Glossary of Terms & Qualifier Definitions
Client: Enthalpy Analytical
Project: EO-514393
WorkOrder: 2408J32
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Glossary Abbreviation
%D Serial Dilution Percent Difference
95% Interval 95% Confident Interval
CCV Continuing Calibration Verification.
CCV REC (%) % recovery of Continuing Calibration Verification.
CPT Consumer Product Testing not NELAP Accredited
DF Dilution Factor
DI WET (DISTLC) Waste Extraction Test using DI water
DISS Dissolved (direct analysis of 0.45 µm filtered and acidified water sample) DLT Dilution Test (Serial Dilution)
DUP Duplicate
EDL Estimated Detection Limit
ERS External reference sample. Second source calibration verification.
ITEF International Toxicity Equivalence Factor
LCS Laboratory Control Sample
LCS2 Second LCS for the batch. Spike level is lower than that for the first LCS; applicable to method 1633.
LQL Lowest Quantitation Level
MB Method Blank
MB % Rec % Recovery of Surrogate in Method Blank, if applicable MDL Method Detection Limit ¹
ML Minimum Level of Quantitation
MS Matrix Spike
MSD Matrix Spike Duplicate
NA Not Applicable
ND Not detected at or above the indicated MDL or RL
NR Data Not Reported due to matrix interference or insufficient sample amount.
PDS Post Digestion Spike
PF Prep Factor
RD Relative Difference
RL Reporting Limit ²
RPD Relative Percent Difference
RRT Relative Retention Time
RSD Relative Standard Deviation
SNR Surrogate is diluted out of the calibration range
SPK Val Spike Value
¹ MDL is the minimum measured concentration of a substance that can be reported with 99% confidence that the measured concentration is distinguishable from method blank results. Definition and Procedure for the Determination of the Method Detection Limit, Revision 2, 40CFR, Part 136, Appendix B, EPA 821-R-16-006, December 2016. Values are based upon our default extraction volume/amount and are subject to change.
² RL is the lowest level that can be reliably determined within specified limits of precision and accuracy during routine laboratory operating conditions. (The RL cannot be lower than the lowest calibration standard used in the initial calibration of the instrument and must be greater than the MDL.) Values are based upon our default extraction volume/amount and are subject to change.
Glossary of Terms & Qualifier Definitions
Client: Enthalpy Analytical
Project: EO-514393
WorkOrder: 2408J32
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" SPKRef Val Spike Reference Value
SPLP Synthetic Precipitation Leachate Procedure
ST Sorbent Tube
TCLP Toxicity Characteristic Leachate Procedure
TEQ Toxicity Equivalents
TNTC “Too Numerous to Count;” greater than 250 colonies observed on the plate.
TZA TimeZone Net Adjustment for sample collected outside of MAI's Coordinated Universal Time (UTC). (Adjustment for Daylight Saving is not accounted.)
WET (STLC) Waste Extraction Test (Soluble Threshold Limit Concentration) Analytical Qualifiers
a3 Sample diluted due to high organic content interfering with quantitative/or qualitative analysis.
Quality Control Qualifiers
F1 MS/MSD recovery and/or RPD is out of acceptance criteria.
F3 The surrogate standard recovery and/or RPD is outside of acceptance limits.
F7 The LCS/LCSD recovery is above the upper control limit. The target analyte(s) were Not Detected (ND); therefore, the data is reportable.
Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Received: 08/23/2024 9:41
Date Prepared: 08/28/2024
WorkOrder: 2408J32
Extraction Method: SW3550B
Analytical Method: SW8270E
Unit: mg/kg
Organophosphorous Pesticides by GC-MS (EPA 8141 Basic Target List) COMP#2 (S-4, S-5, S-6) 2408J32-003A Soil 08/20/2024 GC53 08282418.D 300712 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Alachlor ND 0.10 1 08/28/2024 16:47
Atrazine ND 0.10 1 08/28/2024 16:47
Azinphos methyl (Guthion) ND 0.10 1 08/28/2024 16:47
Bolstar (Sulprofos) ND 0.10 1 08/28/2024 16:47
Chlorpyrifos ND 0.10 1 08/28/2024 16:47
Coumaphos ND 0.10 1 08/28/2024 16:47
Demeton ND 0.10 1 08/28/2024 16:47
Diazinon ND 0.10 1 08/28/2024 16:47
Dichlorvos (DDVP) ND 0.10 1 08/28/2024 16:47
Dimethoate ND 0.10 1 08/28/2024 16:47
Disulfoton (Di-Syston) ND 0.10 1 08/28/2024 16:47
EPN ND 0.10 1 08/28/2024 16:47
EPTC ND 0.10 1 08/28/2024 16:47
Ethion ND 0.10 1 08/28/2024 16:47
Ethoprop ND 0.10 1 08/28/2024 16:47
Ethyl parathion ND 0.10 1 08/28/2024 16:47
Fensulfothion ND 0.10 1 08/28/2024 16:47
Fenthion ND 0.10 1 08/28/2024 16:47
Fonofos ND 0.10 1 08/28/2024 16:47
Malathion ND 0.10 1 08/28/2024 16:47
Mevinphos (Phosdrin) ND 0.10 1 08/28/2024 16:47
Molinate ND 0.10 1 08/28/2024 16:47
Methyl parathion ND 0.10 1 08/28/2024 16:47
Phorate (Thimet) ND 0.10 1 08/28/2024 16:47
Prometon ND 0.10 1 08/28/2024 16:47
Ronnel ND 0.10 1 08/28/2024 16:47
Simazine ND 0.10 1 08/28/2024 16:47
Stirofos (Tetrachlorvinphos) ND 0.10 1 08/28/2024 16:47 Terbacil ND 0.10 1 08/28/2024 16:47
Terbufos (Terbuphos) ND 0.10 1 08/28/2024 16:47
Thiobencarb ND 0.10 1 08/28/2024 16:47
Tokuthion (Prothiofos) ND 0.10 1 08/28/2024 16:47
Trichloronate (Agritox) ND 0.10 1 08/28/2024 16:47
(Cont.)
Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Received: 08/23/2024 9:41
Date Prepared: 08/28/2024
WorkOrder: 2408J32
Extraction Method: SW3550B
Analytical Method: SW8270E
Unit: mg/kg
Organophosphorous Pesticides by GC-MS (EPA 8141 Basic Target List) COMP#2 (S-4, S-5, S-6) 2408J32-003A Soil 08/20/2024 GC53 08282418.D 300712 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Surrogates REC (%) Limits
Analyst(s): JS
1-Bromo-2-Nitrobenzene 86 60-140 08/28/2024 16:47
Triphenyl phosphate 60 60-140 08/28/2024 16:47
(Cont.)
Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Received: 08/23/2024 9:41
Date Prepared: 08/28/2024
WorkOrder: 2408J32
Extraction Method: SW3550B
Analytical Method: SW8270E
Unit: mg/kg
Organophosphorous Pesticides by GC-MS (EPA 8141 Basic Target List) COMP#3 (S-7, S-8, S-9) 2408J32-004A Soil 08/20/2024 GC53 08282419.D 300712 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Alachlor ND 0.10 1 08/28/2024 17:14
Atrazine ND 0.10 1 08/28/2024 17:14
Azinphos methyl (Guthion) ND 0.10 1 08/28/2024 17:14
Bolstar (Sulprofos) ND 0.10 1 08/28/2024 17:14
Chlorpyrifos ND 0.10 1 08/28/2024 17:14
Coumaphos ND 0.10 1 08/28/2024 17:14
Demeton ND 0.10 1 08/28/2024 17:14
Diazinon ND 0.10 1 08/28/2024 17:14
Dichlorvos (DDVP) ND 0.10 1 08/28/2024 17:14
Dimethoate ND 0.10 1 08/28/2024 17:14
Disulfoton (Di-Syston) ND 0.10 1 08/28/2024 17:14
EPN ND 0.10 1 08/28/2024 17:14
EPTC ND 0.10 1 08/28/2024 17:14
Ethion ND 0.10 1 08/28/2024 17:14
Ethoprop ND 0.10 1 08/28/2024 17:14
Ethyl parathion ND 0.10 1 08/28/2024 17:14
Fensulfothion ND 0.10 1 08/28/2024 17:14
Fenthion ND 0.10 1 08/28/2024 17:14
Fonofos ND 0.10 1 08/28/2024 17:14
Malathion ND 0.10 1 08/28/2024 17:14
Mevinphos (Phosdrin) ND 0.10 1 08/28/2024 17:14
Molinate ND 0.10 1 08/28/2024 17:14
Methyl parathion ND 0.10 1 08/28/2024 17:14
Phorate (Thimet) ND 0.10 1 08/28/2024 17:14
Prometon ND 0.10 1 08/28/2024 17:14
Ronnel ND 0.10 1 08/28/2024 17:14
Simazine ND 0.10 1 08/28/2024 17:14
Stirofos (Tetrachlorvinphos) ND 0.10 1 08/28/2024 17:14 Terbacil ND 0.10 1 08/28/2024 17:14
Terbufos (Terbuphos) ND 0.10 1 08/28/2024 17:14
Thiobencarb ND 0.10 1 08/28/2024 17:14
Tokuthion (Prothiofos) ND 0.10 1 08/28/2024 17:14
Trichloronate (Agritox) ND 0.10 1 08/28/2024 17:14
(Cont.)
Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Received: 08/23/2024 9:41
Date Prepared: 08/28/2024
WorkOrder: 2408J32
Extraction Method: SW3550B
Analytical Method: SW8270E
Unit: mg/kg
Organophosphorous Pesticides by GC-MS (EPA 8141 Basic Target List) COMP#3 (S-7, S-8, S-9) 2408J32-004A Soil 08/20/2024 GC53 08282419.D 300712 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Surrogates REC (%) Limits
Analyst(s): JS
1-Bromo-2-Nitrobenzene 87 60-140 08/28/2024 17:14
Triphenyl phosphate 65 60-140 08/28/2024 17:14
(Cont.)
Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Received: 08/23/2024 9:41
Date Prepared: 08/28/2024
WorkOrder: 2408J32
Extraction Method: SW3550B
Analytical Method: SW8270E
Unit: mg/kg
Organophosphorous Pesticides by GC-MS (EPA 8141 Basic Target List) COMP#4 (S-10, S-11, S-12) 2408J32-005A Soil 08/20/2024 GC53 08282420.D 300712 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Alachlor ND 0.10 1 08/28/2024 17:42
Atrazine ND 0.10 1 08/28/2024 17:42
Azinphos methyl (Guthion) ND 0.10 1 08/28/2024 17:42
Bolstar (Sulprofos) ND 0.10 1 08/28/2024 17:42
Chlorpyrifos ND 0.10 1 08/28/2024 17:42
Coumaphos ND 0.10 1 08/28/2024 17:42
Demeton ND 0.10 1 08/28/2024 17:42
Diazinon ND 0.10 1 08/28/2024 17:42
Dichlorvos (DDVP) ND 0.10 1 08/28/2024 17:42
Dimethoate ND 0.10 1 08/28/2024 17:42
Disulfoton (Di-Syston) ND 0.10 1 08/28/2024 17:42
EPN ND 0.10 1 08/28/2024 17:42
EPTC ND 0.10 1 08/28/2024 17:42
Ethion ND 0.10 1 08/28/2024 17:42
Ethoprop ND 0.10 1 08/28/2024 17:42
Ethyl parathion ND 0.10 1 08/28/2024 17:42
Fensulfothion ND 0.10 1 08/28/2024 17:42
Fenthion ND 0.10 1 08/28/2024 17:42
Fonofos ND 0.10 1 08/28/2024 17:42
Malathion ND 0.10 1 08/28/2024 17:42
Mevinphos (Phosdrin) ND 0.10 1 08/28/2024 17:42
Molinate ND 0.10 1 08/28/2024 17:42
Methyl parathion ND 0.10 1 08/28/2024 17:42
Phorate (Thimet) ND 0.10 1 08/28/2024 17:42
Prometon ND 0.10 1 08/28/2024 17:42
Ronnel ND 0.10 1 08/28/2024 17:42
Simazine ND 0.10 1 08/28/2024 17:42
Stirofos (Tetrachlorvinphos) ND 0.10 1 08/28/2024 17:42 Terbacil ND 0.10 1 08/28/2024 17:42
Terbufos (Terbuphos) ND 0.10 1 08/28/2024 17:42
Thiobencarb ND 0.10 1 08/28/2024 17:42
Tokuthion (Prothiofos) ND 0.10 1 08/28/2024 17:42
Trichloronate (Agritox) ND 0.10 1 08/28/2024 17:42
(Cont.)
Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Received: 08/23/2024 9:41
Date Prepared: 08/28/2024
WorkOrder: 2408J32
Extraction Method: SW3550B
Analytical Method: SW8270E
Unit: mg/kg
Organophosphorous Pesticides by GC-MS (EPA 8141 Basic Target List) COMP#4 (S-10, S-11, S-12) 2408J32-005A Soil 08/20/2024 GC53 08282420.D 300712 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Surrogates REC (%) Limits
Analyst(s): JS
1-Bromo-2-Nitrobenzene 85 60-140 08/28/2024 17:42
Triphenyl phosphate 64 60-140 08/28/2024 17:42
Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Received: 08/23/2024 9:41
Date Prepared: 08/28/2024
WorkOrder: 2408J32
Extraction Method: SW8151A
Analytical Method: SW8151A
Unit: mg/kg
Chlorinated Herbicides by GC-ECD
S-2-1 2408J32-001A Soil 08/16/2024 10:39 GC15A 08292491.D 300711 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Acifluorfen ND 0.10 10 08/31/2024 00:29
Bentazon ND 0.10 10 08/31/2024 00:29
Chloramben ND 0.10 10 08/31/2024 00:29
Clopyralid ND 0.10 10 08/31/2024 00:29
2,4-D (Dichlorophenoxyacetic acid) ND 0.10 10 08/31/2024 00:29 2,4-DB ND 0.10 10 08/31/2024 00:29
Dalapon ND 0.10 10 08/31/2024 00:29
DCPA (mono & diacid) ND 0.10 10 08/31/2024 00:29
Dicamba ND 0.10 10 08/31/2024 00:29
3,5-Dichlorobenzoic Acid ND 0.10 10 08/31/2024 00:29
Dichloroprop ND 0.10 10 08/31/2024 00:29
Dinoseb (DNBP) ND 0.10 10 08/31/2024 00:29
5-Hydroxydicamba ND 0.10 10 08/31/2024 00:29
MCPA ND 10 10 08/31/2024 00:29
MCPP ND 10 10 08/31/2024 00:29
4-Nitrophenol ND 0.10 10 08/31/2024 00:29
Pentachlorophenol (PCP) ND 0.10 10 08/31/2024 00:29
Picloram ND 0.10 10 08/31/2024 00:29
Quinclorac ND 0.10 10 08/31/2024 00:29
2,4,5-T (Trichlorophenoxy acetic acid) ND 0.10 10 08/31/2024 00:29 2,4,5-TP (Silvex) ND 0.10 10 08/31/2024 00:29
Surrogates REC (%) Limits
Analyst(s): DP Analytical Comments: a3
DCAA 94 63-121 08/31/2024 00:29
CA ELAP 1644 • NELAP 4033ORELAP
(Cont.)
Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Received: 08/23/2024 9:41
Date Prepared: 08/28/2024
WorkOrder: 2408J32
Extraction Method: SW8151A
Analytical Method: SW8151A
Unit: mg/kg
Chlorinated Herbicides by GC-ECD
COMP#1 (S-1, S-3) 2408J32-002A Soil 08/20/2024 GC15A 08292492.D 300711 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Acifluorfen ND 0.10 10 08/31/2024 00:54
Bentazon ND 0.10 10 08/31/2024 00:54
Chloramben ND 0.10 10 08/31/2024 00:54
Clopyralid ND 0.10 10 08/31/2024 00:54
2,4-D (Dichlorophenoxyacetic acid) ND 0.10 10 08/31/2024 00:54 2,4-DB ND 0.10 10 08/31/2024 00:54
Dalapon ND 0.10 10 08/31/2024 00:54
DCPA (mono & diacid) ND 0.10 10 08/31/2024 00:54
Dicamba ND 0.10 10 08/31/2024 00:54
3,5-Dichlorobenzoic Acid ND 0.10 10 08/31/2024 00:54
Dichloroprop ND 0.10 10 08/31/2024 00:54
Dinoseb (DNBP) ND 0.10 10 08/31/2024 00:54
5-Hydroxydicamba ND 0.10 10 08/31/2024 00:54
MCPA ND 10 10 08/31/2024 00:54
MCPP ND 10 10 08/31/2024 00:54
4-Nitrophenol ND 0.10 10 08/31/2024 00:54
Pentachlorophenol (PCP) ND 0.10 10 08/31/2024 00:54
Picloram ND 0.10 10 08/31/2024 00:54
Quinclorac ND 0.10 10 08/31/2024 00:54
2,4,5-T (Trichlorophenoxy acetic acid) ND 0.10 10 08/31/2024 00:54 2,4,5-TP (Silvex) ND 0.10 10 08/31/2024 00:54
Surrogates REC (%) Limits
Analyst(s): DP Analytical Comments: a3
DCAA 102 63-121 08/31/2024 00:54
CA ELAP 1644 • NELAP 4033ORELAP
(Cont.)
Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Received: 08/23/2024 9:41
Date Prepared: 08/28/2024
WorkOrder: 2408J32
Extraction Method: SW8151A
Analytical Method: SW8151A
Unit: mg/kg
Chlorinated Herbicides by GC-ECD
COMP#2 (S-4, S-5, S-6) 2408J32-003A Soil 08/20/2024 GC15A 08292493.D 300711 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Acifluorfen ND 0.10 10 08/31/2024 01:18
Bentazon ND 0.10 10 08/31/2024 01:18
Chloramben ND 0.10 10 08/31/2024 01:18
Clopyralid ND 0.10 10 08/31/2024 01:18
2,4-D (Dichlorophenoxyacetic acid) ND 0.10 10 08/31/2024 01:18 2,4-DB ND 0.10 10 08/31/2024 01:18
Dalapon ND 0.10 10 08/31/2024 01:18
DCPA (mono & diacid) ND 0.10 10 08/31/2024 01:18
Dicamba ND 0.10 10 08/31/2024 01:18
3,5-Dichlorobenzoic Acid ND 0.10 10 08/31/2024 01:18
Dichloroprop ND 0.10 10 08/31/2024 01:18
Dinoseb (DNBP) ND 0.10 10 08/31/2024 01:18
5-Hydroxydicamba ND 0.10 10 08/31/2024 01:18
MCPA ND 10 10 08/31/2024 01:18
MCPP ND 10 10 08/31/2024 01:18
4-Nitrophenol ND 0.10 10 08/31/2024 01:18
Pentachlorophenol (PCP) ND 0.10 10 08/31/2024 01:18
Picloram ND 0.10 10 08/31/2024 01:18
Quinclorac ND 0.10 10 08/31/2024 01:18
2,4,5-T (Trichlorophenoxy acetic acid) ND 0.10 10 08/31/2024 01:18 2,4,5-TP (Silvex) ND 0.10 10 08/31/2024 01:18
Surrogates REC (%) Limits
Analyst(s): DP Analytical Comments: a3
DCAA 109 63-121 08/31/2024 01:18
CA ELAP 1644 • NELAP 4033ORELAP
(Cont.)
Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Received: 08/23/2024 9:41
Date Prepared: 08/28/2024
WorkOrder: 2408J32
Extraction Method: SW8151A
Analytical Method: SW8151A
Unit: mg/kg
Chlorinated Herbicides by GC-ECD
COMP#3 (S-7, S-8, S-9) 2408J32-004A Soil 08/20/2024 GC15A 08292494.D 300711 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Acifluorfen ND 0.10 10 08/31/2024 01:43
Bentazon ND 0.10 10 08/31/2024 01:43
Chloramben ND 0.10 10 08/31/2024 01:43
Clopyralid ND 0.10 10 08/31/2024 01:43
2,4-D (Dichlorophenoxyacetic acid) ND 0.10 10 08/31/2024 01:43 2,4-DB ND 0.10 10 08/31/2024 01:43
Dalapon ND 0.10 10 08/31/2024 01:43
DCPA (mono & diacid) ND 0.10 10 08/31/2024 01:43
Dicamba ND 0.10 10 08/31/2024 01:43
3,5-Dichlorobenzoic Acid ND 0.10 10 08/31/2024 01:43
Dichloroprop ND 0.10 10 08/31/2024 01:43
Dinoseb (DNBP) ND 0.10 10 08/31/2024 01:43
5-Hydroxydicamba ND 0.10 10 08/31/2024 01:43
MCPA ND 10 10 08/31/2024 01:43
MCPP ND 10 10 08/31/2024 01:43
4-Nitrophenol ND 0.10 10 08/31/2024 01:43
Pentachlorophenol (PCP) ND 0.10 10 08/31/2024 01:43
Picloram ND 0.10 10 08/31/2024 01:43
Quinclorac ND 0.10 10 08/31/2024 01:43
2,4,5-T (Trichlorophenoxy acetic acid) ND 0.10 10 08/31/2024 01:43 2,4,5-TP (Silvex) ND 0.10 10 08/31/2024 01:43
Surrogates REC (%) Limits
Analyst(s): DP Analytical Comments: a3
DCAA 100 63-121 08/31/2024 01:43
CA ELAP 1644 • NELAP 4033ORELAP
(Cont.)
Analytical Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Received: 08/23/2024 9:41
Date Prepared: 08/28/2024
WorkOrder: 2408J32
Extraction Method: SW8151A
Analytical Method: SW8151A
Unit: mg/kg
Chlorinated Herbicides by GC-ECD
COMP#4 (S-10, S-11, S-12) 2408J32-005A Soil 08/20/2024 GC15A 08292497.D 300711 Analytes Result RL DF Date Analyzed
Client ID Lab ID Matrix Date Collected Instrument Batch ID Acifluorfen ND 0.10 10 08/31/2024 02:58
Bentazon ND 0.10 10 08/31/2024 02:58
Chloramben ND 0.10 10 08/31/2024 02:58
Clopyralid ND 0.10 10 08/31/2024 02:58
2,4-D (Dichlorophenoxyacetic acid) ND 0.10 10 08/31/2024 02:58 2,4-DB ND 0.10 10 08/31/2024 02:58
Dalapon ND 0.10 10 08/31/2024 02:58
DCPA (mono & diacid) ND 0.10 10 08/31/2024 02:58
Dicamba ND 0.10 10 08/31/2024 02:58
3,5-Dichlorobenzoic Acid ND 0.10 10 08/31/2024 02:58
Dichloroprop ND 0.10 10 08/31/2024 02:58
Dinoseb (DNBP) ND 0.10 10 08/31/2024 02:58
5-Hydroxydicamba ND 0.10 10 08/31/2024 02:58
MCPA ND 10 10 08/31/2024 02:58
MCPP ND 10 10 08/31/2024 02:58
4-Nitrophenol ND 0.10 10 08/31/2024 02:58
Pentachlorophenol (PCP) ND 0.10 10 08/31/2024 02:58
Picloram ND 0.10 10 08/31/2024 02:58
Quinclorac ND 0.10 10 08/31/2024 02:58
2,4,5-T (Trichlorophenoxy acetic acid) ND 0.10 10 08/31/2024 02:58 2,4,5-TP (Silvex) ND 0.10 10 08/31/2024 02:58
Surrogates REC (%) Limits
Analyst(s): DP Analytical Comments: a3
DCAA 112 63-121 08/31/2024 02:58
CA ELAP 1644 • NELAP 4033ORELAP
Quality Control Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Analyzed: 08/28/2024
Date Prepared: 08/28/2024
WorkOrder: 2408J32
BatchID: 300712
Analytical Method: SW8270E
Unit: mg/kg
Sample ID: MB/LCS/LCSD-300712
2408J32-005AMS/MSD
Instrument: GC53
Matrix: Soil
Extraction Method: SW3550B
QC Summary Report for SW8270E (ON/P Pesticides)
Analyte MB
Result
MDL RL SPK
Val
MB SS
%REC
MB SS
Limits
Alachlor ND 0.049 0.10 - - -
Atrazine ND 0.069 0.10 - - -
Azinphos methyl (Guthion) ND 0.066 0.10 - - -
Bolstar (Sulprofos) ND 0.040 0.10 - - -
Chlorpyrifos ND 0.051 0.10 - - -
Coumaphos ND 0.062 0.10 - - -
Demeton ND 0.051 0.10 - - -
Diazinon ND 0.053 0.10 - - -
Dichlorvos (DDVP) ND 0.022 0.10 - - -
Dimethoate ND 0.046 0.10 - - -
Disulfoton (Di-Syston) ND 0.039 0.10 - - -
EPN ND 0.059 0.10 - - -
EPTC ND 0.042 0.10 - - -
Ethion ND 0.064 0.10 - - -
Ethoprop ND 0.046 0.10 - - -
Ethyl parathion ND 0.040 0.10 - - -
Fensulfothion ND 0.027 0.10 - - -
Fenthion ND 0.055 0.10 - - -
Fonofos ND 0.056 0.10 - - -
Malathion ND 0.040 0.10 - - -
Mevinphos (Phosdrin) ND 0.054 0.10 - - -
Molinate ND 0.039 0.10 - - -
Methyl parathion ND 0.031 0.10 - - -
Phorate (Thimet) ND 0.035 0.10 - - -
Prometon ND 0.029 0.10 - - -
Ronnel ND 0.047 0.10 - - -
Simazine ND 0.057 0.10 - - -
Stirofos (Tetrachlorvinphos) ND 0.053 0.10 - - -
Terbacil ND 0.040 0.10 - - -
Terbufos (Terbuphos) ND 0.031 0.10 - - -
Thiobencarb ND 0.070 0.10 - - -
Tokuthion (Prothiofos) ND 0.054 0.10 - - -
Trichloronate (Agritox) ND 0.048 0.10 - - -
Surrogate Recovery
1-Bromo-2-Nitrobenzene 0.18 0.2 91 60-140
Triphenyl phosphate 0.12 0.2 61 60-140
(Cont.)
Quality Control Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Analyzed: 08/28/2024
Date Prepared: 08/28/2024
WorkOrder: 2408J32
BatchID: 300712
Analytical Method: SW8270E
Unit: mg/kg
Sample ID: MB/LCS/LCSD-300712
2408J32-005AMS/MSD
Instrument: GC53
Matrix: Soil
Extraction Method: SW3550B
QC Summary Report for SW8270E (ON/P Pesticides)
Analyte LCS
Result
LCSD
Result
SPK
Val
LCS
%REC
LCSD
%REC
LCS/LCSD
Limits
RPD RPD
Limit
Alachlor 0.54 0.51 0.60 90 85 50-160 5.39 20
Atrazine 0.52 0.49 0.60 87 82 50-160 5.52 20
Azinphos methyl (Guthion) 0.44 0.42 0.60 74 71 60-140 4.40 20 Bolstar (Sulprofos) 0.48 0.46 0.60 81 77 60-140 4.91 20 Chlorpyrifos 0.54 0.50 0.60 90 84 60-140 6.41 20
Coumaphos 0.49 0.46 0.60 81 76 60-140 6.32 20
Demeton 0.48 0.47 0.60 80 78 60-140 2.87 20
Diazinon 0.52 0.49 0.60 87 82 60-140 5.84 20
Dichlorvos (DDVP) 0.48 0.48 0.60 81 80 60-140 0.925 20
Dimethoate 0.47 0.45 0.60 78 75 60-140 4.25 20
Disulfoton (Di-Syston) 0.52 0.49 0.60 86 81 50-160 5.31 20 EPN 0.56 0.55 0.60 94 91 60-140 3.11 20
EPTC 0.53 0.51 0.60 88 85 60-140 4.23 20
Ethion 0.48 0.46 0.60 80 76 60-140 4.96 20
Ethoprop 0.49 0.48 0.60 82 80 60-140 3.33 20
Ethyl parathion 0.54 0.52 0.60 90 86 60-140 3.65 20
Fensulfothion 0.47 0.45 0.60 78 75 60-140 4.13 20
Fenthion 0.51 0.48 0.60 86 81 50-160 6.18 20
Fonofos 0.53 0.51 0.60 89 84 60-140 5.14 20
Malathion 0.49 0.46 0.60 82 77 60-140 6.02 20
Mevinphos (Phosdrin) 0.47 0.46 0.60 78 77 60-140 0.880 20 Molinate 0.53 0.51 0.60 89 86 60-140 3.70 20
Methyl parathion 0.52 0.50 0.60 86 83 50-160 3.70 20
Phorate (Thimet) 0.48 0.45 0.60 79 75 60-140 5.99 20
Prometon 0.52 0.50 0.60 87 83 60-140 4.14 20
Ronnel 0.54 0.52 0.60 90 86 60-140 4.88 20
Simazine 0.51 0.49 0.60 84 81 60-140 4.17 20
Stirofos (Tetrachlorvinphos) 0.47 0.44 0.60 78 73 60-140 6.06 20 Terbacil 0.51 0.49 0.60 84 82 60-140 2.68 20
Terbufos (Terbuphos) 0.49 0.46 0.60 82 77 60-140 6.29 20 Thiobencarb 0.54 0.49 0.60 90 81 60-140 10.2 20
Tokuthion (Prothiofos) 0.49 0.47 0.60 82 79 60-140 3.84 20 Trichloronate (Agritox) 0.56 0.53 0.60 94 89 60-140 5.90 20 Surrogate Recovery
1-Bromo-2-Nitrobenzene 0.16 0.16 0.20 82 82 60-140 0.705 20 Triphenyl phosphate 0.17 0.17 0.20 86 83 60-140 3.76 20 (Cont.)
Quality Control Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Analyzed: 08/28/2024
Date Prepared: 08/28/2024
WorkOrder: 2408J32
BatchID: 300712
Analytical Method: SW8270E
Unit: mg/kg
Sample ID: MB/LCS/LCSD-300712
2408J32-005AMS/MSD
Instrument: GC53
Matrix: Soil
Extraction Method: SW3550B
QC Summary Report for SW8270E (ON/P Pesticides)
Analyte MS
Result
MSD
Result
SPK
Val
SPKRef
Val
MS
%REC
MSD
%REC
MS/MSD
Limits
RPD RPD
Limit
MS
DF
Alachlor 1 0.55 0.59 0.60 ND 91 98 60-140 7.06 20
Atrazine 1 0.50 0.52 0.60 ND 84 86 60-140 2.88 20
Azinphos methyl (Guthion) 1 0.54 0.55 0.60 ND 90 91 60-140 1.11 20 Bolstar (Sulprofos) 1 0.57 0.59 0.60 ND 95 99 60-140 3.90 20 Chlorpyrifos 1 0.54 0.56 0.60 ND 91 93 60-140 2.52 20
Coumaphos 1 0.59 0.63 0.60 ND 98 105 60-140 6.80 20
Demeton 1 0.48 0.52 0.60 ND 80 87 60-140 8.43 20
Diazinon 1 0.51 0.54 0.60 ND 85 90 60-140 4.84 20
Dichlorvos (DDVP) 1 0.53 0.57 0.60 ND 88 95 60-140 7.47 20 Dimethoate 1 0.48 0.51 0.60 ND 79 85 60-140 6.95 20
Disulfoton (Di-Syston) 1 0.52 0.55 0.60 ND 86 92 60-140 5.82 20 EPN 1 0.51 0.51 0.60 ND 85 85 60-140 0.0101 20
EPTC 1 0.52 0.55 0.60 ND 87 92 60-140 5.23 20
Ethion 1 0.55 0.57 0.60 ND 91 95 60-140 3.94 20
Ethoprop 1 0.52 0.58 0.60 ND 87 97 60-140 10.9 20
Ethyl parathion 1 0.52 0.53 0.60 ND 87 89 60-140 2.00 20 Fensulfothion 1 0.51 0.48 0.60 ND 84 81 60-140 4.64 20
Fenthion 1 0.51 0.52 0.60 ND 85 87 60-140 2.93 20
Fonofos 1 0.51 0.53 0.60 ND 85 89 60-140 4.06 20
Malathion 1 0.53 0.55 0.60 ND 89 91 60-140 2.63 20
Mevinphos (Phosdrin) 1 0.47 0.52 0.60 ND 79 87 60-140 9.36 20 Molinate 1 0.54 0.58 0.60 ND 90 96 60-140 6.34 20
Methyl parathion 1 0.49 0.52 0.60 ND 82 87 60-140 5.94 20 Phorate (Thimet) 1 0.50 0.55 0.60 ND 84 91 60-140 8.18 20 Prometon 1 0.53 0.57 0.60 ND 88 96 60-140 7.91 20
Ronnel 1 0.53 0.56 0.60 ND 88 94 60-140 6.54 20
Simazine 1 0.49 0.51 0.60 ND 82 85 60-140 2.97 20
Stirofos (Tetrachlorvinphos) 1 0.51 0.53 0.60 ND 86 89 60-140 3.43 20 Terbacil 1 0.52 0.57 0.60 ND 87 95 60-140 9.70 20
Terbufos (Terbuphos) 1 0.52 0.56 0.60 ND 87 93 60-140 6.28 20 Thiobencarb 1 0.55 0.55 0.60 ND 91 91 60-140 0.363 20
Tokuthion (Prothiofos) 1 0.60 0.61 0.60 ND 100 101 60-140 1.06 20 Trichloronate (Agritox) 1 0.55 0.57 0.60 ND 91 95 60-140 4.73 20 Surrogate Recovery
1-Bromo-2-Nitrobenzene 1 0.16 0.17 0.20 78 84 60-140 6.84 20 Triphenyl phosphate 1 0.20 0.21 0.20 98 105 60-140 7.03 20
Quality Control Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Analyzed: 08/30/2024 - 08/31/2024
Date Prepared: 08/28/2024
WorkOrder: 2408J32
BatchID: 300711
Analytical Method: SW8151A
Unit: mg/kg
Sample ID: MB/LCS/LCSD-300711
2408J32-004AMS/MSD
Instrument: GC15A
Matrix: Soil
Extraction Method: SW8151A
QC Summary Report for SW8151A
Analyte MB
Result
MDL RL SPK
Val
MB SS
%REC
MB SS
Limits
Acifluorfen ND 0.0053 0.010 - - -
Bentazon ND 0.0033 0.010 - - -
Chloramben ND 0.0041 0.010 - - -
2,4-D (Dichlorophenoxyacetic acid) ND 0.0029 0.010 - - - 2,4-DB ND 0.0061 0.010 - - -
Dalapon ND 0.0061 0.010 - - -
DCPA (mono & diacid) ND 0.0032 0.010 - - -
Dicamba ND 0.0033 0.010 - - -
3,5-Dichlorobenzoic Acid ND 0.0032 0.010 - - -
Dichloroprop ND 0.0030 0.010 - - -
Dinoseb (DNBP) ND 0.0032 0.010 - - -
MCPA ND 0.38 1.0 - - -
MCPP ND 0.36 1.0 - - -
4-Nitrophenol ND 0.0074 0.010 - - -
Pentachlorophenol (PCP) ND 0.0047 0.010 - - -
Picloram ND 0.0050 0.010 - - -
2,4,5-T (Trichlorophenoxy acetic acid) ND 0.0051 0.010 - - - 2,4,5-TP (Silvex) ND 0.0028 0.010 - - -
Surrogate Recovery
DCAA 0.10 0.1 103 77-116
CA ELAP 1644 • NELAP 4033ORELAP
(Cont.)
