Departure 2 0:48 0:02 1:03 5:19 7:10 7:10 48 2 63 319 430 430 10/2/2024 8:06:55 PM Departure 3 1:10 0:02 1:53 4:19 7:22 7:22 70 2 113 259 442 442 10/2/2024 8:05:00 PM Departure 4 2:50 0:02 2:59 2:33 8:22 8:22 170 2 179 153 502 502 10/2/2024 8:01:57 PM Departure 5 0:34 0:02 0:26 5:54 6:54 6:54 34 2 26 354 414 414 10/2/2024 8:01:27 PM Departure 5 1:12 0:03 7:11 0:08 8:31 8:31 72 3 431 8 511 511 10/2/2024 7:47:30 PM Departure 1 0:42 0:02 4:03 0:07 4:52 4:52 42 2 243 7 292 292 10/2/2024 7:41:43 PM Departure 1 0:18 0:01 1:41 0:06 2:05 2:05 18 1 101 6 125 125 10/2/2024 7:28:51 PM Departure 1 0:55 0:01 4:23 0:08 5:26 5:26 55 1 263 8 326 326 10/2/2024 7:23:32 PM Departure 2 0:44 0:02 1:49 2:43 5:16 5:16 44 2 109 163 316 316 10/2/2024 7:21:38 PM Departure 2 2:12 0:01 3:15 3:31 8:58 8:58 132 1 195 211 538 538 10/2/2024 7:18:21 PM Departure 3 0:29 0:01 1:20 7:04 8:53 8:53 29 1 80 424 533 533 10/2/2024 7:16:58 PM Departure 3 2:37 0:01 2:33 5:01 10:11 10:11 157 1 153 301 611 611 10/2/2024 7:14:21 PM Departure 4 2:15 0:01 2:43 4:57 9:55 9:55 135 1 163 297 595 595 10/2/2024 7:11:33 PM Departure 4 0:56 0:02 3:48 3:38 8:22 8:22 56 2 228 218 502 502 10/2/2024 7:07:40 PM Departure 4 2:06 0:02 4:40 1:29 8:15 8:15 126 2 280 89 495 495 10/2/2024 7:02:57 PM Departure 2 1:41 0:03 1:55 3:45 7:21 7:21 101 3 115 225 441 441 10/2/2024 7:00:58 PM Departure 3 1:19 0:01 3:44 2:23 7:26 7:26 79 1 224 143 446 446 10/2/2024 6:57:08 PM Departure 3 0:45 0:02 3:36 0:07 4:28 4:28 45 2 216 7 268 268 10/2/2024 6:52:07 PM Departure 1 1:06 0:03 0:56 6:32 8:34 8:34 66 3 56 392 514 514 10/2/2024 6:51:07 PM Departure 2 1:44 0:02 5:27 2:13 9:24 9:24 104 2 327 133 564 564 10/2/2024 6:45:35 PM Departure 3 0:41 0:02 1:38 2:22 4:41 4:41 41 2 98 142 281 281 10/2/2024 6:43:53 PM Departure 4 3:39 0:01 1:04 2:01 6:44 6:44 219 1 64 121 404 404

10/2/2024 6:42:48 PM Departure 4 0:39 0:02 0:47 4:57 6:23 6:23 39 2 47 297 383 383 10/2/2024 6:41:58 PM Departure 5 1:00 0:03 0:34 5:03 6:37 6:37 60 3 34 303 397 397 10/2/2024 6:41:22 PM Departure 5 0:57 0:02 0:38 5:29 7:04 7:04 57 2 38 329 424 424 10/2/2024 6:40:42 PM Departure 5 1:51 0:02 6:17 0:10 8:18 8:18 111 2 377 10 498 498 10/2/2024 6:29:14 PM Departure 1 0:36 0:01 0:40 2:13 3:29 3:29 36 1 40 133 209 209 10/2/2024 6:28:32 PM Departure 2 0:58 0:02 1:07 1:46 3:51 3:51 58 2 67 106 231 231 10/2/2024 6:27:21 PM Departure 3 0:14 0:02 0:31 4:16 5:01 5:01 14 2 31 256 301 301 10/2/2024 6:26:47 PM Departure 4 0:37 0:02 1:35 2:56 5:08 5:08 37 2 95 176 308 308 10/2/2024 6:25:08 PM Departure 4 0:44 0:02 0:29 3:59 5:12 5:12 44 2 29 239 312 312 10/2/2024 6:24:34 PM Departure 4 1:41 0:02 2:17 2:31 6:29 6:29 101 2 137 151 389 389 10/2/2024 6:22:14 PM Departure 4 1:05 0:03 0:40 3:36 5:21 5:21 65 3 40 216 321 321 10/2/2024 6:21:30 PM Departure 4 0:53 0:02 0:57 3:46 5:36 5:36 53 2 57 226 336 336 10/2/2024 6:20:29 PM Departure 5 0:41 0:02 0:48 3:50 5:19 5:19 41 2 48 230 319 319 10/2/2024 6:19:37 PM Departure 5 1:48 0:02 1:45 3:51 7:24 7:24 108 2 105 231 444 444 10/2/2024 6:17:47 PM Departure 5 1:18 0:02 1:07 5:06 7:31 7:31 78 2 67 306 451 451 10/2/2024 6:16:38 PM Departure 5 4:55 0:01 1:31 4:55 11:21 11:21 295 1 91 295 681 681 10/2/2024 6:15:04 PM Departure 4 1:16 0:03 2:56 6:57 11:09 11:09 76 3 176 417 669 669 10/2/2024 6:12:05 PM Departure 4 0:50 0:01 0:37 7:35 9:02 9:02 50 1 37 455 542 542 10/2/2024 6:11:25 PM Departure 5 2:56 0:03 1:19 7:08 11:23 11:23 176 3 79 428 683 683 10/2/2024 6:10:02 PM Departure 5 1:32 0:02 4:58 6:15 12:45 12:45 92 2 298 375 765 765 10/2/2024 6:05:00 PM Departure 5 0:24 0:01 1:27 6:53 8:44 8:44 24 1 87 413 524 524 10/2/2024 6:03:29 PM Departure 5 1:14 0:02 0:43 8:37 10:34 10:34 74 2 43 517 634 634 10/2/2024 6:02:43 PM Departure 5 0:59 0:01 5:51 4:00 10:50 10:50 59 1 351 240 650 650 10/2/2024 5:56:50 PM Departure 4 2:44 0:02 5:28 0:08 8:20 8:20 164 2 328 8 500 500 10/2/2024 5:45:47 PM Departure 1 1:22 0:01 1:15 3:48 6:25 6:25 82 1 75 228 385 385 10/2/2024 5:44:27 PM Departure 2 1:11 0:02 1:24 3:48 6:23 6:23 71 2 84 228 383 383 10/2/2024 5:42:59 PM Departure 3 0:33 0:02 1:33 3:28 5:34 5:34 33 2 93 208 334 334 10/2/2024 5:41:23 PM Departure 4 2:03 0:02 5:04 0:07 7:14 7:14 123 2 304 7 434 434 10/2/2024 5:33:34 PM Departure 1 0:44 0:02 1:34 3:24 5:42 5:42 44 2 94 204 342 342 10/2/2024 5:31:57 PM Departure 2 1:01 0:02 0:53 4:26 6:20 6:20 61 2 53 266 380 380 10/2/2024 5:31:00 PM Departure 3 0:31 0:02 1:21 6:31 8:23 8:23 31 2 81 391 503 503 10/2/2024 5:29:36 PM Departure 4 3:55 0:02 6:44 0:18 10:57 10:57 235 2 404 18 657 657 10/2/2024 5:17:16 PM Departure 1 1:02 0:02 1:33 3:32 6:07 6:07 62 2 93 212 367 367 10/2/2024 5:15:40 PM Departure 2 3:31 0:01 3:08 3:05 9:44 9:44 211 1 188 185 584 584 10/2/2024 5:12:25 PM Departure 3 1:26 0:02 0:57 5:40 8:03 8:03 86 2 57 340 483 483 10/2/2024 5:11:25 PM Departure 4 0:46 0:01 0:59 6:09 7:54 7:54 46 1 59 369 474 474 10/2/2024 5:10:22 PM Departure 4 0:52 0:02 1:11 5:46 7:49 7:49 52 2 71 346 469 469 10/2/2024 5:09:09 PM Departure 5 2:17 0:01 3:37 3:05 8:59 8:59 137 1 217 185 539 539 10/2/2024 5:05:25 PM Departure 5 0:28 0:01 5:58 0:07 6:33 6:33 28 1 358 7 393 393 10/2/2024 4:59:13 PM Departure 2 0:43 0:03 2:23 0:07 3:13 3:13 43 3 143 7 193 193 10/2/2024 4:35:16 PM Departure 1 2:28 0:02 2:14 3:51 8:33 8:33 148 2 134 231 513 513 10/2/2024 4:32:58 PM Departure 2 1:42 0:03 6:38 0:08 8:28 8:28 102 3 398 8 508 508 10/2/2024 4:20:39 PM Departure 1 0:32 0:02 1:14 3:21 5:07 5:07 32 2 74 201 307 307 10/2/2024 4:19:20 PM Departure 2 0:56 0:02 2:09 1:45 4:50 4:50 56 2 129 105 290 290 10/2/2024 4:17:09 PM Departure 3 0:51 0:02 3:28 0:09 4:28 4:28 51 2 208 9 268 268 10/2/2024 4:03:52 PM Departure 1 1:15 0:02 5:09 1:35 7:59 7:59 75 2 309 95 479 479 10/2/2024 3:58:41 PM Departure 2 1:35 0:02 6:20 0:09 8:04 8:04 95 2 380 9 484 484 10/2/2024 3:49:45 PM Departure 1 0:44 0:02 0:50 4:14 5:48 5:48 44 2 50 254 348 348 10/2/2024 3:48:51 PM Departure 2 0:28 0:04 1:03 3:56 5:27 5:27 28 4 63 236 327 327

10/2/2024 3:47:46 PM Departure 3 1:13 0:02 4:19 0:07 5:39 5:39 73 2 259 7 339 339 10/2/2024 3:29:12 PM Departure 1 0:53 0:02 7:50 0:07 8:50 8:50 53 2 470 7 530 530 10/2/2024 3:19:34 PM Departure 1 1:04 0:18 1:36 2:06 4:46 4:46 64 18 96 126 286 286 10/2/2024 3:17:56 PM Departure 2 1:21 0:02 3:43 0:08 5:12 5:12 81 2 223 8 312 312 10/2/2024 3:12:24 PM Departure 1 0:23 0:01 0:31 5:15 6:09 6:09 23 1 31 315 369 369 10/2/2024 3:11:51 PM Departure 2 0:56 0:02 1:36 4:33 7:05 7:05 56 2 96 273 425 425 10/2/2024 3:10:13 PM Departure 3 1:10 0:03 6:41 0:10 8:01 8:01 70 3 401 10 481 481 10/2/2024 3:00:58 PM Departure 1 2:01 0:02 5:39 0:10 7:50 7:50 121 2 339 10 470 470 10/2/2024 2:53:50 PM Departure 2 0:23 0:02 0:31 1:40 2:34 2:34 23 2 31 100 154 154 10/2/2024 2:53:16 PM Departure 3 1:36 0:01 4:43 0:56 7:15 7:15 96 1 283 56 435 435 10/2/2024 2:48:31 PM Departure 2 0:31 0:01 3:02 0:08 3:41 3:41 31 1 182 8 221 221 10/2/2024 2:43:45 PM Departure 1 0:19 0:01 0:49 3:33 4:41 4:41 19 1 49 213 281 281 10/2/2024 2:42:53 PM Departure 2 0:30 0:01 1:13 4:04 5:47 5:47 30 1 73 244 347 347 10/2/2024 2:41:37 PM Departure 3 0:54 0:01 1:40 4:16 6:50 6:50 54 1 100 256 410 410 10/2/2024 2:39:53 PM Departure 4 0:27 0:01 1:19 6:41 8:27 8:27 27 1 79 401 507 507 10/2/2024 2:38:33 PM Departure 4 0:58 0:02 7:17 0:09 8:24 8:24 58 2 437 9 504 504 10/2/2024 2:30:41 PM Departure 2 0:24 0:01 2:52 0:06 3:22 3:22 24 1 172 6 202 202 10/2/2024 2:25:32 PM Departure 1 0:41 0:03 3:54 0:08 4:43 4:43 41 3 234 8 283 283 10/2/2024 2:14:43 PM Departure 1 0:41 0:02 6:17 0:06 7:04 7:04 41 2 377 6 424 424 10/2/2024 2:04:43 PM Departure 1 0:14 0:01 0:31 3:09 3:54 3:54 14 1 31 189 234 234 10/2/2024 2:04:09 PM Departure 2 0:18 0:02 0:35 5:48 6:41 6:41 18 2 35 348 401 401 10/2/2024 2:03:30 PM Departure 3 0:23 0:02 1:00 5:09 6:32 6:32 23 2 60 309 392 392 10/2/2024 2:02:28 PM Departure 4 1:58 0:01 5:16 0:18 7:32 7:32 118 1 316 18 452 452 10/2/2024 1:57:08 PM Departure 3 1:16 0:02 4:44 2:55 8:55 8:55 76 2 284 175 535 535 10/2/2024 1:52:22 PM Departure 2 0:48 0:01 2:44 1:34 5:06 5:06 48 1 164 94 306 306 10/2/2024 1:49:35 PM Departure 3 0:39 0:02 3:07 0:09 3:55 3:55 39 2 187 9 235 235 10/2/2024 1:44:53 PM Departure 1 0:02 0:02 0:36 0:05 0:43 0:43 2 2 36 5 43 43 10/2/2024 1:40:20 PM Departure 1 0:46 0:01 1:06 4:39 6:31 6:31 46 1 66 279 391 391 10/2/2024 1:39:10 PM Departure 2 0:24 0:01 1:10 4:56 6:30 6:30 24 1 70 296 390 390 10/2/2024 1:37:52 PM Departure 3 0:42 0:02 5:37 1:22 7:41 7:41 42 2 337 82 461 461 10/2/2024 1:32:11 PM Departure 2 0:21 0:02 2:52 0:09 3:22 3:22 21 2 172 9 202 202 10/2/2024 1:25:24 PM Departure 1 0:57 0:02 2:49 4:07 7:53 7:53 57 2 169 247 473 473 10/2/2024 1:22:30 PM Departure 2 0:38 0:02 0:32 6:20 7:30 7:30 38 2 32 380 450 450 10/2/2024 1:21:51 PM Departure 3 2:23 0:01 4:36 2:50 9:49 9:49 143 1 276 170 589 589 10/2/2024 1:17:11 PM Departure 3 1:02 0:01 0:49 4:56 6:47 6:47 62 1 49 296 407 407 10/2/2024 1:16:15 PM Departure 4 0:26 0:01 0:59 5:01 6:26 6:26 26 1 59 301 386 386 10/2/2024 1:15:11 PM Departure 5 1:19 0:01 1:04 4:28 6:51 6:51 79 1 64 268 411 411 10/2/2024 1:14:03 PM Departure 5 1:07 0:02 5:43 0:06 6:56 6:56 67 2 343 6 416 416 10/2/2024 1:08:16 PM Departure 2 0:32 0:02 0:31 4:56 5:59 5:59 32 2 31 296 359 359 10/2/2024 1:07:42 PM Departure 3 1:23 0:01 1:10 6:30 9:03 9:03 83 1 70 390 543 543 10/2/2024 12:59:40 PM Departure 2 1:43 0:02 1:00 0:13 2:56 2:56 103 2 60 13 176 176 10/2/2024 12:54:26 PM Departure 1 0:37 0:01 4:08 1:17 6:02 6:02 37 1 248 77 362 362 10/2/2024 12:50:12 PM Departure 2 0:34 0:01 3:00 0:08 3:42 3:42 34 1 180 8 222 222 10/2/2024 12:43:24 PM Departure 1 0:33 0:02 1:12 4:59 6:44 6:44 33 2 72 299 404 404 10/2/2024 12:42:01 PM Departure 2 0:52 0:01 1:18 7:58 10:08 10:08 52 1 78 478 608 608 10/2/2024 12:40:35 PM Departure 3 1:19 0:01 2:43 8:49 12:51 12:51 79 1 163 529 771 771 10/2/2024 12:37:48 PM Departure 4 1:06 0:02 2:30 9:01 12:37 12:37 66 2 150 541 757 757 10/2/2024 12:35:14 PM Departure 4 1:20 0:02 3:40 6:28 11:28 11:28 80 2 220 388 688 688 10/2/2024 12:31:30 PM Departure 4 1:37 0:01 2:57 4:51 9:25 9:25 97 1 177 291 565 565

10/2/2024 12:28:29 PM Departure 5 0:35 0:02 2:23 5:02 8:00 8:00 10/2/2024 12:26:03 PM Departure 5 1:20 0:01 2:24 3:13 6:57 6:57 10/2/2024 12:23:35 PM Departure 4 1:32 0:01 1:38 2:58 6:08 6:08 10/2/2024 12:21:54 PM Departure 4 1:07 0:01 3:16 2:45 7:08 7:08 10/2/2024 12:18:30 PM Departure 3 0:24 0:05 0:32 6:13 7:09 7:09 10/2/2024 12:17:55 PM Departure 4 0:58 0:02 0:34 6:04 7:36 7:36 10/2/2024 12:17:19 PM Departure 4 0:37 0:03 2:30 4:35 7:42 7:42 10/2/2024 12:14:45 PM Departure 4 2:49 0:03 5:07 0:09 8:05 8:05 10/2/2024 12:03:38 PM Departure 1 0:54 0:02 3:53 2:27 7:14 7:14 10/2/2024 11:59:42 AM Departure 2 0:23 0:03 0:57 6:35 7:55 7:55 10/2/2024 11:58:43 AM Departure 3 0:51 0:02 5:54 1:17 8:02 8:02 10/2/2024 11:52:46 AM Departure 3 0:53 0:02 1:39 2:35 5:07 5:07 10/2/2024 11:51:00 AM Departure 3 0:25 0:02 0:24 4:21 5:10 5:10 10/2/2024 11:50:31 AM Departure 3 0:54 0:02 4:49 0:33 6:16 6:16 10/2/2024 11:45:38 AM Departure 2 1:14 0:04 2:23 1:20 4:57 4:57 10/2/2024 11:43:04 AM Departure 2 1:14 0:02 4:05 3:33 8:52 8:52 10/2/2024 11:38:58 AM Departure 2 0:50 0:02 1:14 3:35 5:39 5:39 10/2/2024 11:37:41 AM Departure 3 0:27 0:03 5:05 0:06 5:38 5:38 10/2/2024 11:26:28 AM Departure 1 0:29 0:02 2:50 0:09 3:28 3:28 10/2/2024 11:20:58 AM Departure 1 0:37 0:02 5:44 1:37 7:58 7:58 10/2/2024 11:15:10 AM Departure 2 0:39 0:08 3:39 4:32 8:50 8:50 10/2/2024 11:11:25 AM Departure 2 1:24 0:02 4:04 1:53 7:21 7:21 10/2/2024 11:07:16 AM Departure 3 0:41 0:10 2:48 3:58 7:27 7:27 10/2/2024 11:04:25 AM Departure 3 1:01 0:02 2:54 2:10 6:05 6:05 10/2/2024 11:01:17 AM Departure 3 0:33 0:01 4:05 0:50 5:28 5:28 10/2/2024 10:57:06 AM Departure 2 0:33 0:02 3:46 0:10 4:29 4:29 35 2 143 302 480 480
80 1 144 193 417 417
92 1 98 178 368 368
67 1 196 165 428 428
24 5 32 373 429 429
58 2 34 364 456 456
37 3 150 275 462 462
169 3 307 9 485 485
54 2 233 147 434 434
23 3 57 395 475 475
51 2 354 77 482 482
53 2 99 155 307 307
25 2 24 261 310 310
54 2 289 33 376 376
74 4 143 80 297 297
74 2 245 213 532 532
50 2 74 215 339 339
27 3 305 6 338 338
29 2 170 9 208 208
37 2 344 97 478 478
39 8 219 272 530 530
84 2 244 113 441 441
41 10 168 238 447 447
61 2 174 130 365 365
33 1 245 50 328 328
33 2 226 10 269 269

Raw Car Data Report
Store: (Disidd C) 383 Garden Grovc - Other Start Time: Aug 02, 2024 12:00 AM Brand: Other Stop Time: Aug OZ 2024 11:59 PM
Daypart
Departure Time Event Name
10:2 SAM - 11:29AM 2024-08-0211:27:4] AM Car Departure
2024-08-02 10:51:47 AM CarDeparture
2024-08-0211:18:00 AM CarDeparture
2024-08-0211:29:32 AM CarDeparture
2024-08-021132:51 AM Car Departure
2024-08-0211:40:55 AM Car Departure
2024-08-02 12:0539 PM Car Departure
2024-08-0212:07:48 PM Car Departure
2024-08-0212:1123 PM Car Departure
2024-08-0212:16:10 PM Car Departure
2024-08-0212:17:02 PM Car Departure
2024-08-0212:33:50 PM Car Departure
2024-08-0212:39:43 PM Car Departure
2024-08-0212:41:13 PM Car Departure
2024-08-0212:41:59 PM Car Departure
2024-08-0212:43:46 PM Car Departure
2024-08-0212:4421 PM Car Departure
2024-08-0212:47:37 PM Car Departure
2024-08-02 12:5226 PM Car Departure
Time Format Seconds
Include Pulllns: No
HME
Print Date &Time: 8/16/2024 7:43:26 PM
Gars in Menu Board Greet Pickup Lane Queue Lane Total Lane Total Queue
hour
21 64
62 51
55 52
100
57 42
54 82
65 563
458
495
97 196
478
560
117 532 701
210 318 628
283 178 518 518 12
49 417 508 508 12
555
348 272 702
85 539 689
41 548 666
102 439 624 624 12
29 414 487 487 12
193 207 449
285 252 575
300 243
502
105 449 607
116 353 541
93 261 415 415 13
81 50 179 179 13
284
510
442 37 579 579 13
238 433 719 719 13
189
290
97 520
88 369
79 720 845 845 14
75 689 826 826 14
104 587 833 833 14
301 555 990 990 14
160 564 918 918 14
59 507 651 651 14
187 517 753 753 14
15 296
327
161
21 604
489
574
424
585
690 690 11
636
604 10
489 11
574 11
424 11
585 11
636
701
628
12 12
12 10 619
619
702
689
666
12 12
12 12
83 44
49 38
143
37 53
72 41
48 43
56 100
48 67
26 14
72 30
80 46
62 142
134
1::
49 55
51 29
41 48
42 31
22 56
83 5]
449
575
686
540
607
541
12 12
12 12
12 13
11:30AM - 1:59PM 2024-08-0212:57:32 PM Car Departure
2024-08-0212:5]:34 PM Car Departure
686
540
2024-08-0212:59:23 PM Car Departure
2024-08-02 01:0122 PM Car Departure
2024-08-02 01:02:59 PM Car Departure
2024-08-02 01:0426 PM Car Departure
2024-08-02 01:09:15 PM Car Departure
2024-08-02 01:17:57 PM Car Departure
2024-08-02 01:25:22 PM Car Departure
2024-08-02 01:29:27 PM Car Departure
2024-08-02 01:32:39 PM Car Departure
2024-08-02 01:3]35 PM Car Departure
2024-08-02 01:39:15 PM Car Departure
2024-08-02 01:50:59 PM Car Departure
2024-08-02 01:52:30 PM Car Departure
2024-08-02 01:58:43 PM Car Departure
2024-08-02 02:00:06 PM Car Departure
2024-08-02 02:0127 PM Car Departure
2024-08-02 02:03:15 PM Car Departure
2024-08-02 02:08:19 PM Car Departure
2024-08-02 02:11:01 PM Car Departure
2024-08-02 02:12:03 PM Car Departure
2024-08-02 02:15:13 PM Car Departure
2024-08-02 02:3]35 PM Car Departure
2024-08-02 02:49:06 PM Car Departure
2024-08-02 02:49:40 PM Car Departure
2024-08-02 02:51:39 PM Car Departure
2024-08-02 03:00:52 PM Car Departure
89 416 416 13
45 611 611 13
312
12 208
10 494
502
568 568 13
328 328 13
319 319 13
602 602 13
612
951
612
951
13 13
12 74 74 14
146 507 704 704 14
30 503 562 562 14
111 78
473 12
368 418 418 15
672 712 712 15
30 633 685 685 15
309 17 382 382 15
389 10
101 338
6 550
270 13 327 327 16
482 14 552 552 16
484
111 480
220
281
207 344 615 615 17
232 317 612 612 17
103
138
66 400
564 19 726
52 550 625
159 410 653 653 17
34 9 56 56 17
502 10 629 629 18
110 440 577 577 18
113
450
387
80 372
126
147
575 628 628 19
157 391 630
142 479 665
62 121 420
330 330
533 533 15
14 2:00PM - 4:59PM 2024-08-02 03:16:21 PM Car Departure 2024-08-02 03:38:02 PM Car Departure
2024-08-02 03:38:40 PM Car Departure
2024-08-02 03:55:15 PM Car Departure
2024-08-02 04:0]:14 PM Car Departure
2024-08-02 04:09:10 PM Car Departure
2024-08-02 04:09:21 PM Car Departure
2024-08-02 04:20:44 PM Car Departure
2024-08-02 04:28:22 PM Car Departure
2024-08-02 04:41:59 PM Car Departure
2024-08-02 04:5126 PM Car Departure
2024-08-02 04:5323 PM Car Departure
2024-08-0204:5]:11 PM Car Departure
2024-08-02 05:01:57 PM Car Departure
2024-08-02 05:05:27 PM Car Departure
2024-08-02 090927 PM Car Departure
2024-08-02 05:11:15 PM Car Departure
2024-08-02 091339 PM Car Departure
2024-08-02 05:14:50 PM Car Departure
2024-08-02 0925:14 PM Car Departure
2024-08-02 05:38:52 PM Car_Departure
2024-08-02 0939:48 PM Car_Departure
2024-08-02 05:4229 PM Car_Departure
2024-08-02 0943:19 PM Car Departure
2024-08-02 06:06:00 PM Car Departure
2024-08-02 06:0]:55 PM Car Departure
2024-08-02 000951 PM Car Departure
2024-08-02 06:17:44 PM Car Departure
482
496
482
496
16 16
112
44 56
118 135 135 16
14 676 676 16
13 554 554 16
604 604 16
592 592 16
81 64
63 133
89 38
48 143
23 84
13 117
27 69
331
424 786 786 17
308 544
318 545
419
11 544
545
17 17
523 523 17
459 459 17
726
625
17 17
369
20 551 551 18
545 545 18
529
109
497 497 18
501 501 18
5:00PM - 7:59PM 2024-08-0206:34:41 PM Car Departure
2024-08-02 06:41:03 PM Car Departure
2024-08-02 06:53:45 PM Car Departure
2024-08-02 06:55:54 PM Car Departure
2024-08-02 06:5823 PM Car Departure
2024-08-02 07:19:46 PM Car Departure
2024-08-02 07:22:28 PM Car Departure
2024-08-02 07:24:53 PM Car Departure
2024-08-02 07:26:00 PM Car Departure
2024-08-02 07:28:0] PM Car Departure
132
18 114
34 36
44 82
44 529
109
18 18
425 608 608 18
630
665
671
668
19 19
19 19
127
592 671
668
Time of day
10AM-11AM
11AM-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
9PM-5PM
5PM-6PM
6PM-7PM
7PM-SPM
8PM-9PM
9PM-10PM
10PM-11PM
Maximum B of Arrivals
Arrivals
1 5
16 13
11 9
11 9
11 11
21 Average service time number of seconds in queue) Minimum service time (in seconds) Maximum service time (in seconds) 609
552
602
526
681
546
491
559
505
535
510
510
568
510
604
424
449
179
74 382
135
56 109
313
109
51 510
609
690
702
951
990
712
676
786
629
671
736
684
627
21 2024-08-0207:28:51 PM Car_Departure
2024-08-020]:47:48 PM Car_Departure
2024-08-0207:50:23 PM Car_Departure
2024-08-0201:50:53 PM Car_Departu re
2024-08-0207:53:53 PM Car_Departure
2024-08-0201:55:12 PM Car_Departu re
2024-08-0208:00:54 PM Car_Departure
2024-08-02 0805:01 PM Car_Departure
2024-08-020809:19 PM Car_Departure
2024-08-02 08:18:46 PM Car_Departure
2024-08-0208:27:36 PM Car_Departure
2024-08-0208:30:21 PM Car_Departure
2024-08-02 08:32:29 PM Car_Departure
2024-08-02 0834:34 PM CarDeparture
2024-08-020835:37 PM Car_Departure
2024-08-02 08:4008 PM Car_Departure
2024-08-0208:51:28 PM Car_Departure
2024-08-0209:04:21 PM Car_Departure
2024-08-0209:01:21 PM
2024-08-0209:17:11 PM
33 12
53 20
28 42
33 45
41 301 375 375 19
485 11 568 568 19
150 300 503 503 19
21 431 418 418 19
178
13 232 19 284 284
242 205 492 492
252 183 466
451 16 513
524 36 623 623
163 485 122 122
122 493 674 674 20
121 450 136 136 2D
58 182
198
388
313
388
313
19 19
20 2D
20 2D
20 2D
46 63
74 59
165
29 94
58 26
466
513
418
8 505 505 20
109 109 2D
264 159 481 481
211 10 313 313
169 109 287 287
593 39 661 661
55 572 684 684 21
44 549 616 616 21
37 555 604 604 21
58 457 545 545 21
110 202 629 629 21
20 11 51 51 21
395 12 459 459 21
130 308 518 518 21
21 328 365 365 21
164 286
289 243 575 575 21
36 491 563 563 21
35 456 554 554 21
88 208 425 425 21
334 257 629 629 21
43 491 634 634 21
16 504 551 551 21
60 475 512 512 21
316 197 627 627 22
59 445 566 566 22
40 445 510 510 22
20 21
21 21
Car_Departure
Car_Departure
35 57
23 12
30 31,
14 52
80 16
19 43
36 63
129
38 94
2024-08-0209:18:16 PM Car_Departure
2024-08-02 09:19:0-4 PM Car_Departure
2024-08-02 09:19:45 PM Car_Departure
8:OOPM - 11:29PM 2024-08-02 092052 PM CarDeparture
2024-08-0209:22:50 PM Car_Departure
2024-08-0209:23:14 PM Car_Departu re
2024-08-0209:33:51 PM Car_Departure
2024-08-02 0936:01 PM Car_Departu re
2024-08-02093032 PM Car_Departure
2024-08-02 09:39:21 PM Car Departure
469
469
21 2024-08-0209:44:15 PM Car_Departure
2024-08-0209:44:55 PM Car_Departure
2024-08-02 09:45:34 PM Car_Departure
2024-08-02 0947:05 PM Car_Departure
2024-08-02095242 PM Car_Departure
2024-08-02 09:53:30 PM Car_Departure
2024-08-0209:53:49 PM Car_Departure
2024-08-0209:54:54 PM Car_Departure
2024-08-02 10:00:14 PM Car_Departure
2024-08-0210:01:20 PM Car Departure
2024-08-0210:02:05 PM Car Departure
31 114
62 25