Quality Control Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Analyzed: 08/30/2024 - 08/31/2024
Date Prepared: 08/28/2024
WorkOrder: 2408J32
BatchID: 300711
Analytical Method: SW8151A
Unit: mg/kg
Sample ID: MB/LCS/LCSD-300711
2408J32-004AMS/MSD
Instrument: GC15A
Matrix: Soil
Extraction Method: SW8151A
QC Summary Report for SW8151A
Analyte LCS
Result
LCSD
Result
SPK
Val
LCS
%REC
LCSD
%REC
LCS/LCSD
Limits
RPD RPD
Limit
Acifluorfen 0.091 0.090 0.10 91 90 31-145 0.784 30
Bentazon 0.099 0.099 0.10 99 99 60-140 0.454 30
Chloramben 0.11 0.11 0.10 110 112 60-140 1.47 30
2,4-D (Dichlorophenoxyacetic acid) 0.096 0.098 0.10 96 98 72-121 1.72 30 2,4-DB 0.099 0.099 0.10 99 99 69-134 0.333 30
Dalapon 0.090 0.098 0.10 90 98 73-117 8.08 30
DCPA (mono & diacid) 0.098 0.097 0.10 98 97 60-140 1.17 30 Dicamba 0.097 0.099 0.10 97 99 71-121 1.98 30
3,5-Dichlorobenzoic Acid 0.096 0.098 0.10 96 98 60-140 2.55 30 Dichloroprop 0.096 0.097 0.10 96 97 60-140 1.59 30
Dinoseb (DNBP) 0.094 0.096 0.10 94 96 60-140 1.20 30
MCPA 8.9 8.9 10 89 89 60-140 0.655 30
MCPP 9.1 9.4 10 91 94 60-140 3.15 30
4-Nitrophenol 0.24 0.24 0.10 244,F7 237,F7 60-140 2.81 30 Pentachlorophenol (PCP) 0.098 0.10 0.10 98 100 68-135 1.74 30 Picloram 0.095 0.094 0.10 95 94 60-140 0.993 30
2,4,5-T (Trichlorophenoxy acetic acid) 0.099 0.10 0.10 99 100 60-140 0.695 30 2,4,5-TP (Silvex) 0.098 0.099 0.10 98 99 70-130 1.36 30 Surrogate Recovery
DCAA 0.095 0.097 0.10 95 97 77-116 1.62 30
Analyte MS
Result
MSD
Result
SPK
Val
SPKRef
Val
MS
%REC
MSD
%REC
MS/MSD
Limits
RPD RPD
Limit
MS
DF
Acifluorfen 10 0.12 0.098 0.10 ND<0.10 120 98 60-140 20.3 30 Bentazon 10 0.11 0.089 0.10 ND<0.10 108 89 60-140 19.8 30 Chloramben 10 0.099 0.087 0.10 ND<0.10 99 87 60-140 13.0 30 2,4-D (Dichlorophenoxyacetic acid) 10 0.11 0.082 0.10 ND<0.10 105 82 56-156 24.7 30 2,4-DB 10 0.097 0.085 0.10 ND<0.10 97 85 45-164 13.0 30 Dalapon 10 0.10 0.081 0.10 ND<0.10 104 81 54-142 24.1 30 DCPA (mono & diacid) 10 0.098 0.080 0.10 ND<0.10 98 80 60-140 20.0 30 Dicamba 10 0.092 0.077 0.10 ND<0.10 92 77 65-131 16.7 30 3,5-Dichlorobenzoic Acid 10 0.11 0.085 0.10 ND<0.10 105 85 60-140 21.1 30 Dichloroprop 10 0.10 0.078 0.10 ND<0.10 102 78 60-140 26.6 30 Dinoseb (DNBP) 10 0.099 0.078 0.10 ND<0.10 99 78 60-140 23.5 30 MCPA 10 12 10 10 ND<10 120 102 60-140 16.9 30
MCPP 10 10 8.5 10 ND<10 101 85 60-140 17.2 30
CA ELAP 1644 • NELAP 4033ORELAP
(Cont.)
Quality Control Report
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client: Enthalpy Analytical
Project: EO-514393
Date Analyzed: 08/30/2024 - 08/31/2024
Date Prepared: 08/28/2024
WorkOrder: 2408J32
BatchID: 300711
Analytical Method: SW8151A
Unit: mg/kg
Sample ID: MB/LCS/LCSD-300711
2408J32-004AMS/MSD
Instrument: GC15A
Matrix: Soil
Extraction Method: SW8151A
QC Summary Report for SW8151A
Analyte MS
Result
MSD
Result
SPK
Val
SPKRef
Val
MS
%REC
MSD
%REC
MS/MSD
Limits
RPD RPD
Limit
MS
DF
4-Nitrophenol 10 0.20 0.15 0.10 ND<0.10 197,F1 147,F1 60-140 28.8 30 Pentachlorophenol (PCP) 10 0.089 0.071 0.10 ND<0.10 89 71 60-140 22.3 30 Picloram 10 0.10 0.081 0.10 ND<0.10 102 81 60-140 22.4 30 2,4,5-T (Trichlorophenoxy acetic acid) 10 0.10 0.078 0.10 ND<0.10 104 78 60-140 28.7 30 2,4,5-TP (Silvex) 10 0.11 0.089 0.10 ND<0.10 112 89 61-131 22.4 30 Surrogate Recovery
DCAA 10 0.10 0.080 0.10 104 80 63-121 25.8,F3 20
CA ELAP 1644 • NELAP 4033ORELAP
McCampbell Analytical, Inc.
1534 Willow Pass Rd
Pittsburg, CA 94565-1701
(925) 252-9262
CHAIN-OF-CUSTODY RECORD Page
Lab ID Matrix Collection Date Hold
Requested Tests (See legend below)
Report to:
Richard Villafania
931 West Barkley Avenue
Orange, CA 92868
(714) 771-6900 FAX:
PO: 058321
08/26/2024
ClientSampID
Project: EO-514393
WorkOrder: 2408J32
1 of 1
Date Logged:
Date Received: 08/23/2024
1 2 3 4 5 6 7 8 9 10 11 12
Enthalpy Analytical
Bill to:
Accounts Payable/Enthalpy SoCal
Montrose Environmental Group
PO Box 842165
Boston, MA 02284-2165
Requested TAT: 5 days;
ClientCode: ENO
Email: [email protected]; incoming
EDF EQuIS Email HardCopy ThirdParty
[email protected]
Excel
CLIP J-flag
cc/3rd Party:
WaterTrax
QuoteID: 242515
Detection Summary
Dry-Weight
[A1_Standard _QC]
2408J32-001 S-2-1 Soil 8/16/2024 10:39 A A
2408J32-002 COMP#1 (S-1, S-3) Soil 8/20/2024 00:00 A A
2408J32-003 COMP#2 (S-4, S-5, S-6) Soil 8/20/2024 00:00 A A A 2408J32-004 COMP#3 (S-7, S-8, S-9) Soil 8/20/2024 00:00 A A A 2408J32-005 COMP#4 (S-10, S-11, S-12) Soil 8/20/2024 00:00 A A A Prepared by: Adrianna Cardoza
NOTE: Soil samples are discarded 60 days after receipt unless other arrangements are made (Water samples are 30 days).
Hazardous samples will be returned to client or disposed of at client expense.
Comments:
1 8141_S 2 8151_S 3 PRDisposal Fee 4
5 6 7 8
9 10
Test Legend:
11 12
Project Manager: Yen Cao
LabID ClientSampID Collection Date
& Time
Date Logged:
Matrix Test Name Cont./ TAT
Comp.
WORK ORDER SUMMARY
Work Order: 2408J32
Comments
Client Name: ENTHALPY ANALYTICAL Project: EO-514393
QC Level: LEVEL 2
Dry- Hold
Weight
Sub
Out
Bottle &
Preservative
8/26/2024
Sediment
Content
CLIP EDF Excel EQuIS Email HardCopy ThirdParty J-flag
Client Contact: Richard Villafania
[email protected];
[email protected]
Contact's Email:
WaterTrax
Head Test Due Date
Space
U**
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" 001A S-2-1 Soil SW8151A (Chlorinated Herbicides) 1 2OZ GJ, Unpres 8/16/2024 10:39 5 days 8/30/2024 002A COMP#1 (S-1, S-3) Soil SW8151A (Chlorinated Herbicides) 1 2OZ GJ, Unpres 8/20/2024 5 days 8/30/2024 003A COMP#2 (S-4, S-5, S-6) Soil SW8151A (Chlorinated Herbicides) 1 4OZ GJ, Unpres 8/20/2024 5 days 8/30/2024 SW8270E (ON/P Pesticides - EPA 8141 5 days
target list)
8/30/2024
004A COMP#3 (S-7, S-8, S-9) Soil SW8151A (Chlorinated Herbicides) 1 4OZ GJ, Unpres 8/20/2024 5 days 8/30/2024 SW8270E (ON/P Pesticides - EPA 8141 5 days
target list)
8/30/2024
005A COMP#4 (S-10, S-11, S12)Soil SW8151A (Chlorinated Herbicides) 1 4OZ GJ, Unpres 8/20/2024 5 days 8/30/2024 SW8270E (ON/P Pesticides - EPA 8141 5 days
target list)
8/30/2024
* STLC and TCLP extractions require 2 days to complete; therefore, all TATs begin after the extraction is completed (i.e., One-day TAT yields results in 3 days from sample submission).
NOTES:
- MAI assumes that all material present in the provided sampling container is considered part of the sample - MAI does not exclude any material from the sample prior to sample preparation unless requested in writing by the client.
U** = An unpreserved container was received for a method that suggests a preservation in order to extend hold time for analysis. - Organic extracts are held for 40 days before disposal; Inorganic extract are held for 30 days. - ISM prep requires 5 to 10 days to complete; therefore, all TATs begin after the extraction is completed (i.e., One-day TAT yields results in 6 to 11 days from sample submission). Due date listed on WO summary will not accurately reflect the time needed for sample preparation.
Cont./Comp. = Containers /Composites
Sample Receipt Checklist
McCampbell Analytical, Inc. 1534 Willow Pass Road, Pittsburg, CA 94565-1701 Toll Free Telephone: (877) 252-9262 / Fax: (925) 252-9269 http://www.mccampbell.com / E-mail: [email protected] "When Quality Counts" Client Name: Enthalpy Analytical
WorkOrder №: 2408J32
Date Logged: 8/26/2024
Matrix: Soil Logged by: Adrianna Cardoza
Carrier: Golden State Overnight
Shipping container/cooler in good condition? Yes No
Custody seals intact on shipping container/cooler? Yes No NA Samples Received on Ice? Yes No
Chain of custody present? Yes No
Chain of custody signed when relinquished and received? Yes No Chain of custody agrees with sample labels? Yes No
Samples in proper containers/bottles? Yes No
Sample containers intact? Yes No
Sufficient sample volume for indicated test? Yes No
All samples received within holding time? Yes No NA
Sample/Temp Blank temperature NA
ZHS conditional analyses: VOA meets zero headspace Yes No NA requirement (VOCs, TPHg/BTEX, RSK)?
pH acceptable upon receipt (Metal: <2)? Yes No NA
Temp: 0.4°C
Chain of Custody (COC) Information
Sample IDs noted by Client on COC? Yes No
Date and Time of collection noted by Client on COC? Yes No Sampler's name noted on COC? Yes No
Sample Receipt Information
Sample Preservation and Hold Time (HT) Information
Sample labels checked for correct preservation? Yes No
Project: EO-514393
(Ice Type: WET ICE )
Comments:
pH tested and acceptable upon receipt (200.7: ≤2; 533: 6 - 8; 537.1: 6 - 8)?
Yes No NA
UCMR Samples:
Free Chlorine tested and acceptable upon receipt (<0.1mg/L) [not applicable to 200.7]?
Yes No NA
Date and Time Received: 8/23/2024 09:41
Received by: Adrianna Cardoza
COC agrees with Quote? Yes No NA
Custody seals intact on sample bottles? Yes No NA
Enthalpy Analytical
931 West Barkley Ave
Orange, CA 92868
(714) 771-6900
enthalpy.com
Lab Job Number : 514427
Report Level : II
Report Date : 08/29/2024
Analytical Report prepared for:
Charles Barsamian
Willbanks Environmental Consulting
8413 N. Millbrook Ave, Ste 110
Fresno, CA 93720
Project: BONADELLE ARMSTRONG - 23.340
Richard Villafania, Project Manager
[email protected]
This data package has been reviewed for technical correctness and completeness. Release of this data has been authorized by the Laboratory Manager or the Manager's designee, as verified by the above signature which applies to this PDF file as well as any associated electronic data deliverable files. The results contained in this report meet all requirements of NELAP and pertain only to those samples which were submitted for analysis. This report may be reproduced only in its entirety.
CA ELAP# 1338, NELAP# 4038, SCAQMD LAP# 18LA0518, LACSD ID# 10105 Authorized for release by:
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Sample Summary
Charles Barsamian
Willbanks Environmental
Consulting
8413 N. Millbrook Ave, Ste 110
Fresno, CA 93720
Lab Job #: 514427
Project No: BONADELLE ARMSTRONG
Location: 23.340
Date Received: 08/20/24
Sample ID Lab ID Collected Matrix
V-SGP-1-5 514427-001 08/19/24 14:01 Air
V-SGP-2-5 514427-002 08/19/24 15:02 Air
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Case Narrative
Willbanks Environmental Consulting
8413 N. Millbrook Ave, Ste 110
Fresno, CA 93720
Charles Barsamian
Lab Job
Number:
514427
Project No: BONADELLE ARMSTRONG
Location: 23.340
Date Received: 08/20/24
This data package contains sample and QC results for two air samples, requested for the above referenced project on 08/20/24. The samples were received intact.
Volatile Organics in Air by MS (EPA TO-15):
No analytical problems were encountered.
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Charles Barsamian
Willbanks Environmental Consulting
8413 N. Millbrook Ave, Ste 110
Fresno, CA 93720
Lab Job #: 514427
Project No: BONADELLE ARMSTRONG
Location: 23.340
Date Received: 08/20/24
Sample ID: V-SGP-1-5 Lab ID: 514427-001 Collected: 08/19/24 14:01 Matrix: Air
514427-001 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist Method: EPA TO-15
Prep Method: METHOD
1,1-Difluoroethane ND ppbv 1.5 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1-Difluoroethane ND ug/m3 4.1 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Freon 12 ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Freon 12 ND ug/m3 1.5 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Freon 114 ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Freon 114 ND ug/m3 2.1 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Chloromethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Chloromethane ND ug/m3 0.62 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Vinyl Chloride ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Vinyl Chloride ND ug/m3 0.77 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Bromomethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Bromomethane ND ug/m3 1.2 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Chloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Chloroethane ND ug/m3 0.79 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Trichlorofluoromethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Trichlorofluoromethane ND ug/m3 1.7 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1-Dichloroethene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1-Dichloroethene ND ug/m3 1.2 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Freon 113 0.35 ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Freon 113 2.7 ug/m3 2.3 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Acetone 46 ppbv 1.5 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Acetone 110 ug/m3 3.6 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Carbon Disulfide 0.37 ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Carbon Disulfide 1.2 ug/m3 0.93 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Isopropanol (IPA) 4.4 ppbv 1.5 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Isopropanol (IPA) 11 ug/m3 3.7 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Methylene Chloride ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Methylene Chloride ND ug/m3 1.0 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD trans-1,2-Dichloroethene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD trans-1,2-Dichloroethene ND ug/m3 1.2 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD MTBE ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD MTBE ND ug/m3 1.1 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD n-Hexane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD n-Hexane ND ug/m3 1.1 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1-Dichloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1-Dichloroethane ND ug/m3 1.2 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Vinyl Acetate ND ppbv 1.5 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Vinyl Acetate ND ug/m3 5.3 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD cis-1,2-Dichloroethene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD cis-1,2-Dichloroethene ND ug/m3 1.2 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 2-Butanone 5.0 ppbv 1.5 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1 of 6
Analysis Results for 514427
Results for any subcontracted analyses are not included in this section. 7 of 18
2-Butanone 15 ug/m3 4.4 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Chloroform ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Chloroform ND ug/m3 1.5 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1,1-Trichloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1,1-Trichloroethane ND ug/m3 1.6 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Carbon Tetrachloride ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Carbon Tetrachloride ND ug/m3 1.9 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Benzene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Benzene ND ug/m3 0.96 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,2-Dichloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,2-Dichloroethane ND ug/m3 1.2 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Trichloroethene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Trichloroethene ND ug/m3 1.6 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,2-Dichloropropane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,2-Dichloropropane ND ug/m3 1.4 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Bromodichloromethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Bromodichloromethane ND ug/m3 2.0 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD cis-1,3-Dichloropropene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD cis-1,3-Dichloropropene ND ug/m3 1.4 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 4-Methyl-2-Pentanone 1.4 ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 4-Methyl-2-Pentanone 5.8 ug/m3 1.2 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Toluene 1.4 ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Toluene 5.2 ug/m3 1.1 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD trans-1,3-Dichloropropene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD trans-1,3-Dichloropropene ND ug/m3 1.4 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1,2-Trichloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1,2-Trichloroethane ND ug/m3 1.6 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Tetrachloroethene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Tetrachloroethene ND ug/m3 2.0 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 2-Hexanone ND ppbv 0.75 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 2-Hexanone ND ug/m3 3.1 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Dibromochloromethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Dibromochloromethane ND ug/m3 2.6 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,2-Dibromoethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,2-Dibromoethane ND ug/m3 2.3 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Chlorobenzene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Chlorobenzene ND ug/m3 1.4 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Ethylbenzene 0.32 ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Ethylbenzene 1.4 ug/m3 1.3 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD m,p-Xylenes 1.1 ppbv 0.60 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD m,p-Xylenes 4.7 ug/m3 2.6 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD o-Xylene 0.57 ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD o-Xylene 2.5 ug/m3 1.3 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Styrene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Styrene ND ug/m3 1.3 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Bromoform ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Bromoform ND ug/m3 3.1 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1,2,2-Tetrachloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1,2,2-Tetrachloroethane ND ug/m3 2.1 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1,1,2-Tetrachloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,1,1,2-Tetrachloroethane ND ug/m3 2.1 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 4-Ethyltoluene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 514427-001 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist 2 of 6
Analysis Results for 514427
Results for any subcontracted analyses are not included in this section. 8 of 18
4-Ethyltoluene ND ug/m3 1.5 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,3,5-Trimethylbenzene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,3,5-Trimethylbenzene ND ug/m3 1.5 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,2,4-Trimethylbenzene 1.0 ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,2,4-Trimethylbenzene 4.9 ug/m3 1.5 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,3-Dichlorobenzene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,3-Dichlorobenzene ND ug/m3 1.8 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,4-Dichlorobenzene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,4-Dichlorobenzene ND ug/m3 1.8 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Benzyl chloride ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Benzyl chloride ND ug/m3 1.6 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,2-Dichlorobenzene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,2-Dichlorobenzene ND ug/m3 1.8 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,2,4-Trichlorobenzene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 1,2,4-Trichlorobenzene ND ug/m3 2.2 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Hexachlorobutadiene ND ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Hexachlorobutadiene ND ug/m3 3.2 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Xylene (total) 1.7 ppbv 0.30 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Xylene (total) 7.2 ug/m3 1.3 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD Surrogates Limits
Bromofluorobenzene 101% %REC 60-140 1.5 348267 08/21/24 20:11 08/21/24 20:11 OHD 514427-001 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist 3 of 6
Analysis Results for 514427
Results for any subcontracted analyses are not included in this section. 9 of 18
Sample ID: V-SGP-2-5 Lab ID: 514427-002 Collected: 08/19/24 15:02 Matrix: Air
514427-002 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist Method: EPA TO-15
Prep Method: METHOD
1,1-Difluoroethane ND ppbv 1.5 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,1-Difluoroethane ND ug/m3 4.1 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Freon 12 ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Freon 12 ND ug/m3 1.5 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Freon 114 ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Freon 114 ND ug/m3 2.1 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Chloromethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Chloromethane ND ug/m3 0.62 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Vinyl Chloride ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Vinyl Chloride ND ug/m3 0.77 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Bromomethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Bromomethane ND ug/m3 1.2 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Chloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Chloroethane ND ug/m3 0.79 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Trichlorofluoromethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Trichlorofluoromethane ND ug/m3 1.7 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,1-Dichloroethene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,1-Dichloroethene ND ug/m3 1.2 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Freon 113 ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Freon 113 ND ug/m3 2.3 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Acetone 6.4 ppbv 1.5 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Acetone 15 ug/m3 3.6 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Carbon Disulfide ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Carbon Disulfide ND ug/m3 0.93 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Isopropanol (IPA) 2.5 ppbv 1.5 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Isopropanol (IPA) 6.1 ug/m3 3.7 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Methylene Chloride ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Methylene Chloride ND ug/m3 1.0 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD trans-1,2-Dichloroethene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD trans-1,2-Dichloroethene ND ug/m3 1.2 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD MTBE ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD MTBE ND ug/m3 1.1 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD n-Hexane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD n-Hexane ND ug/m3 1.1 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,1-Dichloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,1-Dichloroethane ND ug/m3 1.2 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Vinyl Acetate ND ppbv 1.5 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Vinyl Acetate ND ug/m3 5.3 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD cis-1,2-Dichloroethene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD cis-1,2-Dichloroethene ND ug/m3 1.2 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 2-Butanone ND ppbv 1.5 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 2-Butanone ND ug/m3 4.4 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Chloroform 0.30 ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Chloroform 1.5 ug/m3 1.5 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,1,1-Trichloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 4 of 6
Analysis Results for 514427
Results for any subcontracted analyses are not included in this section. 10 of 18
1,1,1-Trichloroethane ND ug/m3 1.6 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Carbon Tetrachloride 0.38 ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Carbon Tetrachloride 2.4 ug/m3 1.9 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Benzene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Benzene ND ug/m3 0.96 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,2-Dichloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,2-Dichloroethane ND ug/m3 1.2 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Trichloroethene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Trichloroethene ND ug/m3 1.6 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,2-Dichloropropane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,2-Dichloropropane ND ug/m3 1.4 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Bromodichloromethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Bromodichloromethane ND ug/m3 2.0 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD cis-1,3-Dichloropropene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD cis-1,3-Dichloropropene ND ug/m3 1.4 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 4-Methyl-2-Pentanone ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 4-Methyl-2-Pentanone ND ug/m3 1.2 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Toluene 6.3 ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Toluene 24 ug/m3 1.1 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD trans-1,3-Dichloropropene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD trans-1,3-Dichloropropene ND ug/m3 1.4 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,1,2-Trichloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,1,2-Trichloroethane ND ug/m3 1.6 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Tetrachloroethene 3.2 ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Tetrachloroethene 22 ug/m3 2.0 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 2-Hexanone ND ppbv 0.75 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 2-Hexanone ND ug/m3 3.1 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Dibromochloromethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Dibromochloromethane ND ug/m3 2.6 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,2-Dibromoethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,2-Dibromoethane ND ug/m3 2.3 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Chlorobenzene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Chlorobenzene ND ug/m3 1.4 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Ethylbenzene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Ethylbenzene ND ug/m3 1.3 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD m,p-Xylenes ND ppbv 0.60 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD m,p-Xylenes ND ug/m3 2.6 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD o-Xylene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD o-Xylene ND ug/m3 1.3 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Styrene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Styrene ND ug/m3 1.3 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Bromoform ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Bromoform ND ug/m3 3.1 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,1,2,2-Tetrachloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,1,2,2-Tetrachloroethane ND ug/m3 2.1 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,1,1,2-Tetrachloroethane ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,1,1,2-Tetrachloroethane ND ug/m3 2.1 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 4-Ethyltoluene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 4-Ethyltoluene ND ug/m3 1.5 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,3,5-Trimethylbenzene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,3,5-Trimethylbenzene ND ug/m3 1.5 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,2,4-Trimethylbenzene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 514427-002 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist 5 of 6
Analysis Results for 514427
Results for any subcontracted analyses are not included in this section. 11 of 18
1,2,4-Trimethylbenzene ND ug/m3 1.5 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,3-Dichlorobenzene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,3-Dichlorobenzene ND ug/m3 1.8 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,4-Dichlorobenzene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,4-Dichlorobenzene ND ug/m3 1.8 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Benzyl chloride ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Benzyl chloride ND ug/m3 1.6 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,2-Dichlorobenzene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,2-Dichlorobenzene ND ug/m3 1.8 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,2,4-Trichlorobenzene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 1,2,4-Trichlorobenzene ND ug/m3 2.2 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Hexachlorobutadiene ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Hexachlorobutadiene ND ug/m3 3.2 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Xylene (total) ND ppbv 0.30 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Xylene (total) ND ug/m3 1.3 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD Surrogates Limits
Bromofluorobenzene 101% %REC 60-140 1.5 348267 08/21/24 20:43 08/21/24 20:43 OHD 514427-002 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist ND Not Detected
6 of 6
Analysis Results for 514427
Results for any subcontracted analyses are not included in this section. 12 of 18
Type: Lab Control Sample Lab ID: QC1179887 Batch: 348267 Matrix: Air Method: EPA TO-15 Prep Method: METHOD
QC1179887 Analyte Result Spiked Units Recovery Qual Limits 1,1-Difluoroethane 10.51 10.00 ppbv 105% 70-130
Freon 12 8.714 10.00 ppbv 87% 70-130
Freon 114 8.651 10.00 ppbv 87% 70-130
Chloromethane 9.055 10.00 ppbv 91% 70-130
Vinyl Chloride 8.966 10.00 ppbv 90% 70-130
Bromomethane 8.847 10.00 ppbv 88% 70-130
Chloroethane 9.089 10.00 ppbv 91% 70-130
Trichlorofluoromethane 8.444 10.00 ppbv 84% 70-130
1,1-Dichloroethene 8.721 10.00 ppbv 87% 70-130
Freon 113 8.752 10.00 ppbv 88% 70-130
Acetone 8.856 10.00 ppbv 89% 70-130
Carbon Disulfide 9.106 10.00 ppbv 91% 70-130
Isopropanol (IPA) 8.565 10.00 ppbv 86% 70-130
Methylene Chloride 8.602 10.00 ppbv 86% 70-130
trans-1,2-Dichloroethene 8.717 10.00 ppbv 87% 70-130
MTBE 8.196 10.00 ppbv 82% 70-130
n-Hexane 10.34 10.00 ppbv 103% 70-130
1,1-Dichloroethane 8.747 10.00 ppbv 87% 70-130
Vinyl Acetate 8.116 10.00 ppbv 81% 70-130
cis-1,2-Dichloroethene 10.39 10.00 ppbv 104% 70-130
2-Butanone 9.541 10.00 ppbv 95% 70-130
Chloroform 10.26 10.00 ppbv 103% 70-130
1,1,1-Trichloroethane 10.44 10.00 ppbv 104% 70-130
Carbon Tetrachloride 10.76 10.00 ppbv 108% 70-130
Benzene 10.11 10.00 ppbv 101% 70-130
1,2-Dichloroethane 10.46 10.00 ppbv 105% 70-130
Trichloroethene 9.969 10.00 ppbv 100% 70-130
1,2-Dichloropropane 10.87 10.00 ppbv 109% 70-130
Bromodichloromethane 10.80 10.00 ppbv 108% 70-130
cis-1,3-Dichloropropene 10.72 10.00 ppbv 107% 70-130
4-Methyl-2-Pentanone 11.11 10.00 ppbv 111% 70-130
Toluene 10.22 10.00 ppbv 102% 70-130
trans-1,3-Dichloropropene 10.65 10.00 ppbv 107% 70-130
1,1,2-Trichloroethane 10.40 10.00 ppbv 104% 70-130
Tetrachloroethene 10.01 10.00 ppbv 100% 70-130
2-Hexanone 10.88 10.00 ppbv 109% 70-130
Dibromochloromethane 10.84 10.00 ppbv 108% 70-130
1,2-Dibromoethane 10.36 10.00 ppbv 104% 70-130
Chlorobenzene 10.29 10.00 ppbv 103% 70-130
Ethylbenzene 10.65 10.00 ppbv 106% 70-130
m,p-Xylenes 21.72 20.00 ppbv 109% 70-130
o-Xylene 10.60 10.00 ppbv 106% 70-130
Styrene 10.57 10.00 ppbv 106% 70-130
Bromoform 11.38 10.00 ppbv 114% 70-130
1,1,2,2-Tetrachloroethane 10.90 10.00 ppbv 109% 70-130
1,1,1,2-Tetrachloroethane 10.72 10.00 ppbv 107% 70-130
4-Ethyltoluene 10.89 10.00 ppbv 109% 70-130
1 of 6
Batch QC
13 of 18
1,3,5-Trimethylbenzene 10.87 10.00 ppbv 109% 70-130
1,2,4-Trimethylbenzene 10.77 10.00 ppbv 108% 70-130
1,3-Dichlorobenzene 10.56 10.00 ppbv 106% 70-130
1,4-Dichlorobenzene 10.18 10.00 ppbv 102% 70-130
Benzyl chloride 11.80 10.00 ppbv 118% 70-130
1,2-Dichlorobenzene 10.46 10.00 ppbv 105% 70-130
1,2,4-Trichlorobenzene 10.58 10.00 ppbv 106% 70-130
Hexachlorobutadiene 10.61 10.00 ppbv 106% 70-130
Surrogates
Bromofluorobenzene 10.31 10.00 ppbv 103% 60-140
QC1179887 Analyte Result Spiked Units Recovery Qual Limits 2 of 6
Batch QC
14 of 18
Type: Lab Control Sample Duplicate Lab ID: QC1179888 Batch: 348267 Matrix: Air Method: EPA TO-15 Prep Method: METHOD
QC1179888 Analyte Result Spiked Units Recovery Qual Limits RPD RPD
Lim
1,1-Difluoroethane 10.89 10.00 ppbv 109% 70-130 4 25
Freon 12 8.712 10.00 ppbv 87% 70-130 0 25
Freon 114 8.726 10.00 ppbv 87% 70-130 1 25
Chloromethane 9.056 10.00 ppbv 91% 70-130 0 25
Vinyl Chloride 8.894 10.00 ppbv 89% 70-130 1 25
Bromomethane 8.825 10.00 ppbv 88% 70-130 0 25
Chloroethane 8.932 10.00 ppbv 89% 70-130 2 25
Trichlorofluoromethane 8.577 10.00 ppbv 86% 70-130 2 25 1,1-Dichloroethene 8.793 10.00 ppbv 88% 70-130 1 25
Freon 113 8.805 10.00 ppbv 88% 70-130 1 25
Acetone 8.896 10.00 ppbv 89% 70-130 0 25
Carbon Disulfide 9.173 10.00 ppbv 92% 70-130 1 25
Isopropanol (IPA) 8.598 10.00 ppbv 86% 70-130 0 25
Methylene Chloride 8.719 10.00 ppbv 87% 70-130 1 25
trans-1,2-Dichloroethene 8.678 10.00 ppbv 87% 70-130 0 25 MTBE 8.244 10.00 ppbv 82% 70-130 1 25
n-Hexane 10.50 10.00 ppbv 105% 70-130 2 25
1,1-Dichloroethane 8.751 10.00 ppbv 88% 70-130 0 25
Vinyl Acetate 8.367 10.00 ppbv 84% 70-130 3 25
cis-1,2-Dichloroethene 10.65 10.00 ppbv 107% 70-130 2 25 2-Butanone 9.661 10.00 ppbv 97% 70-130 1 25
Chloroform 10.38 10.00 ppbv 104% 70-130 1 25
1,1,1-Trichloroethane 10.69 10.00 ppbv 107% 70-130 2 25 Carbon Tetrachloride 11.03 10.00 ppbv 110% 70-130 2 25
Benzene 10.27 10.00 ppbv 103% 70-130 2 25
1,2-Dichloroethane 10.51 10.00 ppbv 105% 70-130 0 25
Trichloroethene 10.25 10.00 ppbv 102% 70-130 3 25
1,2-Dichloropropane 11.19 10.00 ppbv 112% 70-130 3 25
Bromodichloromethane 11.04 10.00 ppbv 110% 70-130 2 25
cis-1,3-Dichloropropene 10.95 10.00 ppbv 110% 70-130 2 25 4-Methyl-2-Pentanone 11.32 10.00 ppbv 113% 70-130 2 25
Toluene 10.36 10.00 ppbv 104% 70-130 1 25
trans-1,3-Dichloropropene 11.08 10.00 ppbv 111% 70-130 4 25 1,1,2-Trichloroethane 10.63 10.00 ppbv 106% 70-130 2 25 Tetrachloroethene 10.19 10.00 ppbv 102% 70-130 2 25
2-Hexanone 11.29 10.00 ppbv 113% 70-130 4 25
Dibromochloromethane 11.05 10.00 ppbv 111% 70-130 2 25
1,2-Dibromoethane 10.60 10.00 ppbv 106% 70-130 2 25
Chlorobenzene 10.53 10.00 ppbv 105% 70-130 2 25
Ethylbenzene 10.79 10.00 ppbv 108% 70-130 1 25
m,p-Xylenes 21.90 20.00 ppbv 110% 70-130 1 25
o-Xylene 10.77 10.00 ppbv 108% 70-130 2 25
Styrene 10.79 10.00 ppbv 108% 70-130 2 25
Bromoform 11.80 10.00 ppbv 118% 70-130 4 25
1,1,2,2-Tetrachloroethane 11.12 10.00 ppbv 111% 70-130 2 25 1,1,1,2-Tetrachloroethane 11.00 10.00 ppbv 110% 70-130 3 25 3 of 6
Batch QC
15 of 18
4-Ethyltoluene 11.00 10.00 ppbv 110% 70-130 1 25
1,3,5-Trimethylbenzene 10.94 10.00 ppbv 109% 70-130 1 25 1,2,4-Trimethylbenzene 11.08 10.00 ppbv 111% 70-130 3 25 1,3-Dichlorobenzene 10.47 10.00 ppbv 105% 70-130 1 25
1,4-Dichlorobenzene 10.69 10.00 ppbv 107% 70-130 5 25
Benzyl chloride 12.56 10.00 ppbv 126% 70-130 6 25
1,2-Dichlorobenzene 10.57 10.00 ppbv 106% 70-130 1 25
1,2,4-Trichlorobenzene 10.90 10.00 ppbv 109% 70-130 3 25 Hexachlorobutadiene 10.90 10.00 ppbv 109% 70-130 3 25
Surrogates
Bromofluorobenzene 10.35 10.00 ppbv 104% 60-140
QC1179888 Analyte Result Spiked Units Recovery Qual Limits RPD RPD
Lim
4 of 6
Batch QC
16 of 18
Type: Blank Lab ID: QC1179889 Batch: 348267
Matrix: Air Method: EPA TO-15 Prep Method: METHOD
QC1179889 Analyte Result Qual Units RL Prepared Analyzed 1,1-Difluoroethane ND ppbv 1.0 08/21/24 09:15 08/21/24 09:15 Freon 12 ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15
Freon 114 ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15
Chloromethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Vinyl Chloride ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Bromomethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Chloroethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Trichlorofluoromethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 1,1-Dichloroethene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Freon 113 ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15
Acetone ND ppbv 1.0 08/21/24 09:15 08/21/24 09:15
Carbon Disulfide ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Isopropanol (IPA) ND ppbv 1.0 08/21/24 09:15 08/21/24 09:15 Methylene Chloride ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 trans-1,2-Dichloroethene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 MTBE ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15
n-Hexane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15
1,1-Dichloroethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Vinyl Acetate ND ppbv 1.0 08/21/24 09:15 08/21/24 09:15 cis-1,2-Dichloroethene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 2-Butanone ND ppbv 1.0 08/21/24 09:15 08/21/24 09:15
Chloroform ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15
1,1,1-Trichloroethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Carbon Tetrachloride ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Benzene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15
1,2-Dichloroethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Trichloroethene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 1,2-Dichloropropane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Bromodichloromethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 cis-1,3-Dichloropropene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 4-Methyl-2-Pentanone ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Toluene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15
trans-1,3-Dichloropropene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 1,1,2-Trichloroethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Tetrachloroethene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 2-Hexanone ND ppbv 0.50 08/21/24 09:15 08/21/24 09:15
Dibromochloromethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 1,2-Dibromoethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Chlorobenzene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Ethylbenzene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 m,p-Xylenes ND ppbv 0.40 08/21/24 09:15 08/21/24 09:15
o-Xylene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15
Styrene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15
Bromoform ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15
1,1,2,2-Tetrachloroethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 1,1,1,2-Tetrachloroethane ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 4-Ethyltoluene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 5 of 6
Batch QC
17 of 18
1,3,5-Trimethylbenzene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 1,2,4-Trimethylbenzene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 1,3-Dichlorobenzene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 1,4-Dichlorobenzene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Benzyl chloride ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 1,2-Dichlorobenzene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 1,2,4-Trichlorobenzene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Hexachlorobutadiene ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Xylene (total) ND ppbv 0.20 08/21/24 09:15 08/21/24 09:15 Surrogates Limits
Bromofluorobenzene 102% %REC 60-140 08/21/24 09:15 08/21/24 09:15 QC1179889 Analyte Result Qual Units RL Prepared Analyzed ND Not Detected
6 of 6
Batch QC
18 of 18
Enthalpy Analytical
931 West Barkley Ave
Orange, CA 92868
(714) 771-6900
enthalpy.com
Lab Job Number : 515957
Report Level : II
Report Date : 09/13/2024
Analytical Report prepared for:
Charles Barsamian
Willbanks Environmental Consulting
8413 N. Millbrook Ave, Ste 110
Fresno, CA 93720
Project: BONADELLE ARMSTRONG - 23.340
Richard Villafania, Project Manager
[email protected]
This data package has been reviewed for technical correctness and completeness. Release of this data has been authorized by the Laboratory Manager or the Manager's designee, as verified by the above signature which applies to this PDF file as well as any associated electronic data deliverable files. The results contained in this report meet all requirements of NELAP and pertain only to those samples which were submitted for analysis. This report may be reproduced only in its entirety.
CA ELAP# 1338, NELAP# 4038, SCAQMD LAP# 18LA0518, LACSD ID# 10105 Authorized for release by:
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Sample Summary
Charles Barsamian
Willbanks Environmental
Consulting
8413 N. Millbrook Ave, Ste 110
Fresno, CA 93720
Lab Job #: 515957
Project No: BONADELLE ARMSTRONG
Location: 23.340
Date Received: 09/12/24
Sample ID Lab ID Collected Matrix
V-SGP-3-5 515957-001 09/10/24 17:08 Air
V-SGP-4-5 515957-002 09/10/24 17:19 Air
2 of 18
Case Narrative
Willbanks Environmental Consulting
8413 N. Millbrook Ave, Ste 110
Fresno, CA 93720
Charles Barsamian
Lab Job
Number:
515957
Project No: BONADELLE ARMSTRONG
Location: 23.340
Date Received: 09/12/24
This data package contains sample and QC results for two air samples, requested for the above referenced project on 09/12/24. The samples were received intact.
Volatile Organics in Air by MS (EPA TO-15):
High ICAL percent RSD (relative standard deviation) was observed for benzyl chloride in the calibration analyzed 09/05/24 10:50; affected data was qualified with "b".
High recovery was observed for benzyl chloride in the BSD for batch 349958; the associated RPD was within limits, and this analyte was not detected at or above the RL in the associated samples.
No other analytical problems were encountered.
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6 of 18
Charles Barsamian
Willbanks Environmental Consulting
8413 N. Millbrook Ave, Ste 110
Fresno, CA 93720
Lab Job #: 515957
Project No: BONADELLE ARMSTRONG
Location: 23.340
Date Received: 09/12/24
Sample ID: V-SGP-3-5 Lab ID: 515957-001 Collected: 09/10/24 17:08 Matrix: Air
515957-001 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist Method: EPA TO-15
Prep Method: METHOD
1,1-Difluoroethane ND ppbv 1.5 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1-Difluoroethane ND ug/m3 4.1 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Freon 12 0.37 ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Freon 12 1.8 ug/m3 1.5 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Freon 114 ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Freon 114 ND ug/m3 2.1 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Chloromethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Chloromethane ND ug/m3 0.62 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Vinyl Chloride ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Vinyl Chloride ND ug/m3 0.77 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Bromomethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Bromomethane ND ug/m3 1.2 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Chloroethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Chloroethane ND ug/m3 0.79 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Trichlorofluoromethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Trichlorofluoromethane ND ug/m3 1.7 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1-Dichloroethene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1-Dichloroethene ND ug/m3 1.2 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Freon 113 ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Freon 113 ND ug/m3 2.3 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Acetone 54 ppbv 1.5 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Acetone 130 ug/m3 3.6 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Carbon Disulfide ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Carbon Disulfide ND ug/m3 0.93 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Isopropanol (IPA) 4.5 ppbv 1.5 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Isopropanol (IPA) 11 ug/m3 3.7 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Methylene Chloride 1.5 ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Methylene Chloride 5.3 ug/m3 1.0 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD trans-1,2-Dichloroethene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD trans-1,2-Dichloroethene ND ug/m3 1.2 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD MTBE ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD MTBE ND ug/m3 1.1 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD n-Hexane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD n-Hexane ND ug/m3 1.1 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1-Dichloroethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1-Dichloroethane ND ug/m3 1.2 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Vinyl Acetate ND ppbv 1.5 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Vinyl Acetate ND ug/m3 5.3 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD cis-1,2-Dichloroethene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD cis-1,2-Dichloroethene ND ug/m3 1.2 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 2-Butanone 8.8 ppbv 1.5 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1 of 6
Analysis Results for 515957
Results for any subcontracted analyses are not included in this section. 7 of 18
2-Butanone 26 ug/m3 4.4 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Chloroform 1.1 ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Chloroform 5.2 ug/m3 1.5 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1,1-Trichloroethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1,1-Trichloroethane ND ug/m3 1.6 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Carbon Tetrachloride ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Carbon Tetrachloride ND ug/m3 1.9 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Benzene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Benzene ND ug/m3 0.96 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,2-Dichloroethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,2-Dichloroethane ND ug/m3 1.2 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Trichloroethene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Trichloroethene ND ug/m3 1.6 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,2-Dichloropropane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,2-Dichloropropane ND ug/m3 1.4 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Bromodichloromethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Bromodichloromethane ND ug/m3 2.0 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD cis-1,3-Dichloropropene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD cis-1,3-Dichloropropene ND ug/m3 1.4 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 4-Methyl-2-Pentanone 0.57 ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 4-Methyl-2-Pentanone 2.3 ug/m3 1.2 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Toluene 0.34 ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Toluene 1.3 ug/m3 1.1 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD trans-1,3-Dichloropropene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD trans-1,3-Dichloropropene ND ug/m3 1.4 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1,2-Trichloroethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1,2-Trichloroethane ND ug/m3 1.6 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Tetrachloroethene 0.43 ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Tetrachloroethene 2.9 ug/m3 2.0 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 2-Hexanone ND ppbv 0.75 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 2-Hexanone ND ug/m3 3.1 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Dibromochloromethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Dibromochloromethane ND ug/m3 2.6 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,2-Dibromoethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,2-Dibromoethane ND ug/m3 2.3 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Chlorobenzene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Chlorobenzene ND ug/m3 1.4 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Ethylbenzene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Ethylbenzene ND ug/m3 1.3 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD m,p-Xylenes ND ppbv 0.60 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD m,p-Xylenes ND ug/m3 2.6 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD o-Xylene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD o-Xylene ND ug/m3 1.3 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Styrene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Styrene ND ug/m3 1.3 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Bromoform ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Bromoform ND ug/m3 3.1 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1,2,2-Tetrachloroethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1,2,2-Tetrachloroethane ND ug/m3 2.1 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1,1,2-Tetrachloroethane ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,1,1,2-Tetrachloroethane ND ug/m3 2.1 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 4-Ethyltoluene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 515957-001 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist 2 of 6
Analysis Results for 515957
Results for any subcontracted analyses are not included in this section. 8 of 18
4-Ethyltoluene ND ug/m3 1.5 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,3,5-Trimethylbenzene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,3,5-Trimethylbenzene ND ug/m3 1.5 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,2,4-Trimethylbenzene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,2,4-Trimethylbenzene ND ug/m3 1.5 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,3-Dichlorobenzene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,3-Dichlorobenzene ND ug/m3 1.8 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,4-Dichlorobenzene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,4-Dichlorobenzene ND ug/m3 1.8 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Benzyl chloride ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Benzyl chloride ND ug/m3 1.6 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,2-Dichlorobenzene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,2-Dichlorobenzene ND ug/m3 1.8 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,2,4-Trichlorobenzene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 1,2,4-Trichlorobenzene ND ug/m3 2.2 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Hexachlorobutadiene ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Hexachlorobutadiene ND ug/m3 3.2 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Xylene (total) ND ppbv 0.30 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Xylene (total) ND ug/m3 1.3 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD Surrogates Limits
Bromofluorobenzene 104% %REC 60-140 1.5 349958 09/13/24 00:26 09/13/24 00:26 OHD 515957-001 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist 3 of 6
Analysis Results for 515957
Results for any subcontracted analyses are not included in this section. 9 of 18
Sample ID: V-SGP-4-5 Lab ID: 515957-002 Collected: 09/10/24 17:19 Matrix: Air
515957-002 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist Method: EPA TO-15
Prep Method: METHOD
1,1-Difluoroethane ND ppbv 1.5 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,1-Difluoroethane ND ug/m3 4.1 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Freon 12 0.35 ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Freon 12 1.7 ug/m3 1.5 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Freon 114 ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Freon 114 ND ug/m3 2.1 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Chloromethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Chloromethane ND ug/m3 0.62 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Vinyl Chloride ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Vinyl Chloride ND ug/m3 0.77 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Bromomethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Bromomethane ND ug/m3 1.2 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Chloroethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Chloroethane ND ug/m3 0.79 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Trichlorofluoromethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Trichlorofluoromethane ND ug/m3 1.7 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,1-Dichloroethene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,1-Dichloroethene ND ug/m3 1.2 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Freon 113 ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Freon 113 ND ug/m3 2.3 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Acetone 35 ppbv 1.5 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Acetone 84 ug/m3 3.6 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Carbon Disulfide ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Carbon Disulfide ND ug/m3 0.93 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Isopropanol (IPA) 3.3 ppbv 1.5 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Isopropanol (IPA) 8.1 ug/m3 3.7 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Methylene Chloride ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Methylene Chloride ND ug/m3 1.0 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD trans-1,2-Dichloroethene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD trans-1,2-Dichloroethene ND ug/m3 1.2 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD MTBE ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD MTBE ND ug/m3 1.1 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD n-Hexane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD n-Hexane ND ug/m3 1.1 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,1-Dichloroethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,1-Dichloroethane ND ug/m3 1.2 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Vinyl Acetate ND ppbv 1.5 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Vinyl Acetate ND ug/m3 5.3 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD cis-1,2-Dichloroethene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD cis-1,2-Dichloroethene ND ug/m3 1.2 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 2-Butanone 5.5 ppbv 1.5 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 2-Butanone 16 ug/m3 4.4 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Chloroform 1.1 ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Chloroform 5.4 ug/m3 1.5 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,1,1-Trichloroethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 4 of 6
Analysis Results for 515957
Results for any subcontracted analyses are not included in this section. 10 of 18
1,1,1-Trichloroethane ND ug/m3 1.6 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Carbon Tetrachloride ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Carbon Tetrachloride ND ug/m3 1.9 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Benzene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Benzene ND ug/m3 0.96 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,2-Dichloroethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,2-Dichloroethane ND ug/m3 1.2 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Trichloroethene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Trichloroethene ND ug/m3 1.6 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,2-Dichloropropane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,2-Dichloropropane ND ug/m3 1.4 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Bromodichloromethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Bromodichloromethane ND ug/m3 2.0 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD cis-1,3-Dichloropropene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD cis-1,3-Dichloropropene ND ug/m3 1.4 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 4-Methyl-2-Pentanone 0.33 ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 4-Methyl-2-Pentanone 1.3 ug/m3 1.2 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Toluene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Toluene ND ug/m3 1.1 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD trans-1,3-Dichloropropene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD trans-1,3-Dichloropropene ND ug/m3 1.4 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,1,2-Trichloroethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,1,2-Trichloroethane ND ug/m3 1.6 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Tetrachloroethene 0.36 ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Tetrachloroethene 2.5 ug/m3 2.0 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 2-Hexanone ND ppbv 0.75 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 2-Hexanone ND ug/m3 3.1 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Dibromochloromethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Dibromochloromethane ND ug/m3 2.6 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,2-Dibromoethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,2-Dibromoethane ND ug/m3 2.3 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Chlorobenzene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Chlorobenzene ND ug/m3 1.4 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Ethylbenzene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Ethylbenzene ND ug/m3 1.3 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD m,p-Xylenes ND ppbv 0.60 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD m,p-Xylenes ND ug/m3 2.6 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD o-Xylene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD o-Xylene ND ug/m3 1.3 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Styrene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Styrene ND ug/m3 1.3 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Bromoform ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Bromoform ND ug/m3 3.1 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,1,2,2-Tetrachloroethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,1,2,2-Tetrachloroethane ND ug/m3 2.1 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,1,1,2-Tetrachloroethane ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,1,1,2-Tetrachloroethane ND ug/m3 2.1 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 4-Ethyltoluene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 4-Ethyltoluene ND ug/m3 1.5 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,3,5-Trimethylbenzene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,3,5-Trimethylbenzene ND ug/m3 1.5 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,2,4-Trimethylbenzene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 515957-002 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist 5 of 6
Analysis Results for 515957
Results for any subcontracted analyses are not included in this section. 11 of 18
1,2,4-Trimethylbenzene ND ug/m3 1.5 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,3-Dichlorobenzene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,3-Dichlorobenzene ND ug/m3 1.8 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,4-Dichlorobenzene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,4-Dichlorobenzene ND ug/m3 1.8 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Benzyl chloride ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Benzyl chloride ND ug/m3 1.6 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,2-Dichlorobenzene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,2-Dichlorobenzene ND ug/m3 1.8 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,2,4-Trichlorobenzene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 1,2,4-Trichlorobenzene ND ug/m3 2.2 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Hexachlorobutadiene ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Hexachlorobutadiene ND ug/m3 3.2 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Xylene (total) ND ppbv 0.30 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Xylene (total) ND ug/m3 1.3 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD Surrogates Limits
Bromofluorobenzene 104% %REC 60-140 1.5 349958 09/13/24 01:25 09/13/24 01:25 OHD 515957-002 Analyte Result Qual Units RL DF Batch Prepared Analyzed Chemist ND Not Detected
6 of 6
Analysis Results for 515957
Results for any subcontracted analyses are not included in this section. 12 of 18
Type: Lab Control Sample Lab ID: QC1185412 Batch: 349958 Matrix: Air Method: EPA TO-15 Prep Method: METHOD
QC1185412 Analyte Result Spiked Units Recovery Qual Limits 1,1-Difluoroethane 9.512 10.00 ppbv 95% 70-130
Freon 12 8.752 10.00 ppbv 88% 70-130
Freon 114 8.752 10.00 ppbv 88% 70-130
Chloromethane 8.698 10.00 ppbv 87% 70-130
Vinyl Chloride 8.823 10.00 ppbv 88% 70-130
Bromomethane 8.603 10.00 ppbv 86% 70-130
Chloroethane 8.793 10.00 ppbv 88% 70-130
Trichlorofluoromethane 8.741 10.00 ppbv 87% 70-130
1,1-Dichloroethene 8.847 10.00 ppbv 88% 70-130
Freon 113 8.717 10.00 ppbv 87% 70-130
Acetone 8.461 10.00 ppbv 85% 70-130
Carbon Disulfide 8.835 10.00 ppbv 88% 70-130
Isopropanol (IPA) 9.000 10.00 ppbv 90% 70-130
Methylene Chloride 8.751 10.00 ppbv 88% 70-130
trans-1,2-Dichloroethene 9.605 10.00 ppbv 96% 70-130
MTBE 10.00 10.00 ppbv 100% 70-130
n-Hexane 9.704 10.00 ppbv 97% 70-130
1,1-Dichloroethane 9.354 10.00 ppbv 94% 70-130
Vinyl Acetate 9.957 10.00 ppbv 100% 70-130
cis-1,2-Dichloroethene 9.612 10.00 ppbv 96% 70-130
2-Butanone 9.878 10.00 ppbv 99% 70-130
Chloroform 9.339 10.00 ppbv 93% 70-130
1,1,1-Trichloroethane 9.700 10.00 ppbv 97% 70-130
Carbon Tetrachloride 9.746 10.00 ppbv 97% 70-130
Benzene 9.601 10.00 ppbv 96% 70-130
1,2-Dichloroethane 9.063 10.00 ppbv 91% 70-130
Trichloroethene 10.03 10.00 ppbv 100% 70-130
1,2-Dichloropropane 9.683 10.00 ppbv 97% 70-130
Bromodichloromethane 9.551 10.00 ppbv 96% 70-130
cis-1,3-Dichloropropene 10.09 10.00 ppbv 101% 70-130
4-Methyl-2-Pentanone 10.28 10.00 ppbv 103% 70-130
Toluene 9.745 10.00 ppbv 97% 70-130
trans-1,3-Dichloropropene 10.54 10.00 ppbv 105% 70-130
1,1,2-Trichloroethane 9.534 10.00 ppbv 95% 70-130
Tetrachloroethene 9.538 10.00 ppbv 95% 70-130
2-Hexanone 10.40 10.00 ppbv 104% 70-130
Dibromochloromethane 10.03 10.00 ppbv 100% 70-130
1,2-Dibromoethane 9.905 10.00 ppbv 99% 70-130
Chlorobenzene 9.990 10.00 ppbv 100% 70-130
Ethylbenzene 10.13 10.00 ppbv 101% 70-130
m,p-Xylenes 20.80 20.00 ppbv 104% 70-130
o-Xylene 10.39 10.00 ppbv 104% 70-130
Styrene 10.78 10.00 ppbv 108% 70-130
Bromoform 10.90 10.00 ppbv 109% 70-130
1,1,2,2-Tetrachloroethane 10.11 10.00 ppbv 101% 70-130
1,1,1,2-Tetrachloroethane 10.02 10.00 ppbv 100% 70-130
4-Ethyltoluene 10.54 10.00 ppbv 105% 70-130
1 of 6
Batch QC
13 of 18
1,3,5-Trimethylbenzene 10.79 10.00 ppbv 108% 70-130
1,2,4-Trimethylbenzene 10.88 10.00 ppbv 109% 70-130
1,3-Dichlorobenzene 10.38 10.00 ppbv 104% 70-130
1,4-Dichlorobenzene 10.69 10.00 ppbv 107% 70-130
Benzyl chloride 12.94 10.00 ppbv 129% b 70-130
1,2-Dichlorobenzene 10.55 10.00 ppbv 106% 70-130
1,2,4-Trichlorobenzene 10.88 10.00 ppbv 109% 70-130
Hexachlorobutadiene 9.535 10.00 ppbv 95% 70-130
Surrogates
Bromofluorobenzene 10.72 10.00 ppbv 107% 60-140
QC1185412 Analyte Result Spiked Units Recovery Qual Limits 2 of 6
Batch QC
14 of 18
Type: Lab Control Sample Duplicate Lab ID: QC1185413 Batch: 349958 Matrix: Air Method: EPA TO-15 Prep Method: METHOD
QC1185413 Analyte Result Spiked Units Recovery Qual Limits RPD RPD
Lim
1,1-Difluoroethane 9.560 10.00 ppbv 96% 70-130 1 25
Freon 12 8.272 10.00 ppbv 83% 70-130 6 25
Freon 114 8.368 10.00 ppbv 84% 70-130 4 25
Chloromethane 8.375 10.00 ppbv 84% 70-130 4 25
Vinyl Chloride 8.392 10.00 ppbv 84% 70-130 5 25
Bromomethane 8.444 10.00 ppbv 84% 70-130 2 25
Chloroethane 8.572 10.00 ppbv 86% 70-130 3 25
Trichlorofluoromethane 8.384 10.00 ppbv 84% 70-130 4 25 1,1-Dichloroethene 8.394 10.00 ppbv 84% 70-130 5 25
Freon 113 8.352 10.00 ppbv 84% 70-130 4 25
Acetone 8.014 10.00 ppbv 80% 70-130 5 25
Carbon Disulfide 8.601 10.00 ppbv 86% 70-130 3 25
Isopropanol (IPA) 8.591 10.00 ppbv 86% 70-130 5 25
Methylene Chloride 8.422 10.00 ppbv 84% 70-130 4 25
trans-1,2-Dichloroethene 9.466 10.00 ppbv 95% 70-130 1 25 MTBE 9.785 10.00 ppbv 98% 70-130 2 25
n-Hexane 9.708 10.00 ppbv 97% 70-130 0 25
1,1-Dichloroethane 9.312 10.00 ppbv 93% 70-130 0 25
Vinyl Acetate 10.10 10.00 ppbv 101% 70-130 1 25
cis-1,2-Dichloroethene 9.424 10.00 ppbv 94% 70-130 2 25 2-Butanone 9.432 10.00 ppbv 94% 70-130 5 25
Chloroform 9.226 10.00 ppbv 92% 70-130 1 25
1,1,1-Trichloroethane 9.554 10.00 ppbv 96% 70-130 2 25
Carbon Tetrachloride 9.595 10.00 ppbv 96% 70-130 2 25
Benzene 9.609 10.00 ppbv 96% 70-130 0 25
1,2-Dichloroethane 9.027 10.00 ppbv 90% 70-130 0 25
Trichloroethene 9.679 10.00 ppbv 97% 70-130 4 25
1,2-Dichloropropane 9.478 10.00 ppbv 95% 70-130 2 25
Bromodichloromethane 9.625 10.00 ppbv 96% 70-130 1 25
cis-1,3-Dichloropropene 10.04 10.00 ppbv 100% 70-130 0 25 4-Methyl-2-Pentanone 10.05 10.00 ppbv 100% 70-130 2 25
Toluene 9.724 10.00 ppbv 97% 70-130 0 25
trans-1,3-Dichloropropene 10.46 10.00 ppbv 105% 70-130 1 25 1,1,2-Trichloroethane 9.466 10.00 ppbv 95% 70-130 1 25
Tetrachloroethene 9.421 10.00 ppbv 94% 70-130 1 25
2-Hexanone 10.15 10.00 ppbv 101% 70-130 2 25
Dibromochloromethane 9.978 10.00 ppbv 100% 70-130 0 25
1,2-Dibromoethane 9.683 10.00 ppbv 97% 70-130 2 25
Chlorobenzene 10.14 10.00 ppbv 101% 70-130 1 25
Ethylbenzene 10.36 10.00 ppbv 104% 70-130 2 25
m,p-Xylenes 21.28 20.00 ppbv 106% 70-130 2 25
o-Xylene 10.46 10.00 ppbv 105% 70-130 1 25
Styrene 11.09 10.00 ppbv 111% 70-130 3 25
Bromoform 11.12 10.00 ppbv 111% 70-130 2 25
1,1,2,2-Tetrachloroethane 10.23 10.00 ppbv 102% 70-130 1 25 1,1,1,2-Tetrachloroethane 10.17 10.00 ppbv 102% 70-130 1 25 3 of 6
Batch QC
15 of 18
4-Ethyltoluene 10.79 10.00 ppbv 108% 70-130 2 25
1,3,5-Trimethylbenzene 10.95 10.00 ppbv 110% 70-130 1 25 1,2,4-Trimethylbenzene 11.02 10.00 ppbv 110% 70-130 1 25 1,3-Dichlorobenzene 10.64 10.00 ppbv 106% 70-130 3 25
1,4-Dichlorobenzene 10.95 10.00 ppbv 109% 70-130 2 25
Benzyl chloride 13.21 10.00 ppbv 132% b,* 70-130 2 25
1,2-Dichlorobenzene 10.76 10.00 ppbv 108% 70-130 2 25
1,2,4-Trichlorobenzene 11.08 10.00 ppbv 111% 70-130 2 25 Hexachlorobutadiene 9.720 10.00 ppbv 97% 70-130 2 25
Surrogates
Bromofluorobenzene 10.95 10.00 ppbv 109% 60-140
QC1185413 Analyte Result Spiked Units Recovery Qual Limits RPD RPD
Lim
4 of 6
Batch QC
16 of 18
Type: Blank Lab ID: QC1185414 Batch: 349958
Matrix: Air Method: EPA TO-15 Prep Method: METHOD
QC1185414 Analyte Result Qual Units RL Prepared Analyzed 1,1-Difluoroethane ND ppbv 1.0 09/12/24 08:35 09/12/24 08:35 Freon 12 ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35
Freon 114 ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35
Chloromethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Vinyl Chloride ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Bromomethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Chloroethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Trichlorofluoromethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 1,1-Dichloroethene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Freon 113 ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35
Acetone ND ppbv 1.0 09/12/24 08:35 09/12/24 08:35
Carbon Disulfide ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Isopropanol (IPA) ND ppbv 1.0 09/12/24 08:35 09/12/24 08:35 Methylene Chloride ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 trans-1,2-Dichloroethene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 MTBE ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35
n-Hexane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35
1,1-Dichloroethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Vinyl Acetate ND ppbv 1.0 09/12/24 08:35 09/12/24 08:35 cis-1,2-Dichloroethene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 2-Butanone ND ppbv 1.0 09/12/24 08:35 09/12/24 08:35
Chloroform ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35
1,1,1-Trichloroethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Carbon Tetrachloride ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Benzene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35
1,2-Dichloroethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Trichloroethene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 1,2-Dichloropropane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Bromodichloromethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 cis-1,3-Dichloropropene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 4-Methyl-2-Pentanone ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Toluene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35
trans-1,3-Dichloropropene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 1,1,2-Trichloroethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Tetrachloroethene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 2-Hexanone ND ppbv 0.50 09/12/24 08:35 09/12/24 08:35
Dibromochloromethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 1,2-Dibromoethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Chlorobenzene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Ethylbenzene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 m,p-Xylenes ND ppbv 0.40 09/12/24 08:35 09/12/24 08:35
o-Xylene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35
Styrene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35
Bromoform ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35
1,1,2,2-Tetrachloroethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 1,1,1,2-Tetrachloroethane ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 4-Ethyltoluene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 5 of 6
Batch QC
17 of 18
1,3,5-Trimethylbenzene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 1,2,4-Trimethylbenzene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 1,3-Dichlorobenzene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 1,4-Dichlorobenzene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Benzyl chloride ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 1,2-Dichlorobenzene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 1,2,4-Trichlorobenzene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Hexachlorobutadiene ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Xylene (total) ND ppbv 0.20 09/12/24 08:35 09/12/24 08:35 Surrogates Limits
Bromofluorobenzene 106% %REC 60-140 09/12/24 08:35 09/12/24 08:35 QC1185414 Analyte Result Qual Units RL Prepared Analyzed * Value is outside QC limits
ND Not Detected
b See narrative
6 of 6
Batch QC
18 of 18
ACOUSTICAL ANALYSIS
TRACT 6376
FRESNO, CALIFORNIA
WJVA Project No. 23-42
PREPARED FOR
BONADELLE NEIGHBORHOODS
7030 N. FRUIT AVENUE, #101
FFRESNO, CALIFORNIA 93711
PREPARED BY
WJV ACOUSTICS, INC.
VISALIA, CALIFORNIA
OCTOBER 25, 2023
(UPDATED JULY 12, 2024)
113 N. Church Street, Suite 203 ∙ Visalia, CA 93291∙ (559) 627-4923 23‐42 (Tract 6376, Fresno) 7‐12‐24 2
INTRODUCTION
The project is a proposed 212‐lot single‐family residential development to be located in Fresno, California. The project site is located at the east side of South Armstrong Avenue, north of East Church Avenue, within the City of Fresno. This analysis, prepared by WJV Acoustics, Inc. (WJVA), is based upon a project site plan provided by the project applicant, traffic data provided by the Fresno Council of Governments (Fresno COG) and the findings of on‐site noise level measurements. Revisions to the site plan may affect the findings and recommendations of this report. The site plan is provided as Figure 1.
Appendix A provides a description of the acoustical terminology used in this report. Unless otherwise stated, all sound levels reported are in A‐weighted decibels (dB). A‐weighting de‐emphasizes the very low and very high frequencies of sound in a manner similar to the human ear. Most community noise standards utilize A‐weighting, as it provides a high degree of correlation with human annoyance and health effects. Appendix B provides typical A‐weighted sound levels for common noise sources.
In terms of human perception, a 5 dB increase or decrease is considered to be a noticeable change in noise levels. Additionally, a 10 dB increase or decrease is perceived by the human ear as half as loud or twice as loud. In terms of perception, generally speaking the human ear cannot perceive an increase (or decrease) in noise levels less than 3 dB. 23‐42 (Tract 6376, Fresno) 7‐12‐24 3
NOISE EXPOSURE CRITERIA
The City of Fresno General Plan Noise Element (adopted 12/18/14) provides noise level criteria for land use compatibility for both transportation and non‐transportation noise sources. The General Plan sets noise compatibility standards for transportation noise sources in terms of the Day‐Night Average Level (Ldn). The Ldn represents the time‐weighted energy average noise level for a 24‐hour day, with a 10 dB penalty added to noise levels occurring during the nighttime hours (10:00 p.m.‐7:00 a.m.). The Ldn represents cumulative exposure to noise over an extended period of time and are therefore calculated based upon annual average conditions. Table I provides the General Plan noise level standards for transportation noise sources.
TABLE I
CITY OF FRESNO GENERAL PLAN NOISE LEVEL STANDARDS
TRANSPORTATION (NON-AIRCRAFT) NOISE SOURCES
Noise‐Sensitive Land Use
Outdoor Activity Areas1 Interior Spaces
Ldn/CNEL, dB Ldn/CNEL, dB Leq dB2
Residential 65 45 ‐‐‐
Transient Lodging 65 45 ‐‐‐
Hospitals, Nursing Homes 65 45 ‐‐‐
Theaters, Auditoriums, Music Halls ‐‐‐ ‐‐‐ 35
Churches, Meeting Halls 65 ‐‐‐ 45
Office Buildings ‐‐‐ ‐‐‐ 45
Schools, Libraries, Museums ‐‐‐ ‐‐‐ 45
1 Where the location of the outdoor activity areas is unknown or is not applicable, the exterior noise level standard shall be applied to the property line of the receiving land use.
2 As determined for a typical worst‐case hour during periods of use.
Source: City of Fresno General Plan
Additionally, Implementing Policy NS‐1‐h of the noise element requires that interior noise levels attributable to exterior transportation noise sources not exceed 45 dB Ldn. The intent of the interior noise level standard is to provide an acceptable noise environment for indoor communication and sleep.
23‐42 (Tract 6376, Fresno) 7‐12‐24 4
PROJECT SITE NOISE EXPOSURE
The project site is located at the west side of South Armstrong Avenue, north of East Church Avenue, in Fresno, California. The project site is exposed traffic noise associated with vehicles on S. Armstrong Avenue and train noise associated with train operations on the San Joaquin Valley Railroad (SJVR). The distance from center of the backyards of the closest proposed lots to the centerline of S. Armstrong Avenue is approximately 80 feet. The distance from the center of the backyards of the closest proposed lot to the SJVR line is approximately 70 feet (lot 76).
Additionally, the backyards of the remaining lots along the south side of E. Erin Avenue would be located approximately 115 feet from the SJRV line.
Traffic Noise Exposure
Noise exposure from traffic on S. Armstrong Avenue was calculated for existing and future (2046) conditions using the FHWA Traffic Noise Model and traffic data obtained from Fresno COG.
WJVA utilized the Federal Highway Administration (FHWA) Highway Traffic Noise Prediction Model (FHWA‐RD‐77‐108). The FHWA Model is a standard analytical method used for roadway traffic noise calculations. The model is based upon reference energy emission levels for automobiles, medium trucks (2 axles) and heavy trucks (3 or more axles), with consideration given to vehicle volume, speed, roadway configuration, distance to the receiver, and the acoustical characteristics of the site. The FHWA Model was developed to predict hourly Leq values for free‐flowing traffic conditions, and is generally considered to be accurate within ±1.5 dB. To predict Ldn values, it is necessary to determine the hourly distribution of traffic for a typical day and adjust the traffic volume input data to yield an equivalent hourly traffic volume.
Noise level measurements and concurrent traffic counts were conducted by WJVA staff within the project site on October 23, 2023. The purpose of the measurement was to evaluate the accuracy of the FHWA Model in describing traffic noise exposure within the project site. One measurement site was located within the project site at a distance of approximately 40 feet from the centerline of S. Armstrong Avenue. The speed limit posted in the project vicinity along both roadways was 40 mph (miles per hour). The project vicinity and noise monitoring site location are provided as Figure 2. A photograph showing the S. Armstrong Avenue noise measurement site is provided as Figure 3.
Noise monitoring equipment consisted of Larson‐Davis Laboratories Model LDL‐820 sound level analyzer equipped with a B&K Type 4176 1/2” microphone. The equipment complies with the specifications of the American National Standards Institute (ANSI) for Type I (Precision) sound level meters. The meter was calibrated in the field prior to use with a B&K Type 4230 acoustic calibrator to ensure the accuracy of the measurements. The microphone was located on a tripod at 5 feet above the ground. The project site presently consists of undeveloped land and a portion is currently used for industrial purposes.
Noise measurements were conducted in terms of the equivalent energy sound level (Leq).