Raw Car Data Report
Store: (District C) 383 Garden Grovc - Other Start Time: Aug 03, 202412:00 AM Brand: Other Stop Time: Aug 03, 2024 11.59 PM
Bayport
Departure Time Event Name
10:25AM - 11:29AM 2024-08-03 11:15:19 AM Car Departure
2024-08-03 11:2713 AM Car_Departure
11:3OAM - 1:59PM 2024-08-03 01:09:15 PM Car_Departure
2024-08-03 11:48.01 AM Car Departure
2024-08-0312:10:46 PM Car_Departure
2024-08-03121224 PM Car Departure
2024-08-0312:27:43 PM Car_Departure
2024-08-03122826 PM Car Departure
2024-08-0312:40:55 PM Car_Departure
2024-08-0312:4636 PM Car Departure
2024-08-0312:49:59 PM Car_Departure
2024-08-0312:53:15 PM Car Departure
2024-08-0312:54:17 PM Car_Departure
Time Format Seconds
Include Pulllns: No
HME
Print Date &Time, 8/16/2024 746:24 PM
Gars in Menu Board Greet Pickup Lane Queue Lane Total Lane Total Queue
hour
198
31 589
630
189
E00
95 487
36 591
337
198 641
193 610
59 781 859 859 12
496 9 561 561 13
143 448 642
164 305 617 617 13
121 332 488 488 13
56 394 506 506 13
381
506
78 521
163
454
277 155 458
233 331 646
66 546 629 629 14
271 499 817 817 14
431 158 768 768 14
260 219 512 512 14
536 68 667 667 14
49 581 654 654 14
527 12 577 577 1s
249 142 524 524 15
410
609
44 476
123 325 494 494 15
101 285 427 427 15
552
801
704
289
724
702
562 562 12
213 213 12
672 672 12
944 944 12
906
910
801 11
704 11
289 11
724 12
702 12
64 16
66 50
67 107
19 56
51 148
35 56
69 105
20 66
80 32
26 82
17 47
1::
63 24
38 133
44 64
15 49
46 41
84 4 378 15 477 477 15
39 9 463 15 517 517 16
146
50 17
39 68
15 32
77 63
42 83
41 47
29 55
49 113
43 27
138
208
18 59
39 52
72 119
34 104
68 113
92 151
101
115
72 58
48 104
41 74
14 109
26 161
15 557
906
910
12 12
2024-08-0301:11:41 PM Car_Departure
2024-08-03 01:1428 PM Car Departure
2024-08-03 01:16:33 PM Car_Departure
2024-08-03 01:1733 PM Car Departure
2024-08-03 01:24:47 PM Car_Departure
2024-08-03 01:33:17 PM Car Departure
2024-08-03 01:34:41 PM Car Departure
2024-08-03 01:49:03 PM Car Departure
2024-08-03 01:51:53 PM Car_Departure
2024-08-03 02:09:07 PM Car Departure
2024-08-03 02:13:46 PM Car_Departure
2024-08-03 02:17:43 PM Car Departure
2024-08-03 02:18:52 PM Car_Departure
2024-08-03 02:2327 PM Car Departure
2024-08-03 02:30:40 PM Car_Departure
2024-08-03 0235:04 PM Car Departure
2024-08-03 02:44:05 PM Car_Departure
2024-08-03 02:44:59 PM Car Departure
Time of day
10AM-11AM
11AM-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PM-SPM
8PM-9PM
9PM-10PM
10PM-11PM
Arrivals
3 9
10 9
4 4
13 10
12 Average service time number of seconds in queue) Minimum service time (in seconds) SOIV/01
598
721
558
629
476
462
274
718
557
538
645
SDIV/Ol
289
213
431
458
67 49
42 361
416
329
86 Maximum service time (in seconds)
801
944
678
817
706
860
496
999
730
723
1,009
642 13 Maximum B of Arrivals
14 67
333
10 348
26 464
678
431 431 13
597 597 13
591 591 13
512 512 14
464 13
678 13
458
646
14 14
2024-08-03 03:02:43 PM Car_Departure
2:OOPM-4:59PM 2024-08-03 03:06:57 PM CarDeparture
2024-08-03 03:15:19 PM Car_Departure
2024-08-03 03:25:44 PM Car Departure
2024-08-03 03:28:08 PM Car_Departure
2024-08-03 03:37:13 PM Car Departure
2024-08-03 03:3919 PM Car_Departure
2024-08-03 03:41:08 PM Car Departure
2024-08-03 03:5130 PM Car_Departure
2024-08-03 04:03:15 PM Car Departure
2024-08-03 04:10:53 PM Car_Departure
2024-08-03 04:22:40 PM Car Departure
2024-08-03 043336 PM Car_Departure
2024-08-03 05:1430 PM Car Departure
2024-08-03 05:20:54 PM Car_Departure
2024-08-03 0,39:53 PM Car Departure
2024-08-03 05:54:19 PM Car_Departure
2024-08-03 06:09:01 PM Car Departure
2024-08-03 06:10:04 PM Car_Departure
2024-08-03 06:1130 PM Car Departure
2024-08-03 06:1725 PM Car_Departure
2024-08-03 06:24:48 PM Car Departure
2024-08-03 06:28:25 PM Car_Departure
2024-08-03 06:29:10 PM Car Departure
2024-08-03 06:33:43 PM Car_Departure
2024-08-03 0614:14 PM Car Departure
465 465 15
706 706 15
67 67 15
547 547 15
453 261 860 860 16
355 18 423 423 16
18 445
380
17 21 10 63 63 17
702 9 788 788 18
59 84
352 564 999 999 18
439 287 767 767 18
213 530 790 790 18
43 289 361 361 18
268 273 596 596 18
428 13 490 490 18
551 87 751 751
159 594 796 796
117
65 373 576 576 18
418
386
212
45 330
394
197
121 433 588 588 19
561 12 677 677 19
118
219 391 723 723 20
113 478
52 79
157
222
382
408
388
100
503
40 275 329 329 20
522 13 644 644 21
30 297 353 353 21
14 q9 49 16
495 495 17
48 496 496 17
42 42 17
646
663
768
789
768
789
18 18
5:00PM - 7:59PM 2024-08-03 06:53:46 PM Car_Departure
2024-08-03 06:5627 PM Car Departure
2024-08-03 06:58:27 PM Car_Departure
2024-08-03 06:5936 PM Car Departure
2024-08-03 07:0639 PM Car_Departure
2024-08-03 07:17:43 PM Car Departure
2024-08-03 07:21:23 PM Car_Departure
2024-08-03 07:22:14 PM Car Departure
2024-08-03 07:27:47 PM Car_Departure
2024-08-03 07:3429 PM Car Departure
2024-08-03 07:37:48 PM Car_Departure
2024-08-03 07:39:54 PM Car_Departure
2024-08-03 07:55:08 PM Car_Departure
2024-08-03 07:57:16 PM Car Departure
2024-08-03 08:00:59 PM Car_Departure
2024-08-03 08:02:54 PM Car Departure
2024-08-03 08:03:51 PM Car_Departure
2024-08-03 08:05:14 PM Car Departure
2024-08-03 08:07:55 PM Car_Departure
2024-08-03 08:11:43 PM Car Departure
2024-08-03 08:2330 PM Car_Departure
2024-08-03 08:3022 PM Car Departure
2024-08-03 08:36:54 PM Car_Departure
2024-08-03 08:3838 PM Car Departure
18 18
722 866 866 18
104
12 198 469 469 19
371 455 455 19
79 24
274 590 590 19
730 730 19
416 416 19
461 461 19
490 490 19
509 695 695 19
683 683 20
637
564
525
357
452
563
521 521 20
514 514 20
589 589 20
434
384
253
63 637 20
564 20
525 20
357 20
452 20
563 20
107
29 373
12 8:OOPM - 11:29PM 2024-08-03 08:57:01 PM Car_Departure 2024-08-03 08:57:45 PM Car Departure
2024-08-03 09:1127 PM Car_Departure
2024-08-03 09:12:01 PM Car Departure
718

2024-08-03 09:22:37 PM Car_Departure
2024-08-03 0925:47 PM Car_Departure
2024-08-0309:29:55 PM Car_Departure
2024-08-03 09:32:58 PM Car_Departure
2024-08-03 09:33:37 PM Car_Departure
2024-08-03 0941:42 PM Car_Departure
2024-08-03 09:57:55 PM Car_Departure
5 79 2
65 12
325
77 25
74 18 59
628 79 786
185 590 840
243 441 1,009 1009 21
179 606 862 862 21
35 716 776 776 21
785
840
21 21
2 10
6 361 12 447 447 21
9 86
86 21

Raw Car Data Report
Store: (Disidd C) 383 Garden Grovc - Other Start Time: Aug 04, 202412:00 AM Brand) Other Stop Time: Aug 04, 2024 11:59 PM
Daypart
Departure Time Event Name
10:25AM - 11:29AM 2024-08-0411:08:10 AM Car_Departure
Time Format Seconds
Include PullTs: No
HME
Print Date 6) Time) 8/16/2024 7:48:28 PM
Gars in Menu Board Greet Pickup Lane Queue Lane Total Lane Total Queue
2024-08-0411:13:37 AM Car_Departure
2024-08-0411:39:02 AM Car Departure
2024-08-0412:26:03 PM Car_Departure
2024-08-0412:28:15 PM Car_Departure
2024-08-0412:29:31 PM Car_Departure
2024-08-04 12:4036 PM Car_Departure
2024-08-0412:43:14 PM Car Departure
67 89
163
53 40
20 30
58 33
41 29
39 42
82 59
80 37
97 24
60 59
271
163
461
441
130
69 483
148
476 14 523 523 13
75 333 449 449 13
137 3]7 543 543 13
291
hour
356 356 11
265 265 11
634 634 11
504 504 12
304 304 12
195
529
134
106
16 230 436 436 12
195 12
529 12
2024-08-04 01:00:09 PM Car Departure
11:3OAM - 1:59PM 2024-08-04 01:01:28 PM Car_Departure
2:OOPM - 4:59PM
2024-08-04 01:03:51 PM Car_Departure
2024-08-04 01:13:58 PM Car_Departure
2024-08-04 01:24:33 PM Car_Departure
2024-08-04 01:35:05 PM Car_Departure
2024-08-04 01:39:4] PM Car_Departure
2024-08-0401:40:31 PM Car_Departure
2024-08-04 02:02:2] PM Car_Departure
2024-08-04 02:05:13 PM Car_Departure
2024-08-04 02:0621 PM Car_Departure
2024-08-04 02:11:54 PM Car_Departure
2024-08-04 02:2249 PM Car_Departure
2024-08-04 02:53:36 PM Car_Departure
2024-08-04 02:54:16 PM Car_Departure
2024-08-04 02:57:18 PM Car_Departure
2024-08-04 03:01:56 PM Car Departure
2024-08-04 03:10:48 PM Car Departure
2024-08-04 03:11:42 PM Car_Departure
2024-08-04 03:40:12 PM Car_Departure
2024-08-04 03:41:08 PM Car_Departure
2024-08-04 034127 PM Car Departure
2024-08-04 03:54:11 PM Car Departure
2024-08-0403:59:01 PM Car_Departure
2024-08-04 04:1432 PM Car_Departure
2024-08-04 04:3332 PM Car_Departure
2024-08-04 04:3627 PM Car_Departure
2024-08-04 04:3]:15 PM Car_Departure
2024-08-04 04:52:11 PM Car_Departure
2024-08-04 04:55:24 PM Car_Departure
2024-08-04 05:0136 PM Car_Departure
2024-08-04 05:1637 PM Car_Departure
2024-08-04 05:22:00 PM Car Departure
2024-08-04 05:23:23 PM Car_Departure
2024-08-04 05:263] PM Car_Departure
2024-08-04 05:45:02 PM Car_Departure
2024-08-04 06:0326 PM Car_Departure
2024-08-04 06:15:16 PM Car_Departure
2024-08-04 06:20:11 PM Car Departure
2024-08-04 06:22:10 PM Car_Departure
2024-08-04 06:27:00 PM Car_Departure
2024-08-0406:28:17 PM Car_Departure
2024-08-04 06:31:51 PM Car_Departure
2024-08-04 06:3837 PM Car_Departure
2024-08-04 064437 PM Car Departure
2024-08-04 0054:02 PM Car_Departure
2024-08-04 06:55:51 PM Car_Departure
2024-08-04 0]:00:14 PM Car_Departure
2024-08-04 07:22:51 PM Car Departure
2024-08-04 07:3127 PM Car_Departure
2024-08-04 0]:4525 PM Car_Departure
2024-08-04 07:53:10 PM Car_Departure
2024-08-04 0]:58:0] PM Car_Departure
2024-08-04 0]:58:12 PM Car Departure
2024-08-04 08:21:48 PM Car Departure
2024-08-04 08:22:08 PM Car_Departure
2024-08-04 08:37:44 PM Car_Departure
2024-08-04 08:44:10 PM Car_Departure
2024-08-04 08:4]29 PM Car_Departure
341 341 13
9 55 55 13
96 462 640 640
271 331 667 667 13
40 504 624 624 13
736 12 785 ]85 14
162 648 907 907 14
64 758 846 846 14
327 510 897 897 14
454 12 525 525 14
561 13 607 607 14
37 408 466 466 14
176 279 524 524 14
274 137 438 438 15
439 11 500 500 15
44 433 501 501 15
494
49 14
456 14 514 514 15
287 236 590 590 15
43 11 67 67 16
563 10
170 486
43 599
190
366
565 10
319 94
75 429
190 41]
287 9 332 332 17
413 8 458 458 18
436 11 513 513 18
290 335 683 683 18
112 474 610 610 18
285 403 786 786 18
70 423
147 18
141 60 265 265 18
212 20 279 2]9 18
484 14 585 585 18
105 432 603 603 18
258 372 718 718 19
397 14 488 488 19
480 9 576 576 19
293 15 343 343 19
321 I6
290 264
Time of day
10AM-11AM
114M-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
9PM-5PM
5PM-6PM
6PM-7PM
7P61-8PM
8PM-9PM
9PM-10PM
10PM-11PM
Arrivals
1 Average service time (number of seconds in aueuel Minimum service time (in seconds) 4DIV/01
418
399
480
695
488
616
596
501
475
547
407
#DIV/0!
265
195
55 466
301
67 332
196
240
124
265
Maximum service time (in seconds)
634
529
667
907
590
788
742
786
718
793
548
13 Maximum B of Arrivals
21 69
27 50
24 38
45 10
44 67
13 125
87 28
148
57 112
62 68
85 _
36 37
66 58
24 98
7 31
64 47
87 66
88 543 543 15
426 520 520 15
277 301 301 15
698
743
698
]43
643
]56
16 16
16 16
572 643
9 756
541 788 788 16
264 742 ]42 17
5:OOPM - 7:59PM
637
581
592
692
637 17
581 17
592 17
692 17
530 530
196 196
18 18
87 35
22 50
63 88
21 51
88 44
35 45
55 68
10 49
42 24
51 355
604
240
716
355
604
240 19
716 20
19 19
611
15 88 124 124 20
457
383 322 793 793 20
192 480 716 716 20
357 20 412 412 20
379
226
90 47
486
390 13 445
157 220 401
242
174
]
12 520 520 20
2024-08-04 08:53:30 PM Car_Departure
B:OOPM - 11:29PM 2024-08-04 09:09:13 PM Car_Departure
2024-08-0409:13:03 PM Car_Departure
2024-08-0409:14:41 PM Car_Departure
2024-08-04 09:1531 PM Car_Departure
2024-08-04 09:30:49 PM Car Departure
2024-08-0409:49:51 PM Car_Departure
2024-08-0409:52:31 PM Car_Departure
2024-08-04 09:5749 PM Car_Departure
435 435 21
134 415
283 441
208
415
441
265
548
445
401
21 21
21 21
21 21
265
548
304 304 21
501

Raw Car Data Report
Store: (District C) 383 Garden Grove - Other Start Time: Aug OS, 202412:00 AM Brand: Other Stop Time: Aug 05, 2024 11:59 PM
Daypart
Departure Time Even) Name
10:25AM - 11:29AM 2024-08-05 11:09:32 AM Car_Departure
11:30AM - 1:59PM
2024-08-0511:17:16 AM Car_Departure
2024-08-05 1131:11 AM Car Departure
2024-08-O511:32:40AM Car Departure
2024-08-05 1136:33 AM Car_Departure
2024-08-0511:41:42 AM Car_Departure
2024-08-05 11:42:51 AM Car_Departure
2024-08-0511:49:26 AM Car Departure
2024-08-05 11:53:04 AM Car Departure
2024-08-0511:56:58 AM Car_Departure
2024-08-05 1,04:58 PM Car_Departure
2024-08-0512:24:42 PM Car_Departure
2024-08-0512:30:18 PM Car_Departure
2024-08-0512:35:17 PM Car_Departure
2024-08-05 12:36:16 PM Car_Departure
2024-08-0512:38:24 PM Car_Departure
2024-08-0512:40:59 PM Car_Departure
2024-08-0512:43:33 PM Car_Departure
2024-08-051244:44 PM Car_Departure
2024-08-051248:14 PM
2024-08-0512:49:55 PM
2024-08-0512:51:17 PM Car_Departure
2024-08-05 12:51:56 PM Car_Departure
2024-08-0512:53:24 PM Car_Departure
2024-08-0512:58:51 PM Car Departure
2024-08-0512:59:56 PM Car_Departure
2024-08-05 01:10:46 PM Car_Departure
2024-08-0501:11:44 PM Car_Departure
2024-08-05 01:15:40 PM Car_Departure
2024-08-0501:17:28 PM Car_Departure
2024-08-05 01:1]32 PM Car Departure
2024-08-05 01:28:01 PM Car_Departure
2024-08-05 01:31:46 PM Car_Departure
2024-08-05 01:33:43 PM Car_Departure
2024-08-05 01:40:55 PM Car_Departure
2024-08-05 01:44:54 PM Car_Departure
2024-08-05 01:46:14 PM Car_Departure
2024-08-05 01:48:07 PM Car_Departure
2024-08-05 02:0835 PM Car_Departure
2024-08-05 02:12:39 PM Car_Departure
2024-08-05 02:1826 PM Car Departure
2024-08-05 02:21:53 PM Car_Departure
2024-08-05 02:3130 PM Car_Departure
2024-08-05 02:32:53 PM Car_Departure
2024-08-05 02:36:06 PM Car_Departure
2024-08-05 02:43:07 PM Car_Departure
2024-08-05 02:43:56 PM Car Departure
2024-08-05 02:4]:06 PM Car_Departure
2024-08-05 02:48:06 PM Car_Departure
2024-08-05 02:50:49 PM Car_Departure
2024-08-05 02:56:48 PM Car_Departure
2024-08-05 03:04:54 PM Car_Departure
Time Format Seconds
Include Pull/us. No
HME
Print Date &Time: 8/16/2024 7:51:00 PM
Gars in Menu Board Greet Pickup Lane Queue Lane Total Lane Total Queue
hour
96 162
83 16
10 402
84 228 156 475 475 11
306 29 381 381 11
65 300 400 400 11
388 42
213 188
231 372 622 622 11
13 11 54 54 12
603
328
292
55 125 609 790
153 573 806
150 631 876
69 481 847
204
97 80
33 83 372 515 515 12
282 9 320 320 12
57 189 276 276 12
389 9 478 478 13
55 353 440 440 13
229 326 637 637 13
104
12 266
170
522
124
438
655
657
124
438
655
657
11 11
11 11
461
442 442 11
461 11
19 30
62 124
37 56
80 10
356
563
819
64A fi44
746 746
979
911
12 12
12 12
12 12
12 12
979
911
790
806
876
847
297
47 46
161
79 60
29 30
80 32
82 45
41 45
121
53 148
79 26
59 109 230 402 402 13
45 424 10 479 479 14
85 240 239
265 10
59 201 103 363 363 14
82 572 84 738 738 14
40 75 620 735 735 14
95 187 383 665 665 14
122 417 305 844 844 14
39 44 685 768 768 14
57 2 187 166 410 410 14
38 2 56 313 407 407 14
63 56
26 69
4653
53 38
48 32
56 32
49 30
58 68
33 29
34 40
25 1]
36 59
22 35
49 54
42 91
75 39
19 223
Car_Departure
Car_Departure
464
622 765 765 12
520 761
484 596
715 715 12
761
596
12 12
434
149 192 192 13
583 583 13
571 11 627
221 417 759
110 589 752 752 13
423 74 645 645 13
235 133 447 447 13
76 292 394 394 13
627
759
13 13
564 564
312 312 14
14 158 191 412 412 14
356 235 647 647 14
333 11 370 370 15
215 12 296 296 15
97 13 156 156 15
219 58 330 330 15
419 13 485 485 15
111 228 377 377 15
438 23 509 509 15
174 311 517 517 15
57 201
469 10
481 10 540 540 16
34 363 427 427 16
380 12 450
384 176 628
630 116 779 779 16
117 189 335 335 16
189 10 233 233 17
455 9 504 504 17
46 255 326 326 17
314 289 620 620 17
460 16 512 512 18
273 67 399 399 18
374 9 405
622 10 667
135 301 485
503 10 567
37 133
139 245
416 9
245
357
82 547
2:OOPM - 4:59PM 2024-08-05 03:12:09 PM Car_Departure
2024-08-05 03:15:27 PM Car_Departure
2024-08-05 03:19:14 PM Car_Departure
2024-08-05 03:41:53 PM Car_Departure
2024-08-05 03:43:49 PM Car Departure
2024-08-05 03:51:12 PM Car_Departure
2024-08-05 03:54:09 PM Car_Departure
2024-08-05 03:55:12 PM Car_Departure
2024-08-05 04:13:13 PM Car_Departure
2024-08-05 04:21:32 PM Car_Departure
2024-08-05 04:2,11 PM Car Departure
2024-08-05 04:29:10 PM Car_Departure
2024-08-05 04:3535 PM Car_Departure
2024-08-05 04:4614 PM Car_Departure
2024-08-05 04:48:16 PM Car_Departure
2024-08-05 05:32:07 PM Car_Departure
2024-08-050840:41 PM Car_Departure
2024-08-05 05:4132 PM Car_Departure
2024-08-05 0846:54 PM Car_Departure
2024-08-0506:15:17 PM Car_Departure
2024-08-05 06:19:54 PM Car Departure
2024-08-05 06:26:45 PM Car_Departure
2024-08-05 06:40:59 PM Car_Departure
2024-08-05 06:43:20 PM Car_Departure
314 314
511 511 16
15 450
628
16 16
S:OOPM - ]:59PM 2024-08-05 07:01:08 PM Car_Departure
405
667
485
567
557
408
459 19
464 19
18 18
18 19
19 19
2024-08-05 07:02:00 PM Car_Departure
2024-08-05 07:0420 PM Car Departure
2024-08-05 07:06:48 PM Car_Departure
2024-08-05 07:1437 PM Car_Departure
2024-08-05 07:1928 PM Car_Departure
2024-08-05 07:3232 PM Car_Departure
2024-08-05 07:33:57 PM Car_Departure
2024-08-05 07:52:46 PM Car_Departure
478
184
557
408
459
461
271 271 19
594 594 19
287 287 19
731 731 19
7 14
165
13 171
Time of day
104M-11AM
11AM-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PM-SPM
8PM-3PM
3PM-10PM
10PM-11PM
Maximum 8 of Arrivals
Arrivals
1 Average service time (number of seconds in queue) Minimum service time (in seconds) NDIV/01
466
663
530
565
373
524
421
494
482
631
369
19 124
54 192
312
156
335
233
399
271
72 108
19 Maximum service time (in seconds)
657
979
759
844
517
779
620
667
731
970
601
19 663