Measured Leq values were compared to Leq values calculated (predicted) by the FHWA Model 23‐42 (Tract 6376, Fresno) 7‐12‐24 5
using as inputs the traffic volumes, truck mix and vehicle speed observed during the noise measurements. The results of the comparison are shown in Table II.
From Table II it may be determined that the traffic noise levels predicted by the FHWA Model were 1.5 dB lower than those measured for the conditions observed at the time of the noise measurements for S. Armstrong Avenue. This is considered to be reasonable agreement with the model and therefore no adjustments to the model are necessary.
TABLE II
COMPARISON OF MEASURED AND PREDICTED
(FHWA MODEL) NOISE LEVELS
TRACT 6376, FRESNO
S. Armstrong Avenue
Measurement Start Time 8:50 a.m.
Observed # Autos/Hr. 216
Observed # Medium Trucks/Hr. 0
Observed # Heavy Trucks/Hr. 0
Observed Speed (MPH) 40
Distance, ft. (from center of roadway) 40
Leq, dBA (Measured) 61.1
Leq, dBA (Predicted) 59.6
Difference between Predicted and Measured Leq, dBA 1.5 Note: FHWA “soft” site assumed for calculations.
Source: WJV Acoustics, Inc.
Annual Average Daily Traffic (AADT) data for S. Armstrong Avenue in the project vicinity was obtained from Fresno COG. Truck percentages and the day/night distribution of traffic were estimated by WJVA, based upon previous studies conducted in the project vicinity since project‐specific data were not available from government sources. A speed limit of 40 mph (as posted) was assumed for the roadway. Table III summarizes annual average traffic data used to model noise exposure within the project site.
23‐42 (Tract 6376, Fresno) 7‐12‐24 6
TABLE III
TRAFFIC NOISE MODELING ASSUMPTIONS
TRACT 6376, FRESNO
S. Armstrong Ave.
Existing 2046
Annual Avenue Daily Traffic (AADT) 1,929 2,304
Day/Night Split (%) 90/10
Assumed Vehicle Speed (mph) 40
% Medium Trucks (% AADT) 2
% Heavy Trucks (% AADT) 1
Sources: Fresno COG
WJV Acoustics, Inc.
Using data from Table III, the FHWA Model, annual average traffic noise exposure was calculated for the closest proposed backyards from S. Armstrong Avenue. The calculated noise exposures for existing and future (2046) traffic conditions for the closest proposed setbacks to S. Armstrong Avenue were approximately 55 dB Ldn for existing traffic conditions and approximately 56 dB Ldn future (2046) traffic conditions. Such noise exposure levels are below the City’s 65 dB Ldn exterior noise level standard and further mitigation of traffic noise is therefore not required.
Railroad Noise Exposure:
The San Joaquin Valley Railroad (SJVR) line is located approximately 70 feet from the backyard of lot 76. Additionally, the backyards of the remaining lots along the south side of E. Erin Avenue would be located approximately 115 feet from the SJRV line. The railroad consists of jointed rails with the top of the rails being approximately one foot above the grade of the project site.
Train engineers are required to sound warning horns when within approximately ¼ mile of a grade crossing. As the entire project site railroad frontage is located within ¼ mile of the S.
Armstrong Avenue grade crossing, all lots adjacent to the SJRV line would be impacted by train warning horns.
According to data obtained from the U.S. Department of Transportation Federal Railroad Administration (FRA), trains along this portion of the railroad line do not exceed 25 mph in speed.
According to the local trainmaster they typically pass by at speeds in the range of 10‐20 mph.
Additionally, according to both the FRA and the SJVR trainmaster, typical operations consist of two train movements per day along the line, typically one occurring during daytime hours and one occurring during nighttime hours. There is a grade crossing at South Armstrong Avenue where locomotive engineers are required to blow their warning horn.
WJVA observed one train movement on January 22, 2018 at a different project site located along the same section of SJVR railroad line, east of the project site. A westbound freight train passby occurred at approximately 2:45 p.m. Noise levels were measured from two locations along the track using automated sound level meters. Both meters were located approximately 50 feet from 23‐42 (Tract 6376, Fresno) 7‐12‐24 7
the tracks. One meter was located approximately 500 feet west of the grade crossing, and noise levels of the train event were measured to 102.8 dB (SEL). The second meter was located approximately 1,300 feet from the grade crossing at South Temperance, and noise levels of the train event were measured to be 98.6 dB (SEL). The difference in noise levels is a result of varying distances from the grade crossing, where the engineer is required to sound their warning horn.
WJVA also reviewed other noise measurements obtained along the SJVR to assess noise levels for parcels closer to grade crossings along the SJVR railroad line, and determined the average SEL at the closest lots adjacent to the SJVR railroad line to be 105.8 dB (SEL).
Railroad noise exposure may be quantified in terms of the Ldn using the following formula:
Ldn =SEL+ 10 log Neq – 49.4
where,
SEL is the average SEL for a train pass‐by, Neq is the equivalent number of pass‐bys in a typical 24‐hour period determined by adding 10 times the number of nighttime movements (10 p.m.‐7 a.m.) to the actual number of daytime movements (7 a.m.‐10 p.m.). 49.4 is a time constant equal to 10 times the log of the number of seconds in a day.
Using the above‐described formula, railroad operations data (assuming one train event during daytime hours and one train event during nighttime hours) and noise measurement results, the railroad noise exposure within the backyards of the proposed lots closest to the SJVR line. Using the above‐described train noise measurements and calculations, SJVR train noise was calculated to be as follows:
Lot 76: 68 dB Ldn
Lots along south side of E. Erin Avenue: 65 dB Ldn
These noise levels indicate that exterior noise levels along the lots closest to the SJVR railroad line exceed the City’s exterior maximum noise level standard, and mitigation measures must be incorporated into project design.
NOISE MITIGATION
23‐42 (Tract 6376, Fresno) 7‐12‐24 8
Exterior Noise Mitigation:
The City of Fresno Noise Element of the General Plan establishes a 65 dB Ldn criterion within outdoor activity areas (backyards) of single‐family homes. Exterior noise levels at the closest proposed lots to the SJVR line exceed this City of Fresno noise level standard, and mitigation must be incorporated.
A sound wall insertion loss program based on the FHWA Model was utilized to calculate the minimum required height of a noise barrier along the southern portion of the project site. The model calculates the insertion loss (noise reduction) of a wall of given height based on the effective height of the noise source, height of the receiver, distance from the receiver to the wall, and distance from the noise source to the wall. It was assumed for the sound wall calculations that the effective railroad source height is 10 feet above the tracks. For traffic noise sources, the standard assumptions used in the sound wall calculations are effective source heights of 8, 2 and 0 feet above the roadway for heavy trucks, medium trucks, and automobiles, respectively. The standard height of a residential receiver is five feet above the ground elevation.
Based upon the above‐described calculated noise exposure levels, standard assumptions, and method of analysis, WJVA determined that a sound wall constructed along the entire project site frontage with the SJVR line. In the vicinity of Lot 76, the wall must be constructed to a minimum height of eight feet six inches (8’6”) above project site grade, and a sound wall constructed to a minimum height of seven (7) feet above project site grade must be constructed along the remainder of the SJVR project site frontage. In order to be effective, the sound wall must be turned inward (southward) for a minimum distance of twenty (20) feet along the east side of Lot
76. The locations and heights of the required sound walls are provided on Figure 1.
Interior Noise Exposure:
The City of Fresno interior noise level standard is 45 dB Ldn. The worst‐case noise exposure within the proposed residential development would be approximately 68 dB Ldn (existing conditions).
This means that the proposed residential construction must be capable of providing a minimum outdoor‐to‐indoor noise level reduction (NLR) of approximately 23 dB (68‐45=23).
A specific analysis of interior noise levels was not performed. However, it may be assumed that residential construction methods complying with current building code requirements will reduce exterior noise levels by approximately 25 dB if windows and doors are closed. This will be sufficient for compliance with the City’s 45 dB Ldn interior standard at all proposed lots. Requiring that it be possible for windows and doors to remain closed for sound insulation means that air conditioning or mechanical ventilation will be required. 23‐42 (Tract 6376, Fresno) 7‐12‐24 9
CONCLUSIONS AND RECOMMENDATIONS
The proposed 212‐lot single‐family residential development will comply with all City of Fresno exterior and interior noise level standards, provided the following mitigation measures are incorporated into project design.
A sound wall constructed along the entire project site frontage with the SJVR railroad line.
In the vicinity of Lot 76, the wall must be constructed to a minimum height of eight feet six inches (8’6”) above project site grade, and the sound wall must be constructed to a minimum height of seven (7) feet above project site grade along the remainder of the SJVR project site frontage. In order to be effective, the sound wall must be turned inward (southward) for a minimum distance of twenty (20) feet along the east side of Lot 76. The locations and heights of the required sound walls are provided on Figure 1. Suitable construction materials include concrete blocks, masonry, or stucco on both sides of a wood or steel stud wall.
Mechanical ventilation or air conditioning must be provided for all homes so that windows and doors can remain closed for sound insulation purposes.
The conclusions and recommendations of this acoustical analysis are based upon the best information known to WJV Acoustics Inc. (WJVA) at the time the analysis was prepared concerning the proposed lot layout plan, project site elevation, railroad operations, traffic volumes and roadway configurations. Any significant changes in these factors will require a reevaluation of the findings of this report. Additionally, any significant future changes in motor vehicle technology, noise regulations or other factors beyond WJVA’s control may result in long‐ term noise results different from those described by this analysis.
Respectfully submitted,
Walter J. Van Groningen
President
WJV:wjv
23‐42 (Tract 6376, Fresno) 7‐12‐24 10
FIGURE 1: SITE PLAN
23‐42 (Tract 6376, Fresno) 7‐12‐24
FIGURE 2: PROJECT SITE VICINITY AND NOISE MEASUREMENT LOCATION 23‐42 (Tract 6376, Fresno) 7‐12‐24
FIGURE 3: S. ARMSTRONG AVENUE NOISE MEASUREMENT SITE
23‐42 (Tract 6376, Fresno) 7‐12‐24
APPENDIX A
ACOUSTICAL TERMINOLOGY
AMBIENT NOISE LEVEL: The composite of noise from all sources near and far. In this context, the ambient noise level constitutes the normal or existing level of environmental noise at a given location.
CNEL: Community Noise Equivalent Level. The average equivalent sound level during a 24‐hour day, obtained after addition of approximately five decibels to sound levels in the evening from 7:00 p.m. to 10:00 p.m. and ten decibels to sound levels in the night before 7:00 a.m. and after 10:00 p.m.
DECIBEL, dB: A unit for describing the amplitude of sound, equal to 20 times the logarithm to the base 10 of the ratio of the pressure of the sound measured to the reference pressure, which is 20 micropascals (20 micronewtons per square meter).
DNL/Ldn: Day/Night Average Sound Level. The average equivalent sound level during a 24‐hour day, obtained after addition of ten decibels to sound levels in the night after 10:00 p.m. and before 7:00 a.m.
Leq: Equivalent Sound Level. The sound level containing the same total energy as a time varying signal over a given sample period.
Leq is typically computed over 1, 8 and 24‐hour sample periods.
NOTE: The CNEL and DNL represent daily levels of noise exposure averaged on an annual basis, while Leq represents the average noise exposure for a shorter time period, typically one hour.
Lmax: The maximum noise level recorded during a noise event.
Ln: The sound level exceeded "n" percent of the time during a sample interval (L90, L50, L10, etc.). For example, L10 equals the level exceeded 10 percent of the time.
23‐42 (Tract 6376, Fresno) 7‐12‐24
A-2
ACOUSTICAL TERMINOLOGY
NOISE EXPOSURE
CONTOURS: Lines drawn about a noise source indicating constant levels of noise exposure. CNEL and DNL contours are frequently utilized to describe community exposure to noise.
NOISE LEVEL
REDUCTION (NLR): The noise reduction between indoor and outdoor environments or between two rooms that is the numerical difference, in decibels, of the average sound pressure levels in those areas or rooms. A measurement of “noise level reduction” combines the effect of the transmission loss performance of the structure plus the effect of acoustic absorption present in the receiving room.
SEL or SENEL: Sound Exposure Level or Single Event Noise Exposure Level. The level of noise accumulated during a single noise event, such as an aircraft overflight, with reference to a duration of one second.
More specifically, it is the time‐integrated A‐weighted squared sound pressure for a stated time interval or event, based on a reference pressure of 20 micropascals and a reference duration of one second.
SOUND LEVEL: The sound pressure level in decibels as measured on a sound level meter using the A‐weighting filter network. The A‐weighting filter de‐emphasizes the very low and very high frequency components of the sound in a manner similar to the response of the human ear and gives good correlation with subjective reactions to noise.
SOUND TRANSMISSION
CLASS (STC): The single‐number rating of sound transmission loss for a construction element (window, door, etc.) over a frequency range where speech intelligibility largely occurs.
Traffic Impact Analysis Report
December 9, 2024
Tract 6376
(Single-Family Housing)
Located on the Southwest Corner of
Armstrong Avenue and the San Joaquin Valley
Railroad
In the City of Fresno, California
Prepared for:
Bonadelle Neighborhoods
7030 N. Fruit Avenue, Suite 101
Fresno, CA 93711
Project No. 004-223
Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Phone: (559) 570-8991
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Traffic Engineering, Transportation Planning, & Parking Solutions Z:\01 Projects\004 Fresno\004-223 Simonian TIA V2\Report\R20241209 Tract 6376 TIA.docx Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Phone: (559) 570-8991
www.JLBtraffic.com
Traffic Impact Analysis Report
For Tract 6376 located on the Southwest Corner of Armstrong Avenue and the San Joaquin Valley Railroad
In the City of Fresno, CA
December 9, 2024
This Traffic Impact Analysis Report has been prepared under the direction of a licensed Traffic Engineer. The licensed Traffic Engineer attests to the technical information contained therein and has judged the qualifications of any technical specialists providing engineering data from which recommendations, conclusions and decisions are based.
Prepared by:
_________________________________
Jose Luis Benavides, PE, TE
President
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Table of Contents
Introduction and Summary ..................................................................................................................... 1 Introduction ................................................................................................................................................. 1 Summary ...................................................................................................................................................... 1 Existing Traffic Conditions........................................................................................................................ 1 Existing plus Project Traffic Conditions.................................................................................................... 1 Near Term plus Project Traffic Conditions............................................................................................... 2 Cumulative Year 2046 plus Project Traffic Conditions............................................................................. 2 Scope of Work ........................................................................................................................................ 3 Study Facilities ............................................................................................................................................. 3 Study Intersections .................................................................................................................................. 3 Study Segments........................................................................................................................................ 3 Study Scenarios............................................................................................................................................ 4 Existing Traffic Conditions........................................................................................................................ 4 Existing plus Project Traffic Conditions.................................................................................................... 4 Near Term plus Project Traffic Conditions............................................................................................... 4 Cumulative Year 2046 plus Project Traffic Conditions............................................................................. 4 LOS Methodology ................................................................................................................................... 5 LOS Thresholds ....................................................................................................................................... 5 Operational Analysis Assumptions and Defaults ..................................................................................... 6 Existing Traffic Conditions....................................................................................................................... 7 Roadway Network........................................................................................................................................ 7 Collision Analysis.......................................................................................................................................... 8 Traffic Signal Warrants................................................................................................................................. 9 Results of Existing Level of Service Analysis .............................................................................................. 10 Existing plus Project Traffic Conditions.................................................................................................. 13 Project Description..................................................................................................................................... 13 Project Access............................................................................................................................................ 13 Project Trip Generation ............................................................................................................................. 13 Trip Distribution......................................................................................................................................... 14 Active Transportation Plan ........................................................................................................................ 14 www.JLBtraffic.com
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Bikeways .................................................................................................................................................... 14 Walkways................................................................................................................................................... 15 Transit ........................................................................................................................................................ 15 Safe Routes to School ................................................................................................................................ 15 Traffic Signal Warrants............................................................................................................................... 16 Roadway Network...................................................................................................................................... 17 Results of Existing plus Project Level of Service Analysis .......................................................................... 17 Near Term plus Project Traffic Conditions............................................................................................... 22 Description of Near Term Projects............................................................................................................. 22 Traffic Signal Warrants............................................................................................................................... 23 Roadway Network...................................................................................................................................... 23 Results of Near Term plus Project Level of Service Analysis...................................................................... 23 Cumulative Year 2046 plus Project Traffic Conditions............................................................................ 27 Roadway Network...................................................................................................................................... 27 Traffic Signal Warrants............................................................................................................................... 27 Results of Cumulative Year 2046 plus Project Level of Service Analysis ................................................... 27 Queuing Analysis .................................................................................................................................. 31 Conclusions and Recommendations...................................................................................................... 35 Existing Traffic Conditions.......................................................................................................................... 35 Existing plus Project Traffic Conditions...................................................................................................... 35 Near Term plus Project Traffic Conditions................................................................................................. 35 Cumulative Year 2046 plus Project Traffic Conditions............................................................................... 36 Study Participants................................................................................................................................. 37 References............................................................................................................................................ 38 www.JLBtraffic.com
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List of Figures Figure 1: Vicinity Map .......................................................................................................................................... 11 Figure 2: Existing - Traffic Volumes, Geometrics and Controls............................................................................... 12 Figure 3: Project Site Plan..................................................................................................................................... 19 Figure 4: Project Only Trips .................................................................................................................................. 20 Figure 5: Existing plus Project - Traffic Volumes, Geometrics and Controls............................................................ 21 Figure 6: Near Term Projects' Trip Assignment...................................................................................................... 25 Figure 7: Near Term plus Project - Traffic Volumes, Geometrics and Controls........................................................ 26 Figure 8: 2046 Project Only Trips.......................................................................................................................... 29 Figure 9: Cumulative Year 2046 plus Project - Traffic Volumes, Geometrics and Controls ...................................... 30 List of Tables Table I: Five-Year (2019-2023) Intersection Collision Analysis .................................................................................9 Table II: Existing Intersection LOS Results............................................................................................................. 10 Table III: Existing Segment LOS Results................................................................................................................. 10 Table IV: Project Trip Generation.......................................................................................................................... 13 Table V: Existing plus Project Intersection LOS Results.......................................................................................... 18 Table VI: Existing plus Project Segment LOS Results.............................................................................................. 18 Table VII: Near Term Projects’ Trip Generation..................................................................................................... 22 Table VIII: Near Term plus Project Intersection LOS Results .................................................................................. 24 Table IX: Near Term plus Project Segment LOS Results ......................................................................................... 24 Table X: Cumulative Year 2046 plus Project Intersection LOS Results.................................................................... 28 Table XI: Cumulative Year 2046 plus Project Segment LOS Results........................................................................ 28 Table XII: Queuing Analysis.................................................................................................................................. 32 List of Appendices Appendix A: Scope of Work
Appendix B: Traffic Counts
Appendix C: Traffic Modeling
Appendix D: Methodology
Appendix E: Collision Data
Appendix F: Existing Traffic Conditions
Appendix G: Existing plus Project Traffic Conditions
Appendix H: Near Term plus Project Traffic Conditions
Appendix I: Cumulative Year 2046 plus Project Traffic Conditions Appendix J: Traffic Signal Warrants
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Introduction and Summary
Introduction
This Report describes a Traffic Impact Analysis (TIA) prepared by JLB Traffic Engineering, Inc. (JLB) for Tract 6376 (Project) located on the southwest corner of Armstrong Avenue and the San Joaquin Valley Railroad in the City of Fresno. The Project proposes to develop approximately 202 single-family residential units.
According to information provided to JLB, the Project is consistent with the City of Fresno General Plan.
Figure 1 shows the location of the proposed Project site relative to the surrounding roadway network.
The purpose of the TIA is to evaluate the potential on-site and off-site traffic impacts, identify short-term and long-term roadway needs, determine potential roadway improvement measures and identify any critical traffic issues that should be addressed in the ongoing planning process. The TIA primarily focused on evaluating traffic conditions at study intersections that may potentially be impacted by the proposed Project. The Scope of Work was prepared via consultation with City of Fresno, Fresno County and Caltrans.
Summary
The potential traffic impacts of the proposed Project were evaluated in accordance with the standards set forth by the Level of Service (LOS) policies of the City of Fresno and Fresno County.
Existing Traffic Conditions
• JLB conducted a search of the Statewide Integrated Traffic Records System (SWITRS) to obtain collision reports for the most recent five-year period. Based on a review of the collision reports, a total of twenty-three (23) collisions were reported within the influence zone of the study intersections. Based on the number of correctable collisions, JLB does not recommended changes to the existing traffic controls at any of these intersections as a result of collision activity. • At present, all study intersections operate at an acceptable LOS. • At present, the study segment operates at an acceptable LOS.
Existing plus Project Traffic Conditions
• JLB analyzed the location of the existing and proposed roadways and access points. This review revealed that all access points are located at points that minimize traffic operational impacts to existing and future roadway networks.
• At buildout, the proposed Project is estimated to generate a maximum of 1,905 daily trips, 141 AM peak hour trips and 190 PM peak hour trips.
• It is recommended that the Project implement a Class II Bikeways along its frontages to Armstrong Avenue and California Avenue.
• It is recommended that left-turn pockets with a storage capacity of 150 feet be included as part of the design of California Avenue at its intersections with Burgan Avenue and Cypress Avenue. • It is recommended that the Project implement ADA compliant pedestrian sidewalks along internal streets connecting all uses to external sidewalks and along its frontages to Armstrong Avenue and California Avenue.
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• It is recommended that the Project and SUSD look into funding sources to enhance the walkways for Middle and High School students for and from the new Sanger West High School and Middle School Project.
• Under this scenario, all study intersections are projected to continue operating at an acceptable LOS. • Under this scenario, the study segment is projected to continue operating at an acceptable LOS.
Near Term plus Project Traffic Conditions
• The total trip generation for the Near Term Projects is 96,426 weekday daily trips, 6,883 weekday AM peak hour trips and 8,598 weekday PM peak hour trips.
• Under this scenario, the intersections of Temperance Avenue at Hamilton Avenue and Armstrong Avenue at Church Avenue are projected to exceed their LOS threshold during AM peak period.
Additional details as to the recommended improvements for these intersections are presented later in this Report.
• Under this scenario, the study segment is projected to continue operating at an acceptable LOS.
Cumulative Year 2046 plus Project Traffic Conditions
• Under this scenario, the intersections of Temperance Avenue at Hamilton Avenue, Temperance Avenue at California Avenue and Armstrong Avenue at Church Avenue are projected to exceed their LOS threshold during one or both peak periods. Additional details as to the recommended improvements for this intersection are presented later in this Report. • Under this scenario, the study segment is projected to continue operating at an acceptable LOS. www.JLBtraffic.com
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Scope of Work
The TIA focused on evaluating traffic conditions at study intersections that may potentially be impacted by the proposed Project. Previously, a Draft Scope of Work was provided to the City of Fresno, County of Fresno and Caltrans on July 7, 2021 for their review and comment. Caltrans approved the draft scope of work without changes. The comments that were provided by the City of Freno and the County of Fresno in that initial analysis were included in the Draft Scope of Work for this version of the TIA. On July 25, 2024, a Draft Scope of Work for the preparation of a Traffic Impact Analysis for this Project was provided to the City of Fresno. On September 20, 2024, a Draft Scope of Work for the preparation of a Traffic Impact Analysis for this Project was provided to the Fresno County for their review and comment.
On August 15, 2024, the City of Fresno requested that JLB include the intersection of Fowler Avenue at Hamilton Avenue as one of the study intersections to the Draft Scope of Work. On September 30, 2024, the County of Fresno replied with the request that we include the segment of Armstrong Avenue between Church Avenue and Geary Street as a study segment to the Draft Scope of Work.
Based on the comments received, this TIA added the intersection of Fowler Avenue at Hamilton as a study intersection and the segment of Armstrong Avenue between Geary Avenue and Church Street as a study segment. JLB also coordinated with the City of Fresno Planning Department to verify the list of pending/approved projects. The Scope of Work and the comments received from the lead agency and responsible agencies are included in Appendix A.
Study Facilities
The existing intersection peak hour turning movement and segment volume counts were conducted at the study intersections and segments in June, August and September of 2024 while schools the vicinity of the Project site were in session. The intersection turning movement counts included pedestrian and bicycle volumes. The traffic counts for the existing study intersections and segments are contained in Appendix B.
The existing intersection turning movement volumes, intersection geometrics and traffic controls are illustrated in Figure 2.
Study Intersections
1. Fowler Avenue / Hamilton Avenue
2. Armstrong Avenue / Hamilton Avenue
3. Temperance Avenue / Hamilton Avenue
4. Armstrong Avenue / California Avenue
5. Temperance Avenue / California Avenue (future intersection)
6. Fowler Avenue / Church Avenue
7. Armstrong Avenue / Church Avenue
Study Segments
1. Armstrong Avenue between Geary Avenue and Church Avenue
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Study Scenarios
Existing Traffic Conditions
This scenario evaluates the Existing Traffic Conditions based on existing traffic volumes and roadway conditions from traffic counts and field surveys conducted in June, August and September of 2024. The traffic counts for the existing study intersections and segments are contained in Appendix B.
Existing plus Project Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Existing plus Project Traffic Conditions. The Existing plus Project traffic volumes were obtained by adding the Project Only Trips to the Existing Traffic Conditions. The Project Only Trips to the study facilities were developed based on existing travel patterns, the Project Select Zone, the surrounding roadway network, engineering judgment, data provided by the developer, knowledge of the study area, existing residential and commercial densities, and the Fresno General Plan Circulation Element in the vicinity of the Project site. The Fresno COG Project Select Zone results are contained in Appendix C.
Near Term plus Project Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Near Term plus Project Traffic Conditions. The Near Term plus Project traffic volumes were obtained by adding the Near Term related trips to the Existing plus Project Traffic Conditions scenario.
Cumulative Year 2046 plus Project Traffic Conditions
This scenario evaluates total traffic volumes and roadways conditions based on the Cumulative Year 2046 plus Project Traffic Conditions. The Cumulative Year 2046 plus Project traffic volumes were obtained by using a combination of the Fresno COG activity-based model (ABM) (Base Year 2019 and Cumulative Year 2046) and existing traffic counts. Under this scenario, the increment method, as recommended by the Model Steering Committee was utilized to determine the Cumulative Year 2046 traffic volumes. The Fresno COG ABM results provided by Kittelson & Associates are contained in Appendix C. www.JLBtraffic.com
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LOS Methodology
LOS is a qualitative index of the performance of an element of the transportation system. LOS is a rating scale running from “A” to “F”, with “A” indicating no congestion of any kind and “F” indicating unacceptable congestion and delays. LOS in this study describes the operating conditions for signalized and unsignalized intersections.
The Highway Capacity Manual (HCM) 7th Edition is the standard reference published by the Transportation Research Board and contains the specific criteria and methods to be used in assessing LOS. U-turn movements were analyzed using HCM 2000 methodologies and would yield more accurate results for the reason that HCM 7th Edition methodologies do not allow the analysis of U-turns. Lane configurations not reflective of existing conditions are a result of software limitations and thus represent a worst-case scenario. Synchro software was used to define LOS in this study. Details regarding these calculations are included in Appendix D.
While LOS is no longer the criteria of significance for traffic impacts in the state of California, the City of Fresno continues to apply congestion-related conditions or requirements for land development projects through planning approval processes outside of CEQA Guidelines in order to continue the implementation of Fresno General Plan policies.
LOS Thresholds
The Fresno General Plan has established various degrees of acceptable LOS on its major streets, which are dependent on four (4) Traffic Impact Zones (TIZ) within the City (City of Fresno, 2014). The standard LOS threshold for TIZ I is LOS F, that for TIZ II is LOS E, that for TIZ III is LOS D, and that for TIZ IV is LOS E.
Additionally, the 2035 MEIR made findings of overriding consideration to allow a lower LOS threshold than that established by the underlying TIZ’s. For those cases in which a LOS criterion for a roadway segment differs from that of the underlying TIZ, such criteria are identified in the roadway description. As all the study facilities fall within TIZ III, LOS D is used to evaluate the potential LOS impacts for the study intersections within the City of Fresno pursuant to the Fresno General Plan.
The Fresno County General Plan has established LOS C as the acceptable level of traffic congestion on county roads and streets that fall entirely outside the Sphere of Influence (SOI) of a City (Fresno County 2000). For those areas that fall within the SOI of a City, the LOS threshold of the City is used in this report.
In this case, no study facilities fall within the County of Fresno SOI, therefore, the City of Fresno LOS thresholds are utilized.
Caltrans no longer considers delay as a significant impact to the environment for land use project plans.
According to the Caltrans document VMT Focused Transportation Impact Study Guidelines dated May 2020, Caltrans review of land use projects and plans is focused on a VMT metric consistent with CEQA. In this TIA, however, all study intersections fall within the City of Fresno SOI. Therefore, the City of Fresno LOS thresholds are utilized.
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Operational Analysis Assumptions and Defaults
The following operational analysis values, assumptions and defaults were used in this study to ensure a consistent analysis of LOS among the various scenarios. • Yellow time consistent with the California Manual on Uniform Traffic Control Devices (CA MUTCD) based on approach speeds (Caltrans, 2024)
• Yellow time of 3.2 seconds for left-turn phases
• All-red clearance intervals of 1.0 second for all phases • Walk intervals of 7.0 seconds
• Flashing Don’t Walk based on 3.5 feet/second walking speed with yellow plus all-red clearance subtracted and 2.0 seconds added
• At existing intersections, the heavy vehicle factor observed for each intersection or a minimum of 3 percent were utilized under all scenarios.
• The number of observed pedestrians at existing intersections was utilized under all study scenarios. • An average of 10 pedestrian calls per hour at signalized intersections. • At existing intersections, the observed approach Peak Hour Factor (PHF) is utilized in the Existing, Existing plus Project and Near Term plus Project scenarios. • For the Cumulative Year 2046 scenario, the following PHF was utilized to reflect traffic operations and an increase in future traffic volumes. As roadways start to reach their saturated flow rates, PHF’s tend to increase to 0.90 or higher in urban settings. A PHF of 0.92, or the existing PHF if higher, is utilized for all remaining study intersections.
o For the intersections Temperance Avenue at California Avenue, Fowler Avenue at Church Avenue and Armstrong Avenue at Church Avenue, the following PHF's were utilized due to their proximity to schools:
A PHF of 0.86, or the existing if higher, is utilized during the AM peak. A PHF of 0.90, or the existing if higher, is utilized during the PM peak. o A PHF of 0.92, or the existing if higher, is utilized for all remaining study intersections. www.JLBtraffic.com
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Existing Traffic Conditions
Roadway Network
The Project site and surrounding study area are illustrated in Figure 1. Important roadways serving the Project are discussed below.
Fowler Avenue is an existing north-south three-lane divided arterial in the vicinity of the proposed Project site. In this area, Fowler Avenue is a four-lane divided arterial between the State Route 180 Interchange and Kings Canyon Road, a two to three-lane arterial divided by a two-way left-turn lane between Kings Canyon Road and the San Joaquin Valley Railroad, a two to three-lane divided arterial between the San Joaquin Valley Railroad and Jensen Avenue and a two-lane undivided arterial between Jensen Avenue and North Avenue. The Fresno General Plan Circulation Element designates Fowler Avenue as a four-lane divided arterial between State Route 180 and Kings Canyon Road, a two-lane arterial between Kings Canyon Road and Hamilton Avenue and Hamilton Avenue, a four-lane arterial between Hamilton Avenue and Jensen Avenue and a two-lane collector between Jensen Avenue and North Avenue.
Armstrong Avenue is an existing north-south three-lane undivided collector adjacent to the proposed Project. In this area, Armstrong Avenue is a three- to four-lane undivided collector between Kings Canyon Road and Hamilton Avenue, a three to four-lane collector divided by a two-way left-turn lane between Hamilton Avenue and Truman Avenue, a two-lane undivided collector between Truman Avenue and North Avenue. The Fresno General Plan Circulation Element designates Armstrong Avenue as a four-lane collector between Kings Canyon Road and Jensen Avenue and a two-lane collector between Jensen Avenue and North Avenue.
Temperance Avenue is an existing north-south two-lane undivided super arterial in the vicinity of the proposed Project. In this area, Temperance Avenue is a two-lane undivided super arterial between Kings Canyon Road and Butler Avenue, a four-lane divided super arterial between Butler Avenue and Hamilton Avenue and a two-lane undivided super arterial between Hamilton Avenue and North Avenue. The Fresno General Plan Circulation Element designates Temperance Avenue as a six-lane super arterial between Kings Canyon Road and Jensen Avenue and a four-lane super arterial between Jensen Avenue and North Avenue.
Hamilton Avenue is an existing east-west two-lane collector divided by a two-way left-turn lane in the vicinity of the proposed Project. In this area, Hamilton Avenue exists as a two-lane collector divided by a two-way left-turn lane between Fowler Avenue and Temperance Avenue. The Fresno General Plan Circulation Element designates Hamilton Avenue as a two-lane collector between Fowler Avenue and Temperance Avenue.
California Avenue is an existing east-west four-lane collector west of Fowler Avenue and east of Armstrong Avenue. Through the Project, California Avenue is proposed to be designed as a modified collector which will include a single vehicle lane in each direction divided by a 16-foot wide raised median with landscaping and a curbside Class II or Class IV bikeways. In this area, California Avenue exists between Armstrong Avenue and approximately 100 feet west of Temperance Avenue. The Fresno General Plan Circulation Element designates California Avenue as a four-lane collector between Fowler Avenue and www.JLBtraffic.com
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Temperance Avenue. However, the Fresno COG traffic forecasting and the LOS operations within this TIA support the proposed cross section with a maximum of one vehicular lane per direction. Based on information provided by City of Fresno staff, the easterly extension of California Avenue to Temperance Avenue will be constructed and operational by early 2026.
Church Avenue is an existing east-west two-lane undivided collector in the vicinity of the proposed Project site. In this area, Church Avenue is a four-lane collector divided by a two-way left-turn lane between Peach Avenue and Sunnyside Avenue, a three-lane divided collector between Sunnyside Avenue and Fowler Avenue, a two-lane undivided collector between Fowler Avenue and Temperance Avenue and a two-lane undivided roadway between Temperance Avenue and Leonard Avenue. The Fresno General Plan Circulation Element designates Church Avenue as a four-lane collector between Willow Avenue and Temperance Avenue and a two-lane local roadway between Temperance Avenue and Highland Avenue.
Collision Analysis
JLB conducted a search of SWITRS to obtain collision reports for the most recent five-year period (January 1st, 2019 to December 31st, 2023). The SWITRS “is a database that serves as a means to collect and process data gathered from a collision scene. The internet SWITRS application is a tool by which the California Highway Patrol (CHP) staff and members of its Allied Agencies throughout California can request various types of statistical reports in an electronic format.” All collision reports between January 1st, 2019 and December 31st, 2023 were included in the collision analysis. In the five-year period, a total of twenty-three (23) collisions were reported within the influence zone (assumed to be within 250 feet) of the study intersections. The SWITRS collision data are found in Appendix E.