8:00PM - 11:29PM
2024-08-0508:10:33 PM Car_Departure
2024-08-05 08:15:15 PM Car_Departure
2024-08-0508:24:05 PM Car_Departure
2024-08-05 0826:36 PM Car_Departu re
2024-08-0508:39:28 PM Car_Departure
2024-08-0508:41:25 PM Car_Departu re
2024-08-05 08:43:01 PM Car_Departure
2024-08-05 0845:29 PM Car_Departure
2024-08-050901:49 PM Car_Departure
2024-08-05 09:13:31 PM Car_Departure
2024-08-05 09:31:38 PM Car_Departure
2024-08-05 09:46:09 PM Car_Departure
2024-08-05 09:52:42 PM Car Departure
2024-08-05 10:08:30 PM Car Departure
42 46
42 104
15 23
76 122
70 13
44 29
15 8
631
11 52 306 400
145 135 384
708 16 799 799 20
112 101 836 836 2D
92 736 904
141 101 910
519 12 601 601 21
83 12 108 108 21
403 14 461 461 21
216 10 315 315 21
333
12 685 685 20
1s
12 12 2D
400
381
20 2D
904
910
20 2D
11 359
10 19
359
19 21
22 Raw Car Data Report
Store: (Disidd C) 383 Garden Grovc - Other Start Time: Aug 06, 202412:00 AM Brand: Other Stop Time: Aug 06, 2024 11:59 PM
Daypart
Departure Time Event Name
2024-08-06 1043:11 AM Car Departure
10:25AM - 11:29AM 2024-08-061102:44 AM Car_Depadure
2024-08-0611:0]:18 AM Car Departure
2024-08-0611:11:O8AM Car Departure
2024-08-0611:37:47 AM CaLDeparture
2024-08-0611:39:19 AM CarDepadure
2024-08-0611:43:42 AM CaLDeparture
2024-08-0611:47:26 AM Car Departure
2024-08-0611:47:54 AM Car Departure
2024-08-0611:49:46 AM CarDepadure
2024-08-0611:54:17 AM CaLDeparture
2024-08-0611:57:41 AM Car Departure
2024-08-0612:06:41 PM Car_Departure
2024-08-0612:10:04 PM Car Departure
2024-08-0612:1835 PM Car Departure
2024-08-0612:21:26 PM Car Departure
2024-08-0612:22:24 PM Car Departure
Time Format Seconds
Include Pulllns: No
HME
Print Date &Time: 8/16/2024 ]:5341 PM
Cars in Menu Board Greet Pickup Lane Queue Lane Total Lane Total Queue
hour
60 42
54 17
40 45
116
94 25
38 78
1 592
259
271
226
471
84 443 572
260
220
25 108
267
14 206
62 414 520
199 321 558
171 137 350
167
56 237
221
247
89 127 637 861
598 15 725
28 303 238
27 297
251
501
294 171 508
75 428 531
19 191
8 13
215
382
8 664
314
540
625
525
664
314
540
625
525
572
558
615
493
483
517
206
520
558
350
317
225
637
542
767
772
861
725
638 12
684 13
455
573
338
636
508
531
220 13
480 13
514 13
534 14
684 14
890 14
]89 14
570 14
505 14
680 14
655 14
677 14
528 14
539 14
42 14
471 15
489 15
647 15
182 558
301 615
443 493
337 483
172 517
10 11
11 11
11 11
11 11
12 12
12 12
12 12
12 12
12 12
12 38
42 41
57 109 317
112 225
357 637
300 542
437 767
644
2024-08-0612:32:27 PM Car Departure
11:3OAM - 1:59PM 2024-08-06 12:36:10 PM Car Departure
2:OOPM - 4:59PM
2024-08-0612'40:21 PM CarDepadure
2024-08-0612:41:53 PM Car Departure
2024-08-061244:05 PM CarDepadure
2024-08-0612:5436 PM Car Departure
2024-08-0612:55:06 PM Car Departure
2024-08-06 01:00:18 PM Car Departure
2024-08-06 01:00:51 PM Car Departure
2024-08-06 01:05:53 PM Car Departure
2024-08-06 01:13:19 PM Car Departure
2024-08-06 01:27:48 PM Car Departure
2024-08-06 01:32:46 PM Car Departure
2024-08-06 01:34:10 PM Car Departure
2024-08-06 01:34:33 PM Car Departure
2024-08-06 01:48:48 PM Car Departure
2024-08-06 01:55:57 PM Car Departure
2024-08-06 02:05:24 PM Car Departure
2024-08-06 02:19:04 PM Car Departure
2024-08-06 02:24:12 PM Car Departure
2024-08-06 02:24:54 PM Car Departure
2024-08-06 02:25:13 PM Car Departure
2024-08-06 0240:28 PM CarDepadure
2024-08-06 024423 PM Car Departure
2024-08-06 02:45:52 PM Car Departure
2024-08-06 02:52:00 PM Car Departure
2024-08-06 02:52:35 PM Car Departure
2024-08-06 02:53:11 PM Car Departure
2024-08-0602:57:41 PM Car Departure
2024-08-06 03:14:19 PM Car Departure
2024-08-0603:20:11 PM Car Departure
2024-08-06 03:3936 PM Car Departure
2024-08-06 03:40:42 PM Car Departure
2024-08-06 03:58:14 PM Car_Departure
2024-08-06 04:00:28 PM Car_Departure
2024-08-06 04:08:19 PM Car_Departure
2024-08-06 04:13:24 PM Car_Departure
2024-08-06 04:21:42 PM Car Departure
2024-08-06 04:3257 PM Car Departure
2024-08-06 04:35:59 PM Car Departure
2024-08-06 04:36:18 PM Car Departure
2024-08-06 05:1227 PM Car Departure
2024-08-06 05:12:44 PM Car Departure
2024-08-06 05:3128 PM Car Departure
2024-08-06 05:36:37 PM Car Departure
2024-08-06 05:38:51 PM Car Departure
2024-08-06 05:44:38 PM Car Departure
2024-08-06 06:01:48 PM Car Departure
2024-08-06 06:0639 PM Car Departure
2024-08-06 06:09:15 PM Car Departure
83 39
97 112
41 143
44 86
75 121
43 28
10 39
65 50
95 138
24 14
53 39
47 27
20 712
569 638
684
384 455
190 573
12 14
13 13
13 13
13 13
338
636
433
424 25 514
472 12 534
576 13 684
304 448 890
38 727 789
14 542 570
443
230
83 525 655
366 284 671
31 477 528
31 493 539
10 42
443 471
349 109 489
610 14 647
59 488
131
274
298 52 385
220
480
411
505
650
21 19
23 36
45 52
25 35
61 125
34 10
209
55 ]9
144
109
83 59
201
88 47
36 110
36 55
85 120
72 38
46 100
120
57 58
29 105
39 24
461
10 363
12 556 556 15
543 543 15
546 546 16
311 311 16
12 84
385
84 692 16
747 16
16 16
130 437 692
171 536 747
15 401 426 426 16
481 9 699 699 17
567
303
130 414 653 653 17
336
384
283
9 345
209
355 113 578 578
135
301
281
287 109 516
217 322 611
52 501 591 591
74 277 15 392
565 15 700
149
582
132
543
45 514 598
90 532 646
104
259 706
139
]50
139 17
750 17
706 17
39 458
12 455
191
13 25 417
18 263
458
455
675
110
417
263
17 18
18 18
18 18
18 18
18 18
18 18
18 18
19 19
19 19
19 20
675
110
2024-08-06 06:20:13 PM Car_Departure
2024-08-0606:2643 PM Car_Departure
2024-08-0606:3245 PM Car_Departure
S:OOPM - T:59PM 2024-08-06 06:35:03 PM Car Departure
430 601
390 746
606 972
601
746
972
516
611
2024-08-06 06:40:08 PM Car Departure
2024-08-06 06:44:53 PM Car Departure
2024-08-06 004946 PM Car Departure
2024-08-06 06:532] PM Car Departure
2024-08-06 06:54:23 PM Car Departure
2024-08-06 06:55:45 PM Car Departure
2024-08-06 07:05:23 PM Car Departure
2024-08-06 07:20:44 PM Car Departure
2024-08-06 0]:23:20 PM Car Departure
2024-08-06 0]:44:53 PM Car Departure
2024-08-06 07:51:40 PM Car Departure
2024-08-06 08:05:51 PM Car Departure
2024-08-06 0106:39 PM Car Departure
2024-08-06 08:08:11 PM Car Departure
512 632
632
392
700
425
651
175
660
598 20
646 20
219
11 14
12 425
651
175
660
Time of day Arrivals Average service time (number of seconds in queue) 10AM-11AM 1
11AM-12PM 11
12PM-1PM 12
1PM-2PM 10
2PM-3PM 12
3PM-4PM
4PM-5PM
5PM-6PM 6
6PM-7PM 13
7PM-8PM
8PM-9PM 9
9PM-10PM
10PM-11PM 2
Maximum 8 of Arrivals
Minimum service time (in seconds)
664
495
576
494
591
541
456
568
551
469
545
534
53 551
654
206
225
220
42 471
84 139
110
175
205
399
23 Maximum service time (in seconds)
664
625
861
684
890
64]
747
750
972
700
660
618
82 8:00PM - 11:29PM
2024-08-0608:09:25 PM Car Departure
2024-08-0608:19:46 PM Car_Departure
2024-08-0608:24:00 PM Car_Departure
2024-08-060836:10 PM Car_Departu re
2024-08-0608:4652 PM Car_Departure
2024-08-0608:4]:56 PM Car_Departu re
2024-08-0609:09:24 PM Car_Departure
2024-08-060909:34 PM Car_Departu re
2024-08-0609:11:32 PM Car_Departure
2024-08-060923:13 PM Car_Departure
2024-08-06 09:28:00 PM Car_Departure
2024-08-0610:06:40 PM Car Departure
2024-08-06 10:4869 PM Car Departure
]4
]5
85 184
81 63 116
68 12
9]
41 91
35 10 10
5 ]1 343 488 488 20
410 16 501 501 2D
250 265 600
495
8 114 359 570 570 21
563 14 618 618 21
281 27 399
10 205
407 599
427 606
9 491
600
205
599
606
20 2D
20 2D
572 572 21
511 511 21
35 28 19 82
399
82 21
22 23 23 22

Raw Car Data Report
Store: (Disidd C) 383 Garden Grovc - Other Start Time: Aug 07, 2024 12:00 AM Brand: Other Stop Time: Aug 07, 2024 11:59 PM
Daypart
Departure Time Event Name
2024-08-071038:41 AM Car_Departure
10:25AM - 11:29AM 2024-08-0711:00:42 AM Car_Departure
2024-08-0711:06:29 AM Car Departure
2024-08-0711:08:59 AM Car Departure
2024-08-0711:39:02 AM Car_Departure
2024-08-0711:46:20 AM Car_Departure
2024-08-0712:05:05 PM Car_Departure
2024-08-0712:06:07 PM Car_Departure
2024-08-0712:13:59 PM Car Departure
2024-08-0712:17:00 PM Car_Departure
2024-08-0712:41:29 PM Car_Departure
2024-08-071242:16 PM Car_Departure
2024-08-071244:18 PM Car_Departure
Time Format Seconds
Include Pulllns: No
HME
Print Date &Time: 8/16/2024 7:55:15 PM
Cars in Menu Board Greet Pickup Lane Queue Lane Total Lane Total Queue
hour
37 98
78 56
66 51
211
47 6O
93 56
30 49
20 42
208
456
343
146
625
428
700
52 335
178 184 455 455 12
610 13 679 679 12
44 119
41 434 495 495 12
217 354 613 613 12
306 236 582 582 12
238 17 273 273 12
505 11 565 565 13
451 129 669 669 13
28 367
389
232
45 788
165 584 880 880 13
394 51 506 506 14
567 14 752 752 14
215 9 261 261 14
524 10 565 565 15
220 277 554 554 15
525 83 669 669 15
267 13 319 319 15
326 9 396 396 15
612 9 637 637 16
119
686
96 491
266
268
227
360
349
402
156 470 685
255 426 751
515 146 773 773 17
133 528 793 793 17
90 179
87 51
56 489 603 603 17
108 420 574 574 17
94 414 576 576 17
349 10 468 468 18
115
429 32 533 533 18
]4
147
82 464 13 544 544 18
35 455 510 510 18
135 256 420 420 18
484 91 668 668 18
117
279
27 439 496 496 18
189 253 510 510 18
96 128 238 238 18
203 183 427 427 18
511
43 419 526 526 19
54 3]0
364
151 259
307 139 530
197
456 17 550 550 20
538 10 644 644 20
239 13 314 314 20
535 11 609
197 414 650
12 17
216
323
21 12
257
571
637
525
712
491 491 11
922
394 394 12
410 410 12
257 10
571 11
637 11
525 11
712 11
922
12 295
15 557
476
631 631
644 fi44
12 12
2024-08-0712:45:03 PM Car_Departure
11:30AM-1:59PM 2024-08-0712:48:45 PM Car_Departure
2024-08-0712:53:56 PM Car_Departure
2024-08-0712:59:45 PM Car_Departure
18 49
89 13
88 63
78 2024-08-07 01:09:56 PM Car_Departure
2024-08-07 01:1]30 PM Car_Departure
2024-08-07 01:18:05 PM Car_Departure
2024-08-07 01:2]26 PM Car_Departure
2024-08-07 01:35:40 PM Car_Departure
2024-08-07 01:393] PM Car_Departure
2024-08-07 01:40:24 PM Car_Departure
2024-08-0701:53:41 PM Car Departure
2024-08-07 01:56:30 PM Car_Departure
2024-08-07 02:0]:48 PM Car_Departure
2024-08-07 02:26:06 PM Car_Departure
2024-08-07 02:32:57 PM Car_Departure
2024-08-07 03:16:18 PM Car_Departure
2024-08-07 03:20:02 PM Car Departure
2024-08-07 03:28:50 PM Car_Departure
2024-08-07 03:36:44 PM Car_Departure
274
15 270
472
16 315 315 13
470 470 13
461 461 13
580 580 13
544
869
65 131
61 1]1
37 31
57 61
39 61
16 34
76 59
27 16
69 45
80 57
159
59 70
112
132
544
869
13 13
2024-08-0703:49:51 PM Car_Departure
2:OOPM - 4:59PM 2024-08-07 04:00:40 PM Car_Departure
5:00PM - 7:59PM
2024-08-07 04:0,45 PM Car_Departure
2024-08-07 04:19:47 PM Car_Departure
2024-08-07 04:21:26 PM Car_Departure
2024-08-07 04:3]25 PM Car_Departure
2024-08-07 04:44:50 PM Car_Departure
2024-08-07 04:4921 PM Car Departure
2024-08-07 04:53:13 PM Car_Departure
2024-08-07 030-4:5] PM Car_Departure
2024-08-07 05:15:54 PM Car_Departure
2024-08-07 0322:40 PM Car_Departure
2024-08-07 05:25:18 PM Car_Departure
2024-08-07 032935 PM Car Departure
2024-08-07 05:38:15 PM Car_Departure
2024-08-07034031 PM Car_Departure
2024-08-07 05:42:07 PM Car_Departure
2024-08-07 05:45:10 PM Car_Departure
2024-08-07 05:46:41 PM Car_Departure
2024-08-07 034]35 PM Car_Departure
2024-08-07 05:48:34 PM Car_Departure
2024-08-07 05:5026 PM Car_Departure
2024-08-07 05:52:04 PM Car_Departure
2024-08-07 06:0122 PM Car Departure
2024-08-07 0803:20 PM Car_Departure
2024-08-07 06:13:34 PM Car_Departure
2024-08-07 06:14:52 PM Car_Departure
2024-08-07 06:1723 PM Car_Departure
2024-08-07 06:24:05 PM Car_Departure
2024-08-07 06:32:40 PM Car Departure
2024-08-07 06:33:18 PM Car_Departure
2024-08-07 06:35:44 PM Car_Departure
2024-08-07 06:43:52 PM Car_Departure
2024-08-07 06:45:50 PM Car_Departure
2024-08-07 06:50:32 PM Car_Departure
2024-08-07 06:51:04 PM Car_Departure
2024-08-07 06:54:19 PM Car_Departure
2024-08-07 06:55:58 PM Car_Departure
2024-08-07 06:59:25 PM Car_Departure
2024-08-07 07:08:00 PM Car Departure
2024-08-07 07:08:48 PM Car_Departure
2024-08-07 07:09:46 PM Car_Departure
2024-08-07 07:21:46 PM Car_Departure
2024-08-07 07:32:01 PM Car_Departure
2024-08-07 07:3439 PM Car_Departure
2024-08-07 07:39:53 PM Car Departure
2024-08-07 07:4325 PM Car_Departure
2024-08-07 08:0223 PM Car_Departure
2024-08-07 08:19:42 PM Car_Departure
2024-08-07 08:3]:00 PM Car_Departure
2024-08-07 08:52:35 PM Car_Departure
2024-08-07 08:56:01 PM Car_Departure
591
10 473 628 628 16
]44 744 16
772 772 16
536 536 16
12 294 294 16
202 539 539 16
157 429 429
14 454 454
415
688
16 17
17 17
17 17
127
415
688
685
751
196
28 65
58 46
68 109
48 72
38 74
46 67 1
20 29
593 754 754 17
486 861 861 17
637
659 775 775 17
752 752 17
310 473 473 18
275 387 387 18
219 MO 440 18
12 140 140 18
21 188
30 68
14 41
51 64
39 130
72 31
84 124
77 96
62 63
39 550 688 688 18
229 696 696 18
46 608 608 19
424 517 517 19
518
448
518
448
259
530
19 19
19 19
324 645 645 19
609
650
20 20
Time of day
10AM-11AM
11AM-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PM-8PM
8PM-9PM
9PM-10PM
10PM-11PM
Maximum 8 of Arrivals
Arrivals Average service time (number of seconds in pueuel Minimum service time (in seconds)
257
587
554
595
506
501
572
675
477
506
577
414
25 477
Maximum service time (in seconds)
257
491
273
315
261
319
294
415
140
259
314
119
25 257
712
922
880
752
669
772
861
696
645
696
590
25 8:00PM - 11:29PM
2024-08-0708:57:29 PM Car_Departure
2024-08-0709:01:11 PM Car_Departure
2024-08-0709:02:02 PM Car_Departure
2024-08-0709:15:01 PM Car_Departu re
2024-08-0709:16:50 PM Car_Departure
2024-08-0709:18:14 PM Car_Departu re
2024-08-0709:28:07 PM Car_Departure
2024-08-0709:31:05 PM CarDeparture
2024-08-0709:31:32 PM Car_Departure
2024-08-0709:40:10 PM Car_Departure
2024-08-0709:40:55 PM Car_Departure
2024-08-0709:44:36 PM Car_Departure
2024-08-0709:57:45 PM Car Departure
2024-08-0710:06:44 PM Car Departure
3 55
74 43
53 53
91 142
89 15
:7
3 81 560 696 696 20
215 122 411 411 21
47 275 365 365 21
438 10 501 501 21
99 398 550 550 21
80 325 496 496 21
432 16 590 590 21
173 319 581 581 21
20 84 119 119 21
259 12 302 302 21
41 192 247 247 21
215 164 433 433 21
300 21 368 368 21
9 25 25 22
14 54
47 15
4 15

Raw Car Data Report
Store: (District C) 391 Habit Burger 391 - Other Start Time: Aug 02, 2024 12:00 AM Brand: Other Stop Time: Aug OZ 2024 11:59 PM
Daypart
Departure Time Event Name
10:25AM - 11:29AM
2024-08-02 10:51:49 AM CarDeparture
2024-08-0211:1250 AM CarDeparture
2024-08-02 11:14:59 AM Car Departure
2024-08-0211:23:35 AM Car Departure
2024-08-0211:25:32 AM CarDeparture
2024-08-0211:29:31 AM Car Departure
2024-08-02 11:56:22 AM CarDeparture
2024-08-0211:58:14 AM Car Departure
2024-08-0212:14:41 PM Car Departure
2024-08-021217:24 PM Car Departure
2024-08-0212:22:53 PM Car Departure
2024-08-0212:32:04 PM Car Departure
2024-08-0212:32:54 PM Car_Departure
Time Format Seconds
Include Pull/84 No
HME
Print Date &Time: 8/16/2024 7:20:35 PM
Gars in Menu Board Greet
Queue
Pickup Lane Queue Lane Total Lane Total 2
90 166
1,1]5
460
124
511 41 599 599 11
115 252 406 406 11
233
509
107
459
160
295
389
44 284
40 47
263
574 7 635 635 13
173 165 408 408 13
175
408
500
238
422 q84 484 14
355 12 709 709 14
192 241 509 509 14
199 11 251 251 14
484 fig 693 693 14
575 13 752 752 14
378 8 516 516 15
138 298 508 508 15
447 478
247 9 318
711
51 52 506 613 613 16
34 259 340 340 16
268 81 400 400 16
89 283 438 438 16
540
73 163 8 194 194 16
613 10 866 866 17
120
96 150 346 650
387 300 881
51 517 736
253 371 818
353 382 973 973 17
58 656 793 793 17
121 342 559 559 17
230 320 653 653 17
705 12 817 817 18
230 530 880 880 18
72 695 829 829 18
221 611 986 986 18
83 519 913 913 18
402 282 1,005 1,005 18
133 346 819 819 18
89 254 568 568 18
377 149 723 723 18
219 327 745 745 18
272 154 817 817 18
124 294 549 549 18
36 353 454 454 18
109 264 497 497 18
81 218 448 448 18
162 194 456 456 18
566 8 ]65 765 19
34 443 601 601 19
72 490
122 691 833 833 19
226 523 863 863 19
65 659 809
324 630 998
112 676 1,064 1,064 19
304 617 1,032 1,032 19
37 583 954 954 19
231 520 848 848 19
44 614 ]34 734 19
220 446 875 875 19
296
141
hour
1,2]5 1,2]5 10
647 647 11
498 498 11
21 338
39 83
98 45
go
30 51
98 44
117
47 1n
95 54
70 44
76 198
50 56
342
76 41
140
164
130
72 24
62 130
64 55
4]
284
10 118
8 210
20 496
355 443
269
503
366 590 590 12
259 617 617 12
600 600 11
617 617 11
270
557
400
366
270
557
400
366
496
443
670
590
11 12
12 12
12 12
12 12
2024-08-02133]:41 PM Car_Departure
11:30AM - 1:59PM 2024-08-0212:3824 PM Car Departure
2024-08-0212:39:15 PM Car Departure
2024-08-0212:43:42 PM Car Departure
670
590
2024-08-02 01:15:21 PM Car Departure
2024-08-02 01:18:17 PM Car Departure
2024-08-02 01:21:15 PM Car Departure
2024-08-02 01:33:41 PM Car Departure
2024-08-02 01:54:16 PM Car Departure
2024-08-02 01:58:18 PM Car Departure
2024-08-02 02:12:06 PM Car Departure
2024-08-02 02:2032 PM Car Departure
2024-08-02 02:23:46 PM Car Departure
2024-08-02 02:35:18 PM Car Departure
2024-08-02 02:43:26 PM Car Departure
2024-08-02 02:55:38 PM Car Departure
2024-08-02 03:02:25 PM Car Departure
2024-08-02 03:0-4:51 PM Car Departure
2024-08-02 03:22:09 PM Car Departure
52 2]1
491
]05
348
271
491
705
348
13 13
13 13
60 2:OOPM - 4:59PM 2024-08-02 03:54:14 PM Car Departure 478
318
849
627
15 15
16 16
2024-08-02 04:29:28 PM Car_Departure
2024-08-02 04:3025 PM Car Departure
2024-08-02 04:31:20 PM Car Departure
2024-08-02 04:31:57 PM Car Departure
2024-08-02 04:3628 PM Car Departure
2024-08-02 04:38:03 PM Car Departure
2024-08-02 04:50:43 PM Car Departure
2024-08-02 04:51:59 PM Car Departure
2024-08-02 04:5832 PM Car Departure
2024-08-02 0311:17 PM Car Departure
2024-08-02 05:1330 PM Car Departure
2024-08-02 05:15:11 PM Car Departure
2024-08-0205:17:47 PM Car Departure
2024-08-02 032422 PM Car Departure
2024-08-02 05:25:16 PM Car Departure
2024-08-02 032933 PM Car Departure
2024-08-02 05:35:28 PM Car Departure
2024-08-02 033630 PM Car Departure
2024-08-02 05:38:43 PM Car Departure
2024-08-02 05:4238 PM Car Departure
2024-08-02 06:01:29 PM Car Departure
2024-08-02060523 PM Car Departure
2024-08-02060639 PM Car Departure
2024-08-02 06:1023 PM Car Departure
2024-08-02 06:11:49 PM Car Departure
2024-08-02 06:1836 PM Car Departure
2024-08-02 06:20:58 PM Car Departure
2024-08-02 06:2131 PM Car Departure
2024-08-02 0228:57 PM Car Departure
2024-08-02 06:32:41 PM Car Departure
512
849
627
99 82
23 243
166
]1
154
194
168
194
238
]9
96 103
100
120
62 154
311
321
340
225
197
199
391
131
65 124
149
100
191
124
48 152
20 114
85 44
276
111
334
97 ]6
209
259
101
442
648
597
648 16
597 16
466
513
]52
650
752
680
650
881
736
818
17 17
17 17
17 17
2024-08-02 06:3]:16 PM Car Departure
S:OOPM - ]:59PM 2024-08-02 06:3924 PM Car Departure
2024-08-02 06:40:02 PM Car Departure
2024-08-02 06:41:54 PM Car Departure
2024-08-02 06:4318 PM Car_Departure
2024-08-02 06:46:04 PM Car_Departure
2024-08-0207:06:11 PM Car_Departure
2024-08-02 07:06:49 PM Car Departure
2024-08-02 07:08:07 PM Car_Departure
2024-08-02 07:1621 PM Car Departure
2024-08-02 07:1826 PM Car Departure
2024-08-02 07:22:16 PM Car Departure
2024-08-02 07:2325 PM Car Departure
2024-08-02 07:28:55 PM Car Departure
2024-08-02 07:30:51 PM Car Departure
2024-08-02 07:35:58 PM Car Departure
2024-08-02 07:3639 PM Car Departure
2024-08-02 07:4033 PM Car Departure
2024-08-02 07:4121 PM Car Departure
2024-08-02 07:45:04 PM Car Departure
2024-08-02 07:50:05 PM Car Departure
2024-08-02 07:5231 PM Car Departure
432 552 552 19
221 863 863 19
809
998
19 19
398 953 953 19
594
836 836 19
Time of day
10AM-11AM
11AM-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
9PM-5PM
5PM-6PM
6PM-7PM
7PMAPM
8PM-9PM
9PM-10PM
10PM-11PM
Maximum B of Arrivals
Arrivals
1 Average service time (number of seconds in queue) Minimum service time (in seconds) 1,2]5
520
525
476
566
455
523
760
719
864
568
483
BOIV/0,
1,2]5
270
366
271
251
318
194
559
448
552
284
155
Maximum service time (in seconds)
1,2]5
647
670
705
752
516
849
973
1,005
1,102
805
799
864

2024-08-0207:58:44 PM Car_Departure
2024-08-0208:00:19 PM Car_Departure 3 37
2024-08-0208:02:27 PM Car_Departure
2024-08-0208:03:01 PM Car_Departu re
2024-08-0208:08:57 PM Car_Departure
2024-08-0208:18:40 PM Car_Departu re
2024-08-0208:20:53 PM Car_Departure
2024-08-02 0821:24 PM Car_Departu re
2024-08-020822:13 PM Car_Departure
2024-08-02 08:27:35 PM Car_Departure
2024-08-0208:28:48 PM Car_Departure 121
2024-08-0208:30:15 PM Car_Departure
122 3 366 614 1,102 1,102 19
90 473 600 600 2D
101
31 51
137
56 2 280 7 343 343 20
118 2 500 10 628 628 2D
91 23
130
247 318
476 628 628
116 284 284
20 20
130 418 639 639 20
28 522 573 573 20
44 408
203
398 588 588 20
376 547 547 2D
397
13 582
768 768 20
582 20
3 90
69 81
79 2024-08-02 08:31:37 PM Car_Departure
2024-08-02 0842:09 PM CarDeparture
8:00PM - 12:04AM 2024-08-02 08:5057 PM Car_Departure
2024-08-02 09:03:00 PM Car_Departure
61 164
86 74
35 85
3 628
332
233 220 527 527
26 418 479 479 21
50 378 513 513 21
537 537 20
805 815 2D
429 429
20 21
2024-08-0209:03:31 PM Car_Departure
2024-08-0209:0444 PM Car_Departure
2024-08-0209:07:28 PM Dar Departure 4 129 3 159 271 559 559 21 2024-08-0209:08:08 PM Car_Departure 3 167 5 36 260 463 463 21 2024-08-0209:08:46 PM Car_Departure 45 2 33 249 327 327 21 2024-08-0209:1007 PM Car_Departure 1 74 77 46 197 197 21 2024-08-020921:09 PM Car_Departure 2 119 23 13 155 155 21 2024-08-0209:34:26 PM CarDeparture 2 120 4 251 428 799 799 21 2024-08-0209:3043 PM Car_Departure 2 134 7 131 374 639 639 21 2024-08-0209:47:23 PM Car_Departu re 3 77 3 576 10 663 663 21 2024-08-0209:48:14 PM Car_Departure 2 66 5 46 453 565 565 21 2024-08-0209:50:15 PM Car_Departure 1 56 10 115 223 394 394 21

Raw Car Data Report
Store: (District C) 391 Habit Burger 391 -Other Start Time: Aug 03, 202412:00 AM Brand: Other Stop Time: Aug 03, 202411:59 PM
Daypart
Departure Time Event Name
2024-08-031049:09 AM Car_Departure
2024-08-0310:50:28 AM Car_Departure
10:25AM - 11:29AM 2024-08-03 10:53:19 AM Car Departure
2024-08-0310:56:03 AM Car_Departure
2024-08-03 1121:03 AM Car_Departure
2024-08-0311:3046 AM Car_Departure
2024-08-03 1137:29 AM Car_Departure
2024-08-03 11:3.11 AM Car Departure
2024-08-03 1144:10 AM Car Departure
2024-08-03 1148:59 AM Car_Departure
2024-08-0312:02:0] PM Car_Departure
2024-08-031,04:21 PM Car_Departure
2024-08-031,08:23 PM Car_Departure
2024-08-031,08:58 PM Car_Departure
2024-08-03 12:13:44 PM Car_Departure
2024-08-031214:48 PM Car_Departure
2024-08-0312:1828 PM Car_Departure
2024-08-0312:20:10 PM Car_Departure
2024-08-03 12:21:44 PM Car_Departure
2024-08-0312:26:24 PM Car_Departure
2024-08-03 12:3025 PM Car_Departure
2024-08-031,31:29 PM Car_Departure
2024-08-0312:32:16 PM Car_Departure
2024-08-031,34:08 PM Car_Departure
2024-08-03123459 PM Car Departure
2024-08-0312:41:39 PM Car_Departure
2024-08-03 12:5722 PM Car_Departure
2024-08-031258:03 PM Car_Departure
2024-08-03 01:03:06 PM Car_Departure
2024-08-03 01:04:29 PM Car_Departure
2024-08-03 01:14:13 PM Car Departure
2024-08-03 01:23:07 PM Car_Departure
2024-08-03 01:36:09 PM Car_Departure
2024-08-0301:42:51 PM Car_Departure
2024-08-03 01:4352 PM Car_Departure
2024-08-03 01:44:38 PM Car_Departure
2024-08-03 01:52:43 PM Car_Departure
2024-08-03 01:54:34 PM Car_Departure
2024-08-03 01:55:54 PM Car_Departure
2024-08-03 02:00:06 PM Car_Departure
2024-08-03 02:0132 PM Car Departure
2024-08-03 0,03:48 PM Car_Departure
2024-08-03 02:05:04 PM Car_Departure
2024-08-03 0211:24 PM Car_Departure
2024-08-03 02:12:17 PM Car_Departure
2024-08-03 02:16:21 PM Car_Departure
2024-08-03 02:31:48 PM Car Departure
2024-08-03 02:36:34 PM Car_Departure
2024-08-03 02:38:11 PM Car_Departure
2024-08-03 02:52:27 PM Car_Departure
2024-08-03 02:5259 PM Car_Departure
2024-08-03 02:53:46 PM Car_Departure
2024-08-03 02:5429 PM Car_Departure
2024-08-03 02:5]:19 PM Car_Departure
2024-08-03 03:1338 PM Car_Departure
Time Format Seconds
Include Pull.: No
HME
Print Date &Time: 8/16/2024 7:21:47 PM
Gars in Menu Board Greet
Queue
Pickup Lane Queue Lane Total Lane Total 2
1,064
64 168
158 780
584
895
35 38 692
355 227
286 322 707 707 11
785 26 1,0]8 1,078 12
131 710 937 937 12
237 657 996 996 12
29 727
282 264 667 667 12
61 442
214 375
98 00
276 212 575 575 12
240 332 691 691 12
61 41
110
47 319
699 9
38 607 696 696 12
300 139 560 560 13
74 581
529
513
399 232 836 836 13
55 538 650 650 13
45 482
107 409 607 607 13
75 436 591 591 13
246 285 672 672 14
82 295 523 523 14
133 248 505 505 14
73 279 453 453 14
369 34 472 472 14
50 341 446 446 14
238 270 628 628 14
678 14 821 821 14
282 303 689 689 14
93 359 552 552 14
633 9 821 821 14
30 589 647 647 14
38 487 621 621 14
42 389 500 500 14
167 103 588 588 14
512 9 661 661 15
211 36 287 287 15
240 205 491 491 15
59 86 169 169 15
185 9 244 244 15
453 7 562 562 15
61 437 521 521 15
78 84
321 16
322
580
353 258 806
193 355 660
61 466
386 14
239 273
293 402
64 304
492 9 627 627 16
542 238 912 912 17
456 598 1,152 1,152 17
36 922 1,037 1,037 17
66 853 1,021 1,021 17
91 560 1,006 1,006 17
62 194 447 447 17
101 53
588
15 109 511 697 697
54 584 674 674
hour
324
75 137
6 1,004
673
1,394
1,143
978
998
705
1,034 1,034 11
935
789
670
1,3M
1,143
978
998
705
10 10
10 10
11 11:30AM - 1:59PM
127
54 59
88 99
267
96 102
126
121
96 130
76 100
87 119
65 70
83 20
76 58
12 846
935
789
670
11 11
11 Time of day
10AM-11AM
11AM-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PM.PM
8PM-9PM
9PM-10PM
10PM-11PM
Arrivals
4 18
11 15
9 11
17 14
10 16
8 Average service time (number of seconds in pueuel Minimum service time (in seconds) Maximum service time (in seconds) 1,128 978
807 670
662 96
689 338
596 446
404 169
593 90
775 281
635 178
532 377
507 187
596 32
51 38
1,394
1,034
1,078
990
821
661
806
1,152
1,036
737
835
1,226
63 882 882 12 Maximum 8 of Arrivals
599
719
686
STI
599 12
719
686 12
5]7
12 512
378
12 503
329
285
29 629
440
478
96 406 406
766
629
440 12
478
96 12
12 12
12 766 12
66 169
124
123
205
57 67
67 91
80 141
146
124
101
69 55
120
129
100
100
179
28 96
69 318
140
38 46
24 50
102
23 24
178
100
39 195
112
83 295
125
109
20 92
126
132
98 ]9
102
355
191
127
148
20 77
36 198
43 337
9 338
793
990
645
338 13
]93
990
645
13 13
13 522 634 634 13
382 931 931 13
2024-08-0303:1]:12 PM Car_Departure
2:OOPM - 4:59PM 2024-08-03 03:21:18 PM Car Departure
2024-08-03 0,22:19 PM Car_Departure
2024-08-03 03:2723 PM Car_Departure
2024-08-03 0,3]:02 PM Car_Departure
2024-08-03 03:3807 PM Car_Departure
2024-08-03 03:39:29 PM Car_Departure
2024-08-03 03:5256 PM Car Departure
2024-08-03 04:04:56 PM Car_Departure
2024-08-03 04:14:40 PM Car_Departure
2024-08-03 04:2044 PM Car_Departure
2024-08-03 04:2359 PM Car_Departure
2024-08-03 04:25:05 PM Car_Departure
2024-08-03 04:31:44 PM Car_Departure
2024-08-03 04:35:47 PM Car_Departure
2024-08-03 04:40:46 PM Car_Departure
2024-08-03 04:42:52 PM Car_Departure
2024-08-03 04:48:54 PM Car Departure
2024-08-03 04:58:07 PM Car_Departure
2024-08-03 05:07:12 PM Car_Departure
2024-08-03 05:14:50 PM Car_Departure
2024-08-03 05:1529 PM Car_Departure
2024-08-03 05:16:39 PM Car_Departure
2024-08-03 05:18:14 PM Car Departure
2024-08-03 05:19:19 PM Car_Departure
2024-08-03 05:21:04 PM Car_Departure
2024-08-03 05:30:57 PM Car_Departure
2024-08-03 05:31:15 PM Car_Departure
2024-08-03 05:3307 PM Car_Departure
2024-08-03 05:3405 PM Car_Departure
186
515
429
760
186
515
429
760
806
660
610
695
637
804
90 403
15 15
16 16
16 16
16 16
16 16
16 16
141
610
695
63]
8(14
90 403
281
743 743
281 17
17 574 609 609 17
17 17
662

5:OOPM - 7:59PM
2024-08-0305:37:24 PM CarDeparture 3 286
2024-08-03 0545:15 PM CarDeparture
2024-08-030545:59 PM CarDeparture
2024-08-030552:47 PM Car_Departu re
2024-08-03 05:57:25 PM CarDeparture
2024-08-030558:0-4 PM Car_Departu re
2024-08-03 0602:54 PM CarDeparture
2024-08-03 062013 PM CarDeparture
2024-08-030624:18 PM CarDeparture
2024-08-03 0625:46 PM CarDeparture
2024-08-03 06:27:06 PM Car Departure 51
2024-08-03 0637:44 PM Car Departure 75
2024-08-03 06:39:02 PM CarDeparture 4 162
2024-08-03064015 PM Car Departure 3 63
2024-08-03 0640:53 PM CarDeparture 59
2024-08-03 06:44:06 PM Car Departure 1 75
2024-08-03 06:49:56 PM Car Departure
2024-08-03 06:53:18 PM Car Departure
2024-08-03 06:54:19 PM
2024-08-03 0654:26 PM CarDeparture 1 23
2024-08-03 07:11:03 PM CarDeparture 4 189
2024-08-03 07:15:18 PM CarDeparture 3 189
2024-08-0307:15:20 PM CarDeparture 50
2024-08-03 07:16:12 PM CarDeparture 1 28
2024-08-030726:58 PM CarDeparture 1 152
2024-08-03 07:37:30 PM
2024-08-030744:32 PM CarDeparture 2 93
2024-08-03 0746:41 PM Car_Departu re 1 126
2024-08-03 07:57:25 PM CarDeparture 206
2024-08-030]58:52 PM Car Departure 71
2024-08-03 08:00:08 PM Car Departure 125
2024-08-03 08:05:50 PM Car Departure 109
2024-08-03 08:09:04 PM CarDeparture
2024-08-03 08:10:31 PM CarDeparture
2024-08-03 08:11:35 PM CarDeparture
2024-08-03 08:13:22 PM Car Departure
2024-08-03 08:13:24 PM Car Departure 3 177
2024-08-03 0821:53 PM Car Departure 3 78
2024-08-0308:26:15 PM CarDeparture 4 101 260 474 835 835 20 2024-08-030827:06 PM Car_Departu re 3 140 47 413 600 600 2D 2024-08-030827:08 PM CarDeparture 2 67 1 119 187 187 20 2024-08-03 0833:08 PM Car_Departu re 3 76 354 46 476 476 2D 2024-08-030833:58 PM CarDeparture 152 2 45 194 391 391 20 2024-08-030835:25 PM Car_Departu re 2 195 82 37 314 314 2D 2024-08-030838:52 PM CarDeparture 2 65 63 131 259 259 20 2024-08-030844:23 PM Car_Departu re 1 95 44 266 405 405 2D 2024-08-030903:17 PM CarDeparture 1 25 n 6 32 32 21
2024-08-030908:40 PM CarDeparture 2 65 223 9 297 297 21 2024-08-0309:17:49 PM CarDeparture 65 546 157 768 768 21 2024-08-03 0924:06 PM Car Departure 3 69 374 190 633 633 21 2024-08-0309:31:33 PM Car Departure 2 126 438 439 1,003 1003 21 2024-08-03 0937:27 PM CarDeparture 2 61 349 816 1,226 1226 21 2024-08-03 09:38:15 PM Car Departure 1 96 45 246 387 387 21 2024-08-03 0949:01 PM Car Departure 1 56 353 11 420 420 21 2024-08-03 10:10:50 PM Car Departure
2024-08-03 10:17:57 PM Car Departure
195 182 663 663 17
469 284 846 846 17
41 404
274
36 581 694 694 17
287
549 14 714 714 18
240
81 561 739 739 18
77 636 325 1036 1036 18
74 68 757 888 888 18
34 189
237 14 343 343 18
198 8 349 349 18
54 149 264 264 18
93 108
110
89 78
134
151
142
97 642 791 791 17
209 723 723 17
522 885 885 17
405 826 826 18
416 798 798 18
589 717 717 18
798 1,034 1,034 18
497 590 590 18
156 420 420 18
3 92
143
CarDeparture 2 61
489
248
47 360 12 524 524 19
331 9 508 508 19
317 9 419 419 19
126 145 397 397 19
403
84 74 216 415 415 20
340 176 625 625 20
189 418
84 488
60 102 332 594 594 2D
151 178 178 18
10 688 688 19
300 737 737 19
492 543 543 19
302 377 377 19
Car_Departu re 1 168 1
16 346 501 501 19
625 625 19
8:OOPM - 12:04AM
98 117
69 160
705 705 20
689 689 20
498 627 627 20
148 326 326 20
506 72 656 656 2D
30 3
56 5
7 6
38 38 22
63 63 22

Raw Car Data Report
Store: (District C) 391 Habit Burger 391 - Other Start Time: Aug 04, 202412:00 AM Brand: Other Stop Time: Aug 04, 2024 11:59 PM
Daypart
Departure Time Event Name
10:25AM - 11:29AM 2024-08-04 11:0253 AM Car Departure
2024-08-0410:36:48 AM Car_Departure
2024-08-0410:52:43 AM Car_Departure
2024-08-0411:28:21 AM Car Departure
2024-08-0411:30:12 AM Car_Departure
2024-08-0411:48:39 AM Car_Departure
2024-08-04 11:53:22 AM Car_Departure
2024-08-0412:19:04 PM Car_Departure
2024-08-0412:24:42 PM Car Departure
2024-08-0412:25:15 PM Car_Departure
2024-08-0412:28:53 PM Car_Departure
2024-08-0412:37:09 PM Car_Departure
2024-08-0412:43:03 PM Car_Departure
Time Format Seconds
Include PullTh No
HME
Print Date &Time, 8/16/2024 7:23:06 PM
Gar.. Menu Board Greet Pickup Lane Queue Lane Total Lane Total Queue
hour
50 149
66 1]5
63 69
50 133
108
99 131
5]
130
43 41
35 55
134
69 162
174
4]
76 3]
85 413
452
468
681
107
552
280
583 12
333 425
31 231 361 361 12
213 102 446 446 12
489 243 789 789 12
352 511 993 993 12
380 638 1061
69 638 748
54 3
440
162
8(12
150 640
34 122
494
87 605 160 796 796 13
367 508 1,092 1,092 13
273 693 1,145 1,145 13
162 762 989 989 13
309 799 1,232 1,232 14
239 716 1.084 1,084 14
106 707 1006 1,0,6 14
199 544 788 788 14
276 367 789 789 14
115 521 750 750 14
104 548 739 739 14
284 211 660 660 14
310 148 498 498
223 10 317 317
198 12 286 286 14
279 331 331 14
551 9 696 696 15
28 328 460 460 15
663 13 807 807 15
20 652 696 696 15
204 363 650 650 15
395 13 532 532 15
53 292 457 457 15
517 142 845 845 15
41 558 710 710 15
129 477 727 727 15
11]
39 292 642 642 16
273
233
7 9 115 115 16
224 584 886 886 16
49 419
54 588 702 702 16
176 73 533 533 16
211
165 9 212 212 16
105 121 273 273 16
738 8 833 833 17
67 686
76 656
43 440
m
45]
152
40 58 291 485 485 17
225 257 574 574 17
485 98 727 727 17
122 436 614 614 18
135 192 192 18
512 599 599 18
579 86 833 833 18
105 393 624 624 18
150 432 549 649 18
158 223 510 510 18
115 114 323 323 18
297 380 380 18
42 8
275
491
613
543
867
212
629
605
728
866
491 10
613 10
543 11
867 11
212 11
629
605
728
866
11 11
12 12
2024-08-0412:49:26 PM Car_Departure
2024-08-0412:50:39 PM Car_Departure
2024-08-0412:51:38 PM Car_Departure
11:30AM - 1:59PM 2024-08-04 1251:44 PM Car_Departure
497
345
586
403
585 585 13
259 259 13
975
961
549 549 13
203 203 13
619
601
1,061
748
586
403
12 12
12 12
2024-08-04 01:02:43 PM Car Departure
2024-08-04 01:0537 PM Car_Departure
2024-08-04 01:19:29 PM Car_Departure
2024-08-04 01:22:05 PM Car_Departure
2024-08-0401:22:41 PM Car_Departure
2024-08-04 01:2536 PM Car_Departure
2024-08-04 01:33:54 PM Car_Departure
2024-08-04 01:35:30 PM Car Departure
2024-08-04 01:45:38 PM Car_Departure
2024-08-04 01:51:49 PM Car_Departure
2024-08-04 01:56:24 PM Car_Departure
2024-08-04 01:59:10 PM Car_Departure
2024-08-04 02:04:22 PM Car Departure
2024-08-04 02:08:26 PM Car Departure
2024-08-04 02:10:15 PM Car_Departure
2024-08-0402:13:41 PM Car_Departure
2024-08-04 02:18:19 PM Car_Departure
2024-08-0402:20:17 PM Car_Departure
2024-08-0402:2205 PM Car_Departure
2024-08-04 02:26:53 PM Car_Departure
2024-08-04 02:32:07 PM Car_Departure
2024-08-04 02:36:34 PM Car_Departure
2024-08-04 02:46:26 PM Car_Departure
2024-08-04 02:51:08 PM Car Departure
2024-08-04 03:0]:04 PM Car_Departure
2024-08-04 03:073] PM Car_Departure
2024-08-04 03:35:07 PM Car_Departure
2024-08-04 03:3531 PM Car_Departure
2024-08-04 03:39:00 PM Car_Departure
2024-08-04 03:4637 PM Car Departure
2024-08-04 03:4]:35 PM Car_Departure
2024-08-0403:56:17 PM Car_Departure
2024-08-0403:5]:12 PM Car_Departure
2024-08-0403:5927 PM Car_Departure
2024-08-04 04:01:27 PM Car_Departure
2024-08-0404:02:09 PM Car_Departure
2024-08-04 04:0]:35 PM Car_Departure
2024-08-04 04:1136 PM Car_Departure
2024-08-04 04:15:21 PM Car_Departure
2024-08-04 04:29:56 PM Car Departure
2024-08-04 04:30:48 PM Car_Departure
2024-08-04 04:3]:50 PM Car_Departure
2024-08-04 04:38:46 PM Car_Departure
2024-08-04 04:41:46 PM Car_Departure
2024-08-04 04:45:24 PM Car_Departure
2024-08-04 04:55:08 PM Car Departure
2024-08-04 04:56:55 PM Car_Departure
2024-08-04 0,11:59 PM Car_Departure
2024-08-04 05:13:09 PM Car_Departure
2024-08-04 0,1428 PM Car_Departure
2024-08-04 05:15:16 PM Car_Departure
2024-08-0405:2903 PM Car_Departure
2024-08-0405:3206 PM Car_Departure
2024-08-04 05:43:02 PM Car_Departure
2024-08-04 05:45:37 PM Car_Departure
2024-08-04 0,4620 PM Car Departure
2024-08-04 05:47:22 PM Car Departure
2024-08-04 05:51:14 PM Car_Departure
2024-08-04 05:59:25 PM Car_Departure
2024-08-04 06:0137 PM Car_Departure
2024-08-0406:06:51 PM Car_Departure
2024-08-04 06:19:00 PM Car Departure
2024-08-04 06:28:45 PM Car_Departure
2024-08-04 06:3035 PM Car_Departure
2024-08-04 06:33:13 PM Car_Departure
2024-08-04 06:35:54 PM Car_Departure
2024-08-0406:3]:52 PM Car_Departure
2024-08-04 06:4328 PM Car_Departure
975
964
13 13
468
88 429
619
601
13 13
217
1]9
65 124
129
193
45 2:OOPM - 4:59PM
5:OOPM - 7:59PM
8]
105
84 76
41 136
104
131
24 83
124
112
186
111
121
11]
311
138
86 99
78 ]2
122
60 284
112
38 4]
87 56
52 85
85 1]8
151
120
111
136
92 144
56 46
76 166
126
6]
129
94 76
14 14
488 722 722 16
104
439 439 16
423 423 16
666 787 787 16
231 772 772 16
139 462 462 16
80,
]84
654 654 17
531 531 17
809 1]
784 17
526
6 271 626 626 1]
10 618 618 17
347
387 538 538 17
619 619 17
Time of day Arrivals Average service time (number of seconds in queue) 10AM-11AM 2
11AM-12PM 5
12PM-1PM 10
1PM-2PM 12
2PM-3PM 12
3PM-4PM 10
4PM-5PM 13
5PM-6PM 12
6PM-7PM 13
7PM-SPM 11
8PM-9PM 11
9PM-10PM
10PM-11PM
Maximum B of Arrivals
552
571
698
731
707
658
536
650
577
717
465
497
BOIV/0!
Minimum service time (in seconds) Maximum service time (in seconds) 491
212
361
203
286
657
115
485
192
516
89 266
613
867
1,061
1,145
1,232
845
886
833
833
933
]80
728
57]