Table I summarizes the type of collision, severity, violation, and identifies involvement with another vehicle, a pedestrian/bicyclist or a fixed object. Based on the five-year collision data contained within SWITRS, most study intersections have experienced a relatively low number and severity of collisions per year. After thorough review of the data contained within the collision reports for the five-year analysis period, no changes are recommended to the study intersections as a result of collision activity. www.JLBtraffic.com
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Table I: Five-Year (2019-2023) Intersection Collision Analysis ID Intersection
Number of Collisions
Type of Collision Severity Type of Violation
Motor Vehicle
Involved
with...
Broadside
Rear End
Head-On
Hit Object
Sideswipe
Other
Fatal
Severe Injury
Other Visible Injury
Complaint of Pain/Injury
Property Damage Only
Traffic Signals & Signs
Right of Way
Unsafe Speed
Improper Turning
Driving Under Influence
Other
Pedestrian/Bicyclist
Other Motor Vehicle
Fixed Object
Other
1 Fowler Avenue / Hamilton Avenue 5 1 - - 4 - - - - 1 - 4 - - 3 1 1 - - 1 4 - 2 Armstrong Avenue / Hamilton Avenue 3 2 - 1 - - - - - - 1 2 1 1 - - 1 - - 3 - - 3 Temperance Avenue / Hamilton Avenue - - - - - - - - - - - - - - - - - - - - - - 4 Armstrong Avenue / California Avenue 3 1 - - 2 - - - 1 - - 2 - 2 - 1 - - - 1 2 - 5 Temperance Avenue / California Avenue - - - - - - - - - - - - - - - - - - - - - - 6 Fowler Avenue / Church Avenue 7 2 - - 5 - - - - 2 - 5 2 1 - 2 1 1 1 2 4 - 7 Armstrong Avenue / Church Avenue 5 2 2 - - 1 - - - 1 - 4 - 2 2 1 - - - 5 - - Totals 23 8 2 1 11 1 0 0 1 4 1 17 3 6 5 5 3 1 1 12 10 0 Traffic Signal Warrants
The CA MUTCD indicates that an engineering study of traffic conditions, pedestrian characteristics and physical features of an intersection shall be conducted to determine whether the installation of traffic signal controls are justified. The CA MUTCD provides a total of nine (9) warrants to evaluate the need for traffic signal controls. These warrants include 1) Eight-Hour Vehicular Volume, 2) Four-Hour Vehicular Volume, 3) Peak Hour, 4) Pedestrian Volume, 5) School Crossing, 6) Coordinated Signal System, 7) Crash Experience, 8) Roadway Network and 9) Intersection Near a Grade Crossing. Signalization of an intersection may be appropriate if one or more of the signal warrants is satisfied. However, the CA MUTCD also states that “[t]he satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic control signal” (Caltrans, 2021).
If traffic signal warrants are satisfied when a LOS threshold impact is identified at an unsignalized intersection, then installation of a traffic signal control may serve as an improvement measure. For instances where traffic signal warrants are satisfied, a traffic signal control is not considered to be the default improvement measure. Since the installation of a traffic signal control typically requires the construction of additional lanes, an attempt is made to improve the intersection approach lane geometrics in order to improve its LOS while maintaining the existing intersection controls. If the additional lanes did not result in acceptable LOS at the intersection, then in those cases implementation of a traffic signal control would be considered.
Warrants 1, 2 and 3 were prepared for the unsignalized intersections under the Existing Traffic Conditions scenario. These warrants are contained in Appendix J. At present, Warrant 1 is met for the study intersections of Fowler Avenue at Hamilton Avenue and Fowler Avenue at Church Avenue. Warrant 2 is www.JLBtraffic.com
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met for the study intersections of Fowler Avenue at Hamilton Avenue, Temperance Avenue at Hamilton Avenue and Fowler Avenue at Church Avenue. Warrant 3 is met for the study intersections of Fowler Avenue at Hamilton Avenue, Temperance Avenue at Hamilton Avenue, Fowler Avenue at Church Avenue and Armstrong Avenue at Church Avenue under one or both peak periods. Based on the operational analysis and engineering judgment, it is not recommended that any study intersection be signalized since all unsignalized study intersections operate at an acceptable LOS under both peak periods with the exception of Fowler Avenue at Church Avenue. It is recommended that the Sanger Unified School District continue with its construction of the signalization of the intersection of Fowler Avenue at Church Avenue in an effort to improve pedestrian safety as its student population continues to increase.
Results of Existing Level of Service Analysis
Figure 2 illustrates the Existing Traffic Conditions turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing Traffic Conditions scenario are provided in Appendix F.
Table II presents a summary of the Existing peak hour LOS at the study intersections. Table III presents a summary of the Existing LOS for the study segment.
At present, all study intersections operate at an acceptable LOS.
It is important to note that Synchro has a three-lane limitation on all-way stop intersections. Therefore, the intersection of Armstrong Avenue at Hamilton Avenue and Fowler Avenue at Church Avenue is coded with three lanes on legs that currently contain four lanes. These legs include the north leg of the intersection of Fowler Avenue at Church Avenue as well as the north and south legs of the intersection of Armstrong Avenue at Hamilton Avenue.
Table II: Existing Intersection LOS Results
ID Intersection Intersection Control
AM (7 - 9) Peak Hour PM (4 - 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay(sec/veh) LOS
1 Fowler Avenue / Hamilton Avenue One-Way Stop 17.6 C 16.0 C 2 Armstrong Avenue / Hamilton Avenue All-Way Stop 11.1 B 10.1 B 3 Temperance Avenue / Hamilton Avenue All-Way Stop 14.8 B 10.3 B 4 Armstrong Avenue / California Avenue One-Way Stop 12.0 B 9.9 A 5 Temperance Avenue / California Avenue Does Not Exist - - - - 6 Fowler Avenue / Church Avenue All-Way Stop 33.1 D 13.5 B 7 Armstrong Avenue / Church Avenue All-Way Stop 26.9 D 8.3 A Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.
At present, the study segment operates at an acceptable LOS.
Table III: Existing Segment LOS Results
ID Segment Limits Lanes 24-hour
Volume
AM Peak
Volume AM LOS PM PeakVolume PM LOS
1 Armstrong Avenue Geary Avenue and Church Avenue 2 3,870 577 C 246 A Note: LOS = Level of Service per HCM 6th Edition methodologies in HCS7 software
FANCHER CREEK DR
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Vicinity Map
Figure 1
004-223 - 12/04/24 - AB/AD
KINGS CANYON RD
2 3
4 5
7 TEMPERANCE AVE ARMSTRONG AVE FOWLER AVE
SJVRR
CHURCH AVE
BUTLER AVE
6 HAMILTON AVE
CALIFORNIA AVE
1 N
Not To Scale
PROJECT LOCATION
LEGEND
# = STUDY INTERSECTION
= FUTURE ROADWAY
= STUDY SEGMENT
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
N
Not To Scale
23(17)141(100)34(27)
114(61)
Hamilton Ave Armstrong Ave
Hamilton Ave
Armstrong Ave & 2. 139(128) 74(38)
52(22)
51(46)
55(102)
62(46)
97(55)
27(14)
61(183)289(206)
Hamilton Ave Temperance Ave
Hamilton Ave
Temperance Ave & 3. 183(204) 23(35)
73(27)
261(103)
205(99)29(110)
77(44)
California Ave Armstrong Ave
California Ave
Armstrong Ave & 4. 138(104)
115(65)
153(36)
106(122)316(187)82(15)
57(25)
Church Ave Fowler Ave
Church Ave
Fowler Ave & 6. 289(262) 130(36)
60(25)
93(52)
59(21)
112(30)
125(63)
106(134)
66(29)277(54)35(9)
33(4)
Church Ave Armstrong Ave
Church Ave
Armstrong Ave & 7. 140(110) 146(32)
18(0)
20(13)
28(2)
157(23)
57(36)
41(44)
XX(XX)XX(XX)XX(XX)
XX(XX)
California Ave Temperance Ave
California Ave
Temperance Ave & 5. XX(XX) XX(XX)
XX(XX)
XX(XX)
XX(XX)
XX(XX)
XX(XX)
XX(XX)
KINGS CANYON RD
2 3
4 5
7 CHURCH AVE
BUTLER AVE
6 HAMILTON AVE
CALIFORNIA AVE
DOES NOT EXIST
6(1)
10(6)
1(1)
SJVRR
1(0)
1 358(461) 63(148) 97(63) Hamilton Ave Fowler Ave
Fowler Ave
Hamilton Ave & 1. 509(429)
144(116)
128(48)
PROJECT LOCATION TEMPERANCE AVE ARMSTRONG AVE FOWLER AVE [1985] [1885] Tract 6376 - City of Fresno
Existing - Traffic Volumes, Geometrics and Controls
Figure 2
LEGEND
#
= FUTURE ROADWAY
= STUDY SEGMENT
= STOP SIGN
XX
(XX)
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
[XX] = DAILY TRIPS
004-223 - 12/04/24 - AB/AD
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Existing plus Project Traffic Conditions
Project Description
The Project is proposing to develop 202 single-family residential units. However, the site plan that this study was based off contains 203 dwelling units. Therefore, this analysis shall present a conservative analysis. Based on information provided to JLB, the Project is consistent with the Fresno General Plan.
Figure 3 illustrates the latest Project Site Plan.
Project Access
Access to and from the proposed Project site will be from four (4) access points along future California Avenue west of Armstrong Avenue and 2 (two) along the west side of Armstrong Avenue at buildout. The Project proposes to construct California Avenue west of Armstrong Avenue within the Project site for approximately 1,300 feet. The four (4) access points along California Avenue include two (2) access points located on either side of future California Avenue approximately 1,150 feet west of Armstrong Avenue and two (2) access point located on either side of future California Avenue approximately 550 feet west of Armstrong Avenue. All four (4) access points are proposed to have full access to California Avenue. The two (2) access points proposed along the west side of Armstrong Avenue are located approximately 330 feet north of California Avenue and approximately 600 feet south of California Avenue. Both of these access points are proposed to have full access to Armstrong Avenue. Furthermore, one (1) outlet on the south, one (1) outlet on the west and California Avenue on the west can all be connected to for more access in the future.
JLB analyzed the location of the existing and proposed roadways and access points relative to those in the vicinity of the Project site. A review of the existing and proposed roadways and access points indicates that they are located at points that minimize traffic operational impacts to existing and future roadway networks. A Project Site Plan with the Project’s opening day trip assignment can be found in Figure 3. It is recommended that left-turn pockets with a storage capacity of 150 feet be included as part of the design of California Avenue at its intersections with Burgan Avenue and Cypress Avenue.
Project Trip Generation
The trip generation rates for the proposed Project were obtained from the 11th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table IV presents the trip generation for the proposed Project with trip generation rates for 202 Single-Family Detached Housing dwelling units. At buildout, the proposed Project is estimated to generate approximately 1,905 daily trips, 141 AM peak hour trips and 190 PM peak hour trips.
Table IV: Project Trip Generation
Land Use (ITE Code) Size Unit
Daily AM (7-9) Peak Hour PM (4-6) Peak Hour
Rate Total Trip
Rate
In Out
In Out Total Trip
Rate
In Out
In Out Total
% %
Single-Family Detached
Housing (210) 202 d.u. 93.43 1,905 0.70 26 74 37 104 141 0.94 63 37 120 70 190 Total Driveway Trips 1,905 37 104 141 120 70 190
Note: d.u. = Dwelling Units
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Trip Distribution
The trip distribution assumptions were developed based on existing travel patterns, the Fresno COG Project Select Zone, the existing roadway network, engineering judgment, data provided by the developer, knowledge of the study area, existing residential and commercial densities and the Fresno General Plan Circulation Element in the vicinity of the Project site. The Project’s trip generation data was provided to Fresno COG to conduct a Project-specific Traffic Analysis Zone (TAZ) analysis using the Fresno COG ABM (Cumulative Year 2046). The Fresno COG Project Select Zone results are contained in Appendix C. Figure 4 illustrates the Project Only Trips at the study intersections.
Active Transportation Plan
The Fresno Active Transportation Plan (ATP) is an extensive guide detailing the conception for active transportation in the City of Fresno that was adopted in December 2016. This ATP aims to improve the safety, increase non-motorized trips, improve access and fill in gaps in networks for Fresno's pedestrians and bicyclists. In order to achieve these goals for active transportation, this ATP proposes a comprehensive network of citywide bikeways, trails and sidewalks. The recommended network would add 166 miles of Class I Bike Paths, 691 miles of Class II Bike Lanes, 69 miles of Class III Bike Routes, 21 miles of Class IV Separated Bikeways and 661 miles of sidewalks. This ATP also recommends bicycle detection at traffic signals, destination signage, bicycle parking, showers and changing facilities and bikeway maintenance. This network will be constructed in conjunction with adjacent land developments, roadway maintenance and active transportation infrastructure projects using funds from different local, state and federal sources.
Bikeways
The Fresno ATP classifies bicycle facilities into the following types:
• Class I Bikeway (Bike Path) – Provides a completely separated right-of-way for exclusive use of bicycles and pedestrians with crossflow minimized.
• Class II Bikeway (Bike Lane) – Provides a striped lane for one-way bike travel on a street or highway. • Class III Bikeway (Bike Route) – Provides a shared use with pedestrians or motor vehicle traffic, typically on lower volume roadways.
• Class IV Bikeways (Separated Bikeways) – Provides a protected lane for one-way bike travel (one-way cycle track) and protected lanes for two-way bike travel (two-way cycle track) on a street or highway.
Class II (Bike Lane) Bikeways exist in the vicinity of the Project site. In the vicinity of the Project site, Class II Bikeways exist along portions of Fowler Avenue, Armstrong Avenue, Hamilton Avenue, California Avenue and Church Avenue. The Fresno ATP recommends that Class II Bikeways be implemented adjacent to and in the vicinity of the Project site (City of Fresno, 2016). Adjacent to the Project site, a Class II Bikeway is planned along the west side of Armstrong Avenue. In the vicinity of the Project site, Class II Bikeways are planned on remaining stretches Fowler Avenue, Armstrong Avenue, Temperance Avenue, Hamilton Avenue, California Avenue and Church Avenue. In the vicinity of the Project site, a Class I Bikeway is planned on Temperance Avenue between SR 180 and North Avenue. Therefore, it is recommended that the Project construct a Class II Bikeway on its frontages to Armstrong Avenue and California Avenue. www.JLBtraffic.com
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Walkways
The Fresno ATP classifies pedestrian facilities into sidewalks and Class I Bike Paths. Pedestrian sidewalks exist in the vicinity of the Project site along portions of Fowler Avenue, Armstrong Avenue, Temperance Avenue, Hamilton Avenue, California Avenue and Church Avenue. The Fresno ATP recommends that pedestrian sidewalks be implemented in the vicinity of the Project site along remaining stretches of Fowler Avenue, Armstrong Avenue, Temperance Avenue, Hamilton Avenue, California Avenue and Church Avenue. Therefore, it is recommended the Project construct ADA compliant pedestrian sidewalks along internal streets connecting all uses to external sidewalks and along its frontages to Armstrong Avenue and California Avenue.
Transit
Fresno Area Express (FAX), is the transit operator in the City of Fresno. At present, there are two (2) FAX transit routes that operate in the vicinity of the proposed Project site, Routes 1 and 22. FAX Route 1, which runs on a portion of Kings Canyon Road, operates at 15-minute intervals on weekdays and weekends. The nearest stop on this route to the Project site is located along the north side of Kings Canyon Road approximately 750 feet east of Clovis Avenue. This route provides a direct connection to the River Park Shopping Center, Manchester Center, Fresno City College, Downtown Fresno, the Big Fresno Fair grounds and Sunnyside High School. FAX Route 22, which runs on Clovis Avenue, operates at 30- minute intervals on weekdays and weekends. The nearest stop on this route to the Project site is located along the west side of Burgan Avenue approximately 100 feet north of Lyell Avenue and is only used during peak hours. This route provides a direct connection Roosevelt High, the Amtrak Station, Central Library, Downtown Transit Center, Downtown Fresno, Community Center, Talking Book Library, West Lan Shopping Center and Fig Garden Library. It is worth noting that retention of the existing and expansion of future transit routes is dependent on transit ridership demand and available funding.
Safe Routes to School
Kindergarten through 12th grade students from the Project will be served by the Sanger Unified School District (SUSD). SUSD provides transportation for students who live in excess of an established radius zone.
The zone is a radius of 0.5 miles for Kindergarten, 0.75 miles for grades 1 through 6, 1.5 miles for grades 7 through 8 and 2 miles for grades 9 through 12.
Based on attendance area boundaries at the time of the preparation of this TIA, elementary school students would attend Sequoia Elementary School located at the northeast quadrant of Armstrong Avenue at Jensen Avenue. Sequoia Elementary School is located 0.57 and 0.85 miles from the nearest and farthest home on the Project. Therefore, it is anticipated that elementary school students will need to walk, bike or be driven between the Project and the school. www.JLBtraffic.com
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The most direct path from the Project to the Sequoia Elementary School campus can begin from the southwest corner of Armstrong Avenue at California Avenue. Students would proceed to travel south on the west side of Armstrong Avenue until reaching the northwest corner of Armstrong Avenue at Church Avenue. The intersection of Armstrong Avenue at Church Avenue is controlled by an all-way stop that contains no marked crosswalks. Students would cross either the north and east legs or the west and south legs at this intersection to reach the southeast corner of Armstrong Avenue at Church Avenue. Students would proceed to travel south on the east side of Armstrong Avenue until reaching the entrance to the school campus.
At the time of this TIA, most middle school and high school students will attend Washington Academic Middle School and Sanger West High School, respectively. Washington Academic Middle School is located
6.39 and 6.67 miles from the nearest and farthest home on the Project. Sanger West High School is located 0.64 and 0.94 miles from the nearest and farthest home on the Project. Therefore, it is anticipated that these middle school students would be bussed between the Project and the school and some high school students will need to walk, bike or be driven to school. However, in the future, all middle school and high school students will attend the SUSD Educational Center located at the southeast corner of Fowler Avenue at Church Avenue. SUSD Educational Center is located 0.64 and 0.94 miles from the nearest and furthest home on the Project. Therefore, it is anticipated that eventually middle school and high school students attending SUSD Educational Center will need to walk, bike or be driven between the Project and the school.
The most direct path from the Project to the SUSD Educational Center campus can begin from southwest corner of Armstrong Avenue at California Avenue. Students would proceed to travel south on the west side of Armstrong Avenue until reaching the northwest corner of Armstrong Avenue at Church Avenue.
The intersection of Armstrong Avenue at Church Avenue is controlled by an all-way stop that contains no marked crosswalks. Students would cross the west leg at this intersection to reach the southwest corner of Armstrong Avenue at Church Avenue. Students would proceed to travel west along the south side of Church Avenue until reaching an entrance to the school campus.
Stretches of Armstrong Avenue and Church Avenue that will be utilized by students to reach school campuses do not contain sidewalks. Also, the intersection of Armstrong Avenue at Church Avenue has no marked crosswalks. It is recommended that the Project and SUSD look into funding sources to enhance the walkways for Middle and High School students for and from the new Sanger West High School and Middle School.
Traffic Signal Warrants
Warrant 3 was prepared for the unsignalized intersections under the Existing plus Project Traffic Conditions scenario. These warrants are contained in Appendix J. Under this scenario, the intersections of Fowler Avenue at Hamilton Avenue, Temperance Avenue at Hamilton Avenue and Armstrong Avenue at Church Avenue are projected to satisfy Warrant 3 during one or both peak periods. Based on the traffic operational analysis and engineering judgment, it is not recommended that any study intersection be signalized since all unsignalized study intersections operate at an acceptable LOS under both peak periods. www.JLBtraffic.com
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Roadway Network
The Existing plus Project Traffic Conditions scenario assumes that the existing roadway geometrics and traffic controls will remain in place except for improvements along Armstrong Avenue, an extension of California Avenue west of Armstrong and east to Temperance Avenue and the signalization of Fowler Avenue at Church Avenue. As part of the Project, it is anticipated that California Avenue will be extended approximately 1,300 feet west of Armstrong Avenue and a second southbound lane would be added within the Project limits. Furthermore, a southbound right-turn lane will be added at the intersection of Armstrong Avenue at California Avenue. The intersection of Armstrong Avenue at California Avenue will be modified to accommodate these improvements. Based on feedback from the City of Fresno, this scenario assumes that the extension of California Avenue east to Temperance Avenue is completed by early 2023. Furthermore, the intersection of Temperance Avenue at California Avenue will be controlled by a one-way stop with a stop sign on the west leg of California Avenue. Also, it is assumed that the intersection of Fowler Avenue at Church Avenue would be signalized as part of the Sanger West High School and Middle School Project. These roadway network changes result in a modification of existing traffic patterns. Figure 5 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario.
Results of Existing plus Project Level of Service Analysis Figure 5 illustrates the Existing plus Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing plus Project Traffic Conditions scenario are provided in Appendix G. Table V presents a summary of the Existing plus Project peak hour LOS at the study intersections. Table VI presents a summary of the Existing plus Project peak hour LOS at the study segment.
Under this scenario, all study intersections are projected to continue operating at an acceptable LOS.
It is important to note that Synchro has a three-lane limitation on all-way stop intersections. Therefore, the intersection of Armstrong Avenue at Hamilton Avenue is coded with three lanes on legs that currently contain four lanes. These legs include the north and south legs of the intersection of Armstrong Avenue at Hamilton Avenue.
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516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 18
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Tract 6376 - City of Fresno
Traffic Impact Analysis Report
December 9, 2024
Table V: Existing plus Project Intersection LOS Results ID Intersection Intersection Control
AM (7 - 9) Peak Hour PM (4 - 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay(sec/veh) LOS
1 Fowler Avenue / Hamilton Avenue One-Way Stop 18.3 C 16.7 C 2 Armstrong Avenue / Hamilton Avenue All-Way Stop 11.4 B 10.2 B 3 Temperance Avenue / Hamilton Avenue All-Way Stop 14.8 B 11.2 B 4 Armstrong Avenue / California Avenue Two-Way Stop 12.4 B 10.9 B 5 Temperance Avenue / California Avenue One-Way Stop 13.4 B 12.3 B 6 Fowler Avenue / Church Avenue Traffic Signal 25.1 C 27.4 C 7 Armstrong Avenue / Church Avenue All-Way Stop 26.2 D 8.4 A Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.
Under this scenario, the study segment is projected to continue operating at an acceptable LOS.
Table VI: Existing plus Project Segment LOS Results
ID Segment Limits Lanes 24-hour
Volume
AM Peak
Volume AM LOS PM PeakVolume PM LOS
1 Armstrong Avenue Geary Avenue and Church Avenue 2 4,138 576 C 275 A Note: LOS = Level of Service per HCM 6th Edition methodologies in HCS7 software PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Tract 6376 - City of Fresno
Project Site Plan
Figure 3
SJVRR
CALIFORNIA AVE
GEARY ST
ERIN AVE ARMSTRONG AVE BURL AVE LINDA LN
CHRISTINE AVE BURL AVE DOUGLAS AVE CYPRESS AVE
N
Not To Scale
12(34)6(12)
1(1)
California Ave Armstrong Ave
California Ave
Armstrong Ave & B 8(8) 8(21)
2(17)
0(2)
21(15)
14(6)
23(23)
2(11)25(18)
Driveway B Armstrong Ave
Driveway B
Armstrong Ave & C 13(26)
17(9)
5(12)
4(4)
7(20)14(43)
Driveway A Armstrong Ave
Driveway A
Armstrong Ave & A 30(26) 1(5)
4(3)
22(11)
LEGEND
X = PROJECT DRIVEWAY
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
XX
(XX)
004-223 - 12/04/24 - AB/AD
A
B
DRIVEWAY B C
DRIVEWAY A LINDA LN
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Not To Scale
Tract 6376 - City of Fresno
Project Trip Distribution
Figure 4
2 3
4 5
7 SJVRR
CHURCH AVE
BUTLER AVE
6 HAMILTON AVE
CALIFORNIA AVE
5(18)
9(4)
Hamilton Ave Armstrong Ave
Hamilton Ave
Armstrong Ave & 2. 10(8) 33(25)
2(12)
14(33)
2(12)2(19)
Hamilton Ave Temperance Ave
Hamilton Ave
Temperance Ave & 3. 15(7)
9(4)
12(34)6(12)
1(1)
California Ave Armstrong Ave
California Ave
Armstrong Ave & 4. 8(8) 8(21)
2(17)
0(2)
21(15)
14(6)
23(23)
3(3)
Church Ave Fowler Ave
Church Ave
Fowler Ave & 6. 2(0)
2(5)
9(2)
2(3)
11(7)31(17)0(3)
Church Ave Armstrong Ave
Church Ave
Armstrong Ave & 7. 7(32)
6(0)
5(6)
2(19)
California Ave Temperance Ave
California Ave
Temperance Ave & 5.
15(7)
14(33)
Hamilton Ave Fowler Ave
Hamilton Ave
Fowler Ave & 1 2(0)
33(25)
1 N
Not To Scale
PROJECT LOCATION TEMPERANCE AVE ARMSTRONG AVE FOWLER AVE [375] [341]
KINGS CANYON RD
LEGEND
# = STUDY INTERSECTION
= FUTURE ROADWAY
= STUDY SEGMENT
XX
(XX)
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
[XX] = DAILY TRIPS
004-223 - 12/04/24 - AB/AD
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 9370423(17)
146(118)34(27)
84(43)
Hamilton Ave Armstrong Ave
Hamilton Ave
Armstrong Ave & 2. 149(136) 107(63)
52(22)
51(46)
53(50)
76(79)
97(55)
27(14)
59(131)295(289)
Hamilton Ave Temperance Ave
Hamilton Ave
Temperance Ave & 3. 237(233) 23(35)
73(27)
231(85)
12(34)211(111)25(46)
69(20) California Ave Armstrong Ave
California Ave
Armstrong Ave & 4. 146(112) 8(21)
76(43)
2(17)
101(27)
21(15)
14(6)
23(23)
106(122)316(187)82(15)
60(28)
Church Ave Fowler Ave
Church Ave
Fowler Ave & 6. 291(262) 130(36)
60(25)
95(57)
68(23)
112(30)
127(66)
106(134)
77(36)261(62)30(10)
33(4)
Church Ave Armstrong Ave
Church Ave
Armstrong Ave & 7. 138(117) 146(32)
24(0)
20(13)
28(2)
157(23)
57(36)
46(50)
Tract 6376 - City of Fresno
Existing plus Project - Traffic Volumes, Geometrics and Controls Figure 5
2 3
4 5
7 SJVRR
CHURCH AVE
BUTLER AVE
6 HAMILTON AVE
CALIFORNIA AVE
6(1)
10(6)
6(83)362(233)2(1)
1(1)
California Ave Temperance Ave
California Ave
Temperance Ave & 5. 206(239)
52(11)
9(25)
54(29)358(461)
77(181)
97(63) Hamilton Ave Fowler Ave
Hamilton Ave
Fowler Ave & 1 511(429)
177(141)
128(48)
1(0)
1 Not To Scale
N
PROJECT LOCATION TEMPERANCE AVE ARMSTRONG AVE FOWLER AVE [2094] [2044]
KINGS CANYON RD
LEGEND
004-223 - 12/04/24 - AB/AD
# = STUDY INTERSECTION
= FUTURE ROADWAY
= STUDY SEGMENT
XX
(XX)
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
= STOP SIGN
= TRAFFIC SIGNAL
[XX] = DAILY TRIPS
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516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 22
(559) 570-8991
Tract 6376 - City of Fresno
Traffic Impact Analysis Report
December 9, 2024
Near Term plus Project Traffic Conditions
Description of Near Term Projects
Near Term Projects consist of developments that are either under construction, built but not fully occupied, are not built but have final site development review (SDR) approval, or for which the lead agency or responsible agencies have knowledge of. The City of Fresno and County of Fresno staff were consulted throughout the preparation of this TIA regarding Near Term Projects that could potentially impact the study intersections. JLB staff conducted a reconnaissance of the surrounding area to confirm the Near Term Projects. Therefore, the Near Term Projects listed in Table VII were within the proximity of the Project site.
Table VII: Near Term Projects’ Trip Generation
Near Term
Project ID
Near Term
Project Name
Daily
Trips
AM
Peak Hour
PM
Peak Hour
A Tract 5498¹ 754 56 75
B Tract 5717 (portion of)¹ 2,625 89 250
C Tract 6201 (portion of)² 1,510 118 158
D Tract 6214 (portion of)² 94 7 10
E Tract 6219¹ 1,207 90 120
F Tract 6224 (portion of)³ 897 70 94
G Tract 6298² 1,048 82 110
H Tract 6299 (portion of)² 481 38 50
I Tract 6325¹ 594 44 59
J 7/11 and Fuel Station¹ 2,566 157 213
K BDM Builders² 10,432 727 833
L Fancher Creek Town Center (portion of)¹ 55,815 2,065 4,865 M Fowler Commercial¹ 3,404 287 229
N Fowler-McKinley Elementary School² 605 214 54
O Hale Property¹ 1,367 102 136
P Lennar Homes (portion of)¹ 57 4 6
Q Malaga² 4,640 603 568
R Ohanesian² 1,879 147 197
S SUSD Educational Center³ 5,128 1,514 452
T SUSD Temperance Elementary School² 1,323 469 119
Total Near Term Project Trips 96,426 6,883 8,598
Note: 1 = Trip Generation prepared by JLB Traffic Engineering, Inc. based on readily available information 2 = Trip Generation based on JLB Traffic Engineering, Inc. Traffic Impact Analysis Report 3 = Trip Generation based on a Traffic Impact Analysis Report by another Traffic Engineering Firm The trip generation listed in Table VII is that which is anticipated to be added to the streets and highways by Near Term Projects between the time of the preparation of this Report and five (5) years after buildout of the proposed Project. As shown in Table VII, the total trip generation for the Near Term Projects is 96,426 weekday daily trips, 6,883 weekday AM peak hour trips and 8,598 weekday PM peak hour trips.
Figure 6 illustrates the location of the Near Term Projects and their combined trip assignment to the study intersections under the Near Term plus Project Traffic Conditions scenario. www.JLBtraffic.com
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516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 23
(559) 570-8991
Tract 6376 - City of Fresno
Traffic Impact Analysis Report
December 9, 2024
Traffic Signal Warrants
Warrant 3 was prepared for the unsignalized intersections under the Near Term plus Project Traffic Conditions scenario. These warrants are contained in Appendix J. Under this scenario, the intersections of Fowler Avenue at Hamilton Avenue, Armstrong Avenue at Hamilton Avenue, Temperance Avenue at Hamilton Avenue, Temperance Avenue at California Avenue and Armstrong Avenue at Church Avenue are projected to satisfy Warrant 3 during one or both peak periods. Based on the traffic signal warrants, operational analysis and engineering judgment, it is recommended that the intersections of Temperance Avenue at Hamilton Avenue and Armstrong Avenue at Church Avenue be signalized.
Roadway Network
The Near Term plus Project Traffic Conditions scenario assumes that the Existing plus Project Traffic Conditions roadway geometrics and traffic controls will remain in place. Figure 7 illustrates the assumed intersection geometrics and traffic controls for these intersections under this scenario.
Results of Near Term plus Project Level of Service Analysis Figure 7 illustrates the Near Term plus Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Near Term plus Project Traffic Conditions scenario are provided in Appendix H. Table VIII presents a summary of the Near Term plus Project peak hour LOS at the study intersections. Table IV presents a summary of the Near Term plus Project peak hour LOS at the study segment.
Under this scenario, the intersections of Temperance Avenue at Hamilton Avenue and Armstrong Avenue at Church Avenue are projected to exceed their LOS threshold during the AM peak period. It is recommended that the following improvements be considered for implementation to improve the LOS at these intersections.
• Temperance Avenue / Hamilton Avenue
o Open the southbound left-turn lane to allow southbound to northbound U-turns; and o Signalize the intersection with protective left-turn phasing in all directions. • Armstrong Avenue / Church Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through lane; o Add an eastbound right-turn lane;
o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a though-right lane; o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through-right lane; and o Signalize the intersection with protective left-turn phasing in all directions. www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 24
(559) 570-8991
Tract 6376 - City of Fresno
Traffic Impact Analysis Report
December 9, 2024
It is important to note that Synchro has a three-lane limitation on all-way stop intersections. Therefore, the intersection of Armstrong Avenue at Hamilton Avenue is coded with three lanes on legs that currently contain four lanes. These legs include the north and south legs of the intersection of Armstrong Avenue at Hamilton Avenue.
Table VIII: Near Term plus Project Intersection LOS Results ID Intersection Intersection Control
AM (7 - 9) Peak Hour PM (4 - 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay(sec/veh) LOS
1 Fowler Avenue / Hamilton Avenue One-Way Stop 22.3 C 20.5 C 2 Armstrong Avenue / Hamilton Avenue All-Way Stop 14.0 B 11.4 B 3 Temperance Avenue / Hamilton Avenue
All-Way Stop 38.7 E 15.1 C
Traffic Signal (Improved) 12.8 B 9.3 A
4 Armstrong Avenue / California Avenue Two-Way Stop 18.3 C 12.7 B 5 Temperance Avenue / California Avenue One-Way Stop 23.8 C 15.3 C 6 Fowler Avenue / Church Avenue Traffic Signal 29.8 C 24.2 C 7 Armstrong Avenue / Church Avenue
All-Way Stop >120.0 F 10.0 A
Traffic Signal (Improved) 48.2 D 16.0 B
Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.
Under this scenario, the study segment is projected to continue operating at an acceptable LOS.