8:00PM - 12:04AM
2024-08-0406:46:15 PM CarDeparture
2024-08-0.40652:32 PM CarDeparture
2024-08-0406:54:23 PM Car_Departu re
2024-08-0406:5645 PM Car_Departu re
2024-08-0407:0211 PM Car_Departu re
2024-08-0407:03:53 PM Car_Departu re
2024-08-0407:07:06 PM CarDeparture
2024-08-0407:17:48 PM Car Departure
2024-08-0407:1001 PM CarDeparture
2024-08-04 0723:02 PM CarDeparture
2024-08-0407:5043 PM Car Departure
2024-08-0407:53:40 PM Car Departure
2024-08-04 07:56:58 PM CarDeparture
2024-08-040757:52 PM CarDeparture
2024-08-04 07:59:56 PM CarDeparture
2024-08-0408:01:0-4 PM CarDeparture
2024-08-0408:03:05 PM Car Departure
2024-08-04082019 PM CarDeparture
2024-08-0408:22:05 PM
2024-08-040835:05 PM
2024-08-04 08:35:23 PM Car_Departu re
2024-08-040837:23 PM CarDeparture
2024-08-0406:44:20 PM CarDeparture
2024-08-0-408:45:44 PM Car Departure
2024-08-0408:49:27 PM Car_Departu re
2024-08-610857:01 PM Car_Departu re
2024-08-0409:03:51 PM CarDeparture
2024-08-0-409:18:03 PM Car Departure
68 76
145
74 95
261
153
148
115
129
30 19
109
25 128 3 119 416 663 663 19
169 2 63 366 598 598 20
64 167
163 2 99
89 1 473
24 50 2 116 299 465 465 2D
76 22
45 53 2 419 14 486 486 2D
202
16 2 238 12 266 266 21
164 235 467 467 18
371 323 770 770 18
108 550 803 803 18
80 581 735 735 18
382 456 933 933 19
97 574 932 932 19
187 248 588 588
638 61 847 847
64 587 766 766 19
238 523 890 890 19
477 9 516 516 19
173 360 552 552 19
192 331 632 632
51 493 569 569
19 19
2 19
19 118
402
175
8 248
13 357 357 20
577 577 20
510 510 20
575 575 20
CarDeparture
CarDeparture
14 422 460 460 20
2 41
61 161 10 216 216 20
293 780 780 20
6 89 89 20
401 125 728 728 21

Raw Car Data Report
Store: (District C) 391 Habit Burger 391 - Other Start Time: Aug O5, 202412:00 AM Brand: Other Stop Timm Aug 05, 2024 11:59 PM
Daypart
Departure Time Event Name
2024-08-05 1046:33 AM Car_Departure
2024-08-951048:08 AM Car_Depadure
10:25AM - 11:29AM 2024-08-05 11:08:16 AM Car Departure
2024-08-0511:18:03 AM Car Departure
2024-08-0511:20:16 AM Car_Departure
2024-08-0511:36:55 AM Car_Departure
2024-08-0511:55:09 AM Car_Departure
2024-08-0511:56:10 AM Car Departure
2024-08-05 1157:46 AM Car Departure
2024-08-0512:15:24 PM Car_Departure
2024-08-05182624 PM Car_Departure
2024-08-0512:32:21 PM Car_Departure
2024-08-0512:39:50 PM Car_Departure
2024-08-051240:36 PM Car_Departure
2024-08-0512:4424 PM Car Departure
2024-08-051845:10 PM Car_Departure
Time Format Seconds
Include Pulllns: No
HME
Print Date &Time: 8/16/2024 7:25:29 PM
Gar.. Menu Board Greet Pickup Lane Queue Lane Total Lane Total Queue
hour
56 88
8]
260
]0
50 126
]40
85 630
580 319
131 696
351
413 10
56 305 407 407 11
10 9 50 50 11
402 8 592 592 12
654 68 825 825 12
344 420 821 821 12
446 445 1049 1,049 12
42 219 494 818 818 12
43 611 690
361 162 586
171 270 582
321 256 760
240
123
89 368
336 294 729
38 520 668
48(1
323
161 226 422 422 13
3]0 8 475 475 14
352 171 572 572 14
211 469 ]32 732 14
32 637 708 708 14
104 585 724 724 14
146 145 339 339 14
242 196 486 486 14
308 12 428 428 14
53 256 3]3 373 14
274 9 324 324 15
2]1 130 478 478 15
208
510
458 6 558 558 15
10] 416 5]3 573 15
362
414
309
344
117 259 438 438 16
2]5 69 393 393 16
610 17 662 662 16
124 486 696 696 17
306 7 410 410 17
341 244 655 655 17
300 10 384 384 17
855 10 1,081 1,081 18
68 756 927 927 18
30 477 544 544 18
110 151 151 18
232 8 418 418 18
584 11 720 720 18
501 101 667 667 18
143 381 562 562 18
49 415 501 501 18
277 7 399 399 19
2]2 10 361 361 19
130 8 203 203 19
394 13 462 462 20
183 145
304 15
13 446
9 809
619
]26
1,159
89]
409
549
809 10
619 10
726 11
1,159 11
897 11
409
549
11 11
31 182
103
57 156
104
105
36 63
141
183
176
103
8:3
99 110
311
25 35
0 787 933 933 12
11:30AM-1:59PM 2024-08-0512:51:16 PM Car_Departure
690
586
582
760
12 12
12 12
2024-08-051854:10 PM Car_Departure
2024-08-05185935 PM Car_Departure
2024-08-05 01:03:42 PM Car_Departure
2024-08-05 01:05:51 PM Car_Departure
2024-08-05 01:07:23 PM Car_Departure
2024-08-0501:1]:15 PM Car_Departure
2024-08-05 01:22:56 PM Car_Departure
2024-08-05 01:2339 PM Car Departure
2024-08-05 01:31:45 PM Car_Departure
2024-08-05 01:4]22 PM Car_Departure
2024-08-05 01:50:08 PM Car_Departure
2024-08-05 0210:19 PM Car_Departure
2024-08-05 02:16:15 PM Car_Departure
2024-08-05 02:19:51 PM Car Departure
2024-08-05 02:20:26 PM Car_Departure
2024-08-05 02:22:19 PM Car_Departure
2024-08-05 02:24:53 PM Car_Departure
2024-08-05 02:29:00 PM Car_Departure
2024-08-05 02:43:15 PM Car_Departure
2024-08-05 02:44:18 PM Car_Departure
403 819 819 13
543 ]69 769 13
341
27 516 516 13
478 478 13
729
668
13 13
104
9 895 895 13
35] 357 13
49 52
39 35
48 48
108
64 41
7]
129
25 94
50 56
52 132
64 62
49 35
86 97
]0
74 216
103
3]
32 1]8
125
65 38
3]
115
]9
65 55
106
]9
66 45
113
38 112
2]6
2024-08-05 03:04:32 PM Car_Departure
2:OOPM-4:59PM 2024-08-05 03:09:10 PM Car_Departure
5:OOPM - 7:59PM
2024-08-05 03:26:44 PM Car_Departure
2024-08-05 03:36:05 PM Car Departure
2024-08-05 03:50:00 PM Car_Departure
2024-08-05 03:5154 PM Car_Departure
2024-08-05 03:58:26 PM Car_Departure
2024-08-05 04:29:19 PM Car_Departure
2024-08-05 04:34:35 PM Car_Departure
2024-08-05 04:40:53 PM Car Departure
2024-08-05 04:42:55 PM Car_Departure
2024-08-05 04:4735 PM Car_Departure
2024-08-05 04:59:06 PM Car_Departure
2024-08-05 05:01:12 PM Car_Departure
2024-08-05 05:30:47 PM Car_Departure
2024-08-05 033632 PM Car_Departure
2024-08-05 05:44:05 PM Car_Departure
2024-08-05 06:10:34 PM Car_Departure
2024-08-05 06:11:48 PM Car_Departure
2024-08-05 06:1820 PM Car Departure
2024-08-05 06:15:29 PM Car_Departure
2024-08-05 06:20:52 PM Car_Departure
2024-08-05 06:39:03 PM Car_Departure
2024-08-05 06:4]28 PM Car_Departure
2024-08-05 06:49:54 PM Car_Departure
2024-08-05 06:50:48 PM Car Departure
2024-08-0507:41:17 PM Car_Departure
2024-08-05 07:4633 PM Car_Departure
2024-08-05 07:49:28 PM Car_Departure
2024-08-05 08:0931 PM Car_Departure
2024-08-05 08:12:39 PM Car_Departure
2024-08-05 08:22:55 PM Car_Departure
2024-08-05 08:22:57 PM Car_Departure
2024-08-05 08:28:48 PM Car_Departure
2024-08-05 08:31:18 PM Car_Departure
2024-08-05 08:32:52 PM Car Departure
2024-08-05 08:37:04 PM Car_Departure
2024-08-05 08:4132 PM Car_Departure
2024-08-05 0841:38 PM Car_Departure
2024-08-05 08:49:19 PM Car_Departure
2024-08-05 08:50:20 PM Car_Departure
2024-08-05 09:0.4:50 PM Car Departure
2024-08-05 09:06:27 PM Car_Departure
2024-08-05 09:0939 PM Car_Departure
2024-08-05 09:33:50 PM Car_Departure
2024-08-05 09:35:25 PM Car_Departure
2024-08-05 09:39:06 PM Car_Departure
10 347 347 15
544 544 15
16 434 434 15
6 291
11 4]2 472 16
732
419
732
419
16 16
8:OOPM - 12:04AM
434 434
398 398
20 20
349
147
88 355 481 481 20
247
264 132 6]2 672 20
2 455
50 324 615 615 20
]16 7 913 913 21
92 614 771 771 21
186 357 623 623 21
564
90 217 232 645 645 21
91 158 158 20
30 424 424 20
244 504 504 20
167 526 526 20
258
241
190
65 80
347
52 196
362 397 397 20
107 820 820 20
345
919
48]
919
487
21 21
Time of day
10AM-11AM
11AM-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PM-8PM
8PM-9PM
9PM-10PM
10PM-11PM
Maximum 8 of Arrivals
Arrivals
1 1
Average service time (number of seconds in queue) Minimum service time (in seconds) 714
600
766
628
537
465
519
536
619
321
491
726
8DIV/0,
619
50 582
357
339
324
393
384
151
203
158
487
Maximum service time (in seconds)
809
1,159
1,049
895
732
573
732
696
1,081
399
820
919
491

Raw Car Data Report
Store: (District C) 391 Habit Burger 391 - Other Start Time: Aug 06, 202412:00 AM Brand: Other Stop Timor Aug 06, 2024 11:59 PM
Daypart
Departure Time Event Name
2023.-06 10.07 AM Car Departure
10:25AM - 11:29AM 2024-O8-0611:15:51 AM Car_Departure
2024-08-0611:28:55 AM Car Departure
2024-08-0611:36:29 AM Car Departure
2024-08-06 11:59:53 AM Car Departure
2024-08-0612:02:57 PM Car_Departure
2024-08-0612:1]:40 PM Car Departure
2024-08-0612:19:40 PM Car_Departure
2024-08-0612:29:43 PM Car Departure
2024-08-0612:34:05 PM Car_Departure
2024-08-0612:3736 PM Car Departure
2024-08-0612:44:07 PM Car_Departure
2024-08-0612:49:33 PM Car_Departure
2024-08-0612:53:17 PM Car Departure
2024-08-06 12:57:14 PM Car Departure
Time Format Seconds
Include Pulllns: No
HME
Print Date &Time: 8/16/2024 7:29:06 PM
Cars in Menu Board Greet
Queue
Pickup Lane Queue Lane Total Lane Total 2
hour
43 96
58 41
788
394
381
290
168
179 56 268 268
435
114 382 558 558 12
596 14 711 711 12
253 261 557 557 12
207 333 667 667 12
191 8 245 245 12
316 138 472 472 12
220 183 595 595 12
233 261 635 635 12
208 204 545 545 13
39 213 365 365 13
243
44 286
362
351 232 697 697 13
53 4]2 633 633 13
64 362
33 383 457 457 13
272 6 322 322 13
342
612
627 21 728 728 15
35 598 685 685 15
291 334 866 866 15
138 426 616 616 15
490 61 762 762 15
181 401 731 ]31 15
256 235 619 619 15
233 317 702 ]02 15
120 417 664 664
12 341 549 549
523
556 8
103
386
532
367
47 62
172
1]4
32 412
52 355
327 13 373 373 17
413 9 498 498 17
146 116 357 357 17
248 1]7 486 486 17
295 237 567 567 17
189 364 652 652 17
183 513 735 735 17
360 569 1,055 1,055 18
83 734 1,011 1,011 18
160 524 793 793 18
181 429 792 792 18
68 408 675 675 18
145 53 314 314 18
273 12 411 411 18
170 154 439 439 18
320 265 640 640 18
63 492 622 622 18
282 7 374 374 18
403 7 615 615 18
458 49 703 703 18
136 134
149 12
628
123 403
170
189
465 10 587 587 19
54 308 450 450 19
338
338
91 314
12 14
840
499
436
360
223
840
499
436
360
223
10 11
11 11
11 12
12 90
62 101
43 127
46 18
192
141
133
113
87 93
59 6O
114
108
41 90
41 44
533
533
11:30AM-1:59PM 2024-08-06 0100:45 PM Car_Departure
2024-08-06 01:0132 PM Car Departure
2024-08-06 01:05:44 PM Car_Departure
2024-08-06 01:0631 PM Car_Departure
2024-08-06 01:12:31 PM Car_Departure
2024-08-06 01:28:03 PM Car_Departure
2024-08-06 01:33:59 PM Car_Departure
2024-08-06 01:34:55 PM Car Departure
2024-08-06 01:36:02 PM Car_Departure
2024-08-06 01:42:0] PM Car Departure
2024-08-06 01:42:43 PM Car_Departure
2024-08-06 01:48:01 PM Car_Departure
2024-08-06 01:59:56 PM Car_Departure
2024-08-06 02:21:25 PM Car Departure
2024-08-06 03:00:09 PM Car_Departure
2024-08-06 03:00:52 PM Car Departure
2024-08-06 03:05:49 PM Car_Departure
2024-08-06 03:08:09 PM Car Departure
158
306
488
443
356
432 432
488
443
356
13 13
13 13
10 480
62 585
514 514
585
13 13
380 380 13
755 ]55 14
136
80 52
241
52 211
149
128
152
127
196
162
40 59
43 240
103
24 63
85 80
47 79
33 76
95 2024-08-06 03:1622 PM Car Departure
2024-08-06 03:1926 PM Car Departure
2024-08-06 03:23:47 PM Car_Departure
2:OOPM - 4:59PM 2024-08-06 03:2]:44 PM Car Departure
5:00PM - 7:59PM
2024-08-06 03:29:47 PM Car_Departure
2024-08-06 03:30:04 PM Car_Departure
2024-08-06 03:3926 PM Car_Departure
2024-08-06 04:11:16 PM Car Departure
2024-08-06 04:13:11 PM Car Departure
2024-08-06 04:4026 PM Car Departure
2024-08-06 04:56:32 PM Car_Departure
2024-08-06 05:06:53 PM Car Departure
2024-08-06 05:07:43 PM Car_Departure
2024-08-06 05:08:48 PM Car Departure
2024-08-06 05:11:46 PM Car_Departure
2024-08-06 05:14:45 PM Car Departure
2024-08-06 05:15:20 PM Car_Departure
2024-08-06 05:16:14 PM Car_Departure
2024-08-06 05:25:25 PM Car_Departure
2024-08-06 0339:11 PM Car_Departure
2024-08-0605:41:41 PM Car_Departure
2024-08-06 05:45:5] PM Car_Departure
2024-08-06 05:50:59 PM Car_Departure
2024-08-06 05:54:14 PM Car Departure
2024-08-06 05:57:20 PM Car_Departure
2024-08-06 06:0323 PM Car_Departure
2024-08-06 06:04:49 PM Car_Departure
2024-08-06 06:0731 PM Car_Departure
2024-08-06 0310:36 PM Car_Departure
2024-08-06 06:11:4] PM Car Departure
2024-08-06 06:14:16 PM Car_Departure
2024-08-06 06:1937 PM Car Departure
2024-08-0606:22:31 PM Car_Departure
2024-08-06 06:2]:53 PM Car_Departure
2024-08-06 06:28:59 PM Car_Depadure
2024-08-06 06:36:02 PM Car_Departure
2024-08-06 06:46:28 PM Car_Departure
2024-08-06 06:54:13 PM Car Departure
2024-08-06 06:56:41 PM Car Departure
2024-08-06 06:59:14 PM Car Departure
2024-08-06 07:10:07 PM Car_Departure
2024-08-06 07:12:13 PM Car_Departure
2024-08-06 07:17:34 PM Car_Departure
2024-08-06 07:20:4] PM Car Departure
2024-08-06 07:38:02 PM Car_Departure
2024-08-06 0]:39:00 PM Car Departure
2024-08-0607:44:41 PM Car_Departure
2024-08-06 0]:5033 PM Car_Departure
2024-08-06 07:52:10 PM Car_Departure
2024-08-06 08:00:46 PM Car Departure
2024-08-06 08:00:48 PM Car Departure
2024-08-06 08:08:16 PM Car Departure
15 15
15 16
16 16
16 17
17 17
693
604
628
437
780 780
481 481
423
460
693
604
628
437
466
8 352
335
197 454 454 17
285 539 539 17
423
460
491
486
491
486
17 17
99 39
126
182
199
116
126
67 85
205
196
126
146
118
64 141
48 112
88 109
102
63 183
186
109
396 396
307 307 18
757
590
320 320 19
18 757
590
19 19
9 56 293 293 19
205
26 304
12 82
344 528 528 20
652
466
458
509
269 269
652
466
458
509
19 19
19 20
20 75
Time of day Arrivals AveraBe service time (number of seconds in queue) 10AM-11AM 1
11AM-12PM 4
12PM-1PM 10
1PM-2PM 13
2PM-3PM
3PM-OPM 11
4PM-5PM
5PM-6PM 14
6PM-7PM 15
JPM-BPM 9
8PM-9PM
9PM-10PM
10PM-11PM
Maximum B of Arrivals
840
380
524
478
755
692
612
500
610
508
403
475
111
610
Minimum service time (in seconds) Maximum service time (in seconds) 840
223
245
322
755
549
437
357
307
293
119
475
111
840
499
711
697
755
866
780
735
1,055
757
572
475
111

2024-08-0608:10:54 PM Car_Departure
8:00PM - 12:04AM 2024-08-0608:14:33 PM Car_Departure
2024-08-0608:2050 PM Car_Departure
2024-08-0608:49:29 PM Car_Departure
2024-08-0609:53:18 PM Car_Departure
2024-08-0610:04:02 PM Car_Departure
51 152
180 6 215
143
35 6 75 9 119 119 2D
101
22 22
369
44 572 572 20
439 439 2D
229 11 383 383 20
361
81 8
475 475 21
111 22

Raw Car Data Report
Store: (Disidd C) 391 Habit Burger 391 - Other Start Time: Aug 07, 2024 12:00 AM Brand: Other Stop Time: Aug 07, 2024 11:59 PM
Daypart
Departure Time Event Name
10:25AM 11:29AM
2024-08-0710:41:22 AM Car_Departure
2024-08-0710:48:44 AM Car_Departure
2024-08-0710:51:25 AM Car Departure
2024-08-0710:5237 AM Car_Departure
2024-08-0711:05:03 AM Car_Departure
2024-08-0711:1229 AM Car_Departure
2024-08-0711:14:05 AM Car_Departure
2024-08-0711:21:58 AM Car Departure
2024-08-0711:45:08AM Car Departure
2024-08-0711:48:53 AM Car_Departure
2024-08-0711:59:58 AM Car_Departure
2024-08-0712:09:00 PM Car_Departure
2024-08-0712:11:52 PM Car_Departure
2024-08-071213:08 PM Car_Departure
2024-08-07 12:13:55 PM Car_Departure
2024-08-071217:19 PM Car_Departure
2024-08-07 12:22:04 PM Car_Departure
Time Format Seconds
Include Pulllns: No
HME
Print Date &Time: 8/16/2024 7:32:58 PM
Gars in Menu Board Greet
Queue
Pickup Lane Queue Lane Total Lane Total 2
hour
200
109
133
37 81
108
67 34
143
65 72
50 43
72 48
152
78 117
45 84
67 75
40 19
22 109
89 50
155
2,
135
156
150
426
132
61 168
181
57 89
37 34
253
160
32 55
5]
68 87
144
174
111
66 90
78 203
205
62 190
101
154
196
161
198
131
57 104
613
437
155
69 429
391
92 33]
151
527 10
220
168
398 6
161 366
72 365 509 509
43 389 480 480 12
198
281
354 184 655 655 12
55 447
52 335 454 454 12
36 307 418 418 12
355 1]8 573 5]3 12
106
571
505
69 375 260 685 685 13
451 309 915 915 14
361 483 1,121 1,121 14
72 610 8T1 8]] 14
fi0
38 437 108 971
200 414 746
92 61 343 572 5]2 14
509 9 699 699 14
453 9 519 519 14
55 373 517 517 14
188 391 616 616 14
81 164
589
2 110
560
135 165 368 368 15
425 118 630 630 15
35 397 576 576 15
262 200 636 636 15
26 540
170
531
288 81 572 572 16
298 113 616 616 16
578 15 655 655 17
360 402 952 952 17
562 139 802 802 17
78 485 717 ]1] 17
328 205 729 729 17
720 54 935 935 17
67 574 839 839 17
54 516 701 ]01 17
412
821
95 64
95 47 168 168 18
114 103 255 255 18
31 80 133 133 18
549 9 609 609 18
21 69
39 68
210 140
241 1]6
363
282
422
476 8
15 351
73 198
433
66]
820
979
955
784 890
14 524
820 10
979 10
955 10
890 10
524 11
512
496
191
680
626
248
464 12
570 12
512
496
341
626
248
464
570
Time of day
104N1-11AM
114M-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PMAPM
8PM-9PM
9PM-10PM
10PM-11PM
Arrivals
4 12
14 11
14 9
8 Average service time (number of seconds in queue) Minimum service time (in seconds) Maximum service time (in seconds) 911
468
528
512
733
600
563
757
514
470
497
718
66 733
820
191
418
133
517
368
947
482
133
175
15 408
66 979
680
655
690
1,121
759
618
952
934
638
843
1,022
66 12 Maximum 8 of Arrivals
277
94 627
453 453 12
627 12
11:30AM - 1:59PM 2024-08-0712:28:04 PM Car_Departure
2024-08-0] 12:29:05 PM Car_Departure
495 595 595 12
9 540 540 12
2024-08-0712:43:32 PM Car_Departure
2024-08-0] 12:442] PM Car_Departure
2024-08-0712:45:05 PM Car_Departure
2024-08-0] 12:51:08 PM Car_Departure
2024-08-07 01:00:35 PM Car_Departure
2024-08-0] 01:10:16 PM Car Departure
2024-08-07 01:48:30 PM Car_Departure
2024-08-0] 01:49:43 PM Car_Departure
2024-08-07 01:56:02 PM Car_Departure
2024-08-0] 02:03:38 PM Car_Departure
2024-08-07 02:09:42 PM Car_Departure
2024-08-0] 02:10:5] PM Car Departure
2024-08-07 02:12:02 PM Car_Departure
2024-08-0] 02:1245 PM Car_Departure
2024-08-07 02:20:05 PM Car_Departure
2024-08-0] 02:2332 PM Car_Departure
2024-08-07 02:2507 PM Car_Departure
2024-08-0] 02:26:11 PM Car_Departure
2024-08-07 02:34:44 PM Car_Departure
2024-08-0] 02:52:02 PM Car_Departure
2024-08-07 02:53:02 PM Car_Departure
2024-08-0] 02:56:14 PM Car Departure
133
690
625 625 13
133 13
690 13
268 426 426 13
588
49]
E04
685
804
685
971
]46
14 14
14 14
449 602 602 14
2024-08-07 02:57:40 PM Car_Departure
2:OOPM - 4:59PM 2024-08-0] 03:0027 PM Car_Departure
499 614 614 14
320 737 ]3] 15
10 528
444
10 2024-08-07 03:14:35 PM Car_Departure
2024-08-0] 03:14:40 PM Car_Departure
2024-08-07 03:16:34 PM Car_Departure
2024-08-0] 03:263] PM Car Departure
2024-08-07 03:28:59 PM Car_Departure
2024-08-0] 03:36:0] PM Car_Departure
2024-08-07 03:36:44 PM Car_Departure
2024-08-0] 03:41:12 PM Car_Departure
2024-08-07 03:4142 PM Car_Departure
2024-08-0] 03:59:49 PM Car_Departure
2024-08-07 04:0246 PM Car_Departure
2024-08-07 04:45:13 PM Car_Departure
2024-08-07 04:50:03 PM Car_Departure
2024-08-07 04:55:0] PM Car Departure
2024-08-0705:07:31 PM Car_Departure
2024-08-07 05:13:34 PM Car_Departure
2024-08-07 05:22:58 PM Car_Departure
2024-08-0] 0324:19 PM Car_Departure
2024-08-07 05:29:59 PM Car_Departure
2024-08-0] 0342:05 PM Car Departure
2024-08-07 05:43:14 PM Car_Departure
2024-08-0] 054420 PM Car_Departure
2024-08-07 05:5442 PM Car_Departure
2024-08-0] 06:10:51 PM Car_Departure
2024-08-07 06:12:29 PM Car_Departure
2024-08-07 06:133] PM Car_Departure
2024-08-07 06:15:13 PM Car_Departure
2024-08-07 06:1]:11 PM Car_Departure
759 759 15
562 562 15
609
627
609
62]
15 15
349
486
614
486
614
15 15
187 447 447 16
618
618 16
482
934
482
934
17 18
667 923 923 18
656 760 ]60 18
26 38
7'51
174
69 2
57 51
78 68
100
58 189
106
114
117
5:00PM - 7:59PM 2024-08-0706:17:47 PM Car_Departure
2024-08-0] 06:3324 PM Car Departure
2024-08-07 06:33:52 PM Car_Departure
2024-08-07 06:42:19 PM Car_Departure
2024-08-07 06:43:03 PM Car_Departure
2024-08-07 0644:15 PM Car_Departure
2024-08-07 06:47:49 PM Car_Departure
2024-08-07 06:51:58 PM Car Departure
2024-08-07 06:58:05 PM Car_Departure
2024-08-0] 0]:02:53 PM Car_Departure
2024-08-07 07:0957 PM Car_Departure
2024-08-0] 0]:3220 PM Car_Departure
2024-08-07 07:3239 PM Car_Departure
2024-08-0] 07:4024 PM Car_Departure
45 426
437 533 533 18
423 542 542 18
240
564
240
564
18 18
428
485
428
485
18 18
162 625 625 18
209 549 549 19
27 638 638 19
590
.0
388
590 19
480 19
388 19