Table IX: Near Term plus Project Segment LOS Results
ID Segment Limits Lanes 24-hour
Volume
AM Peak
Volume AM LOS PM PeakVolume PM LOS
1 Armstrong Avenue Geary Avenue and Church Avenue 2 5,560 682 C 351 A Note: LOS = Level of Service per HCM 6th Edition methodologies in HCS7 software PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Tract 6376 - City of Fresno
Near Term Trip Distribution
Figure 6
A
Not To Scale
N 1(3) 58(28) 2(5) 16(15)
Hamilton Ave Armstrong Ave
Hamilton Ave
Armstrong Ave & 2. 38(33) 58(36)
3(3)
11(12)
16(35)
1(2)
4(16)177(94)
Hamilton Ave Temperance Ave
Hamilton Ave
Temperance Ave & 3. 109(104)
55(4)
17(2)
8(6)
13(52)72(15)9(5)
8(12) California Ave Armstrong Ave
California Ave
Armstrong Ave & 4. 11(23) 80(59)
2(3)
3(11)
8(1)
26(17)
10(6)
39(27)
8(18)72(52)10(5)
38(16)
Church Ave Fowler Ave
Church Ave
Fowler Ave & 6. 52(24) 46(73)
7(4)
17(4)
57(13)
39(15)
16(8)
12(16)
27(5)49(18)0(4)
0(2)
Church Ave Armstrong Ave
Church Ave
Armstrong Ave & 7. 12(38) 37(9)
3(3)
278(66)
2(0)
24(10)
183(71)
15(8)
2(0)
4(16)214(85)
California Ave Temperance Ave
California Ave
Temperance Ave & 5. 82(101) 1(2)
66(0)
54(9)88(74)
15(39)
Hamilton Ave Fowler Ave
Hamilton Ave
Fowler Ave & 1 72(87)
37(33)
KINGS CANYON RD
D C
F
I H
J
K
L N
O
P
Q S
R
T
M B G
E 37(14)
2 3
4 5
7 SJVRR
CHURCH AVE
BUTLER AVE
6 HAMILTON AVE
CALIFORNIA AVE
1 PROJECT LOCATION TEMPERANCE AVE ARMSTRONG AVE FOWLER AVE [711] [711] LEGEND
# = STUDY INTERSECTION
= FUTURE ROADWAY
= STUDY SEGMENT
= AM NEAR TERM TRIPS
= PM NEAR TERM TRIPS
XX
(XX)
[XX] = DAILY TRIPS
X = NEAR TERM PROJECT LOCATION
004-223 - 12/04/24 - AB/AD
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 9370424(20)
204(146)36(32)
100(58)
Hamilton Ave Armstrong Ave
Hamilton Ave
Armstrong Ave & 2. 207(172) 145(96)
55(25)
51(46)
64(62)
92(114)
97(55)
28(16)
63(147)472(383)
Hamilton Ave Temperance Ave
Hamilton Ave
Temperance Ave & 3. 346(337) 40(37)
128(31)
239(91)
25(86)283(126)34(51)
77(32) California Ave Armstrong Ave
California Ave
Armstrong Ave & 4. 226(171) 19(14)
78(46)
5(28)
109(28)
47(32)
24(12)
62(50)
114(140)388(239)92(20)
98(44)
Church Ave Fowler Ave
Church Ave
Fowler Ave & 6. 337(335) 182(60)
67(29)
112(61)
125(36)
151(45)
143(74)
118(150)
104(41)310(80)30(14)
33(6)
Church Ave Armstrong Ave
Church Ave
Armstrong Ave & 7. 150(155) 183(41)
27(3)
298(79)
30(2)
181(33)
240(107)
61(58)
Tract 6376 - City of Fresno
Near Term plus Project - Traffic Volumes, Geometrics and Controls Figure 7
2 3
4 5
7 SJVRR
CHURCH AVE
BUTLER AVE
6 HAMILTON AVE
CALIFORNIA AVE
8(1)
10(6)
10(99)576(318)2(1)
1(1)
California Ave Temperance Ave
California Ave
Temperance Ave & 5. 288(340) 10(27)
118(11)
108(38)446(535)
92(220)
97(63) Hamilton Ave Fowler Ave
Hamilton Ave
Fowler Ave & 1 583(516)
214(174)
128(48)
38(14)
1 PROJECT LOCATION TEMPERANCE AVE ARMSTRONG AVE FOWLER AVE [2805] [2755]
KINGS CANYON RD
N
Not To Scale
LEGEND
# = STUDY INTERSECTION
= FUTURE ROADWAY
= STUDY SEGMENT
XX
(XX)
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
= STOP SIGN
= TRAFFIC SIGNAL
[XX] = DAILY TRIPS
004-223 - 12/04/24 - AB/AD
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[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 27
(559) 570-8991
Tract 6376 - City of Fresno
Traffic Impact Analysis Report
December 9, 2024
Cumulative Year 2046 plus Project Traffic Conditions
Roadway Network
The Cumulative Year 2046 plus Project Traffic Conditions scenario assumes that the Near Term plus Project roadway geometrics and traffic controls will remain in place except for an extension of California Avenue. It is anticipated that California Avenue will be extended to connect to Temperance Avenue. This roadway network change results in a modification of existing traffic patterns. Figure 8 illustrates the 2046 Project Only Trips at the study intersections.
Traffic Signal Warrants
Warrant 3 was prepared for the unsignalized intersections under the Cumulative Year 2046 plus Project Traffic Conditions scenario. These warrants are contained in Appendix J. Under this scenario, the intersections of Fowler Avenue at Hamilton Avenue, Armstrong Avenue at Hamilton Avenue, Temperance Avenue at Hamilton Avenue, Armstrong Avenue at California Avenue, Temperance Avenue at California Avenue and Armstrong Avenue at Church Avenue are projected to satisfy Warrant 3 during one or both peak periods. Based on the traffic signal warrants, operational analysis and engineering judgment, it is recommended that the intersections of Temperance Avenue at Hamilton Avenue, Temperance Avenue at California Avenue and Armstrong Avenue at Church Avenue be signalized.
Results of Cumulative Year 2046 plus Project Level of Service Analysis Figure 9 illustrates the Cumulative Year 2046 plus Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Cumulative Year 2046 plus Project Traffic Conditions scenario are provided in Appendix I. Table X presents a summary of the Cumulative Year 2046 plus Project peak hour LOS at the study intersections. Table XI presents a summary of the Cumulative Year 2046 plus Project peak hour LOS at the study segment.
Under this scenario, the intersections of Temperance Avenue at Hamilton Avenue, Temperance Avenue at California Avenue and Armstrong Avenue at Church Avenue are projected to exceed their LOS threshold during one or both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at these intersections. • Temperance Avenue / Hamilton Avenue
o Open the southbound left-turn lane to allow southbound to northbound U-turns; o Add a second southbound through lane with a receiving lane south of Hamilton Avenue; o Modify the southbound trap right-turn lane to a typical right-turn lane; and o Signalize the intersection with protective left-turn phasing in all directions. • Temperance Avenue / California Avenue
o Add a second southbound through lane with a receiving lane south of California Avenue; and o Signalize the intersection with protective left-turn phasing in all directions. www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 Page | 28
(559) 570-8991
Tract 6376 - City of Fresno
Traffic Impact Analysis Report
December 9, 2024
• Armstrong Avenue / Church Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through lane; o Add an eastbound right-turn lane;
o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane; o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a though-right lane; o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through-right lane; and o Signalize the intersection with protective left-turn phasing in all directions.
It is important to note that Synchro has a three-lane limitation on all-way stop intersections. Therefore, the intersection of Armstrong Avenue at Hamilton Avenue is coded with three lanes on legs that currently contain four lanes. These legs include the north and south legs of the intersection of Armstrong Avenue at Hamilton Avenue.
Table X: Cumulative Year 2046 plus Project Intersection LOS Results ID Intersection Intersection Control
AM (7 - 9) Peak Hour PM (4 - 6) Peak Hour
Average Delay
(sec/veh) LOS Average Delay(sec/veh) LOS
1 Fowler Avenue / Hamilton Avenue One-Way Stop 29.3 D 20.5 C 2 Armstrong Avenue / Hamilton Avenue All-Way Stop 12.6 B 10.9 B 3 Temperance Avenue / Hamilton Avenue
All-Way Stop >120.0 F >120.0 F
Traffic Signal (Improved) 29.9 C 12.3 B
4 Armstrong Avenue / California Avenue Two-Way Stop 20.6 C 14.0 B 5 Temperance Avenue / California Avenue
One-Way Stop >120.0 F >120.0 F
Traffic Signal (Improved) 12.2 B 7.5 A
6 Fowler Avenue / Church Avenue Traffic Signal 30.5 C 22.9 C 7 Armstrong Avenue / Church Avenue
All-Way Stop >120.0 F 10.0 A
Traffic Signal (Improved) 48.6 D 16.1 B
Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls.
LOS for two-way STOP controlled intersections are based on the worst approach/movement of the minor street.
Under this scenario, the study segment is projected to continue operating at an acceptable LOS.
Table XI: Cumulative Year 2046 plus Project Segment LOS Results ID Segment Limits Lanes 24-hour
Volume
AM Peak
Volume AM LOS PM PeakVolume PM LOS
1 Armstrong Avenue Geary Avenue and Church Avenue 2 5,439 672 C 336 A Note: LOS = Level of Service per HCM 6th Edition methodologies in HCS7 software PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
004-223 - 12/02/24 - AB
N
Not To Scale
Tract 6376 - City of Fresno
2046 Project Only Trips
Figure 8
LEGEND
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
XX
(XX)
KINGS CANYON RD
2 3
4 5
7 SJVRR
CHURCH AVE
BUTLER AVE
6 HAMILTON AVE
CALIFORNIA AVE
1 PROJECT LOCATION TEMPERANCE AVE ARMSTRONG AVE FOWLER AVE [228] [219]
1. Fowler Ave &
Hamilton Ave
12(9) 23(16)
9(21)5(12) Folwer Ave Hamilton Ave
2. Armstrong Ave &
Hamilton Ave
5(12)
2(12)
12(9)10(8)
9(4)
5(18) Armstrong Ave Hamilton Ave
3. Temperance Ave &
Hamilton Ave
9(4)
15(7)
2(12)2(19) Folwer Ave
Hamilton Ave
4. Armstrong Ave &
California Ave
12(15)
14(6)
12(10)
0(2)
2(17)
5(14)
7(6)1(1)
7(25)5(9) Armstrong Ave California Ave
5. Temperance Ave &
California Ave
15(7) 2(19) Temperance Ave
California Ave
6. Fowler Ave &
Church Ave
2(2)
0(1)
3(1)
1(2) 6(12) 1(1)
1(3)16(7) Fowler Ave Church Ave
7. Armstrong Ave &
Church Ave
1(2)
6(0) 5(22)
4(3)21(11)0(3) Armstrong Ave Church Ave
# = STUDY INTERSECTION
= FUTURE ROADWAY
= STUDY SEGMENT
[XX] = DAILY TRIPS
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
Tract 6376 - City of Fresno
Cumulative Year 2046 plus Project - Traffic Volumes, Geometrics and Controls Figure 9
KINGS CANYON RD
1. Fowler Ave &
Hamilton Ave
148(52)
172(130) 702(557) 108(82)
495(610)94(176) Folwer Ave Hamilton Ave
2. Armstrong Ave &
Hamilton Ave
31(16)
120(90)
77(58)
60(98)
69(50)
68(25)
100(49)
203(181)
94(65)
27(20)191(140)40(34) Armstrong Ave Hamilton Ave
3. Temperance Ave &
Hamilton Ave
261(142)
112(34)
36(39)
916(1029)
86(179)1148(1117) Folwer Ave
Hamilton Ave
4. Armstrong Ave &
California Ave
25(22)
105(28)
37(24)
107(27)
54(105)
78(46)
18(33)
220(158)
76(28)
11(42)271(136)31(51) Armstrong Ave California Ave 7(1)
5. Temperance Ave &
California Ave
142(61)
105(12)
10(28)
810(1007)
58(168)1171(983)2(1) Temperance Ave
California Ave 10(6)
1(1)
47(18)
6. Fowler Ave &
Church Ave
121(155)
165(76)
160(47)
130(38)
113(61)
75(29)
194(65)
415(368)
102(46)
117(145)444(262)94(20) Fowler Ave Church Ave
7. Armstrong Ave &
Church Ave
74(59)
288(127)
187(35)
30(2)
367(96)
39(7)
192(43)
145(130)
33(6)
99(41)281(81)34(18) Armstrong Ave Church Ave
N
LEGEND
2 3
4 5
7 SJVRR
CHURCH AVE
BUTLER AVE
6 HAMILTON AVE
CALIFORNIA AVE
1 PROJECT LOCATION TEMPERANCE AVE ARMSTRONG AVE FOWLER AVE [2684] [2755] Not To Scale
# = STUDY INTERSECTION
= FUTURE ROADWAY
= STUDY SEGMENT
XX
(XX)
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
= STOP SIGN
= TRAFFIC SIGNAL
[XX] = DAILY TRIPS
004-223 - 12/04/24 - AB/AD
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Queuing Analysis
Table XII provides a queue length summary for left-turn and right-turn lanes at the study intersections under all study scenarios. The queuing analyses for the study intersections are contained in the LOS worksheets for the respective scenarios. Appendix D contains the methodologies used to evaluate these intersections. Queuing analyses were completed using SimTraffic output information. Synchro provides both 50th and 95th percentile maximum queue lengths (in feet). According to the Synchro manual, “the 50th percentile maximum queue is the maximum back of queue on a typical cycle and the 95th percentile queue is the maximum back of queue with 95th percentile volumes” (Cubic ITS, Inc., 2023). The queues shown in Table XII are the 95th percentile queue lengths for the respective lane movements.
The California Highway Design Manual (CA HDM) provides guidance for determining deceleration lengths for the left-turn and right-turn lanes based on design speeds. According to the CA HDM, tapers for rightturn lanes are “usually unnecessary since main line traffic need not be shifted laterally to provide space for the right-turn lane. If, in some rare instances, a lateral shift were needed, the approach taper would use the same formula as for a left-turn lane” (Caltrans, 2021). Therefore, a bay taper length pursuant to the CA HDM would need to be added, as necessary, to the recommended storage lengths presented in Table XII.
The storage capacity for the Cumulative Year 2046 plus Project Traffic Conditions shall be based on the SimTraffic output files and engineering judgment. The values in bold presented in Table XII are the projected queue lengths that will likely need to be accommodated by the Cumulative Year 2046 plus Project Traffic Conditions scenario. At the remaining approaches of the study intersections, the existing storage capacity will be sufficient to accommodate the maximum queue. www.JLBtraffic.com
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Table XII: Queuing Analysis
ID Intersection Existing Queue Storage Length (ft.) Existing Existing plus Project
Near Term plus
Project
Cumulative Year
2046 plus
Project
AM PM AM PM AM PM AM PM
1 Fowler Avenue
/
Hamilton Avenue
Westbound Left >500 127 66 172 58 427 76 320 91
Westbound Right 100 87 65 141 87 236 73 198 86
Northbound Through-Right >500 10 0 23 22 15 22 19 24
Southbound Left 250 48 77 71 75 72 92 62 76
Southbound Through >500 0 0 0 0 0 0 0 10
2 Armstrong Avenue
/
Hamilton Avenue
Eastbound Left 175 39 22 42 28 42 30 39 39
Eastbound Through >500 68 44 63 46 64 57 70 58
Eastbound Right 175 47 42 52 45 55 54 47 52
Westbound Left 200 44 47 37 41 44 44 58 51
Westbound Through >500 50 42 55 49 43 44 54 35
Westbound Right 200 25 30 38 25 42 34 44 33
Northbound Left 150 53 44 49 41 58 40 77 47
Northbound Through >500 55 52 74 56 94 68 81 66
Northbound Right 150 59 38 40 27 50 36 50 49
Southbound Left 200 38 38 34 34 46 32 45 32
Southbound Through >500 51 58 57 45 75 47 62 62
Southbound Right 100 32 16 39 20 28 25 29 30
3 Temperance
Avenue
/
Hamilton Avenue
Eastbound Left 190 85 28 83 35 140 84 248 130
Eastbound Right >500 50 19 33 24 61 16 170 43
Northbound Left 200 42 48 37 43 50 53 61 123
Northbound Through >500 73 81 80 83 138 139 382 476
Southbound Through >500 112 61 102 93 193 165 270 272
Southbound Through * * * * * * * 262 248
Southbound Right >300 39 63 54 63 39 59 49 50
Note: * = Does not exist or is not projected to exist
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Table XII: Queuing Analysis (continued)
ID Intersection Existing Queue Storage Length (ft.) Existing Existing plus Project
Near Term plus
Project
Cumulative Year
2046 plus
Project
AM PM AM PM AM PM AM PM
4 Armstrong Avenue
/
California Avenue
Eastbound Left * * * 41 37 61 51 42 40
Eastbound Through * * * 25 16 39 30 65 33
Eastbound Right * * * 38 24 43 32 39 34
Westbound Left >500 82 38 54 34 56 37 78 29
Westbound Through * * * 6 25 23 43 36 76
Westbound Right >500 54 25 35 25 33 25 37 25
Northbound Left * * * 19 14 25 25 15 30
Northbound Through >500 0 0 0 0 0 0 0 0
Northbound Through >500 0 0 0 0 0 0 0 0
Northbound Right 150 0 0 0 0 0 0 0 0
Southbound Left 230 23 37 24 22 30 33 21 24
Southbound Through >500 0 0 0 0 0 0 0 0
Southbound Through >500 0 0 0 0 0 0 0 0
Southbound Right * * * 0 4 0 7 0 4
5 Temperance
Avenue
/
California Avenue
Eastbound Left * * * 38 27 76 48 165 59
Eastbound Right * * * 32 19 83 20 81 14
Northbound Left * * * 12 21 16 40 24 75
Northbound Through * * * 0 0 0 0 278 408
Southbound Left * * * 0 0 0 9 14 8
Southbound Through * * * * * * 0 184 221
Southbound Through * * * 0 0 0 0 199 242
Southbound Right * * * 0 0 0 0 38 48
Note: * = Does not exist or is not projected to exist
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Table XII: Queuing Analysis (continued)
ID Intersection Existing Queue Storage Length (ft.) Existing Existing plus Project
Near Term plus
Project
Cumulative Year
2046 plus
Project
AM PM AM PM AM PM AM PM
6 Fowler Avenue
/
Church Avenue
Eastbound Left 215 76 67 124 118 147 133 159 156
Eastbound Through >500 71 43 90 56 110 59 135 80
Eastbound Through * * * 49 8 34 13 66 14
Eastbound Right >300 56 44 42 30 69 40 59 32
Westbound Left * * * 94 40 147 48 157 58
Westbound Left-Through-Right >500 101 55 * * * * * *
Westbound Through-Right * * * 114 69 176 76 140 95
Northbound Left 240 71 33 141 45 198 91 244 76
Northbound Through * * * 267 148 248 161 306 199
Northbound Through-Right >500 148 82 * * * * * *
Northbound Right * * * 44 20 41 21 36 22
Southbound Left 240 64 29 135 39 136 60 142 36
Southbound Through >500 115 73 134 103 186 110 201 140
Southbound Through >500 90 81 114 35 155 70 166 115
Southbound Right 170 0 0 54 67 64 51 82 73
7 Armstrong Avenue
/
Church Avenue
Eastbound Left * * * * * 106 67 101 74
Eastbound Through * * * * * 206 80 193 58
Eastbound Left-Through-Right >500 77 41 104 62 * * * *
Eastbound Right * * * * * 100 56 98 42
Westbound Left * * * * * 69 15 47 19
Westbound Left-Through-Right >500 49 28 49 36 * * * *
Westbound Through-Right * * * * * 265 67 236 76
Northbound Left * * * * * 231 42 185 47
Northbound Left-Through-Right >500 93 60 94 47 * * * *
Northbound Through-Right * * * * * 195 93 126 84
Southbound Left * * * * * 61 34 50 53
Southbound Left-Through-Right >500 107 56 112 43 * * * * Southbound Through-Right * * * * * 284 73 244 88
Note: * = Does not exist or is not projected to exist
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Conclusions and Recommendations
Conclusions and recommendations regarding the proposed Project are presented below.
Existing Traffic Conditions
• JLB conducted a search of the Statewide Integrated Traffic Records System (SWITRS) to obtain collision reports for the most recent five-year period. Based on a review of the collision reports, a total of twenty-three (23) collisions were reported within the influence zone of the study intersections. Based on the number of correctable collisions, JLB does not recommended changes to the existing traffic controls at any of these intersections as a result of collision activity. • At present, all study intersections operate at an acceptable LOS. • At present, the study segment operates at an acceptable LOS.
Existing plus Project Traffic Conditions
• JLB analyzed the location of the existing and proposed roadways and access points. This review revealed that all access points are located at points that minimize traffic operational impacts to existing and future roadway networks.
• At buildout, the proposed Project is estimated to generate a maximum of 1,905 daily trips, 141 AM peak hour trips and 190 PM peak hour trips.
• It is recommended that left-turn pockets with a storage capacity of 150 feet be included as part of the design of California Avenue at its intersections with Burgan Avenue and Cypress Avenue. • It is recommended that the Project implement a Class II Bikeways along its frontages to Armstrong Avenue and California Avenue.
• It is recommended that the Project implement ADA compliant pedestrian sidewalks along internal streets connecting all uses to external sidewalks and along its frontages to Armstrong Avenue and California Avenue.
• It is recommended that the Project and SUSD look into funding sources to enhance the walkways for Middle and High School students for and from the Sanger West High School and Middle School. • Under this scenario, all study intersections are projected to continue operating at an acceptable LOS. • Under this scenario, the study segment is projected to continue operating at an acceptable LOS.
Near Term plus Project Traffic Conditions
• The total trip generation for the Near Term Projects is 96,426 weekday daily trips, 6,883 weekday AM peak hour trips and 8,598 weekday PM peak hour trips.
• Under this scenario, the intersections of Temperance Avenue at Hamilton Avenue and Armstrong Avenue at Church Avenue are projected to exceed their LOS threshold during AM peak period. It is recommended that the following improvements be considered for implementation to improve the LOS at these intersections.
o Temperance Avenue / Hamilton Avenue
Open the southbound left-turn lane to allow southbound to northbound U-turns; and Signalize the intersection with protective left-turn phasing in all directions. o Armstrong Avenue / Church Avenue
Add an eastbound left-turn lane;
Modify the eastbound left-through-right lane to a through lane; www.JLBtraffic.com
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Add an eastbound right-turn lane;
Add a westbound left-turn lane;
Modify the westbound left-through-right lane to a through-right lane; Add a northbound left-turn lane;
Modify the northbound left-through-right lane to a though-right lane; Add a southbound left-turn lane;
Modify the southbound left-through-right lane to a through-right lane; and Signalize the intersection with protective left-turn phasing in all directions. • Under this scenario, the study segment is projected to continue operating at an acceptable LOS.
Cumulative Year 2046 plus Project Traffic Conditions
• Under this scenario, the intersections of Temperance Avenue at Hamilton Avenue, Temperance Avenue at California Avenue and Armstrong Avenue at Church Avenue are projected to exceed their LOS threshold during one or both peak periods. It is recommended that the following improvements be considered for implementation to improve the LOS at these intersections. o Temperance Avenue / Hamilton Avenue
Open the southbound left-turn lane to allow southbound to northbound U-turns; Add a second southbound through lane with a receiving lane south of Hamilton Avenue; Modify the southbound trap right-turn lane to a typical right-turn lane; and Signalize the intersection with protective left-turn phasing in all directions. o Temperance Avenue / California Avenue
Add a second southbound through lane with a receiving lane south of California Avenue; and Signalize the intersection with protective left-turn phasing in all directions. o Armstrong Avenue / Church Avenue
Add an eastbound left-turn lane;
Modify the eastbound left-through-right lane to a through lane; Add an eastbound right-turn lane;
Add a westbound left-turn lane;
Modify the westbound left-through-right lane to a through-right lane; Add a northbound left-turn lane;
Modify the northbound left-through-right lane to a though-right lane; Add a southbound left-turn lane;
Modify the southbound left-through-right lane to a through-right lane; and Signalize the intersection with protective left-turn phasing in all directions. • Under this scenario, the study segment is projected to continue operating at an acceptable LOS. www.JLBtraffic.com
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Study Participants
JLB Traffic Engineering, Inc. Personnel:
Jose Luis Benavides, PE, TE Project Manager
Matthew Arndt, EIT Engineer I/II
Adrian Benavides Engineer I/II
Christian Sanchez, EIT Engineer I/II
Arjun Dhillon Engineering Aide
Diana Cortes Engineering Aide
Persons Consulted:
John Bonadelle Bonadelle Neighborhoods
Trent Walker Bonadelle Neighborhoods
Jill Gormley, TE City of Fresno
Sophia Pagoulatos City of Fresno
Hector Luna Fresno County
Mike Aronson, PE Kittelson & Associates
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References
Caltrans. 2019. "Highway Design Manual". Sacramento: State of California.
Caltrans. 2020. “Vehicle Miles Traveled-Focused Transportation Impact Study Guide”. Sacramento: State of California.
Caltrans. 2021. "California Manual on Uniform Traffic Control Devices". Sacramento: State of California.
City of Fresno. 2009. "Traffic Impact Study Guidelines". Fresno: City of Fresno.
City of Fresno. 2014. "Fresno General Plan". Fresno: City of Fresno.
City of Fresno. 2016. "City of Fresno Active Transportation Plan". Fresno: City of Fresno.
County of Fresno. 2000. “Fresno County General Plan”. Fresno: Fresno County.
County of Fresno. 2014. "Guidelines for The Preparation of Traffic Impact Studies Within the County of Fresno". Fresno: County of Fresno.
Cubic ITS, Inc. 2023. “ Synchro Studio 12 User Guide”. Sugar land: Traffic Ware, LLC. "Department of Transportation | FAX". 2021. Fresno.Gov. https://www.fresno.gov/transportation/fax/.
Institute of Transportation Engineers. 2021. "Trip Generation Manual 11th Edition". Washington: Institute of Transportation Engineers.
Transportation Research Board. 2016. "Highway Capacity Manual". Washington: The National Academy of Sciences.
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Appendix A: Scope of Work
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Mr. Jill Gormley, T.E.
City of Fresno
2600 Fresno Street
Fresno, CA 93721-3616
Via Email Only: [email protected]
Subject: Proposed Scope of Work for the Preparation of a Traffic Impact Analysis for Residential Development in the City of Fresno (JLB Project 004-223) Dear Mr. Gormley,
JLB Traffic Engineering, Inc. (JLB) hereby submits this Draft Scope of Work for the preparation of a Traffic Impact Analysis (TIA) for the proposed Residential Development (Project) located on the southwest corner of Armstrong Avenue and the San Joaquin Valley Railroad in the City of Fresno. The Project proposes to construct 212 single-family housing units. Based on information provided to JLB, the proposed Project is consistent with the City of Fresno General Plan. An aerial of the Project vicinity and Project Site Plan are shown in Exhibits A and B, respectively.
The purpose of the TIA is to evaluate the potential on-site and off-site traffic impacts, identify shortterm roadway and circulation needs, determine potential mitigation measures and identify any critical traffic issues that should be addressed in the on-going planning process. To evaluate the on-site and offsite traffic impacts of the proposed Project, JLB proposes the following Scope of Work.
Scope of Work
• JLB will obtain recent (less than 12 months) or schedule conduct new traffic counts at the study facility(ies) when schools in the vicinity are in session. These counts will include pedestrians and vehicles.
• JLB will request a Fresno Council of Governments (Fresno COG) traffic forecast model run for the Project (Select Zone Analysis) which will include the Project and the streets to be analyzed. The Fresno COG traffic forecasting model will be used to forecast traffic volumes for the Base Year 2019 and Cumulative Year 2046 scenarios.
• JLB will perform a site visit to observe existing traffic conditions, especially during the AM and PM peak hours. Existing roadway conditions including speed limits, lane geometrics, turn prohibitions and traffic controls will be verified.
• JLB will conduct a qualitative safe routes to school evaluation from the Project site to the K-12 school(s) which would most likely serve the Project on opening day. • JLB will evaluate on-site circulation and provide recommendations as necessary to improve circulation to and within the Project site.
• JLB will qualitatively analyze existing and planned transit routes in the vicinity of the Project. • JLB will qualitatively analyze existing and planned walkways in the vicinity of the Project. www.JLBtraffic.com
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September 20, 2024
• JLB will qualitatively analyze existing and planned bikeways in the vicinity of the Project. • JLB will prepare California Manual on Uniform Traffic Control Devices (CA MUTCD) Warrant 1 “8- hour” and Warrant 2 “4-hour” for existing unsignalized study intersections under the Existing scenario.
• JLB will prepare CA MUTCD Warrant 3 “Peak Hour” for unsignalized study intersections under all study scenarios.
• JLB will forecast trip distribution based on turn count information and knowledge of the existing and planned circulation network in the vicinity of the Project. Exhibit C displays a trip distribution for the proposed Project.
• JLB will evaluate existing and forecasted levels of service (LOS) at the study intersection(s). JLB will use HCM 6th Edition or HCM 2000 methodologies (as appropriate) within Synchro to perform this analysis for the AM and PM peak hours. JLB will identify the causes of poor LOS. • JLB will prepare a five-year collision analysis based on the Statewide Integrated Traffic Reporting System (SWITRS) database for all existing study facilities.
Study Scenarios
1. Existing Traffic Conditions with needed improvements (if any);
2. Existing plus Project Traffic Conditions with proposed improvements (if any);
3. Near Term plus Project Traffic Conditions with proposed improvements (if any); and
4. Cumulative Year 2046 plus Project Traffic Conditions with proposed improvements (if any).
Weekday peak hours to be analyzed (Tuesday, Wednesday or Thursday only)
1. 7 - 9 AM peak hour
2. 4 - 6 PM peak hour
Study Intersections
1. Fowler Avenue / Hamilton Avenue
2. Armstrong Avenue / Hamilton Avenue
3. Temperance Avenue / Hamilton Avenue
4. Armstrong Avenue / California Avenue
5. Temperance Avenue / California Avenue (future intersection)
6. Fowler Avenue / Church Avenue
7. Armstrong Avenue / Church Avenue
Queuing analysis is included in the proposed Scope of Work for the study intersection(s) listed above under all study scenarios. This analysis will be utilized to recommend minimum storage lengths for leftturn and right-turn lanes at all study intersections.
Study Segments
1. None
Project Only Trip Assignment to State Facilities
1. None
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Residential Development - Draft Scope of Work
September 20, 2024
Project Trip Generation
Trip generation rates for the proposed Project land use were obtained from the 11th Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table I presents the trip generation for the proposed Project with trip generation rates for 212 Single-Family Detached Housing units. At buildout, the proposed Project is estimated to generate approiximately 1,999 daily trips, 148 AM peak hour trips and 199 PM peak hour trips.
Table I: Project Trip Generation
Land Use (ITE Code) Size Unit
Daily AM (7-9) Peak Hour PM (4-6) Peak Hour
Rate Total Trip
Rate
In Out
In Out Total Trip
Rate
In Out
In Out Total
% %
Single-Family Detached Housing (210) 212 d.u. 9.43 1,999 0.70 26 74 39 109 148 0.94 63 37 125 74 199 Total Project Trips 1,999 39 109 148 125 74 199
Note: d.u. = Dwelling Units
Access to the Project
Access to and from the Project site will be from six (6) access points. Four (4) access points are located along future California Avenue west of Armstrong Avenue. The Project proposes to construct California Avenue west of Armstrong Avenue within the Project site for approximately 1,300 feet. The fifth access point is proposed along the west side of Armstrong Avenue approximately 350 feet north of California Avenue. The sixth access point is proposed along the west side of Armstrong Avenue approximately 550 feet south of California Avenue. All six (6) access points are proposed to allow full access. The City of Fresno General Plan planned California Avenue between Fowler Avenue and Armstrong Avenue as a four-lane collector.
Near Term Projects to be Included
Based on our local knowledge of the study area and consultation with City of Fresno Planning & Development staff, JLB will include Near Term Projects in the vicinity of the proposed Project under the Near Term plus Project Traffic Conditions scenario. The Near Term Projects proposed to be included in the Near Term plus Project Traffic Conditions scenario are:
Project Name General Location
1. TT 5498 NEC Peach Avenue and Church Avenue
2. TT 5638 NWC Armstrong Avenue and Church Avenue
3. TT 5717 (portion of) NEQ Fowler Avenue and Clinton Avenue
4. TT 6201 (portion of) NEQ Armstrong Avenue and Floradora Avenue
5. TT 6214 (portion of) SEQ Fowler Avenue and Clinton Avenue
6. TT 6219 (portion of) NWC Locan Avenue alignment and McKinley Avenue
7. TT 6224 (portion of) SEC Temperance Avenue and Shields Avenue
8. TT 6298 NEQ Armstrong Avenue and Belmont Avenue
9. TT 6299 SEC Armstrong Avenue and Belmont Avenue
10. 7-Eleven and Fuel Station NWC Clovis Avenue and Jensen Avenue
11. BDM Builders NEC Maple Avenue and Jensen Avenue
12. Fancher Creek (portion of) East of Clovis Avenue and Tulare Avenue
13. Hale Property NEQ Fowler Avenue and Church Avenue
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Residential Development - Draft Scope of Work
September 20, 2024
14. Lennar Heirloom Homes NWC Fowler Avenue and Church Avenue
15. Malaga Industrial SEC Minnewawa Avenue at North Avenue
16. Fowler-McKinley Elementary School NEC Fowler Avenue and McKinley Avenue alignment
17. Mixed-Use Development (portion of) SEC Fowler Avenue and Shields Avenue
18. SUSD Educational Center (portion of) NEQ Fowler Avenue and Jensen Avenue Other Near Term Projects the City, County or Caltrans has knowledge and for which it is anticipated that said project(s) is/are projected to be whole or partially built by the Near Term Project Year 2026, City, County and Caltrans, as appropriate, would provide JLB with project details such as a project description, location, proposed land uses with breakdowns and type of residential units and number of square footages for non-residential uses.
The Scope of Work is based on our understanding of this Project and our experience with similar Reports. We kindly ask that all responsible agencies submit any comments by October 11, 2024. If you have any questions or require additional information, please contact me by phone at (559) 317-6243, or via email at [email protected].
Sincerely,
Matthew Arndt, EIT
JLB Traffic Engineering, Inc.
cc: Jose Luis Benavides, JLB Traffic Engineering, Inc.
Z:\01 Projects\004 Fresno\004-223 Simonian TIA V2\Draft Scope of Work\L20240920 Draft Scope of Work (004-223).docx www.JLBtraffic.com
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September 20, 2024
Exhibit A – Project Site Aerial
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Exhibit B – Project Site Plan
004-223- 09/03/24 - DC
PHONE:(559) 570-8991, EMAIL: [email protected], www.JLBtraffic.com 516 W. Shaw Ave., Ste. 103, Fresno, CA 93704
N
Not To Scale
LEGEND
Simonian TIA - City of Fresno
Project Trip Distribution
Exhibit C
#
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
XX
(XX)
= STUDY INTERSECTION
2 3
4 5
7ARMSTRONG AVE TEMPERANCE AVE FOWLER AVE
SJVR
CHURCH AVE
BUTLER AVE
6 HAMILTON AVE
CALIFORNIA AVE
6(18)
25(12)
Hamilton Ave Armstrong Ave
Hamilton Ave
Armstrong Ave & 2. 10(7) 35(27)
4(29)
15(31)
4(29)
Hamilton Ave Temperance Ave
Hamilton Ave
Temperance Ave & 3.
25(12)
15(53)6(15)
California Ave Armstrong Ave
California Ave
Armstrong Ave & 4.
22(16)
8(22)10(9)
38(30)
3(3)
Church Ave Fowler Ave
Church Ave
Fowler Ave & 6. 2(0)
2(5)
10(2)
2(3)
12(7)32(18)0(3)
Church Ave Armstrong Ave
Church Ave
Armstrong Ave & 7. 8(33)
6(0)
5(6)
2(16)
California Ave
California Ave
Temperance Ave & 5.
16(6) DOES NOT EXIST
= FUTURE ROADWAY
15(31)
Hamilton Ave Fowler Ave
Hamilton Ave
Fowler Ave & 1
35(27)
1 1
Matt Arndt
From: Jill Gormley <[email protected]>
Sent: Thursday, August 15, 2024 5:34 PM
To: Matt Arndt
Cc: Jose Benavides
Subject: RE: Simonian TIA Draft Scope of Work
Hi MaƩ,
Please add Fowler/Hamilton to the list of study locaƟons. With that addiƟon I’ll have no more comments.