2024-08-07 07:49:24 PM Car Departure
2024-08-0708:07:14 PM CarDeparture 4 121
2024-08-07 08:10:20 PM Car Departure 3 70
2024-08-0]08:11:50 PM Car_Departu re 2 85
2024-08-07 08:13:32 PM CarDeparture
2024-08-0]0826:44 PM Car_Departu re
2024-08-07 08:30:36 PM CarDeparture
2024-08-0708:43:3] PM Car Departure
2024-08-07 08:5051 PM CarDeparture
2024-08-0708:58:03 PM CarDeparture
2024-08-0709:11:25 PM Car Departure
2024-08-0]09:15:10 PM CarDeparture 3 270
2024-08-07 03:16:58 PM CarDeparture
2024-08-070924:41 PM CarDeparture
2024-08-07 0925:39 PM CarDeparture
2024-08-070935:21 PM Car Departure
2024-08-0709:43:31 PM Car Departure
2024-08-0709530] PM Car Departure
2024-08-07 10:11:23 PM Car Departure
38 3 126
175 175 19
8:00PM - 12:04AM
628 8 757 757 20
184 560 814 814 20
87 658 830 830 20
95 694 843 843 20
54 274 3 144 9 427 427 20
58 27
82 8 119
285 3 217
237
15 15 20
8 67 67 20
208 208 20
511
9 511 20
775 10 1,022 1,022 21
220 513 1,003 1,003 21
137 8 107 592 836 836 21
528 3 440 9 977 977 21
67 4 56 380 503
143 3 296 8 447
87 51
61 61
503
44]
551
408
3 459
349
551
408
21 21
21 21
4 66 66 22

Raw Car Data Report
Store: (Iingrouped) 417 Easley - Other Start Time: Aug 02, 2024 12:00 AM Brand: Other
Stop Time Aug 02 202411:59 PM
Daypart
Departure Time Event Name
10:25AM - 11:29AM 2024-08-02112230 AM Car Departure
2024-08-0211:26:42 AM Car_Departure
2024-08-0211:4011 AM Car Departure
2024-08-0211:55:14 AM Car Departure
2024-08-0212:0.4:59 PM Car Departure
2024-08-0212:11:29 PM Car Departure
2024-08-02121223 PM Car Departure
2024-08-021019:28 PM Car Departure
Time Format Seconds
Include Pullin: No
HME
Print Date &Time: 8/16/2024 7:00:47 PM
Cars Menu Board Greet Pickup Lane Queue Lane Total Lane Total Queue
89 35
72 51
63 157
165
54 132
107
172
147
41 78
41 76
22 79
45 128
26 68
89 98
110
209
41 62
215
61 124
197
124
153
44 61
113
49 123
106
83 27
162
83 185
68 204
56 97
155
17 136
65 170
52 475
53 492
366
580
38] 381 925
51 420 600 1,074 1,074 12
533 13 678 678 12
43 441 591 591 12
274 224 670 670 12
453 14 614 614 13
289 8 338 338 13
497 8 583 583 13
258 440 739 739 13
323 500 899 899 14
130 9 161 161 15
718
45 373
52 236 13 317
445 545
443 11
157 225
337 12
271 312
197
132
186 9 256 256 18
351 68 543 543 18
198 222 617 617 18
567 700 700 18
142 425 720 720 18
76 524 644 644 18
37 538 636 636
235 10 358 358
440 12
480 15
203 198
372
577 9 613 613 20
464 413 1,039 1,039 20
59 794 936 936 20
636 43 864 864 20
267 10 345 345 20
584 63 851 851 20
80 189
685 10 850 850 21
10 11 38 38 21
697 23
379 109
376
13 10
12 44
hour
571 577 11
99 99 11
574 574 11
429 429 11
687 687 12
601
81]
925
817
12 12
11:30AM - 1:59PM 2024-08-021044:44 PM Car Departure
2:00PM - 4:59PM
2024-08-021045:31 PM Car Departure
2024-08-02105049 PM Car Departure
2024-08-02 01:31:02 PM Car Departure
2024-08-02 01:42:52 PM Car Departure
2024-08-02 01:53:19 PM Car Departure
2024-08-02 01,039 PM Car Departure
2024-08-02020307 PM Car Departure
2024-08-02 03:0343 PM Car Departure
2024-08-02 03:20:27 PM Car Departure
2024-08-02 03:21:15 PM Car Departure
2024-08-02 002]:32 PM Car Departure
2024-08-02 04:06:13 PM Car Departure
2024-08-02 04:13:15 PM Car Departure
2024-08-02 04:26:16 PM Car Departure
2024-08-02 05:35:15 PM Car Departure
2024-08-02 05:37:58 PM Car Departure
2024-08-02 05:46:26 PM Car Departure
2024-08-02 05:51:03 PM Car Departure
2024-08-02 05:5423 PM Car Departure
2024-08-02 06:02:59 PM Car Departure
2024-08-02 06:14:51 PM Car Departure
2024-08-02 06:20:46 PM Car Departure
8 474
29 14
805 805 15
564 564 15
530 530 15
92 92 16
317
545
552 17
492 17
558 17
624 17
318
360
16 16
552
492
558
624
59 318
13 360
17 18
2024-08-02 062407 PM Car Departure
5:00PM - ]:59PM 2024-08-02 06:4035 PM Car Departure
2024-08-02 06:43:03 PM Car Departure
2024-08-02 06:4425 PM Car Departure
2024-08-02 0045:06 PM Car Departure
2024-08-02 06:49:40 PM Car Departure
2024-08-02 07:16:59 PM Car Departure
2024-08-02 07:3220 PM Car Departure
2024-08-02 071050 PM Car Departure
2024-08-02 0]:43,0 PM Car Departure
2024-08-02 08:04:13 PM Car Departure
2024-08-02 08:1224 PM Car Departure
2024-08-02 08:13:26 PM Car Departure
2024-08-02 08:24:05 PM Car Departure
2024-08-02 08:31:07 PM Car Departure
2024-08-02 0041:05 PM Car Departure
2024-08-02 08:42:29 PM Car Departure
2024-08-02 0045:43 PM Car Departure
2024-08-02 09:00:48 PM Car Departure
2024-08-02 09:0258 PM Car Departure
2024-08-0209:1]:01 PM Car Departure
2024-08-02 09:2322 PM Car Departure
2024-08-02 09:29:45 PM Car Departure
2024-08-02 09:59,9 PM Car Departure
18 18
19 19
19 19
501
618
507
463
501
618
507
463
8:00PM - 12:04AM
441 57] 577 20
334 620 620 20
856 856 21
553 553 21
867
59 321
6 867
59 21
21 Time of day
10AM-11AM
114M-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PMAPM
8PM-9PM
9PM-10PM
10PM-11PM
Maximum B of Arrivals
Arrivals
Average service time (number of seconds M nueue) Minimum service time (in second6 801V/0I
420
777
569
899
515
318
509
537
522
731
537
00:0/01
99 591
338
899
161
92 318
256
463
345
38 Maximum service time (in seconds)
577
1,074
739
899
805
545
624
720
618
1,039
867
537

Raw Car Data Report
Store: (Dngrouped) 417 Easley - Other Start Time: Aug 03, 202412:0 AM Brand: Other
Stop Timm: Aug 03, 202411:59 PM
Daypart
Departure Time Event Name
2024-08-03 1130:0.4 AM
2024-00-03 1133:53 AM Car_Departure
2024-08-03 11:54:55 AM Car Departure
2024-08-03120455 PM Car Departure
2024-08-031208:34 PM Car Departure
2024-08-0312:15:11 PM Car Departure
2024-08-03 12:21:13 PM Car Departure
Car Departure
Time Format Seconds
Include Pullin: No
HME
Print Date &Time: 8/16/2024 7:06:08 PM
Cars Menu Board Greet Pickup Lane Queue Lane Total Lane Total 2 Queue
20 86
58 67
36 288
224
501
523
215 323 574 574 12
345 5
358 105
497
273
359 8 401 401 13
247 10 333 333 13
330 10 405 405 13
660 10 769 769 13
83 580 752 752 13 Maximum B of Arrivals
147
645 13 734 734 14
387 98 671 671 14
438 16 503 503 14
399 55 551 551 14
227 8 268 268 15
311 9 384 384 15
205 166 446 446 15
538 16 647 647 16
168
395 12 490 490 16
478
161
225
544
562
421
623 6 799
566 206 827
461
28 675 14 888 888 21
116 390 738 738 21
208 159 472 472 21
286 9 389 389 21
502
200
12 hour
318 318 11
510 510 11
571 571 11
01 601 12
146
394
609
557 557 12
310 310 12
394
609
12 12
11:30AM - 1:59PM 2024-08-031044:47 PM Car Departure
2024-08-0312:55:55 PM Car Departure
24 34
76 65
99 89
68 76
186
49 97
33 64
14 13
2024-08-03 01:O:50 PM Car Departure
2024-08-03 01:1830 PM Car Departure
2024-08-03 01:37:29 PM Car Departure
2024-08-03 01:55:54 PM Car Departure
2024-08-03 01:57:20 PM Car Departure
2024-08-03 01:59:54 PM Car Departure
2024-08-03 0013:42 PM Car Departure
2024-08-03 0020:14 PM Car Departure
2024-08-03 022735 PM Car Departure
2024-08-03 003424 PM Car Departure
Time of day Arrivals Average service time (number of seconds in queue) Minimum service time (in seconds) 100/1-11AIN - 0DM/0!
11AM-12PM 3 466
12PM-1PM 6 508
1PM-2PM 6 515
2PM-3PM 9 615
3PM-4PM 3 366
4PM-5PM 3 582
5PM-6PM 3 482
6PM-7PM 3 613
7PM-8PM 3 870
8PM-9PM 1 55
9PM-10PM 5 621
10PM-11PM - 80!0/0!
318
310
333
503
268
490
348
520
799
55 389
Maximum service time (in seconds)
571
609
769
734
446
647
627
694
985
55 888
216 431 431 13
2024-08-03 0935:21 PM Car Departure
2:OOPM - 4:59PM 2024-08-03 03:4053 PM Car Departure
2024-08-03 03:44:23 PM Car Departure
2024-08-03 04:0.4:44 PM Car Departure
2024-08-03 04:07:37 PM Car Departure
2024-08-03 04:29:47 PM Car Departure
2024-08-03 05:1920 PM Car Departure
2024-08-03 05:2299 PM Car Departure
2024-08-03 05:4950 PM Car Departure
2024-08-03 06:029 PM Car Departure
93 60
83 381 09 609 16
9 249
627 627 17
471 471 17
348 348 17
625 625 18
694 694 18
520 520 18
111
70 119
87 168
55 20
16 199
232
105
94 104
5:00PM - 7:59PM 2024-08-03 0912:26 PM Car Departure
8:00PM - 12:04AM
2024-08-03 06:50:10 PM Car Departure
2024-08-03 000953 PM Car Departure
2024-08-03 07:1932 PM Car Departure
2024-08-03 07:27:19 PM Car Departure
2024-08-0308:0731 PM Car Departure
2024-08-030003:21 PM Car Departure
2024-08-03000521 PM Car Departure
2024-08-03 0908:52 PM Car Departure
2024-08-03 0914:19 PM Car Departure
2024-08-03 0028:54 PM Car_Depaoure
799
827
19 19
315
11 985 985 19
55 55 20
619 619 21
515

Raw Car Data Report
Store: (Iingrouped) 417 Easley - Other Start Time: Aug O4, 202412:00 AM Brand: Other
Stop Tine: Aug 04, 202411:59 PM
Daypart
Departure Time Event Name
10:25AM - 11:29AM 2024-08-0411:11:40 AM Car Departure
Time Format Seconds
Include Pullin: No
HME
Print Date &Time: 8/16/2024 ]:0]:30 PM
Gars in Menu Board Greet
Queue
Pickup Lane Queue Lane Total Lane Total 2
hour
2024-08-0411:26:02 AM Car_Departure
2024-08-041011:15 PM Car Departure
2024-08-0412:12:53 PM Car Departure
2024-08-04101424 PM Car Departure
2024-08-041219:46 PM Car Departure
2024-08-04 1024:56 PM Car Departure
2024-08-041038:55 PM Car Departure
2024-08-04104138 PM Car Departure
88 68
145
140
113
94 85
189 1 139 12 340 340 12
92 4 129 60 281 281 12
88 124
86 69
27 01
78 135
125
104
133
160
101
144
53 135
114
64 116
159
45 178
703
436
073
93 83 415 611 611 12
319 403 816 816 12
65 9 159 159 12
12 14
649
803
513
932
882
803
513
932
882
11 11
12 12
2024-08-041048:47 PM CarDeparture
11:30AM - 1:59PM 2024-08-04 01:003] PM Car Departure
332
504
314
171 253
31 580
554 108 740
54 471 660
396 8 529 529 13
423 10 537 537 13
391 128 652 652 14
321 359 840 840 14
628 13 742 742 14
267 13 424 424 14
298 224 5]5 575 14
343 189 667 667 14
82 415 611 611 14
545 330 939 939 14
198 650 964 964 14
701 156 1,016 1,016 15
40 649 734 734 15
501 14 693 693 15
565 9 647 647 15
78 495 650 650 15
585 14 627 627 16
427 427 12
638 638 13
411
493
454 454 13
660 667 13
2024-08-04 01:08:42 PM Car Departure
2024-08-04 01:11:38 PM Car Departure
2024-08-04 01:12:12 PM Car Departure
2024-08-04 01:2458 PM Car Departure
2024-08-0401:34:17 PM Car Departure
2024-08-04 01:35:19 PM Car Departure
2024-08-04 01:44:52 PM Car Departure
2024-08-04 01:5926 PM Car Departure
2024-08-04 0006:03 PM Car Departure
2024-08-04 001128 PM Car Departure
2024-08-04 0028:27 PM Car Departure
2024-08-04 0033:48 PM Car Departure
2024-08-04 0138:49 PM Car Departure
2024-08-04 00443] PM Car Departure
2024-08-040046:01 PM Car Departure
2024-08-04 02:5538 PM Car Departure
2024-08-04 0258:34 PM CarDeparture
411
493
13 13
396
10 740
660
13 13
2:OOPM-4:59PM 2024-08-0403:101] PM CarDeparture
2024-08-04 03:10:59 PM Car Departure
2024-08-0403:23:1] PM Car Departure
2024-08-04 03:48:50 PM Car Departure
2024-08-0403:50:11 PM Car Departure
2024-08-04 04:09:49 PM Car Departure
2024-08-04 04:09:54 PM Car Departure
2024-08-04 04:30:40 PM Car Departure
2024-08-04 04:31:54 PM Car Departure
2024-08-04 05:08:08 PM Car Departure
2024-08-04 05:22:53 PM Car Departure
2024-08-04 05:23:48 PM Car Departure
2024-08-04 05:2]2] PM Car Departure
2024-08-04 004006 PM Car Departure
2024-08-04 05:4]:44 PM Car Departure
2024-08-04 000136 PM Car Departure
2024-08-04 06:12:10 PM Car Departure
2024-08-04 06:1249 PM Car Departure
2024-08-04 0614:14 PM Car Departure
2024-08-04 06:1014 PM Car Departure
2024-08-04 06:24:13 PM Car Departure
2024-08-04 06:33:18 PM Car Departure
2024-08-04 06:50:59 PM Car_Departure
ure
2024-08-04 0056:30 PM Car Departure
2024-08-04 07:21:42 PM Car Departure
2024-08-04 0]:23:39 PM Car Departure
2024-08-04 0]:4037 PM Car Departure
2024-08-04 0]:44:15 PM Car Departure
2024-08-04 07:45:11 PM Car Departure
2024-08-04 0054:02 PM Car Departure
2024-08-04 07:54:42 PM Car Departure
2024-08-04 005058 PM Car Departure
2024-08-04 07:59:19 PM Car Departure
2024-08-04 0019:20 PM Car Departure
2024-08-04 08:4335 PM Car Departure
TI
27 37
113
86 62
182
53 56
68 121
83 156
45 97
122
175
76 104
233
70 50
180
92 34
141
47 26
119
69 123
433 474 474 16
298
68 381
492 12
51 214
540
95 495 9 587 587 18
500 13 669 669 18
35 467 547 547 18
70 310 401 477 18
236 59 417 417 18
356 116 647 647 18
543
694
326 468 1,027 1,027 18
358 13 441 441 19
114
597
245 514 851 851 19
50 667 751 751 19
527 80 748 748 19
36 293 376 376 19
131 270 427
137 222 478
711
501
100
419 419 16
254 254 16
456
686
375 375 17
5:00PM - 7:59PM
456
686
17 17
271
133 403 403 17
287
619
503
619
503
17 17
215
9 834
807
834
807
18 18
179
12 343
789
343
789
19 19
427
478
792
709
19 19
20 20
8:00PM - 12:04AM
12 ]92
709
Time of day
10AM-11AM
114M-12PM
12PPIAPM
1PMAPM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-]PM
7PMAPM
8PM-9PM
9PM-10PM
10PM-11PM
Maximum a of Arrivals
Arrivals
Average service time (number of seconds in queue) Minimum service time (in seconds) 00!4/01
2 658
8 556
9 570
9 ]13
748
444
507
9 668
9 578
]51
3010/0:
3010/0!
513
159
411
424
.7
254
375
417
343
709
Maximum service time (in seconds)
803
932
740
964
1,016
627
626
1,02]
851
792
713

Raw Car Data Report
Store: (Iingrouped) 417 Easley - Other Start Time: Aug 05, 202412:00 AM Brand) Other
Stop Time- Aug 05, 202411:59 PM
Daypart
Departure Time Event Name
10:25AM - 11:29AM 2024-08-05 1125:55 AM Car_Departure
Time Format Seconds
Include Pullin: No
HME
Print Date &Time: 8/16/2024 7:0847 PM
Cars in Menu Board Greet Pickup Lane Queue Lane Total Lane Total 2 Queue
hour
2024-08-0511:2039 AM Car_Departure
2024-08-0511:49:29 AM Car Departure
2024-08-051010:29 PM Car_Departure
2024-08-051224:03 PM Car_Departure
2024-08-0512:53:23 PM Car_Departure
2024-08-05 12:5326 PM Car_Departure
47 19
177
26 49
114
24 1
56 57
42 30
22 22
56 63
52 530
41 582
275
394
509
2 550
90 268 37 362 362 13
155 120 317 317 13
479
25 248
514
298
614
500
347 375 859 859 17
48 382
470
605
525
470
119
EO
503
65 417 588 588 20
960
292
403 19 586 586 21
50 369 467 467 21
450 196 705 705 21
242 313 627 627 21
22 588
382
770
314
456
604
101
599
594
588 11
382 11
770 11
314 12
456 12
75 101
599
594
12 12
13 13
11:30AM - 1:59PM 2024-08-05 01:14:20 PM Car_Departure
2024-08-05 01:15:57 PM Car Departure
448
2024-08-05 01:2029 PM Car_Departure
2024-08-05 01:23:11 PM Car_Departure
2024-08-05 0050:44 PM Car_Departure
2024-08-05 01:55:25 PM Car_Departure
14 523
8 55
523
55 13
13 14 Maximum B of Arrivals
2024-08-0502:23:41 PM Car_Departure
2:OOPM-4:59PM 2024-08-0503:30:50 PM Car Departure
2024-08-0503:47:26 PM Car_Departure
2024-08-05 04:39:48 PM Car_Departure
2024-08-05 05:38:43 PM Car_Departure
2024-08-05 05:44:35 PM Car_Departure
2024-08-05 065116 PM Car_Departure
2024-08-05 06:22:15 PM Car_Departure
2024-08-05 0043:23 PM Car_Departure
2024-08-05 06:56:44 PM Car_Departure
2024-08-05 0005:33 PM Car_Departure
2024-08-05 07:34:48 PM Car Departure
2024-08-05 0080:18 PM Car_Departure
2024-08-05 07:5900 PM Car_Departure
2024-08-05 08:12:41 PM Car_Departure
2024-08-05 08:13:53 PM Car_Departure
2024-08-05 004645 PM Car_Departure
2024-08-05 08:53:51 PM Car Departure
2024-08-05 0613:07 PM Car_Departure
2024-08-05 0614:04 PM Car_Departure
2024-08-05 0621:39 PM Car_Departure
2024-08-05 0625:51 PM Car_Departure
281 281
617 617 15
371 371 15
674 674 16
582 582 17
Time of day
10AM-11AM
11AM-12PM
12PAPAPM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PM-SPM
8PM-9PM
9PM-10PM
10PM-11PM
Arrivals
3 4
4 Average service time (number of seconds in queue) Minimum service time (in seconds) 00N/03
580
379
408
281
494
674
505
633
499
649
596
00:0/0:
382
101
55 281
371
674
74 545
117
352
467
Maximum service time (in seconds)
770
6M
599
281
617
674
859
789
1,077
1,079
705
5:00PM - 7:59PM
137
16 173
58 175
141
146
43 29
59 106
102
48 10
74 566
545 545 18
789 789 18
1077 1,077 19
628 628 19
173 173 19
117 117 19
74 566
17 18
17 411
8 14 576 576 20
8:00PM - 12:04AM
3 1,079 1,079 20
352 352 20
59 72
408

Raw Car Data Report
Store: (Dngr0uped) 417 Easley - Other Start Time'. Aug 06, 20241200 AM Brand: Other
Stop Time: Aug 06, 202411:59 PM
Daypart
Departure Time Event Name
2024-08-06114015 AM Car Departure
2024-08-06114257 AM Car_Departure
2024-08-0612:01:48 PM Car Departure
2024-08-061005:52 PM Car Departure
2024-08-061008:1] PM Car Departure
2024-08-06121]:20 PM Car Departure
2024-08-06 12:3431 PM Car Departure
Time Format Seconds
Include Pulllns: No
HME
Print Date &Time: 8/16/2024 ]:10:12 PM
Cars in Menu Board Greet
Queue
Pickup Lane Queue Lane Total Lane Total
hour
95 46
105
84 23
63 60
80 27
1081
78 ]1
55 ]4
60 30
46 87
66 111
116
66 219
68 41
33 215
51 110
18 197
135
117
38 89
46 24
42 151
105
95 469
159
400
241
140
473
423 9 492 492 12
758 13 851 851 12
18 745 790 790 12
98 503
288 254 620
135 251 457
319 101 475 475 13
239 343 656 656 13
407
140
575 10 631 631 14
273 447 807 807 14
446 341 853 853 15
400 264 775 775 15
517
230
583
441
306 9 356 356 16
623 10 666 666 16
510 16
390 113
658 776
6 31
]92
536 513 1,184 1,184 18
1,090
497
299
538
303 227 554 554 20
789 380 1,211 1,211 20
362 823 1,336 1,336 20
520 571 1,196 1,196 20
577 9 681 681 21
259
12 268
92 571
464
517
593
255
545
577
464
517
593
255
546 12
11 11
12 12
12 11:30AM - 1:59PM 2024-08-061253:34 PM Car Departure
2024-08-0612:5358 PM Car Departure
2024-08-061,55:42 PM Car Departure
2024-08-06 01:10:40 PM Car Departure
2024-08-06 01:15:33 PM Car Departure
2024-08-0601:1]:53 PM Car Departure
2024-08-06 01:23:20 PM Car Departure
2024-08-06 01:2]22 PM Car Departure
2024-08-06 0,38:00 PM Car Departure
2024-08-06 004027 PM Car Departure
2024-08-06 0,52:11 PM Car Departure
2024-08-06 02:56:55 PM Car Departure
2024-08-06 03:04:23 PM Car Departure
2024-08-06 03:1198 PM Car Departure
2024-08-06 03:26:13 PM Car Departure
2024-08-06 03:3097 PM Car Departure
2024-08-06 03:3056 PM Car Departure
2024-08-06 04:00:53 PM Car Departure
2024-08-06 04:10:57 PM Car Departure
2024-08-06 04:35:18 PM Car Departure
2024-08-06 04:4]:53 PM Car Departure
2024-08-06 04:5433 PM Car Departure
2024-08-06 05:5204 PM Car Departure
2024-08-06 05:5632 PM Car Departure
2024-08-06 0020:45 PM Car Departure
369
15 5]5 575 12
569 569 13
620
457
13 13
2:00PM - 4:59PM
478 478 14
206 376 376 14
2 414
243
10 645 645 15
710 710 15
1,045 1,045 15
519 519 16
741 741 16
554
554 16
776
31 17
17 1,000 1,000 18
5:00PM - 7:59PM 2024-08-06 06:29:47 PM Car Departure
8:00PM - 12:04AM
2024-08-06 07:26:15 PM Car Departure
2024-08-06 0]:4]:16 PM Car Departure
2024-08-060]:53:11 PM Car Departure
2024-08-06 000-495 PM Car Departure
2024-08-06 000016 PM Car Departure
2024-08-06 0022:29 PM Car Departure
2024-08-06 08:28:36 PM Car Departure
2024-08-06 003]21 PM Car Departure
2024-08-06 09:08:30 PM Car Departure
1,220 1,220 19
546 546 19
401
594
401
594
19 20
Time of day Arrivals Average service time (number of seconds in queue) Minimum service time (in seconds) Maximum service time (in seconds) 10AM-11AM - MOM/01 -
11AM-12PM 2 521 464
12PM-1PM 8 577 255
1PM-2PM 5 555 457
2PM-3PM 4 573 376
3PM-4PM 5 806 645
9PM-5PM 5 567 356
5PM-6PM 2 404 31
6PM-]PM 2 1,092 1,000
]PM-BPM 3 722 401
8PM-9PM 5 978 554
9PM-10PM 1 681 681
10PM-11PM - 90900 -
Maximum M of Arrivals
57]
851
656
807
1,045
]41
]76
1,184
1,220
1,336
681
577

Raw Car Data Report
Store: (Iingrouped) 417 Easley - Other Stmt Time: Aug 07, 2024 12:00 AM Brand: Other
Stop Time: Aug 07, 202411:59 PM
Daypart
Departure Time Event Name
10:25AM - 11:29AM 2024-08-0710:5048 AM Car Departure
2024-08-07 11:37:43 AM Car_Departure
2024-08-071138:52 AM Car Departure
2024-08-07 1139:23 AM Car Departure
2024-08-071159:56 AM Car Departure
Time Format Seconds
Adele Pullin: No
HME
Print Date &Time: 8/16/2024 7:1141 PM
Cars in Menu Board Greet Pickup Lane Queue Lane Total Lane Total 2 Queue
142
17 42
30 84
45 46
42 188
61 37
58 70
40 56
146
32 73
38 96
62 165
132
232
117
96 103
635
467
65 28
754
173
453
699 10 751 751 12
165 394 747 747 12
527 14 602 602 12
274 9 320 320 13
185
412
440
503
679 12 837
159 563 754
517 23
63 502
243
60 547
440
615 12 859 859
158 512 787 787
148
511
525 60
332
12 355
220
12 214
12 hour
787 787 10
496 496 11
46 462 11
286 286 11
850 850 11
432 432 12
511
2024-08-071,02:52 PM Car Departure
11:30AM - 1:59PM 2024-08-0712:1152 PM Car Departure
511
12 2024-08-071235:10 PM Car Departure
2024-08-0712:3758 PM Car Departure
2024-08-071,52:46 PM Car Departure
2024-08-07 01:2025 PM Car Departure
2024-08-07 01:38:45 PM Car Departure
2024-08-07 01:50:08 PM Car Departure
253 253 13
490 490 13
491 491 16
569 569 16
2024-08-07 04:12:42 PM Car Departure
2:00PM-4:59PM 2024-08-0704:2650 PM CarDeparture
2024-08-07 04:48:26 PM Car Departure
2024-08-07 04:5136 PM Car Departure
837
754
613 17
603 17
16 16
2024-08-07 05:0048 PM Car Departure
2024-08-07 05:01:54 PM Car Departure
2024-08-07 05:06:00 PM Car Departure
2024-08-07 05:0732 PM Car Departure
2024-08-07 05:17:14 PM Car Departure
2024-08-07 05:2622 PM Car Departure
2024-08-07 05:55:18 PM Car Departure
2024-08-07 05:5832 PM Car Departure
613
603
410 749 749 17
359 481 481 17
723 723 17
10 582 582 17
17 17
18 18
2024-08-07 06:00:33 PM Car Departure
5:00PM - 7:59PM 2024-08-07 06:3732 PM Car Departure
8:00PM - 12:04AM
226
20 470
634
656
646
470
634
656 18
646 18
601
418
2024-08-07 004621 PM Car Departure
2024-08-07 06:4933 PM Car Departure
2024-08-07 0051:08 PM Car Departure
2024-08-07 06:5335 PM Car Departure
2024-08-07 07:14:52 PM Car Departure
2024-08-07 07:2135 PM Car Departure
2024-08-07 07:28:33 PM Car Departure
2024-08-07 07:5039 PM Car Departure
2024-08-07 07:52:30 PM Car Departure
2024-08-07 000-433 PM Car Departure
2024-08-07 08:12:34 PM Car Departure
2024-08-07 08:1539 PM Car Departure
2024-08-07 09:04:08 PM Car Departure
2024-08-07 09:0531 PM Car Departure
2024-08-07 093840 PM Car Departure
125
66 147
56 123
57 99
43 87
92 72
52 57
102
189
92 443 601
161 110 418
472
417
396
602
89 412
423 10 525 525 20
178 362 612 612 20
476
90 654 9 765 765 21
18 18
541 541 19
67 607 607 19
181
10 515
10 634 634 19
711 711 19
647
509
647
509
19 20
426
537 537 21
573 573 21
Time of day
10AM-11AM
114M-12PM
12PM-1PM
1PM-2PM
2PM-3PM
3PM-4PM
4PM-5PM
5PM-6PM
6PM-7PM
7PM-8PM
8PM-9PM
9PM-10PM
10PM-11PM
Maximum 8 of Arrivals
Arrivals
Average service time (number of seconds A queue) Minimum service time (in seconds) 1 787
4 524
609
3 354
0010/01
0010/01
4 663
8 675
571
5 628
549
625
330/0,
787
286
432
253
491
481
418
541
509
537
Maximum service time Co seconds)
787
850
751
490
837
859
656
711
612
765
675

APPENDIX B

VEHICLE, PEDESTRIAN, AND BICYCLE COUNT DATA
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4714-1 Bellflower Convenience Center Project

INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 07:00 AM TO 09:00 AM
INTERSECTION: N/S ARDMORE AVENUE

E/W ARTESIA BOULEVARD
1_AM
FILE NUMBER:
15 MINUTE
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0700-0715
0715-0730
0730-0745
0745-0800
0800-0815
0815-0830
0830-0845
0845-0900
4 10
16 18
10 13
10 16
3 5
11 10
14 14
8 3
5 9
10 14
23 15
7 4
1 4
10 13
19 10
12 11
88 133
150
181
154
234
208
169
4 6
16 23
16 15
10 14
9 5
5 12
11 12
8 4
2 3
5 5
7 14
17 13
6 4
7 8
7 6
3 3
4 5
6 19
16 26
15 11
68 83
132
149
171
162
126
114
2 3
5 12
12 7
6 5
1 HOUR
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0700-0800
0715-0815
0730-0830
48 54
57 29
40 49
38 56
62 28
46 52
552
618
719
49 61
70 31
33 40
15 20
31 25
26 28
34 46
67 432
535
614
22 32
36 TOTALS
1303
1567
1825
0745-0845 51 46 59 54 777 64 43 43 24 76 608 37 1882
0800-0900
49 A.M. PEAK HOUR
0745-0845
39 49

ARTESIA BOULEVARD
DATA PROVIDED BY:

THE TRAFFIC SOLUTION
329 DIAMOND STREET
ARCADIA, CALIFORNIA 91005
PH: 626-446-7978
FAX: 626-446-2877
52 37
765
55 35
51 51 46 59
19 .__I 1 f
_t
54 608 1- 777
76 4. v,
i-I t r
24 43 43

ARDMORE AVENUE
64 68
573
30 1785

INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 04:00 PM TO 06:00 PM
INTERSECTION: N/S ARDMORE AVENUE

E/W ARTESIA BOULEVARD
1_PM
FILE NUMBER:
15 MINUTE
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0400-0415
0415-0430
0430-0445
0445-0500
0500-0515
0515-0530
0530-0545
0545-0600
7 7
5 10
10 4
7 8
6 7
6 7
4 4
7 5
4 11
6 7
10 6
10 10
19 20
30 16
10 18
15 22
176
186
194
194
224
197
189
179
9 11
13 13
7 5
3 6
11 11
14 16
10 10
12 12
12 13
15 13
14 11
13 9
9 8
13 7
10 8
10 7
9 11
12 11
4 7
7 8
179
157
172
158
158
188
152
190
8 5
13 15
10 11
8 13
1 HOUR
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0400-0500
0415-0515
29 32
26 24
28 34
85 76
750
798
46 44
52 51
53 55
37 38
43 38
666
645
41 43
TOTALS
1856
1878
0430-0530 29 21 29 74 809 38 50 53 38 34 676 49 1900
0445-0545
0500-0600
31 29
P.M. PEAK HOUR
0430-0530
22 20
33 36

ARTESIA BOULEVARD
DATA PROVIDED BY:

THE TRAFFIC SOLUTION
329 DIAMOND STREET
ARCADIA, CALIFORNIA 91005
PH: 626-446-7978
FAX: 626-446-2877
59 65
49 804
789
28 21
48 44
51 47
29 21 29
35 35
.__I 1 f
_t
74 676 1- 809
34 4. 4,
i-I t r
38 53 50

ARDMORE AVENUE
38 29
26 656
688
44 42
1840
1842

INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 07:00 AM TO 09:00 AM
INTERSECTION: N/S ARDMORE AVENUE

E/W RAMONA STREET
2_AM
FILE NUMBER:
15 MINUTE
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0700-0715
0715-0730
0730-0745
0745-0800
0800-0815
0815-0830
0830-0845
0845-0900
5 10
17 27
26 18
10 11
3 5
7 12
16 26
17 19
3 7
8 6
4 3
2 3
3 5
9 16
11 6
11 11
16 11
14 12
14 16
1 3
2 5
2 7
3 2
2 7
6 5 9
2 8
3 12
1 13
3 15
2 9
1 2
2 3
0 1 2
3 2
1 3
2 3
2 9
10 1
4 6
10 10
16 22
13 13
3 2
3 5
4 4
2 1
1 HOUR
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0700-0800
0715-0815
0730-0830
59 80
88 27
40 61
12 19
24 13
20 33
49 52
53 11
12 16
30 35
42 8
7 7
7 7
10 30
42 58
13 14
16 TOTALS
269
339
419
0745-0845 81 71 25 41 51 17 9 48 8 17 61 15 444
0800-0900
65 A.M. PEAK HOUR
0745-0845
DATA PROVIDED BY:
78 RAMONA STREET

THE TRAFFIC SOLUTION
329 DIAMOND STREET
ARCADIA, CALIFORNIA 91005
PH: 626-446-7978
FAX: 626-446-2877
21 42
15 56
14 9
49 81 71 25
6 .__I 1 f
_t
41 61 1- 51
17 4. v,
i-I t r
8 48 9

ARDMORE AVENUE
17 25
64 11
440

INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 04:00 PM TO 06:00 PM
INTERSECTION: N/S ARDMORE AVENUE

E/W RAMONA STREET
2_PM
FILE NUMBER:
15 MINUTE
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0400-0415
0415-0430
0430-0445
0445-0500
0500-0515
0515-0530
0530-0545
0545-0600
5 8
5 8
4 3
2 3
13 18
17 15
10 6
9 8
3 7
7 6
4 3
9 11
11 5
12 13
11 10
16 13
10 19
13 11
14 10
1 3
3 8
8 2
5 3
1 3
3 3
1 1
2 3
13 15
16 11
10 13
11 9
1 0
2 3
4 5
0 2
0 4
3 2
0 1
2 1
17 23
13 12
19 11
9 6
5 5
7 11
8 7
5 6
1 HOUR
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0400-0500
26 63
12 36
58 15
10 55
7 10
65 28
TOTALS
385
0415-0515
25 60
18 39
55 22
10 52
6 14 67 31 399
0430-0530
0445-0545
0500-0600
20 17
12 P.M. PEAK HOUR
0415-0515
DATA PROVIDED BY:
48 40
33 RAMONA STREET

THE TRAFFIC SOLUTION
329 DIAMOND STREET
ARCADIA, CALIFORNIA 91005
PH: 626-446-7978
FAX: 626-446-2877
23 24
20 41
41 46
31 53
57 48
21 23
18 8
7 7
50 45
43 25 60 18
7 3
5 .__I 1 f
_t
39 67 55
14 4. v,
i-I t r
6 52 10

ARDMORE AVENUE
22 13
9 8
55 51
45 33
31 26
372
348
311

INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 07:00 AM TO 09:00 AM
INTERSECTION: N/S ARDMORE AVENUE

E/W CEDAR STREET
3_AM
FILE NUMBER:
15 MINUTE
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0700-0715
0715-0730
0730-0745
0745-0800
0800-0815
0815-0830
0830-0845
0845-0900
5 5
6 10
11 9
15 8
1 2
3 4
7 8
7 5
0 2
3 2
5 10
6 4
4 5
9 6
3 7
9 4
5 7
7 12
12 19
16 16
0 0
0 0
0 3
1 0
0 0
0 0
0 1
2 1
2 3
3 3
7 2
7 3
0 0
3 0
2 4
3 5
0 6
1 8
1 11 2
3 18 4
8 36 5
4 25
2 18
0 11
3 1
4 3
3 1 HOUR
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0700-0800
0715-0815
0730-0830
26 32
36 10
16 22
7 12
20 24
23 25
31 38
50 0
0 3
0 0
1 11
16 15
3 5
9 5
13 16
43 73
90 10
12 15
TOTALS
170
240
302
0745-0845 45 26 23 25 59 4 3 19 9 17 97 16 343
0800-0900
43 A.M. PEAK HOUR
0745-0845
DATA PROVIDED BY:
27 CEDAR STREET

THE TRAFFIC SOLUTION
329 DIAMOND STREET
ARCADIA, CALIFORNIA 91005
PH: 626-446-7978
FAX: 626-446-2877
25 23
16 63
4 4
19 45 26 23
14 .__I 1 f
_t
25 97 1- 59
17 9 19 3

ARDMORE AVENUE
4 14
90 15
341

INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 04:00 PM TO 06:00 PM
INTERSECTION: N/S ARDMORE AVENUE

E/W CEDAR STREET
3_PM
FILE NUMBER:
15 MINUTE
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0400-0415
0415-0430
0430-0445
0445-0500
0500-0515
0515-0530
0530-0545
0545-0600
8 14
10 14
12 7
7 8
4 7
6 5
3 2
2 5
2 3
5 2
4 7
4 3
5 6
6 7
7 7
3 6
16 17
15 13
17 13
12 16
3 3
3 1
2 0
1 0
0 1 0
3 0
3 1
2 6
6 7
3 1
3 4
2 4
3 3
2 2
2 1
0 3
3 2
3 2
2 1
0 16
21 17
15 16
11 10
15 5
7 8
3 2
5 5
8 1 HOUR
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
TOTALS
0400-0500
46 22
12 24
61 10
3 22
12 11
69 23 315
0415-0515
0430-0530
0445-0545
0500-0600
50 43
40 34
P.M. PEAK HOUR
0400-0500
DATA PROVIDED BY:
21 16
12 12

CEDAR STREET

THE TRAFFIC SOLUTION
329 DIAMOND STREET
ARCADIA, CALIFORNIA 91005
PH: 626-446-7978
FAX: 626-446-2877
14 18
17 18
26 27
24 23
23 62
58 55
58 7
5 5
4 5
3 4
6 17
14 11
10 46 22 12
10 9
7 5
.__I 1 f
_t
24 69 61
11 12 22 3

ARDMORE AVENUE
10 10
9 8
5 69
59 52
52 20
18 15
20 311
279
250
247

INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 07:00 AM TO 09:00 AM
INTERSECTION: N/S BELLFLOWER BOULEVARD

E/W ARTESIA BOULEVARD
4_AM
FILE NUMBER:
15 MINUTE
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0700-0715
0715-0730
0730-0745
0745-0800
0800-0815
0815-0830
0830-0845
0845-0900
31 32
51 54
54 54
45 47
140
163
198
175
223
253
168
140
42 44
54 82
79 66
57 55
53 44
48 55
77 97
78 59
57 75
116
119
102
179
125
84 15
19 24
24 25
54 23
19 13
13 18
22 36
37 25
11 151
156
153
155
202
228
185
137
13 25
23 21
34 47
43 34
19 17
21 30
45 43
28 20
51 60
118
116
156
143
103
72 12
18 16
14 19
23 19
18 1 HOUR
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0700-0800
0715-0815
0730-0830
168
191
213
676
759
849
222
259
281
200
224
277
367
412
516
82 92
127
66 89
113
615
666
738
82 103
125
87 113
139
345
450
533
60 67
72 TOTALS
2970
3425
3983
0745-0845 207 819 284 307 525 126 120 770 145 146 518 75 4042 0800-0900
200
A.M. PEAK HOUR
0745-0845
784
257

ARTESIA BOULEVARD
DATA PROVIDED BY:

THE TRAFFIC SOLUTION
329 DIAMOND STREET
ARCADIA, CALIFORNIA 91005
PH: 626-446-7978
FAX: 626-446-2877
311
75 490
121
109
752
207 819 284
158
.__I 1 f
_t
307
518 1- 525
146

4. 4,
~I 1 r
145 770 120

BELLFLOWER BOULEVARD
126
136
474
79 3871

INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 04:00 PM TO 06:00 PM
INTERSECTION: N/S BELLFLOWER BOULEVARD

E/W ARTESIA BOULEVARD
4_PM
FILE NUMBER:
15 MINUTE
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0400-0415
0415-0430
0430-0445
0445-0500
0500-0515
0515-0530
0530-0545
0545-0600
30 36
36 38
30 28
23 34
147
165
136
177
144
143
153
163
46 68
42 53
60 38
47 54
99 93
91 108
105
110
109
108
133
130
145
166
153
158
135
150
30 34
20 23
23 23
18 22
21 29
31 33
17 17
22 24
174
195
182
184
158
177
173
175
29 34
34 35
35 25
30 38
28 23
34 26
20 28
34 39
126
141
114
131
121
123
110
132
41 42
33 51
33 40
26 38
1 HOUR
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
TOTALS
0400-0500
140
625
209
391
574
107
114
735
132
111
512
167 3817
0415-0515
0430-0530
0445-0545
0500-0600
140
132
119
115
P.M. PEAK HOUR
0400-0500
622
600
617
603
223
193
198
199

ARTESIA BOULEVARD
DATA PROVIDED BY:

THE TRAFFIC SOLUTION
329 DIAMOND STREET
ARCADIA, CALIFORNIA 91005
PH: 626-446-7978
FAX: 626-446-2877
397
414
432
432
167
594
622
612
596
100
89 87
86 110
98 89
80 719
701
692
683
140 625 209
138
129
125
128
.__I 1 f
_t
391
512 1- 574
111
132 735 114

BELLFLOWER BOULEVARD
107
103
108
108
121
507
489
485
486
159
157
150
137
3812
3732
3714
3666

INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 07:00 AM TO 09:00 AM
INTERSECTION: N/S BELLFLOWER BOULEVARD

E/W RAMONA STREET
5_AM
FILE NUMBER:
15 MINUTE
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0700-0715
0715-0730
0730-0745
0745-0800
0800-0815
0815-0830
0830-0845
0845-0900
2 6
11 10
11 11
8 4
155
170
195
218
267
298
238
176
12 10
13 16
21 16
16 10
15 11
13 10
15 10
16 10
6 4
4 9
4 7
6 7
5 9
11 13
21 20
15 16
9 8
10 17
22 21
24 15
134
160
176
190
229
261
240
172
5 9
7 8
13 18
22 15
4 5
10 10
19 15
11 8
6 4
7 7
6 5
6 2
2 2
4 7
6 9
4 5
1 HOUR
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0700-0800
0715-0815
0730-0830
29 38
43 738
850
978
51 60
66 49
49 48
23 21
24 38
54 65
44 57
70 660
755
856
29 37
46 29
44 54
24 24
25 15
19 26
TOTALS
1729
2008
2301
0745-0845 40 1021 69 51 26 69 84 920 61 55 24 26 2446
0800-0900
34 A.M. PEAK HOUR
0745-0845
DATA PROVIDED BY:
979

RAMONA STREET

THE TRAFFIC SOLUTION
329 DIAMOND STREET
ARCADIA, CALIFORNIA 91005
PH: 626-446-7978
FAX: 626-446-2877
63 51
26 24
72 82
902
40 1021 69
68 .__I 1 f
_t
51 24 1- 26
55 61 920 84

BELLFLOWER BOULEVARD
69 53
19 24
2371

INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 04:00 PM TO 06:00 PM
INTERSECTION: N/S BELLFLOWER BOULEVARD

E/W RAMONA STREET
5_PM
FILE NUMBER:
15 MINUTE
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0400-0415
0415-0430
0430-0445
0445-0500
0500-0515
0515-0530
0530-0545
0545-0600
9 8
7 10
14 10
12 8
166
199
173
171
166
161
186
188
16 16
12 20
32 27
17 25
5 6
5 12
11 10
10 13
4 4
5 7
9 3
6 4
11 14
11 13
19 16
12 13
25 24
17 11
17 11
17 13
232
251
216
207
197
215
205
188
16 15
11 10
10 18
17 3
12 11
10 7
11 7
5 9
9 13
11 7
9 10
9 9
3 3
4 5
5 3
4 6
1 HOUR
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
TOTALS
0400-0500 34 709 64 28 20 49 77 906 52 40 40 15 2034
0415-0515
0430-0530
0445-0545
0500-0600
39 41
46 44
P.M. PEAK HOUR
0400-0500
DATA PROVIDED BY:
709
671
684
701

RAMONA STREET

THE TRAFFIC SOLUTION
329 DIAMOND STREET
ARCADIA, CALIFORNIA 91005
PH: 626-446-7978
FAX: 626-446-2877
80 91
96 101
34 38
43 44
15 25
24 25
22 57
59 60
60 69
56 56
58 871
835
824
805
34 709 64
46 49
55 48
.__I 1 f
_t
28 40 1- 20
40 52 906 77

BELLFLOWER BOULEVARD
49 39
35 30
32 40
37 35
37 17
17 17
18 2026
1953
1971
1970

INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 07:00 AM TO 09:00 AM
INTERSECTION: N/S BELLFLOWER BOULEVARD

E/W CEDAR STREET
6_AM
FILE NUMBER:
15 MINUTE
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0700-0715
0715-0730
0730-0745
0745-0800
0800-0815
0815-0830
0830-0845
0845-0900
5 5
5 5
6 8
8 3
140
178
210
237
240
242
244
223
18 10
18 21
30 32
26 19
18 21
22 21
15 27
39 31
0 3
1 2
4 9
8 5
6 8
9 6
10 12
10 8
5 2
7 5
9 13
9 6
126
140
151
175
226
255
228
160
1 4
3 8
10 14
13 10
3 4
7 11
23 21
10 8
3 1
2 6
12 15
6 3
5 7
8 8
11 9
8 9
1 HOUR
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0700-0800
0715-0815
0730-0830
20 21
24 765
865
929
67 79
101
82 79
85 6
10 16
29 33
37 19
23 34
592
692
807
16 25
35 25
45 62
12 21
35 28
34 36
TOTALS
1661
1927
2201
0745-0845 27 963 109 102 23 38 36 884 45 65 39 36 2367
0800-0900
25 A.M. PEAK HOUR
0745-0845
DATA PROVIDED BY:
949

CEDAR STREET

THE TRAFFIC SOLUTION
329 DIAMOND STREET
ARCADIA, CALIFORNIA 91005
PH: 626-446-7978
FAX: 626-446-2877
107
112
36 26
40 37
869
27 963 109
47 .__I 1 f
_t
102
39 1- 23
65 4. 4,
i-I t r
45 884 36

BELLFLOWER BOULEVARD
38 62
36 37
2347

INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 04:00 PM TO 06:00 PM
INTERSECTION: N/S BELLFLOWER BOULEVARD

E/W CEDAR STREET
6_PM
FILE NUMBER:
15 MINUTE
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
0400-0415
0415-0430
0430-0445
0445-0500
0500-0515
0515-0530
0530-0545
0545-0600
11 8
10 6
11 7
7 9
161
223
187
166
162
184
188
183
12 11
15 17
17 11
22 20
15 14
17 12
11 14
11 10
4 6
5 3
7 3
2 5
5 4
7 8
9 4
5 9
9 9
4 7
12 11
7 14
267
221
219
219
208
232
226
202
14 11
12 11
9 10
11 10
9 14
12 7
9 8
12 9
2 5
7 3
3 2
4 3
7 7
10 7
8 8
7 7
1 HOUR
TOTALS
1 2
3 4
5 6
7 8
9 10
11 12
SBRT
SBTH
SBLT
WBRT
WBTH
WBLT
NBRT
NBTH
NBLT
EBRT
EBTH
EBLT
TOTALS
0400-0500 35 737 55 58 18 24 29 926 48 42 17 31 2020
0415-0515
0430-0530
0445-0545
0500-0600
35 34
31 34
P.M. PEAK HOUR
0400-0500
DATA PROVIDED BY:
738
699
700
717

CEDAR STREET

THE TRAFFIC SOLUTION
329 DIAMOND STREET
ARCADIA, CALIFORNIA 91005
PH: 626-446-7978
FAX: 626-446-2877
60 60
67 70
54 54
48 46
31 21
18 15
17 28
28 26
27 32
34 37
44 867
878
885
868
35 737 55
43 42
41 40
.__I 1 f
_t
58 17 1- 18
42 4. 4,
i-I t r
48 926 29