Jill Gormley, TE
Assistant Director
Traffic & Engineering Services, Public Works Department 2600 Fresno Street, 4th Floor
Fresno, CA 93721-3623
Direct: (559) 621-8792
Main: (559) 621-8800
www.fresno.gov
Building a Better Fresno
From: Matt Arndt <[email protected]>
Sent: Tuesday, August 6, 2024 5:33 PM
To: Jill Gormley <[email protected]>
Cc: Jose Benavides <[email protected]>
Subject: RE: Simonian TIA Draft Scope of Work
External Email: Use caution with links and attachments
Hello Jill,
AƩached is the prior model run for 172 dwelling units (TAZ A and TAZ B are a part of the 172 dwelling units). We are sƟll waiƟng on the updated model run to be completed. I also reaƩached the draŌ scope of work as this trip distribuƟon in this leƩer takes the prior model distribuƟon and prorates it up to 212 dwelling units. 2 Let me know if you have any further quesƟons.
Sincerely,
Matthew Arndt
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Office: (559) 570-8991
Direct: (559) 317-6243
Cell: (559) 360-1886
www.JLBtraffic.com
From: Jill Gormley <[email protected]>
Sent: Tuesday, August 6, 2024 5:24 PM
To: Matt Arndt <[email protected]>
Cc: Jose Benavides <[email protected]>
Subject: RE: Simonian TIA Draft Scope of Work
Hi MaƩ,
Can you provide the select zone model run.
Jill
From: Matt Arndt <[email protected]>
Sent: Tuesday, August 6, 2024 4:20 PM
To: Jill Gormley <[email protected]>
Cc: Jose Benavides <[email protected]>
Subject: RE: Simonian TIA Draft Scope of Work
External Email: Use caution with links and attachments
Hello Jill,
Just following up with the call I placed to your office to see if you had any thoughts on my email below. Please let me know if you have any quesƟons or concerns. Look forward to hearing from you.
Sincerely,
Matthew Arndt
3 Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Office: (559) 570-8991
Direct: (559) 317-6243
Cell: (559) 360-1886
www.JLBtraffic.com
From: Matt Arndt
Sent: Thursday, July 25, 2024 3:46 PM
To: Jill Gormley <[email protected]>
Cc: Jose Benavides <[email protected]>
Subject: Simonian TIA Draft Scope of Work
Hello Jill,
AƩached is the DraŌ Scope of Work for the Simonian TIA in the City of Fresno. This Project was originally analyzed in late 2021/early 2022. The items within this scope of work contains all items that were approved or requested to be included in 2021 by the City of Fresno, County of Fresno and Caltrans. Since then, the Project has increased from 172 dwelling units to 212 dwelling units. Let me know if you will allow us to use the DraŌ Scope of Work that includes all items in the previously approved scope or if you prefer that we go through the scoping process again and share this DraŌ Scope of Work with all responsible agencies again.
If you have any quesƟons or require any addiƟonal informaƟon, please let us know.
Sincerely,
Matthew Arndt
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Office: (559) 570-8991
Direct: (559) 317-6243
Cell: (559) 360-1886
www.JLBtraffic.com
1 Matt Arndt
From: Hines, Brody <[email protected]>
Sent: Monday, September 30, 2024 1:22 PM
To: Matt Arndt; Luna, Hector
Subject: RE: Simonian TIA Draft Scope of Work
Good afternoon Matt,
The county would like to request that the segment of Armstrong between Church and Geary be included in the scope of work for analysis.
Thank you,
Brody Hines| Planner
Department of Public Works and Planning |
Water and Natural Resources Division |
TransportaƟon Planning Unit
2220 Tulare St. 8th Floor Fresno, CA 93721
Main Office: (559) 600-4292 | Direct: (559) 600-2184
Email: [email protected]
Your input maƩers! Customer Service Survey
From: Matt Arndt <[email protected]>
Sent: Monday, September 30, 2024 12:07 PM
To: Luna, Hector <[email protected]>
Cc: Hines, Brody <[email protected]>
Subject: RE: Simonian TIA Draft Scope of Work
Hello Hector,
Just wanted to follow up this week to see if the County was still on track to give comments this week? Thanks.
Sincerely,
Matthew Arndt
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Office: (559) 570-8991
Direct: (559) 317-6243
Cell: (559) 360-1886
2 www.JLBtraffic.com
From: Luna, Hector <[email protected]>
Sent: Thursday, September 26, 2024 11:53 AM
To: Matt Arndt <[email protected]>
Cc: Hines, Brody <[email protected]>
Subject: RE: Simonian TIA Draft Scope of Work
Hello Matt,
The scope was received, comments should be available by next week.
For future reference, please include Brody Hines (cc’d) in all future transportation requests/inquiries.
Regards,
Hector E. Luna| Senior Planner
Department of Public Works and Planning |
Water and Natural Resources Division
2220 Tulare St. 6th Floor Fresno, CA 93721
Main Office: (559) 600-4292 | Direct: (559) 600-9672
Email: [email protected]
Your input matters! Customer Service Survey
From: Matt Arndt <[email protected]>
Sent: Thursday, September 26, 2024 11:50 AM
To: Luna, Hector <[email protected]>
Subject: RE: Simonian TIA Draft Scope of Work
Hello Hector,
Just following up to ensure you received this DraŌ Scope of Work. Please let me know if you have any quesƟons.
Sincerely,
Matthew Arndt
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Office: (559) 570-8991
Direct: (559) 317-6243
Cell: (559) 360-1886
www.JLBtraffic.com
3 From: Matt Arndt
Sent: Friday, September 20, 2024 3:35 PM
To: Luna, Hector <[email protected]>
Subject: Simonian TIA Draft Scope of Work
Hello Hector,
AƩached to this email is the DraŌ Scope of Work for the Simonian Subdivision TIA. This Project is located on the southwest corner of Armstrong Avenue and the San Joaquin Valley Railroad in the City of Fresno. A previous version of this project had an approved DraŌ Scope of Work from all responsible agencies back in July of 2021. This DraŌ Scope of Work includes all of the items requested in the prior DraŌ Scope of Work plus the intersecƟon of Fowler Avenue at Hamilton Avenue.
We kindly ask that you take a moment to review and comment on the proposed DraŌ Scope of Work. If you have any quesƟons or require addiƟonal informaƟon, please contact me by phone at (559)317-6243 or by responding to this email. We appreciate your Ɵme and aƩenƟon to this maƩer and look forward to hearing from you soon.
Sincerely,
Matthew Arndt
Traffic Engineering, Transportation Planning and Parking Solutions Certified Disadvantaged Business Enterprise (DBE) and Small Business Enterprise (SBE) 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Office: (559) 570-8991
Direct: (559) 317-6243
Cell: (559) 360-1886
www.JLBtraffic.com
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | B
(559) 570-8991
Appendix B: Traffic Counts
File Name : 01 Fowler at Hamilton
Site Code : 00000000
Start Date : 8/29/2024
Page No : 1
Groups Printed- Unshifted
FOWLER
From North
HAMILTON
From East
FOWLER
From South
HAMILTON
From West
Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 0 68 12 0 37 0 17 0 12 82 0 0 0 0 0 0 228
07:15 AM 0 83 15 0 30 0 14 0 27 125 0 0 0 0 0 0 294
07:30 AM 0 93 12 0 39 0 25 0 21 133 0 0 0 0 0 0 323
07:45 AM 0 102 11 0 46 0 51 0 14 110 0 0 0 0 0 0 334
Total 0 346 50 0 152 0 107 0 74 450 0 0 0 0 0 0 1179
08:00 AM 0 90 19 0 24 0 28 0 27 145 0 1 0 0 0 0 334
08:15 AM 0 73 21 0 35 0 24 0 35 121 0 1 0 0 0 0 310
08:30 AM 0 47 18 0 20 0 14 0 21 110 0 0 0 0 0 0 230
08:45 AM 0 33 14 0 24 0 11 0 5 50 0 0 0 0 0 0 137
Total 0 243 72 0 103 0 77 0 88 426 0 2 0 0 0 0 1011
*** BREAK ***
04:00 PM 0 103 46 0 30 0 18 0 23 95 0 0 0 0 0 0 315
04:15 PM 0 123 40 0 30 0 13 0 21 92 0 0 0 0 0 0 319
04:30 PM 0 100 37 0 28 0 16 0 16 103 0 0 0 0 0 0 300
04:45 PM 0 116 32 0 20 0 6 1 11 99 0 0 0 0 0 0 285
Total 0 442 155 0 108 0 53 1 71 389 0 0 0 0 0 0 1219
05:00 PM 0 99 33 0 25 0 10 1 16 92 0 0 0 0 0 0 276
05:15 PM 0 136 38 0 30 0 8 0 10 102 0 0 0 0 0 0 324
05:30 PM 0 119 38 0 27 0 15 0 24 128 0 0 0 0 0 0 351
05:45 PM 0 107 39 0 34 0 15 0 13 107 0 0 0 0 0 0 315
Total 0 461 148 0 116 0 48 1 63 429 0 0 0 0 0 0 1266
Grand Total 0 1492 425 0 479 0 285 2 296 1694 0 2 0 0 0 0 4675 Apprch % 0 77.8 22.2 0 62.5 0 37.2 0.3 14.9 85 0 0.1 0 0 0 0 Total % 0 31.9 9.1 0 10.2 0 6.1 0 6.3 36.2 0 0 0 0 0 0
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
File Name : 01 Fowler at Hamilton
Site Code : 00000000
Start Date : 8/29/2024
Page No : 2
FOWLER
From North
HAMILTON
From East
FOWLER
From South
HAMILTON
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 93 12 0 105 39 0 25 0 64 21 133 0 0 154 0 0 0 0 0 323 07:45 AM 0 102 11 0 113 46 0 51 0 97 14 110 0 0 124 0 0 0 0 0 334 08:00 AM 0 90 19 0 109 24 0 28 0 52 27 145 0 1 173 0 0 0 0 0 334 08:15 AM 0 73 21 0 94 35 0 24 0 59 35 121 0 1 157 0 0 0 0 0 310 Total Volume 0 358 63 0 421 144 0 128 0 272 97 509 0 2 608 0 0 0 0 0 1301 % App. Total 0 85 15 0 52.9 0 47.1 0 16 83.7 0 0.3 0 0 0 0 PHF .000 .877 .750 .000 .931 .783 .000 .627 .000 .701 .693 .878 .000 .500 .879 .000 .000 .000 .000 .000 .974 FOWLER
HAMILTON
HAMILTON
FOWLER
Right
0 Thru
358
Left
63 Peds
0 Out In Total
653 421 1074
Right
144
Thru
0 Left
128
Peds
0 Out Total In
160 272 432
Left
0 Thru
509
Right
97 Peds
2 Out In Total
486 608 1094
Left
0 Thru
0 Right
0 Peds
0 Total Out In
0 0 0
Peak Hour Begins at 07:30 AM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
File Name : 01 Fowler at Hamilton
Site Code : 00000000
Start Date : 8/29/2024
Page No : 3
FOWLER
From North
HAMILTON
From East
FOWLER
From South
HAMILTON
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 99 33 0 132 25 0 10 1 36 16 92 0 0 108 0 0 0 0 0 276 05:15 PM 0 136 38 0 174 30 0 8 0 38 10 102 0 0 112 0 0 0 0 0 324 05:30 PM 0 119 38 0 157 27 0 15 0 42 24 128 0 0 152 0 0 0 0 0 351 05:45 PM 0 107 39 0 146 34 0 15 0 49 13 107 0 0 120 0 0 0 0 0 315 Total Volume 0 461 148 0 609 116 0 48 1 165 63 429 0 0 492 0 0 0 0 0 1266 % App. Total 0 75.7 24.3 0 70.3 0 29.1 0.6 12.8 87.2 0 0 0 0 0 0 PHF .000 .847 .949 .000 .875 .853 .000 .800 .250 .842 .656 .838 .000 .000 .809 .000 .000 .000 .000 .000 .902 FOWLER
HAMILTON
HAMILTON
FOWLER
Right
0 Thru
461
Left
148
Peds
0 Out In Total
545 609 1154
Right
116
Thru
0 Left
48 Peds
1 Out Total In
211 165 376
Left
0 Thru
429
Right
63 Peds
0 Out In Total
509 492 1001
Left
0 Thru
0 Right
0 Peds
0 Total Out In
0 0 0
Peak Hour Begins at 05:00 PM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
File Name : 01 Fowler at Hamilton
Site Code : 00000000
Start Date : 8/29/2024
Page No : 1
Groups Printed- Bank 2
FOWLER
From North
HAMILTON
From East
FOWLER
From South
HAMILTON
From West
Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total *** BREAK ***
05:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Total 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Grand Total 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Apprch % 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total % 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
File Name : 01 Fowler at Hamilton
Site Code : 00000000
Start Date : 8/29/2024
Page No : 2
FOWLER
From North
HAMILTON
From East
FOWLER
From South
HAMILTON
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
File Name : 01 Fowler at Hamilton
Site Code : 00000000
Start Date : 8/29/2024
Page No : 3
FOWLER
From North
HAMILTON
From East
FOWLER
From South
HAMILTON
From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Total Volume 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
% App. Total 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .250 .000 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 FOWLER
HAMILTON
HAMILTON
FOWLER
Right
0 Thru
1 Left
0 Peds
0 Out In Total
0 1 1
Right
0 Thru
0 Left
0 Peds
0 Out Total In
0 0 0
Left
0 Thru
0 Right
0 Peds
0 Out In Total
1 0 1
Left
0 Thru
0 Right
0 Peds
0 Total Out In
0 0 0
Peak Hour Begins at 05:00 PM
Bank 2
Peak Hour Data
North
JLB Traffic Engineering, Inc.
516 West Shaw Avenue, Suite 103
Fresno, CA, 93704
Traffic Engineering, Transportation, & Parking Solutions www.JLBtraffic.com
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 1 8 20 20 1 0 2 23 3 1 0 4 23 6 1 0 4 4 8 0 7:15 AM - 7:30 AM 0 19 45 29 1 0 2 16 3 0 0 2 16 3 1 0 11 9 9 0 7:30 AM - 7:45 AM 0 19 46 42 4 0 6 33 5 0 0 6 33 15 0 0 7 20 23 1 7:45 AM - 8:00 AM 0 21 48 20 1 0 14 31 10 3 0 13 26 13 1 0 15 17 17 2 8:00 AM - 8:15 AM 0 18 21 31 0 0 10 40 5 1 0 7 18 20 1 0 17 8 8 0 8:15 AM - 8:30 AM 0 16 24 21 1 0 4 37 3 0 0 1 20 14 1 0 16 6 4 0 8:30 AM - 8:45 AM 0 9 28 13 0 0 1 21 3 1 0 3 18 8 0 0 11 8 1 0 8:45 AM - 9:00 AM 0 11 16 11 0 0 3 12 1 0 0 0 14 8 0 0 4 11 5 0 TOTAL 1 121 248 187 8 0 42 213 33 6 0 36 168 87 5 0 85 83 75 3 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 11 39 26 1 0 9 26 3 0 0 6 10 12 1 0 30 19 7 2 4:15 PM - 4:30 PM 0 4 25 10 0 0 6 27 5 0 0 2 18 17 0 0 24 8 7 0 4:30 PM - 4:45 PM 0 12 34 11 0 0 4 29 5 0 0 3 11 11 0 0 26 11 5 1 4:45 PM - 5:00 PM 0 11 30 14 1 0 8 18 4 0 0 3 16 6 1 0 22 8 3 1 5:00 PM - 5:15 PM 0 7 26 17 0 0 4 23 1 0 0 0 15 18 1 0 19 14 4 0 5:15 PM - 5:30 PM 0 12 19 7 0 0 10 18 3 0 0 3 12 15 0 0 40 9 3 0 5:30 PM - 5:45 PM 0 15 31 14 0 0 10 31 3 0 0 1 17 9 0 0 22 16 2 1 5:45 PM - 6:00 PM 0 10 23 13 1 0 3 36 3 0 0 2 15 17 0 0 17 7 4 0 TOTAL 0 82 227 112 3 0 54 208 27 0 0 20 114 105 3 0 200 92 35 5 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 74 139 114 6 0 34 141 23 4 0 27 97 62 3 0 55 51 52 3 4:00 PM - 5:00 PM 0 38 128 61 2 0 27 100 17 0 0 14 55 46 2 0 102 46 22 4 PHF Trucks PHF
AM 0.852 1.8% PM 17 100 27 0 0.947
PM 0.828 1.2% AM 23 141 34 0 0.9
PHF 0.777 0.861
AM PM
0 0 52 22
14 27 51 46
55 97 55 102
46 62 0 0
PM AM
PHF
0.79 0.759 PHF
0.764 0 74 139 114 AM
0.747 0 38 128 61 PM
Turning Movement Report
Armstrong Ave @ Hamilton Ave
Fresno
Tuesday, June 4, 2024 Clear
36.7258
-119.6731
Hamilton Ave
Northbound Westbound
Hamilton Ave
Armstrong Ave
Armstrong Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0001000300010000
7:15 AM - 7:30 AM 0001000000010001
7:30 AM - 7:45 AM 0106010110010001
7:45 AM - 8:00 AM 0000010900010000
8:00 AM - 8:15 AM 0000100300010000
8:15 AM - 8:30 AM 0002000000000002
8:30 AM - 8:45 AM 0002000100020000
8:45 AM - 9:00 AM 0000000100020000
TOTAL 0 1 0 12 1 2 0 18 1 0 0 9 0 0 0 4
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0 0 0 5 0 0 0 14 0 0 0 0 0 0 0 0
4:15 PM - 4:30 PM 0000000100002001
4:30 PM - 4:45 PM 0000000000000000
4:45 PM - 5:00 PM 0000000000010001
5:00 PM - 5:15 PM 0000000000000040
5:15 PM - 5:30 PM 0001000000000010
5:30 PM - 5:45 PM 0000000000000000
5:45 PM - 6:00 PM 0001000200010002
TOTAL 0 0 0 7 0 0 0 17 0 0 0 2 2 0 5 4
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0 1 0 8 1 2 0 13 1 0 0 3 0 0 0 3
4:00 PM - 5:00 PM 0 0 0 5 0 0 0 15 0 0 0 1 2 0 0 2
Bikes Peds Peds <>
AM Peak Total 5 27 PM 0 0 0 5
PM Peak Total 2 23 AM 0218 Peds <>
23 AM PM
01 00
00 00
00 02
PM AM
Peds <> 31
Peds <>
13 0 1 0 AM
15 0 0 0 PM
Westbound Bikes W.Leg
Peds
Armstrong Ave
Hamilton Ave Hamilton Ave
Armstrong Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Armstrong Ave @ Hamilton Ave 36.7258
Fresno -119.6731
Tuesday, June 4, 2024 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 5 32 0 2 0 0 53 12 3 0 68 0 12 0 0 0 0 0 0 7:15 AM - 7:30 AM 0 5 45 0 1 1 0 85 16 1 0 86 0 11 0 0 0 0 0 0 7:30 AM - 7:45 AM 0 7 55 0 4 0 0 65 13 4 0 80 0 23 1 0 0 0 0 0 7:45 AM - 8:00 AM 0 3 52 0 2 0 0 75 12 7 0 47 0 19 1 0 0 0 0 0 8:00 AM - 8:15 AM 0 8 31 0 1 0 0 64 19 2 0 47 0 20 4 0 0 0 0 0 8:15 AM - 8:30 AM 0 6 38 0 0 0 0 52 19 3 0 43 0 8 0 0 0 0 0 0 8:30 AM - 8:45 AM 0 13 31 0 0 0 0 44 14 1 0 31 0 4 1 0 0 0 0 0 8:45 AM - 9:00 AM 0 9 23 0 1 1 0 34 12 0 0 30 0 5 0 0 0 0 0 0 TOTAL 0 56 307 0 11 2 0 472 117 21 0 432 0 102 7 0 0 0 0 0 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 12 60 0 2 0 0 53 45 7 0 31 0 9 2 0 0 0 0 0 4:15 PM - 4:30 PM 0 5 53 0 3 0 0 64 42 1 0 24 0 3 0 0 0 0 0 0 4:30 PM - 4:45 PM 0 11 53 0 1 1 0 39 49 3 0 24 0 4 0 0 0 0 0 0 4:45 PM - 5:00 PM 0 7 38 0 0 0 0 50 46 1 0 23 0 11 1 0 0 0 0 0 5:00 PM - 5:15 PM 0 6 50 0 3 3 0 49 50 1 0 24 0 6 1 0 0 0 0 0 5:15 PM - 5:30 PM 0 4 51 0 1 0 0 40 69 3 0 20 0 4 0 0 0 0 0 0 5:30 PM - 5:45 PM 0 5 42 0 1 1 0 42 39 3 1 37 0 8 1 0 0 0 0 0 5:45 PM - 6:00 PM 0 3 40 0 0 0 0 46 36 0 0 29 0 4 0 0 0 0 0 0 TOTAL 0 53 387 0 11 5 0 383 376 19 1 212 0 49 5 0 0 0 0 0 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 0 23 183 0 8 1 0 289 60 14 0 260 0 73 6 0 0 0 0 0 4:00 PM - 5:00 PM 0 35 204 0 6 1 0 206 182 12 0 102 0 27 3 0 0 0 0 0 PHF Trucks PHF
AM 0.893 3.1% PM 182 206 0 1 0.917
PM 0.901 2.8% AM 60 289 0 1 0.858
PHF 0.806 0.808
AM PM
0 00 0
102 260 0 0
0 00 0
27 73 0 0
PM AM
PHF
##### ##### PHF
0.831 0 23 183 0 AM
0.830 0 35 204 0 PM
Turning Movement Report
Temperance Ave @ Hamilton Ave
Fresno
Tuesday, June 4, 2024 Clear
36.7258
-119.6644
Northbound Westbound
Hamilton Ave
Temperance Ave
Temperance Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0000000000000000
7:15 AM - 7:30 AM 0000000000000000
7:30 AM - 7:45 AM 0000000000000000
7:45 AM - 8:00 AM 0000000000000000
8:00 AM - 8:15 AM 0000000000000000
8:15 AM - 8:30 AM 0000000000000000
8:30 AM - 8:45 AM 0001000000000000
8:45 AM - 9:00 AM 0000000000000000
TOTAL 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0000000000000000
4:15 PM - 4:30 PM 0000000000000000
4:30 PM - 4:45 PM 0000000000000001
4:45 PM - 5:00 PM 0000000000000000
5:00 PM - 5:15 PM 0000000000000000
5:15 PM - 5:30 PM 0000000000000000
5:30 PM - 5:45 PM 0000000000000000
5:45 PM - 6:00 PM 0000000000000000
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:15 AM - 8:15 AM 0000000000000000
4:00 PM - 5:00 PM 0000000000000001
Bikes Peds Peds <>
AM Peak Total 00 PM 0 0 0 0
PM Peak Total 0 1 AM 0000 Peds <>
10 AM PM
00 00
00 00
00 00
PM AM
Peds <> 00
Peds <>
0000 AM
0 0 0 0 PM
Westbound Bikes W.Leg
Peds
Temperance Ave
Hamilton Ave
Temperance Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Temperance Ave @ Hamilton Ave 36.7258
Fresno -119.6644
Tuesday, June 4, 2024 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 0 19 1 1 0 10 25 0 0 0 0 0 0 0 0 13 0 25 0 7:15 AM - 7:30 AM 0 0 34 15 2 0 8 32 0 0 0 0 0 0 0 4 33 0 31 1 7:30 AM - 7:45 AM 0 0 40 25 3 0 7 49 0 0 0 0 0 0 0 0 66 0 32 1 7:45 AM - 8:00 AM 0 0 34 29 0 0 6 49 0 3 0 0 0 0 0 2 37 0 19 2 8:00 AM - 8:15 AM 0 0 30 8 1 0 8 75 0 0 0 0 0 0 0 0 17 0 33 0 8:15 AM - 8:30 AM 0 0 3 13 1 0 10 59 0 1 0 0 0 0 0 2 19 0 22 0 8:30 AM - 8:45 AM 0 0 25 7 0 0 5 31 0 1 0 0 0 0 0 1 4 0 17 0 8:45 AM - 9:00 AM 0 0 22 3 0 0 3 15 0 0 0 0 0 0 0 0 8 0 19 0 TOTAL 0 0 207 101 8 0 57 335 0 5 0 0 0 0 0 9 197 0 198 4 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 42 13 0 0 24 24 0 1 0 0 0 0 0 1 2 0 14 0 4:15 PM - 4:30 PM 0 0 29 11 0 0 24 26 0 1 0 0 0 0 0 0 5 0 10 0 4:30 PM - 4:45 PM 0 0 39 9 1 0 27 27 0 1 0 0 0 0 0 0 5 0 14 0 4:45 PM - 5:00 PM 0 0 25 9 1 0 14 25 0 0 0 0 0 0 0 0 6 0 21 0 5:00 PM - 5:15 PM 0 0 27 11 1 0 22 22 0 2 0 0 0 0 0 1 10 0 18 0 5:15 PM - 5:30 PM 0 0 18 10 0 0 39 21 0 0 0 0 0 0 0 0 11 0 13 0 5:30 PM - 5:45 PM 0 0 31 14 0 0 21 24 0 0 0 0 0 0 0 0 11 0 17 1 5:45 PM - 6:00 PM 0 0 28 9 1 0 28 32 0 0 0 0 0 0 0 0 4 0 17 0 TOTAL 0 0 239 86 4 0 199 201 0 5 0 0 0 0 0 2 54 0 124 1 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 0 0 138 77 6 0 29 205 0 3 0 0 0 0 0 6 153 0 115 4 5:00 PM - 6:00 PM 0 0 104 44 2 0 110 99 0 2 0 0 0 0 0 1 36 0 65 1 PHF Trucks PHF
AM 0.825 1.8% PM 0 99 110 0 0.871
PM 0.972 1.1% AM 0 205 29 0 0.705
PHF ##### #####
AM PM
0 0 115 65
0 00 0
0 0 153 36
0 06 1
PM AM
PHF
0.699 0.879 PHF
0.827 0 0 138 77 AM
0.822 0 0 104 44 PM
Turning Movement Report
Armstrong Ave @ California Ave
Fresno
Tuesday, June 4, 2024 Clear
36.7204
-119.6730
California Ave
Northbound Westbound
Armstrong Ave
Armstrong Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0000000000030000
7:15 AM - 7:30 AM 0000000000000000
7:30 AM - 7:45 AM 0100000000000000
7:45 AM - 8:00 AM 0000000000000000
8:00 AM - 8:15 AM 0000000000000000
8:15 AM - 8:30 AM 0000000000000000
8:30 AM - 8:45 AM 0001000000000000
8:45 AM - 9:00 AM 0000000000050000
TOTAL 0 1 0 1 0 0 0 0 0 0 0 8 0 0 0 0
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0000000000030000
4:15 PM - 4:30 PM 0000000000000000
4:30 PM - 4:45 PM 0000000000000000
4:45 PM - 5:00 PM 0000000000000000
5:00 PM - 5:15 PM 0000000000010000
5:15 PM - 5:30 PM 0000000000000000
5:30 PM - 5:45 PM 0000000000000000
5:45 PM - 6:00 PM 0000000000000000
TOTAL 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:15 AM - 8:15 AM 0100000000000000
5:00 PM - 6:00 PM 0000000000010000
Bikes Peds Peds <>
AM Peak Total 10 PM 0 0 0 0
PM Peak Total 0 1 AM 0000 Peds <>
00 AM PM
00 00
00 00
00 00
PM AM
Peds <> 01
Peds <>
0010 AM
0 0 0 0 PM
Westbound Bikes W.Leg
Peds
Armstrong Ave
California Ave
Armstrong Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Armstrong Ave @ California Ave 36.7204
Fresno -119.6730
Tuesday, June 4, 2024 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 8 17 2 2 0 6 56 13 1 0 40 17 5 0 0 4 7 0 0 7:15 AM - 7:30 AM 0 5 29 2 1 0 14 65 22 4 3 41 46 11 4 0 2 23 7 0 7:30 AM - 7:45 AM 0 8 41 6 1 1 31 78 20 1 5 35 50 23 2 0 19 29 17 1 7:45 AM - 8:00 AM 0 25 72 6 2 0 25 83 42 3 3 29 29 17 0 0 22 39 31 3 8:00 AM - 8:15 AM 0 35 83 24 1 0 14 82 24 4 2 24 14 38 1 0 8 14 9 0 8:15 AM - 8:30 AM 1 62 93 21 1 0 12 73 20 2 0 18 32 34 4 0 10 11 3 0 8:30 AM - 8:45 AM 0 21 76 12 1 0 1 37 10 0 2 26 3 7 1 0 1 10 3 1 8:45 AM - 9:00 AM 0 9 25 3 0 0 2 23 10 0 2 14 12 5 1 0 2 9 4 0 TOTAL 1 173 436 76 9 1 105 497 161 15 17 227 203 140 13 0 68 142 74 5 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 9 66 11 0 1 3 42 32 1 1 36 17 6 2 0 4 15 12 0 4:15 PM - 4:30 PM 0 5 53 2 0 0 8 42 34 2 5 28 20 9 0 0 5 15 4 0 4:30 PM - 4:45 PM 0 11 65 6 0 0 2 47 24 1 0 41 11 8 0 0 5 12 5 1 4:45 PM - 5:00 PM 0 11 78 6 0 0 2 56 32 1 0 29 15 7 0 0 7 10 4 0 5:00 PM - 5:15 PM 0 10 50 2 0 0 6 33 34 1 0 30 9 11 0 0 3 14 4 0 5:15 PM - 5:30 PM 0 9 65 1 0 1 7 48 45 1 0 32 16 4 0 0 0 12 3 1 5:30 PM - 5:45 PM 0 7 49 1 0 0 6 53 32 2 0 39 12 7 0 0 0 13 4 0 5:45 PM - 6:00 PM 0 6 56 6 0 1 1 44 30 0 1 27 7 6 0 0 4 18 2 0 TOTAL 0 68 482 35 0 3 35 365 263 9 7 262 107 58 2 0 28 109 38 2 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 1 130 289 57 5 1 82 316 106 10 10 106 125 112 7 0 59 93 60 4 4:00 PM - 5:00 PM 0 36 262 25 0 1 15 187 122 5 6 134 63 30 2 0 21 52 25 1 PHF Trucks PHF
AM 0.914 1.7% PM 122 187 15 1 0.903
PM 0.952 0.8% AM 106 316 82 1 0.842
PHF 0.94 0.781
AM PM
6 10 60 25
134 106 93 52
63 125 59 21
30 112 0 0
PM AM
PHF
0.576 0.79 PHF
0.674 1 130 289 57 AM
0.850 0 36 262 25 PM
Turning Movement Report
Fowler Ave @ Church Ave
Fresno
Tuesday, June 4, 2024 Clear
36.7148
-119.6821
Church Ave
Northbound Westbound
Church Ave
Fowler Ave
Fowler Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0000000100000000
7:15 AM - 7:30 AM 0000000000000001
7:30 AM - 7:45 AM 0000000000000005
7:45 AM - 8:00 AM 0000010000000002
8:00 AM - 8:15 AM 0000000100010009
8:15 AM - 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11
8:30 AM - 8:45 AM 0000000000000002
8:45 AM - 9:00 AM 0000000000000002
TOTAL 0 0 0 0 0 1 0 2 0 0 0 1 0 0 0 32
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0000000000000001
4:15 PM - 4:30 PM 0000000000000000
4:30 PM - 4:45 PM 0000000000000000
4:45 PM - 5:00 PM 0000000000000003
5:00 PM - 5:15 PM 0000000000000000
5:15 PM - 5:30 PM 0000000000000001
5:30 PM - 5:45 PM 0000000000000104
5:45 PM - 6:00 PM 0000000000000000
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 9
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0 0 0 0 0 1 0 1 0 0 0 1 0 0 0 27
4:00 PM - 5:00 PM 0000000000000004
Bikes Peds Peds <>
AM Peak Total 1 29 PM 0 0 0 0
PM Peak Total 0 4 AM 0100 Peds <>
4 27
AM PM
00 00
00 00
00 00
PM AM
Peds <> 10
Peds <>
1000 AM
0 0 0 0 PM
Westbound Bikes W.Leg
Peds
Fowler Ave
Church Ave Church Ave
Fowler Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Fowler Ave @ Church Ave 36.7148
Fresno -119.6821
Tuesday, June 4, 2024 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 0 6 0 1 0 5 28 4 0 0 10 8 7 0 0 9 6 0 1 7:15 AM - 7:30 AM 0 22 27 7 2 0 5 57 7 1 0 7 14 40 4 0 12 5 3 0 7:30 AM - 7:45 AM 0 49 54 12 4 0 12 90 17 0 0 8 16 60 2 0 5 2 6 0 7:45 AM - 8:00 AM 0 65 49 11 0 0 15 65 22 3 0 9 9 42 0 0 8 9 2 2 8:00 AM - 8:15 AM 0 10 10 3 0 0 3 65 20 0 0 17 18 15 0 0 3 4 7 1 8:15 AM - 8:30 AM 0 2 13 2 0 0 4 64 25 1 0 31 12 15 1 0 4 3 4 1 8:30 AM - 8:45 AM 0 0 14 1 0 0 1 24 7 1 0 12 2 4 0 0 1 5 2 0 8:45 AM - 9:00 AM 0 1 11 1 0 0 3 14 6 0 0 9 6 0 0 0 1 6 2 1 TOTAL 0 149 184 37 7 0 48 407 108 6 0 103 85 183 7 0 43 40 26 6 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 5 37 2 0 0 3 10 6 2 0 16 8 9 0 0 1 4 0 0 4:15 PM - 4:30 PM 0 12 17 1 0 0 1 16 8 1 0 11 13 7 0 0 0 6 0 0 4:30 PM - 4:45 PM 0 11 32 0 1 0 3 13 6 1 0 10 6 2 0 0 1 2 0 0 4:45 PM - 5:00 PM 0 4 24 1 1 0 2 15 9 0 0 7 9 5 0 0 0 1 0 0 5:00 PM - 5:15 PM 0 4 22 0 0 0 4 15 10 1 0 11 6 4 2 0 1 4 0 0 5:15 PM - 5:30 PM 0 8 20 0 0 0 1 18 5 0 0 7 11 3 0 0 0 3 0 0 5:30 PM - 5:45 PM 0 2 29 0 0 0 3 22 4 0 0 11 6 3 1 0 1 0 0 0 5:45 PM - 6:00 PM 0 4 25 1 1 0 1 19 11 0 0 8 6 1 0 0 1 1 0 0 TOTAL 0 50 206 5 3 0 18 128 59 5 0 81 65 34 3 0 5 21 0 0 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 0 146 140 33 6 0 35 277 66 4 0 41 57 157 6 0 28 20 18 3 4:00 PM - 5:00 PM 0 32 110 4 2 0 9 54 29 4 0 44 36 23 0 0 2 13 0 0 PHF Trucks PHF
AM 0.769 1.9% PM 29 54 9 0 0.885
PM 0.881 1.7% AM 66 277 35 0 0.794
PHF 0.78 0.759
AM PM
0 0 18 0
44 41 20 13
36 57 28 2
23 157 0 0
PM AM
PHF
0.825 0.625 PHF
0.638 0 146 140 33 AM
0.830 0 32 110 4 PM
Turning Movement Report
Armstrong Ave @ Church Ave
Fresno
Tuesday, June 4, 2024 Clear
36.7147
-119.6731
Church Ave
Northbound Westbound
Church Ave
Armstrong Ave
Armstrong Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:
JLB Traffic Engineering, Inc.