BELLFLOWER BOULEVARD
24 42
36 36
38 18
15 12
12 32
33 30
30 1970
1931
1928
1943

PEDESTRIAN - BICYCLE COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 07:00 AM TO 09:00 AM
INTERSECTION: ARDMORE AVENUE / ARTESIA BOULEVARD
FILE:
1 AM PED-BIKE

PEDESTRIAN MOVEMENTS
15 -MINUTE
PERIOD
0700-0715

NORTH LEG
A
0 0715-0730
1 0730-0745
1 0745-0800
1 0800-0815
0 0815-0830
1 0830-0845
0 0845-0900
2 EAST LEG SOUTH LEG WEST LEG
B C D
3 1
1 0
1 2
3 2
1 2
2 1
1 2
0 0
0 0
0 0
1 PEDESTRIAN MOVEMENTS
1 -HOUR
PERIOD
0700-0800
0715-0815
0730-0830
0745-0845
0800-0900

NORTH LEG EAST LEG SOUTH WEST LEG

D TOTALS
3 4 4 0 11
3 5 6 0 14
3 4 6 0 13
2 6 6 0 14
3 8 6 1 18

THE TRAFFIC SOLUTION
9 ALTA STREET UNIT E
ARCADIA, CALIFORNIA 91006
626.485.8048 PHONE
[email protected]

BICYCLIST MOVEMENTS
15 -MINUTE
PERIOD

NORTH LEG
A
0700-0715
1 0715-0730
0 0730-0745
1 0745-0800
0 0800-0815
0 0815-0830
0 0830-0845
0 0845-0900
0 EAST LEG
B

SOUTH LEG
C
0 0
0 0
0 0
0 0

WEST LEG
D
0 0
1 0
1 1
0 0
0 0
0 0
1 1
0 0

BICYCLIST MOVEMENTS
1 -HOUR
PERIOD
0700-0800

NORTH LEG EAST LEG SOUTH LEG WEST LEG

A B C D
2 0 1 0
0715-0815
1 0 2 1
0730-0830
1 0 3 2
0745-0845
0 0 2 2
0800-0900
0 0 2 2
TOTALS
3 4
6 4
4 PEDESTRIAN - BICYCLE COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 04:00 PM TO 06:00 PM
INTERSECTION: ARDMORE AVENUE / ARTESIA BOULEVARD
FILE: 1PMPED-BIKE

PEDESTRIAN MOVEMENTS
15 -MINUTE
PERIOD
0400-0415

NORTH LEG EAST LEG SOUTH LEG
A B C
0 0415-0430
0 0430-0445
3 0445-0500
5 0500-0515
1 0515-0530
0 0530-0545
1 0545-0600
2 4 2
0 2
1 0
0 1
0 4
4 3
0 2
2 0

WEST LEG
D
1 0
0 0
2 0
0 0

PEDESTRIAN MOVEMENTS
1 -HOUR
PERIOD

NORTH LEG
A
0400-0500
8 0415-0515
9 0430-0530
9 0445-0545
7 0500-0600
4 EAST LEG
B

SOUTH LEG
C
5 1
5 4
6 5
7 8
10 9

WEST LEG
D
1 2
2 2
2 TOTALS
19 19
24 23
21 THE TRAFFIC SOLUTION
9 ALTA STREET UNIT E
ARCADIA, CALIFORNIA 91006
626.485.8048 PHONE
[email protected]

BICYCLIST MOVEMENTS
15 -MINUTE
PERIOD
0400-0415

NORTH LEG
A
1 0415-0430
0 0430-0445
1 0445-0500
2 0500-0515
1 0515-0530
0 0530-0545
0 0545-0600
0 EAST LEG
B
0 1
0 1
0 1
1 0

SOUTH LEG
C
3 1

WEST LEG
D
1 0
1 1
1 2
0 0
0 0
0 0
0 0

BICYCLIST MOVEMENTS
1 -HOUR
PERIOD
0400-0500

NORTH LEG EAST LEG SOUTH LEG WEST LEG

A B C D
4 2 6 1
0415-0515
4 2 4 0
0430-0530
4 2 5 0
0445-0545
3 3 4 0
0500-0600
1 2 3 0
TOTALS
13 10
11 10
6 PEDESTRIAN - BICYCLE COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 07:00 AM TO 09:00 AM
INTERSECTION: ARDMORE AVENUE /RAMONA STREET
FILE: 2AMPED-BIKE

PEDESTRIAN MOVEMENTS
15 -MINUTE
PERIOD
0700-0715

NORTH LEG
A
0 0715-0730
1 0730-0745
0 0745-0800
1 0800-0815
0 0815-0830
0830-0845
0 0
0845-0900
0 EAST LEG SOUTH LEG
B C
0 1
0 0
0 0
0 0
1 WEST LEG
D
0 0
0 1
0 0
0 2
0 0

PEDESTRIAN MOVEMENTS

NORTH LEGI
A
1 -HOUR
PERIOD
0700-0800
2 0715-0815
2 0730-0830
1 0745-0845
1 0800-0900
0 EAST LEG
B

SOUTH LEG
C
1 1
1 0
0 WEST LEG
D
1 1
2 1
1 0
0 2
2 TOTALS
4 4
6 4
2 3

THE TRAFFIC SOLUTION
9 ALTA STREET UNIT E
ARCADIA, CALIFORNIA 91006
626.485.8048 PHONE
[email protected]

BICYCLIST MOVEMENTS
15 -MINUTE
PERIOD
0700-0715

NORTH LEG
A
0 0715-0730
0 0730-0745
0 0745-0800
0 0800-0815
0 0815-0830
0 0830-0845
0 0845-0900
0 EAST LEG
B
0 0
1 0
0 0
0 0

SOUTH LEG
C
0 0
0 1
0 1
0 0

WEST LEG
D
0 0
0 0
0 1
1 0

BICYCLIST MOVEMENTS
1 -HOUR
PERIOD
0700-0800

NORTH LEG EAST LEG SOUTH LEG WEST LEG

A B C D
0 0715-0815
0 0730-0830
0 0745-0845
0 0800-0900
0 1
1 0
0 1
2 TOTALS
0 2
0 1
2 2
1 2
2 4
4 3

PEDESTRIAN - BICYCLE COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 04:00 PM TO 06:00 PM
INTERSECTION: ARDMORE AVENUE / RAMONA STREET
FILE: 2PMPED-BIKE

PEDESTRIAN MOVEMENTS
15 -MINUTE
PERIOD
0400-0415

NORTH LEG EAST LEG SOUTH LEG
A B C
1 0415-0430
1 0430-0445
0 0445-0500
0 0500-0515
2 0515-0530
1 0530-0545
0 0545-0600
1 0 0
0 1
1 0
0 1
1 1
1 0
0 0
0 1

WEST LEG
D
1 1
0 0
0 1
0 0

PEDESTRIAN MOVEMENTS
1 -HOUR
PERIOD
0400-0500
0415-0515
0430-0530
0445-0545
0500-0600

NORTH LEG EAST LEG SOUTH WEST LEG

D TOTALS
2 1 2 2 7
3 2 3 1 9
3 3 2 1 9
3 2 2 1 8
4 2 2 1 9

THE TRAFFIC SOLUTION
9 ALTA STREET UNIT E
ARCADIA, CALIFORNIA 91006
626.485.8048 PHONE
[email protected]

BICYCLIST MOVEMENTS
15 -MINUTE
PERIOD
0400-0415

NORTH LEG
A
1 0415-0430
0 0430-0445
1 0445-0500
0 0500-0515
1 0515-0530
1 0530-0545
0 0545-0600
0 EAST LEG
B
0 0
0 1
0 0
0 0

SOUTH LEG
C
0 1

WEST LEG
D
1 1
0 2
0 0
0 0
1 0
1 0
0 0

BICYCLIST MOVEMENTS
1 -HOUR
PERIOD
0400-0500
0415-0515
0430-0530
0445-0545
0500-0600

NORTH LEG EAST LEG SOUTH LEG WEST LEG
■
2 1 3 3
2 1 3 3
3 1 2 2
2 1 2 1
2 0 0 1
TOTALS
9 9
8 6
3 PEDESTRIAN - BICYCLE COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 07:00 AM TO 09:00 AM
INTERSECTION: ARDMORE AVENUE / CEDAR STREET
FILE: 3AMPED-BIKE
15 -MINUTE
PERIOD
0700-0715
0715-0730
0730-0745
0745-0800
0800-0815
0815-0830
0830-0845
0845-0900
PEDESTRIAN MOVEMENT:

NORTH LEG EAST LEG SOUTH LEG
A B C
!it

WEST LEG
D
1 1
0 2
1 0
0 1

PEDESTRIAN MOVEMENTS
1 -HOUR
PERIOD

NORTH LEG
A
0700-0800
1 0715-0815
3 0730-0830
3 0745-0845
4 0800-0900
5 EAST LEG
B
7 8
6 4
4 SOUTH LEG
C
0 1
1 3
3 WEST LEG
D
4 4
3 3
2 TOTALS
12 16
13 14
14 THE TRAFFIC SOLUTION
9 ALTA STREET UNIT E
ARCADIA, CALIFORNIA 91006
626.485.8048 PHONE
[email protected]

BICYCLIST MOVEMENTS
15 -MINUTE
PERIOD
0700-0715

NORTH LEG
A
0 0715-0730
0 0730-0745
0 0745-0800
0 0800-0815
0 0815-0830
0 0830-0845
0 0845-0900
0 EAST LEG
B
0 0
0 0
0 0
1 0

SOUTH LEG
C

WEST LEG
D
0 II 0
0 II 0
0 II 1
0 1
1 II 1
0 II 1
1 0
0 0

BICYCLIST MOVEMENTS
1 -HOUR NORTH LEG EAST LEG SOUTH LEG WEST LEG

PERIOD A B C D TOTALS
0700-0800 0 0 0 2 2
0715-0815 0 0 1 3 4
0730-0830 0 0 1 4 5
0745-0845 0 1 2 3 6
0800-0900

PEDESTRIAN MOVEMENTS
15 -MINUTE
PERIOD

NORTH LEG
A
0400-0415
0 0415-0430
0 0430-0445
2 0445-0500
1 0500-0515
1 0515-0530
0 0530-0545
0 0545-0600
0 EAST LEG
B
1 0
0 0
0 0
0 2

SOUTH LEG
C

WEST LEG
D
0 0
0 2
2 0
0 0
0 0
0 0
0 0
0 1

PEDESTRIAN MOVEMENTS
1 -HOUR
PERIOD
0400-0500
0415-0515
0430-0530
0445-0545
0500-0600
NORTH • WEST LEG

D TOTALS
3 1 2 0 6
4 0 4 0 8
4 0 4 0 8
2 0 4 0 6
1 2 2 1 6

THE TRAFFIC SOLUTION
9 ALTA STREET UNIT E
ARCADIA, CALIFORNIA 91006
626.485.8048 PHONE
[email protected]

BICYCLIST MOVEMENTS
15 -MINUTE
PERIOD

NORTH LEG
A
0400-0415
1 0415-0430
0 0430-0445
0 0445-0500
0 0500-0515
0 0515-0530
1 0530-0545
0 0545-0600
0 EAST LEG
B
0 0
0 0
1 0
0 0

SOUTH LEG
C

WEST LEG
D
0 0
0 0
1 1
0 1
1 1
0 0
0 0
0 0

BICYCLIST MOVEMENTS
1 -HOUR
PERIOD
0400-0500
0415-0515
0430-0530
0445-0545
0500-0600

NORTH LEG EAST LEG SOUTI
■
l LEG
LEG
1 0 0 2
0 1 1 1
1 1 2 0
1 1 2 0
1 1 3 0
TOTALS
3 3
4 4
5 PEDESTRIAN - BICYCLE COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 07:00 AM TO 09:00 AM
INTERSECTION: BELLFLOWER BOULEVARD / ARTESIA BOULEVARD
FILE: 4AMPED-BIKE

PEDESTRIAN MOVEMENTS
15 -MINUTE
PERIOD

NORTH LEG II EAST LEG II SOUTH LEG

A II B II C
0700-0715
0715-0730
0730-0745
0745-0800
0800-0815
0815-0830
0830-0845
0845-0900
1 1
1 1
1 2
1 1
1 1

WEST LEG
D
0 1
2 2
1 1
1 0

PEDESTRIAN MOVEMENTS
1 -HOUR
PERIOD

NORTH LEG
A
0700-0800
3 0715-0815
6 0730-0830
5 0745-0845
6 0800-0900
7 EAST LEG
B
7 5
6 4
4 SOUTH LEG
C
13 WEST LEG
D
5 12
6 12
6 5
6 5
3 TOTALS
28 29
29 21
19 THE TRAFFIC SOLUTION
9 ALTA STREET UNIT E
ARCADIA, CALIFORNIA 91006
626.485.8048 PHONE
[email protected]

BICYCLIST MOVEMENTS
15 -MINUTE
PERIOD
0700-0715

NORTH LEG
A
0 0715-0730
0 0730-0745
0 0745-0800
1 0800-0815
1 0815-0830
1 0830-0845
0 0845-0900
0 EAST LEG
B
0 0
1 1
2 0
0 0

SOUTH LEG
C
2 0
1 1
1 0
0 0

WEST LEG
D
2 1
0 1
1 1
0 0

BICYCLIST MOVEMENTS
1 -HOUR
PERIOD

NORTH LEG
A
0700-0800
1 0715-0815
2 0730-0830
3 0745-0845
3 0800-0900
2 EAST LEG
B
2 4
4 3
2 SOUTH LEG
C
4 3
3 2
1 WEST LEG
D
4 3
3 3
2 TOTALS
11 12
13 11
7 PEDESTRIAN - BICYCLE COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 04:00 PM TO 06:00 PM
INTERSECTION: BELLFLOWER BOULEVARD / ARTESIA BOULEVARD
FILE: 4PMPED-BIKE

PEDESTRIAN MOVEMENTS
15 -MINUTE
PERIOD

NORTH LEG
A
0400-0415
4 0415-0430
1 0430-0445
1 0445-0500
4 0500-0515
0 0515-0530
0 0530-0545
2 0545-0600
2 EAST LEG
B
3 0
2 6
5 0
0 2

SOUTH LEG
C

WEST LEG
D
3 6
0 0
3 3
1 0
5 8
2 4
0 2
3 0
1 -HOUR
PERIOD

PEDESTRIAN MOVEMENTS

NORTH LEG EAST LEG SOUTH LEG WEST LEG
0400-0500
0415-0515
0430-0530
0445-0545
0500-0600
ppm
19 14
8 9
TOTALS
49 42
32 33
5 23

THE TRAFFIC SOLUTION
9 ALTA STREET UNIT E
ARCADIA, CALIFORNIA 91006
626.485.8048 PHONE
[email protected]

BICYCLIST MOVEMENTS
15 -MINUTE
PERIOD

NORTH LEG
A
0400-0415
1 0415-0430
0 0430-0445
1 0445-0500
0 0500-0515
1 0515-0530
0 0530-0545
1 0545-0600
0 EAST LEG
B
2 0
2 0
0 0
1 2

SOUTH LEG
C

WEST LEG
D
0 2
2 2
1 2
0 3
1 0
2 0
0 1
0 2

BICYCLIST MOVEMENTS
1 -HOUR
PERIOD
0400-0500
0415-0515
0430-0530
0445-0545
0500-0600

NORTH LEG EAST LEG SOUTH LEG WEST LEG
■
2 4 5 6
2 2 5 4
2 2 6 3
2 1 6 1
2 3 4 3
TOTALS
17 13
13 10
12 PEDESTRIAN - BICYCLE COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 07:00 AM TO 09:00 AM
INTERSECTION: BELLFLOWER BOULEVARD / RAMONA STREET
FILE: 5AMPED-BIKE

PEDESTRIAN MOVEMENTS
15 -MINUTE
PERIOD
0700-0715

NORTH LEG EAST LEG SOUTH LEG
A B C
0 0715-0730
0730-0745
0 0
0745-0800
0800-0815
0 0
0815-0830
0830-0845
0 0
0845-0900
1 1 0
0 3
0 1
0 2
0 0
4 0
4 2
2 4

WEST LEG
D
0 0
0 4
1 2
1 4

PEDESTRIAN MOVEMENTS

NORTH LEGI
A
1 -HOUR
PERIOD
0700-0800
0 0715-0815
0 0730-0830
0 0745-0845
0 0800-0900
1 EAST LEG
B

SOUTH LEG
C
1 0
4 8
10 WEST LEG
D
6 6
3 4
6 4
5 7
8 8
TOTALS
11 11
14 20
25 THE TRAFFIC SOLUTION
9 ALTA STREET UNIT E
ARCADIA, CALIFORNIA 91006
626.485.8048 PHONE
[email protected]

BICYCLIST MOVEMENTS
15 -MINUTE
PERIOD
0700-0715

NORTH LEG EAST LEG SOUTH LEG WEST LEG

A B C D
2 0 0 1
0715-0730
3 2 0 1
0730-0745
2 0 1 1
0745-0800
1 2 1 2
0800-0815
2 0 0 0
0815-0830
2 0 2 2
0830-0845
1 0 0 1
0845-0900
1 3 0 0

BICYCLIST MOVEMENTS
1 -HOUR
PERIOD

NORTH LEG
0700-0800
0715-0815
0730-0830
0745-0845
0800-0900
8 4 2 4
6 3 2 3
TOTALS
19 18
18 16
14 LEG EAST LEG SOUTH LEG WEST

A B C D
8 4 2 5
7 2 4 5

PEDESTRIAN - BICYCLE COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 04:00 PM TO 06:00 PM
INTERSECTION: BELLFLOWER BOULEVARD / RAMONA STREET
FILE: 5PMPED-BIKE

PEDESTRIAN MOVEMENTS
15 -MINUTE
PERIOD
0400-0415

NORTH LEG
A
0 0415-0430
3 0430-0445
0 0445-0500
2 0500-0515
3 0515-0530
2 0530-0545
4 0545-0600
4 EAST LEG
B
7 8
4 3
2 1
2 4

SOUTH LEG
C
2 3
5 0
2 1
4 1

WEST LEG
D
4 0
1 2
1 1
2 3
1 -HOUR
PERIOD

PEDESTRIAN MOVEMENTS

NORTH LEG EAST LEG SOUTH LEG WEST LEG
0400-0500
0415-0515
0430-0530
0445-0545
0500-0600
Rupp
7 4
5 6
TOTALS
44 39
30 32
7 37

THE TRAFFIC SOLUTION
9 ALTA STREET UNIT E
ARCADIA, CALIFORNIA 91006
626.485.8048 PHONE
[email protected]

BICYCLIST MOVEMENTS
15 -MINUTE
PERIOD

NORTH LEG II EAST LEG II SOUTH LEG

A II B II C
0400-0415
0415-0430
0430-0445
0445-0500
0500-0515
0515-0530
0530-0545
0545-0600
'771 _

WEST LEG
D
0 2
1 1
0 2
0 2

BICYCLIST MOVEMENTS
1 -HOUR
PERIOD
0400-0500
0415-0515
0430-0530
0445-0545
0500-0600

NORTH LEG EAST LEG SOUTH LEG WEST LEG
■
8 5 3 4
10 4 3 4
11 3 3 4
11 2 2 3
14 2 1 4
TOTALS
20 21
21 18
21 PEDESTRIAN - BICYCLE COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 07:00 AM TO 09:00 AM
INTERSECTION: BELLFLOWER BOULEVARD / CEDAR STREET
FILE: 6AMPED-BIKE
15 -MINUTE
PERIOD
0700-0715
0715-0730
0730-0745
0745-0800
0800-0815
0815-0830
0830-0845
0845-0900

PEDESTRIAN MOVEMENTS

NORTH LEG EAST LEG SOUTH LEG
A PI
C
!112
111112
2 1
1 0

WEST LEG
D
0 1
3 1
0 0
2 1

PEDESTRIAN MOVEMENTS
1 -HOUR
PERIOD
0700-0800

NORTH LEG
A
4 0715-0815
7 0730-0830
7 0745-0845
8 0800-0900
7 EAST LEG
B
4 5
7 6
6 SOUTH LEG
C
1 3
5 6
5 WEST LEG
D
5 5
4 3
3 TOTALS
14 20
23 23
21 THE TRAFFIC SOLUTION
9 ALTA STREET UNIT E
ARCADIA, CALIFORNIA 91006
626.485.8048 PHONE
[email protected]

BICYCLIST MOVEMENTS
15 -MINUTE
PERIOD
0700-0715

NORTH LEG
A
0 0715-0730
0 0730-0745
0 0745-0800
0 0800-0815
0 0815-0830
0 0830-0845
1 0845-0900
0 EAST LEG
B
0 0
0 2
0 0
0 2

SOUTH LEG
C
0 0
0 1
2 0
0 1

WEST LEG
D
1 0
1 0
0 1
2 0

BICYCLIST MOVEMENTS
1 -HOUR
PERIOD
0700-0800

NORTH LEG EAST LEG SOUTH LEG WEST LEG

A B C D
0 2 1 2
0715-0815
0 2 3 1
0730-0830
0 2 3 2
0745-0845
1 2 3 3
0800-0900
1 2 3 3
TOTALS
5 6
7 9
9 PEDESTRIAN - BICYCLE COUNT SUMMARY
CLIENT: LLG - PASADENA
PROJECT: CITY OF BELLFLOWER
DATE: THURSDAY, SEPTEMBER 25, 2025
PERIOD: 04:00 PM TO 06:00 PM
INTERSECTION: BELLFLOWER BOULEVARD / CEDAR STREET
FILE: 6PMPED-BIKE

PEDESTRIAN MOVEMENTS
15 -MINUTE
PERIOD

NORTH LEG
A
0400-0415
3 0415-0430
0 0430-0445
1 0445-0500
1 0500-0515
5 0515-0530
0 0530-0545
0 0545-0600
1 EAST LEG
B
2 4
5 2
0 0
1 0

SOUTH LEG
C

WEST LEG
D
1 1
1 4
4 2
0 0
3 2
0 2
0 0
1 1
1 -HOUR
PERIOD
0400-0500
0415-0515
0430-0530
0445-0545
0500-0600

PEDESTRIAN MOVEMENTS
•- • WEST LEG

D TOTALS
SOUTH
7 11 10 4
7 7 11 2
6 3 10 3
6 1 6 2
32 32
27 22
15 THE TRAFFIC SOLUTION
9 ALTA STREET UNIT E
ARCADIA, CALIFORNIA 91006
626.485.8048 PHONE
[email protected]

BICYCLIST MOVEMENTS
15 -MINUTE
PERIOD

NORTH LEG
A
0400-0415
1 0415-0430
0 0430-0445
1 0445-0500
0 0500-0515
1 0515-0530
0 0530-0545
0 0545-0600
0 EAST LEG
B
3 0
1 1
0 1
1 1

SOUTH LEG
C

WEST LEG
D
0 0
0 2
2 0
0 0
0 0
0 1
0 2
1 1

BICYCLIST MOVEMENTS
1 -HOUR
PERIOD
0400-0500
0415-0515
0430-0530
0445-0545
0500-0600

NORTH LEG EAST LEG SOUTH LEG WEST LEG
■
2 5 2 3
2 2 2 3
2 3 2 3
1 3 0 4
1 3 0 4
TOTALS
12 9
10 8
8 APPENDIX C

HCM LEVELS OF SERVICE EXPLANATION

HCM QUEUING DATA WORKSHEETS - WEEKDAY AM AND PM PEAK HOURS LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4714-1 Bellflower Convenience Center Project

LEVEL OF SERVICE FOR UNSIGNALIZED INTERSECTIONS
In the Highway Capacity Manual (HCM), published by the Transportation Research Board, 2000, level of service for unsignalized intersections is defined in terms of delay, which is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. The delay experienced by a motorist is made up of a number of factors that relate to control, geometries, traffic, and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions, in the absence of incidents, control, traffic, or geometric delay. Only the portion of total delay attributed to the traffic control measures, either traffic signals or stop signs, is quantified. This delay is called control delay. Control delay includes initial deceleration delay, queue move -up time, stopped delay, and final acceleration delay.

Level of Service criteria for unsignalized intersections are stated in terms of the average control delay per vehicle. The level of service is determined by the computed or measured control delay and is defined for each minor movement. Average control delay for any particular minor movement is a function of the service time for the approach and the degree of utilization. (Level of service is not defined for the intersection as a whole for two-way stop controlled intersections.) Level of Service Criteria for TWSC/AWSC Intersections
Average Control Delay
Level of Service (SecNeh)
A
B
C
D
E
F
10and 15 and 25and 35and 50
Level of Service (LOS) values are used to describe intersection operations with service levels varying from LOS A (free flow) to LOS F (jammed condition). The following descriptions summarize HCM criteria for each level of service:

LOS A describes operations with very low control delay, up to 10 seconds per vehicle.

LOS B describes operations with control delay greater than 10 and up to 15 seconds per vehicle.

LOS C describes operations with control delay greater than 15 and up to 25 seconds per vehicle.

LOS D describes operations with control delay greater than 25 and up to 35 seconds per vehicle.

LOS E describes operations with control delay greater than 35 and up to 50 seconds per vehicle.

LOS F describes operations with control delay in excess of 50 seconds per vehicle. For two-way stop controlled intersections, LOS F exists when there are insufficient gaps of suitable size to allow side -street demand to safely cross through a major -street traffic stream. This level of service is generally evident from extremely long control delays experienced by side -street traffic and by queuing on the minor -street approaches.

LEVEL OF SERVICE FOR SIGNALIZED INTERSECTIONS
In the Highway Capacity Manual (HCM), published by the Transportation Research Board, 2000, level of service for signalized intersections is defined in terms of delay, which is a measure of driver discomfort, frustration, fuel consumption, and increased travel time. The delay experienced by a motorist is made up of a number of factors that relate to control, geometrics, traffic, and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions: in the absence of traffic control, in the absence of geometric delay, in the absence of incidents, and when there are no other vehicles on the road. Only the portion of total delay attributed to the control facility is quantified. This delay is called control delay. Control delay includes initial deceleration delay, queue move -up time, stopped delay, and final acceleration delay.

Bellflower City CouncilApril 27, 2026

Bellflower City Council
April 27, 2026