800-975-6938 Phone/Fax 516 W. Shaw Ave, Suite 103
www.metrotrafficdata.com Fresno, CA 93704
LOCATION LATITUDE
COUNTY LONGITUDE
COLLECTION DATE WEATHER
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 1000000000000000
7:15 AM - 7:30 AM 0000000000000000
7:30 AM - 7:45 AM 0000000000000000
7:45 AM - 8:00 AM 0000000000000000
8:00 AM - 8:15 AM 0000000000000000
8:15 AM - 8:30 AM 0000000000000000
8:30 AM - 8:45 AM 0000000000000000
8:45 AM - 9:00 AM 0000000000000000
TOTAL 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0000000000000000
4:15 PM - 4:30 PM 0000000000000000
4:30 PM - 4:45 PM 0000000000000000
4:45 PM - 5:00 PM 0000000000000000
5:00 PM - 5:15 PM 0000000000000000
5:15 PM - 5:30 PM 0000000000000000
5:30 PM - 5:45 PM 0000001000000000
5:45 PM - 6:00 PM 0000000000000000
TOTAL 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0
PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:15 AM - 8:15 AM 0000000000000000
4:00 PM - 5:00 PM 0000000000000000
Bikes Peds Peds <>
AM Peak Total 00 PM 0 0 0 0
PM Peak Total 0 0 AM 0000 Peds <>
00 AM PM
00 00
00 00
00 00
PM AM
Peds <> 00
Peds <>
0000 AM
0 0 0 0 PM
Westbound Bikes W.Leg
Peds
Armstrong Ave
Church Ave Church Ave
Armstrong Ave Page 2 of 3
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Westbound Bikes W.Leg
Peds
Northbound Bikes N.Leg
Peds
Southbound Bikes S.Leg
Peds
Eastbound Bikes E.Leg
Peds
Turning Movement Report
Armstrong Ave @ Church Ave 36.7147
Fresno -119.6731
Tuesday, June 4, 2024 Clear
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 9 1 1 2 13 11 0 1 2 14 27
1:00 AM 3 0 0 1 4 0 1 0 0 1 5
2:00 AM 3 1 0 1 5 1 1 2 0 4 9
3:00 AM 1 2 1 3 7 1 3 4 0 8 15
4:00 AM 2 1 2 6 11 1 6 10 20 37 48
5:00 AM 3 4 4 7 18 8 10 15 19 52 70
6:00 AM 3 8 11 18 40 15 14 30 32 91 131
7:00 AM 27 35 41 29 132 45 60 80 77 262 394
8:00 AM 55 44 35 17 151 64 35 39 27 165 316
9:00 AM 16 18 17 16 67 22 23 29 25 99 166
10:00 AM 24 15 17 15 71 20 27 21 32 100 171
11:00 AM 19 27 30 27 103 29 28 33 21 111 214
12:00 PM 40 30 28 25 123 35 32 27 30 124 247
1:00 PM 28 35 17 42 122 29 27 43 23 122 244
2:00 PM 28 32 43 37 140 23 26 60 38 147 287
3:00 PM 49 42 63 64 218 32 31 44 37 144 362
4:00 PM 63 54 53 53 223 43 31 43 30 147 370
5:00 PM 53 64 48 63 228 31 42 52 40 165 393
6:00 PM 46 47 42 50 185 40 38 34 42 154 339
7:00 PM 42 48 54 42 186 31 28 26 19 104 290
8:00 PM 38 44 29 30 141 30 28 19 30 107 248
9:00 PM 29 28 24 15 96 19 9 11 12 51 147
10:00 PM 10 11 13 14 48 12 8 7 8 35 83
11:00 PM 11 10 10 4 35 7 5 0 4 16 51
2367 2260
AM% 33.8% AM Peak 441 7:15 am to 8:15 am AM P.H.F. 0.91 PM% 66.2% PM Peak 395 5:15 pm to 6:15 pm PM P.H.F. 0.93 3 Eastbound Westbound Hourly
Totals
Total 51.2% 48.8%
4627
24 Hour Count Report
E Hamilton Ave 36.7259008
East of Fowler Ave
Tuesday, September 17, 2024 Clear
-119.6819428
0 50
100
150
200
250
300
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 11 4 4 6 25 17 11 8 7 43 68
1:00 AM 3 2 2 2 9 5 3 2 4 14 23
2:00 AM 1 1 1 1 4 6 4 3 4 17 21
3:00 AM 1 6 19 14 40 0 5 7 8 20 60
4:00 AM 12 19 17 34 82 5 10 11 22 48 130
5:00 AM 30 37 45 41 153 27 32 41 42 142 295
6:00 AM 42 45 84 86 257 48 56 57 62 223 480
7:00 AM 150 142 192 154 638 76 94 102 117 389 1027
8:00 AM 154 163 128 73 518 103 82 65 50 300 818
9:00 AM 64 69 97 78 308 60 50 63 50 223 531
10:00 AM 71 75 86 97 329 60 62 54 60 236 565
11:00 AM 79 70 90 80 319 75 81 75 74 305 624
12:00 PM 97 74 91 77 339 98 86 86 103 373 712
1:00 PM 85 94 119 82 380 88 132 84 93 397 777
2:00 PM 77 104 117 114 412 96 109 109 102 416 828
3:00 PM 94 99 121 152 466 127 122 143 122 514 980
4:00 PM 130 130 147 115 522 160 153 135 149 597 1119
5:00 PM 128 129 153 146 556 162 173 161 150 646 1202
6:00 PM 116 119 101 110 446 134 129 126 115 504 950
7:00 PM 110 83 72 61 326 109 106 125 93 433 759
8:00 PM 67 79 61 59 266 88 83 88 72 331 597
9:00 PM 31 40 30 29 130 70 65 71 48 254 384
10:00 PM 33 21 18 19 91 44 41 35 41 161 252
11:00 PM 18 15 4 7 44 27 25 18 19 89 133
6660 6675
AM% 34.8% AM Peak 1067 7:30 am to 8:30 am AM P.H.F. 0.91 PM% 65.2% PM Peak 1202 5:00 pm to 6:00 pm PM P.H.F. 0.96 2 Northbound Southbound Hourly
Totals
Total 49.9% 50.1%
13335
24 Hour Count Report
Fowler Ave 36.7260276
North of Hamilton Ave
Tuesday, September 17, 2024 Clear
-119.6820903
0 100
200
300
400
500
600
700
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 7 4 3 6 20 15 10 7 7 39 59
1:00 AM 5 1 2 2 10 4 3 2 3 12 22
2:00 AM 1 0 0 1 2 4 3 4 3 14 16
3:00 AM 2 5 16 15 38 1 5 7 6 19 57
4:00 AM 12 16 15 24 67 4 12 17 26 59 126
5:00 AM 26 31 35 34 126 28 32 42 47 149 275
6:00 AM 30 40 64 76 210 48 57 56 66 227 437
7:00 AM 135 125 161 135 556 79 102 110 146 437 993
8:00 AM 162 172 115 61 510 120 82 56 48 306 816
9:00 AM 52 56 83 70 261 54 42 61 51 208 469
10:00 AM 62 54 72 76 264 47 53 44 56 200 464
11:00 AM 60 52 76 69 257 66 64 64 57 251 508
12:00 PM 75 64 78 61 278 71 78 72 92 313 591
1:00 PM 76 90 95 77 338 80 120 86 69 355 693
2:00 PM 68 97 104 109 378 82 96 113 98 389 767
3:00 PM 78 89 112 168 447 94 101 115 111 421 868
4:00 PM 131 123 141 109 504 141 123 119 120 503 1007
5:00 PM 117 121 125 133 496 129 143 137 114 523 1019
6:00 PM 113 108 92 94 407 125 109 109 91 434 841
7:00 PM 100 83 72 60 315 88 86 97 69 340 655
8:00 PM 59 86 56 46 247 72 74 73 59 278 525
9:00 PM 32 41 28 28 129 61 47 56 44 208 337
10:00 PM 27 19 16 18 80 40 36 27 34 137 217
11:00 PM 17 15 5 4 41 22 20 9 16 67 108
5981 5889
AM% 35.7% AM Peak 1088 7:30 am to 8:30 am AM P.H.F. 0.96 PM% 64.3% PM Peak 1019 5:00 pm to 6:00 pm PM P.H.F. 0.96 2 Northbound Southbound Hourly
Totals
Total 50.4% 49.6%
11870
24 Hour Count Report
Fowler Ave 36.725761
South of Hamilton Ave
Tuesday, September 17, 2024 Clear
-119.6820917
0 100
200
300
400
500
600
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 5423 14 4210 7 21
1:00 AM 1321 7 1011 3 10
2:00 AM 1211 5 1200 3 8
3:00 AM 1001 2 1001 2 4
4:00 AM 1323 9 2156 14 23
5:00 AM 3445 16 3523 13 29
6:00 AM 6 4 17 15 42 6 3 14 18 41 83
7:00 AM 33 21 54 52 160 15 31 44 48 138 298
8:00 AM 45 35 29 22 131 31 25 20 23 99 230
9:00 AM 14 14 9 12 49 15 14 24 12 65 114
10:00 AM 15 13 17 11 56 17 14 11 26 68 124
11:00 AM 15 16 10 25 66 12 14 18 22 66 132
12:00 PM 18 13 23 20 74 14 22 19 24 79 153
1:00 PM 18 20 16 24 78 26 12 24 19 81 159
2:00 PM 17 23 38 39 117 16 14 30 28 88 205
3:00 PM 31 27 33 31 122 25 18 24 43 110 232
4:00 PM 28 37 25 25 115 33 17 28 23 101 216
5:00 PM 33 30 27 34 124 22 24 34 20 100 224
6:00 PM 30 24 24 23 101 21 22 23 16 82 183
7:00 PM 16 14 19 31 80 18 20 18 23 79 159
8:00 PM 23 19 15 18 75 9 23 31 22 85 160
9:00 PM 14 18 12 10 54 20 15 16 11 62 116
10:00 PM 13 13 10 14 50 18 10 8 9 45 95
11:00 PM 6871 22 3546 18 40
1569 1449
AM% 35.7% AM Peak 334 7:30 am to 8:30 am AM P.H.F. 0.84 PM% 64.3% PM Peak 246 3:30 pm to 4:30 pm PM P.H.F. 0.83 3 Eastbound Westbound Hourly
Totals
Total 52.0% 48.0%
3018
24 Hour Count Report
Hamilton Ave 36.7258464
btwn Douglas/Armstrong
Tuesday, June 4, 2024 Clear
-119.6734342
0 20
40 60
80 100
120
140
160
180
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 1212 6 5333 14 20
1:00 AM 1212 6 0232 7 13
2:00 AM 0201 3 2122 7 10
3:00 AM 1223 8 1021 4 12
4:00 AM 1536 15 4678 25 40
5:00 AM 6 11 11 14 42 3725 17 59
6:00 AM 16 17 27 33 93 7 6 8 24 45 138
7:00 AM 45 47 81 60 233 16 29 50 49 144 377
8:00 AM 59 45 32 28 164 33 26 20 20 99 263
9:00 AM 32 20 15 26 93 12 15 18 14 59 152
10:00 AM 32 19 17 21 89 13 13 20 23 69 158
11:00 AM 15 14 21 15 65 26 22 11 16 75 140
12:00 PM 23 16 23 28 90 15 25 27 17 84 174
1:00 PM 22 22 22 18 84 23 20 16 28 87 171
2:00 PM 15 26 37 48 126 22 28 34 48 132 258
3:00 PM 27 26 46 43 142 34 36 47 51 168 310
4:00 PM 45 34 26 38 143 56 39 42 33 170 313
5:00 PM 36 29 41 31 137 37 52 40 28 157 294
6:00 PM 44 28 27 31 130 27 35 29 31 122 252
7:00 PM 26 20 27 22 95 18 29 24 28 99 194
8:00 PM 25 23 17 18 83 25 28 39 30 122 205
9:00 PM 11 17 12 16 56 31 19 25 15 90 146
10:00 PM 13 11 11 8 43 15 13 13 22 63 106
11:00 PM 4824 18 4 4 12 7 27 45
1964 1886
AM% 35.9% AM Peak 408 7:15 am to 8:15 am AM P.H.F. 0.78 PM% 64.1% PM Peak 361 3:30 pm to 4:30 pm PM P.H.F. 0.89 3 Eastbound Westbound Hourly
Totals
Total 51.0% 49.0%
3850
24 Hour Count Report
Hamilton Ave 36.72584039
btwn Armstrong/Pearwood
Tuesday, June 4, 2024 Clear
-119.6726181
0 50
100
150
200
250
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 3041 8 7365 21 29
1:00 AM 0112 4 1032 6 10
2:00 AM 1111 4 0132 6 10
3:00 AM 1627 16 0110 2 18
4:00 AM 4988 29 0040 4 33
5:00 AM 10 22 26 29 87 3014 8 95
6:00 AM 20 27 41 53 141 11 1 8 14 34 175
7:00 AM 80 97 103 66 346 17 21 20 15 73 419
8:00 AM 67 51 35 35 188 27 25 27 21 100 288
9:00 AM 35 29 32 25 121 12 15 20 13 60 181
10:00 AM 30 27 21 17 95 19 14 24 26 83 178
11:00 AM 17 18 23 21 79 32 17 13 26 88 167
12:00 PM 17 25 18 40 100 28 21 30 22 101 201
1:00 PM 27 26 31 24 108 29 21 31 28 109 217
2:00 PM 18 23 28 38 107 24 35 28 52 139 246
3:00 PM 34 37 43 33 147 43 44 56 63 206 353
4:00 PM 40 27 28 34 129 57 47 60 53 217 346
5:00 PM 30 24 46 33 133 56 73 45 39 213 346
6:00 PM 39 29 31 33 132 48 46 41 36 171 303
7:00 PM 24 25 24 19 92 32 41 29 37 139 231
8:00 PM 19 19 19 12 69 34 34 39 35 142 211
9:00 PM 11 15 17 12 55 38 34 29 18 119 174
10:00 PM 9 11 9 7 36 16 22 13 24 75 111
11:00 PM 5542 16 8 8 21 8 45 61
2242 2161
AM% 36.4% AM Peak 419 7:00 am to 8:00 am AM P.H.F. 0.85 PM% 63.6% PM Peak 373 3:15 pm to 4:15 pm PM P.H.F. 0.94 Tuesday, June 4, 2024 Clear
24 Hour Count Report
Hamilton Ave 36.72587236
btwn Arroyo/Temperance -119.6648005
2 Eastbound Westbound Hourly
Totals
Total 50.9% 49.1%
4403
0 50
100
150
200
250
300
350
400
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 3624 15 1211 5 20
1:00 AM 0351 9 0111 3 12
2:00 AM 1013 5 0004 4 9
3:00 AM 0010 1 0111 3 4
4:00 AM 0001 1 3 6 6 12 27 28
5:00 AM 2115 9 8 7 15 11 41 50
6:00 AM 1 3 7 11 22 18 11 30 28 87 109
7:00 AM 11 27 32 37 107 38 68 98 58 262 369
8:00 AM 16 25 13 6 60 50 43 22 27 142 202
9:00 AM 12 14 36 18 80 26 25 21 22 94 174
10:00 AM 17 12 12 11 52 25 16 10 21 72 124
11:00 AM 18 21 5 12 56 11 13 19 31 74 130
12:00 PM 20 17 20 23 80 13 17 19 32 81 161
1:00 PM 38 21 15 36 110 23 20 27 21 91 201
2:00 PM 10 24 42 33 109 22 31 21 32 106 215
3:00 PM 34 32 41 53 160 22 23 30 22 97 257
4:00 PM 38 35 36 23 132 17 15 19 27 78 210
5:00 PM 34 49 35 37 155 29 24 28 21 102 257
6:00 PM 20 29 27 26 102 23 21 11 22 77 179
7:00 PM 23 29 24 24 100 27 15 13 15 70 170
8:00 PM 35 32 30 31 128 15 13 26 8 62 190
9:00 PM 23 26 21 16 86 8 16 11 13 48 134
10:00 PM 9 13 14 12 48 14 5 7 7 33 81
11:00 PM 10 7 7 3 27 3608 17 44
1654 1676
AM% 37.0% AM Peak 386 7:15 am to 8:15 am AM P.H.F. 0.74 PM% 63.0% PM Peak 257 3:00 pm to 4:00 pm PM P.H.F. 0.86 4 Eastbound Westbound Hourly
Totals
Total 49.7% 50.3%
3330
24 Hour Count Report
California Ave 36.72045898
btwn Armstrong/Filbert
Tuesday, June 4, 2024 Clear
-119.6725434
0 50
100
150
200
250
300
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 1322 8 6413 14 22
1:00 AM 2001 3 3203 8 11
2:00 AM 1001 2 2201 5 7
3:00 AM 2337 15 2011 4 19
4:00 AM 5 3 11 9 28 2325 12 40
5:00 AM 18 8 19 19 64 4 4 13 13 34 98
6:00 AM 16 23 30 32 101 9 15 22 25 71 172
7:00 AM 62 101 113 78 354 28 53 62 109 252 606
8:00 AM 78 84 38 33 233 75 93 43 30 241 474
9:00 AM 27 21 36 39 123 17 31 40 22 110 233
10:00 AM 26 30 27 20 103 25 11 18 29 83 186
11:00 AM 27 27 38 42 134 18 28 38 37 121 255
12:00 PM 27 39 34 39 139 39 50 37 34 160 299
1:00 PM 38 45 24 41 148 51 36 42 38 167 315
2:00 PM 40 53 45 46 184 32 37 72 65 206 390
3:00 PM 40 71 74 68 253 41 44 67 91 243 496
4:00 PM 60 62 60 51 233 57 59 47 53 216 449
5:00 PM 50 52 58 41 201 58 66 52 55 231 432
6:00 PM 56 61 40 34 191 49 42 38 50 179 370
7:00 PM 36 25 32 41 134 24 25 30 30 109 243
8:00 PM 35 27 30 28 120 30 30 18 33 111 231
9:00 PM 22 29 23 21 95 30 15 24 20 89 184
10:00 PM 14 17 10 9 50 18 16 10 16 60 110
11:00 PM 10 6 2 2 20 17 7 4 6 34 54
2936 2760
AM% 37.3% AM Peak 692 7:30 am to 8:30 am AM P.H.F. 0.93 PM% 62.7% PM Peak 538 3:30 pm to 4:30 pm PM P.H.F. 0.85 3 Eastbound Westbound Hourly
Totals
Total 51.5% 48.5%
5696
24 Hour Count Report
Church Ave 36.71482509
btwn Via Certosa/Fowler
Tuesday, June 4, 2024 Clear
-119.682587
0 50
100
150
200
250
300
350
400
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 0311 5 4312 10 15
1:00 AM 0201 3 1110 3 6
2:00 AM 0000 0 1000 1 1
3:00 AM 1101 3 1010 2 5
4:00 AM 0122 5 1323 9 14
5:00 AM 4 9 10 19 42 2184 15 57
6:00 AM 11 14 12 24 61 3 2 13 7 25 86
7:00 AM 25 62 87 60 234 11 32 65 92 200 434
8:00 AM 52 65 16 17 150 31 24 14 15 84 234
9:00 AM 10 10 15 19 54 9 22 46 22 99 153
10:00 AM 11 12 18 13 54 11 9 10 15 45 99
11:00 AM 8 9 23 13 53 6 14 17 12 49 102
12:00 PM 11 19 36 27 93 16 11 15 16 58 151
1:00 PM 21 16 17 21 75 38 19 14 14 85 160
2:00 PM 20 39 37 29 125 26 16 66 35 143 268
3:00 PM 24 36 34 45 139 19 29 37 39 124 263
4:00 PM 31 30 19 23 103 31 24 22 21 98 201
5:00 PM 17 24 19 14 74 21 15 17 24 77 151
6:00 PM 15 23 23 10 71 15 18 9 20 62 133
7:00 PM 8 10 12 15 45 4352 14 59
8:00 PM 15 13 9 13 50 4300 7 57
9:00 PM 4 7 12 8 31 2021 5 36
10:00 PM 9854 26 4403 11 37
11:00 PM 8211 12 1300 4 16
1508 1230
AM% 44.0% AM Peak 481 7:15 am to 8:15 am AM P.H.F. 0.79 PM% 56.0% PM Peak 275 2:30 pm to 3:30 pm PM P.H.F. 0.67 2 Eastbound Westbound Hourly
Totals
Total 55.1% 44.9%
2738
24 Hour Count Report
Church Ave 36.71483399
east of Fowler
Tuesday, June 4, 2024 Clear
-119.6814951
0 50
100
150
200
250
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 0311 5 4412 11 16
1:00 AM 0101 2 0100 1 3
2:00 AM 0000 0 1000 1 1
3:00 AM 1101 3 1100 2 5
4:00 AM 0122 5 1323 9 14
5:00 AM 3041 8 2194 16 24
6:00 AM 3 6 11 19 39 2 3 13 9 27 66
7:00 AM 25 61 84 60 230 10 34 68 96 208 438
8:00 AM 50 58 18 15 141 34 30 12 13 89 230
9:00 AM 5 10 12 13 40 7 27 39 17 90 130
10:00 AM 11 11 14 13 49 8 8 5 15 36 85
11:00 AM 6 7 20 9 42 3 9 12 12 36 78
12:00 PM 10 15 38 28 91 10 18 15 7 50 141
1:00 PM 21 16 16 16 69 8 36 5 7 56 125
2:00 PM 20 33 40 30 123 11 9 13 79 112 235
3:00 PM 19 27 53 54 153 21 29 17 24 91 244
4:00 PM 33 31 18 21 103 15 26 19 14 74 177
5:00 PM 21 21 20 15 77 18 16 6 16 56 133
6:00 PM 14 23 21 10 68 13 15 7 8 43 111
7:00 PM 9 8 14 13 44 6577 25 69
8:00 PM 15 15 8 13 51 11 5 10 4 30 81
9:00 PM 5 7 11 8 31 7 10 4 3 24 55
10:00 PM 7963 25 4108 13 38
11:00 PM 7311 12 1311 6 18
1411 1106
AM% 43.3% AM Peak 487 7:15 am to 8:15 am AM P.H.F. 0.78 PM% 56.7% PM Peak 275 2:45 pm to 3:45 pm PM P.H.F. 0.63 2 Eastbound Westbound Hourly
Totals
Total 56.1% 43.9%
2517
24 Hour Count Report
Church Ave 36.71484446
west of Armstrong
Tuesday, June 4, 2024 Clear
-119.6734764
0 50
100
150
200
250
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 0010 1 2212 7 8
1:00 AM 0001 1 0000 0 1
2:00 AM 0000 0 0000 0 0
3:00 AM 1000 1 0000 0 1
4:00 AM 0123 6 0002 2 8
5:00 AM 2052 9 0121 4 13
6:00 AM 5 5 9 11 30 2155 13 43
7:00 AM 13 26 40 35 114 15 20 13 19 67 181
8:00 AM 24 18 4 10 56 14 11 8 9 42 98
9:00 AM 7999 34 6535 19 53
10:00 AM 8569 28 4475 20 48
11:00 AM 7495 25 4874 23 48
12:00 PM 7799 32 5767 25 57
1:00 PM 15 12 6 6 39 2401 7 46
2:00 PM 9 12 29 16 66 5 11 8 3 27 93
3:00 PM 20 20 37 19 96 4 4 13 9 30 126
4:00 PM 13 15 9 12 49 5631 15 64
5:00 PM 10 12 9 8 39 5312 11 50
6:00 PM 10 9 3 2 24 2410 7 31
7:00 PM 3427 16 3223 10 26
8:00 PM 7891 25 4342 13 38
9:00 PM 4243 13 3400 7 20
10:00 PM 2120 5 1001 2 7
11:00 PM 3020 5 0001 1 6
714 352
AM% 47.1% AM Peak 191 7:15 am to 8:15 am AM P.H.F. 0.88 PM% 52.9% PM Peak 126 3:00 pm to 4:00 pm PM P.H.F. 0.63 2 Eastbound Westbound Hourly
Totals
Total 67.0% 33.0%
1066
24 Hour Count Report
Church Ave 36.71485108
btwn Armstrong/Temperance
Tuesday, June 4, 2024 Clear
-119.6727449
0 20
40 60
80 100
120
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 5163 15 15 1 3 2 21 36
1:00 AM 3221 8 3615 15 23
2:00 AM 0214 7 5600 11 18
3:00 AM 1 3 10 9 23 6248 20 43
4:00 AM 10 6 12 14 42 6 9 14 16 45 87
5:00 AM 29 14 25 28 96 23 26 35 46 130 226
6:00 AM 22 29 37 35 123 31 49 49 59 188 311
7:00 AM 57 77 94 132 360 75 101 130 150 456 816
8:00 AM 116 114 105 43 378 120 105 48 35 308 686
9:00 AM 44 58 58 51 211 33 37 43 36 149 360
10:00 AM 41 50 39 37 167 35 35 49 44 163 330
11:00 AM 52 43 52 53 200 37 49 63 54 203 403
12:00 PM 57 76 68 60 261 69 65 56 72 262 523
1:00 PM 71 57 71 42 241 59 68 68 59 254 495
2:00 PM 61 68 70 98 297 68 74 80 104 326 623
3:00 PM 76 70 88 135 369 74 83 96 80 333 702
4:00 PM 115 85 111 111 422 78 84 73 90 325 747
5:00 PM 84 101 92 86 363 73 101 91 76 341 704
6:00 PM 80 70 46 42 238 67 69 57 53 246 484
7:00 PM 53 48 57 46 204 48 49 52 46 195 399
8:00 PM 48 45 40 44 177 50 54 44 53 201 378
9:00 PM 32 35 13 26 106 49 36 34 29 148 254
10:00 PM 17 19 17 18 71 32 25 22 24 103 174
11:00 PM 19 12 6 3 40 28 11 7 9 55 95
4419 4498
AM% 37.4% AM Peak 961 7:30 am to 8:30 am AM P.H.F. 0.85 PM% 62.6% PM Peak 761 3:45 pm to 4:45 pm PM P.H.F. 0.88 3 Northbound Southbound Hourly
Totals
Total 49.6% 50.4%
8917
24 Hour Count Report
Fowler Ave 36.71522655
north of Church
Tuesday, June 4, 2024 Clear
-119.682138
0 50
100
150
200
250
300
350
400
450
500
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 4152 12 13 0 3 1 17 29
1:00 AM 3310 7 3411 9 16
2:00 AM 0214 7 5400 9 16
3:00 AM 0173 11 5247 18 29
4:00 AM 5428 19 5 9 13 15 42 61
5:00 AM 13 10 17 20 60 19 18 31 29 97 157
6:00 AM 14 17 23 33 87 22 33 44 47 146 233
7:00 AM 27 36 55 103 221 65 78 120 122 385 606
8:00 AM 142 177 109 37 465 128 118 45 30 321 786
9:00 AM 29 43 24 31 127 27 24 36 36 123 250
10:00 AM 27 32 24 31 114 22 33 35 31 121 235
11:00 AM 34 27 31 38 130 26 37 36 43 142 272
12:00 PM 42 76 89 53 260 47 46 53 59 205 465
1:00 PM 54 39 66 31 190 46 62 42 44 194 384
2:00 PM 36 52 57 77 222 57 51 69 70 247 469
3:00 PM 61 52 86 138 337 53 85 104 54 296 633
4:00 PM 86 60 82 95 323 52 56 60 70 238 561
5:00 PM 62 75 57 68 262 47 52 60 54 213 475
6:00 PM 60 48 40 16 164 54 61 39 21 175 339
7:00 PM 31 37 46 29 143 34 31 36 27 128 271
8:00 PM 30 31 23 34 118 26 27 30 25 108 226
9:00 PM 20 20 10 15 65 27 28 20 12 87 152
10:00 PM 14 7 14 13 48 20 10 14 11 55 103
11:00 PM 17 11 5 4 37 12 10 3 5 30 67
3429 3406
AM% 39.4% AM Peak 965 7:30 am to 8:30 am AM P.H.F. 0.82 PM% 60.6% PM Peak 657 3:15 pm to 4:15 pm PM P.H.F. 0.86 3 Northbound Southbound Hourly
Totals
Total 50.2% 49.8%
6835
24 Hour Count Report
Fowler Ave 36.71437648
south of Church
Tuesday, June 4, 2024 Clear
-119.6821341
0 50
100
150
200
250
300
350
400
450
500
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 5233 13 2633 14 27
1:00 AM 1510 7 1210 4 11
2:00 AM 0100 1 2312 8 9
3:00 AM 2113 7 1120 4 11
4:00 AM 2635 16 3251 11 27
5:00 AM 9 9 6 11 35 1 5 11 14 31 66
6:00 AM 6 6 17 20 49 11 17 17 21 66 115
7:00 AM 32 56 75 78 241 28 21 44 55 148 389
8:00 AM 36 29 32 21 118 55 44 25 16 140 258
9:00 AM 32 21 21 30 104 17 19 12 21 69 173
10:00 AM 20 18 12 29 79 27 11 25 15 78 157
11:00 AM 14 14 15 25 68 19 12 13 16 60 128
12:00 PM 18 19 25 29 91 16 21 29 35 101 192
1:00 PM 34 22 24 36 116 33 30 19 28 110 226
2:00 PM 23 36 66 34 159 23 26 33 45 127 286
3:00 PM 28 30 55 71 184 43 41 37 28 149 333
4:00 PM 52 34 42 36 164 38 38 38 30 144 308
5:00 PM 30 25 34 29 118 28 31 44 42 145 263
6:00 PM 32 36 27 24 119 36 25 29 24 114 233
7:00 PM 21 22 16 20 79 29 33 32 24 118 197
8:00 PM 27 13 21 19 80 26 23 23 18 90 170
9:00 PM 10 10 12 11 43 19 19 21 15 74 117
10:00 PM 13 10 14 7 44 18 11 7 14 50 94
11:00 PM 7847 26 7826 23 49
1961 1878
AM% 35.7% AM Peak 420 7:15 am to 8:15 am AM P.H.F. 0.79 PM% 64.3% PM Peak 353 3:30 pm to 4:30 pm PM P.H.F. 0.89 4 Northbound Southbound Hourly
Totals
Total 51.1% 48.9%
3839
24 Hour Count Report
Armstrong Ave 36.72626366
btwn Orleans/Hamilton
Tuesday, June 4, 2024 Clear
-119.6730269
0 50
100
150
200
250
300
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 7413 15 9 11 4 7 31 46
1:00 AM 1331 8 0361 10 18
2:00 AM 0000 0 4144 13 13
3:00 AM 2236 13 1041 6 19
4:00 AM 2679 24 5 5 10 4 24 48
5:00 AM 15 17 15 21 68 4 8 13 17 42 110
6:00 AM 19 20 44 42 125 15 21 28 31 95 220
7:00 AM 49 93 107 89 338 34 30 55 59 178 516
8:00 AM 70 61 50 38 219 77 67 40 24 208 427
9:00 AM 52 34 43 51 180 16 27 22 30 95 275
10:00 AM 41 34 18 46 139 27 20 40 19 106 245
11:00 AM 16 23 37 42 118 35 31 17 37 120 238
12:00 PM 34 27 33 51 145 28 29 45 42 144 289
1:00 PM 53 35 47 38 173 45 49 28 45 167 340
2:00 PM 30 46 73 49 198 38 47 45 71 201 399
3:00 PM 29 41 73 98 241 57 71 65 51 244 485
4:00 PM 76 39 57 55 227 68 68 66 46 248 475
5:00 PM 50 38 60 46 194 60 73 62 70 265 459
6:00 PM 53 48 36 41 178 49 46 41 48 184 362
7:00 PM 40 34 31 32 137 38 48 45 50 181 318
8:00 PM 30 35 34 32 131 43 46 42 39 170 301
9:00 PM 17 25 18 23 83 40 39 36 25 140 223
10:00 PM 24 15 21 10 70 26 21 18 36 101 171
11:00 PM 10 15 5 9 39 13 14 16 6 49 88
3063 3022
AM% 35.7% AM Peak 585 7:30 am to 8:30 am AM P.H.F. 0.90 PM% 64.3% PM Peak 543 3:15 pm to 4:15 pm PM P.H.F. 0.91 4 Northbound Southbound Hourly
Totals
Total 50.3% 49.7%
6085
24 Hour Count Report
Armstrong Ave 36.72543865
btwn Hamilton/Brayly
Tuesday, June 4, 2024 Clear
-119.6730847
0 50
100
150
200
250
300
350
400
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 6214 13 6814 19 32
1:00 AM 0122 5 0242 8 13
2:00 AM 0016 7 4125 12 19
3:00 AM 0233 8 3251 11 19
4:00 AM 1 4 6 10 21 6 7 13 5 31 52
5:00 AM 12 12 10 12 46 6 8 17 21 52 98
6:00 AM 17 15 32 39 103 10 19 33 26 88 191
7:00 AM 44 65 72 53 234 35 40 56 55 186 420
8:00 AM 63 25 42 41 171 83 69 36 18 206 377
9:00 AM 40 32 41 37 150 15 26 21 29 91 241
10:00 AM 31 34 18 35 118 26 23 31 18 98 216
11:00 AM 17 20 15 26 78 28 34 16 37 115 193
12:00 PM 32 26 37 40 135 23 30 43 28 124 259
1:00 PM 39 28 39 32 138 34 42 19 40 135 273
2:00 PM 23 36 58 38 155 30 42 32 49 153 308
3:00 PM 37 44 72 95 248 49 58 51 49 207 455
4:00 PM 56 39 53 46 194 48 50 54 39 191 385
5:00 PM 45 31 48 45 169 44 60 45 60 209 378
6:00 PM 43 44 40 31 158 40 45 38 39 162 320
7:00 PM 34 24 29 24 111 33 37 32 34 136 247
8:00 PM 24 29 30 23 106 40 32 34 28 134 240
9:00 PM 16 25 15 24 80 36 30 34 23 123 203
10:00 PM 23 19 20 10 72 16 17 13 21 67 139
11:00 PM 8 12 0 6 26 11 12 14 6 43 69
2546 2601
AM% 36.4% AM Peak 487 7:15 am to 8:15 am AM P.H.F. 0.83 PM% 63.6% PM Peak 473 3:15 pm to 4:15 pm PM P.H.F. 0.82 4 Northbound Southbound Hourly
Totals
Total 49.5% 50.5%
5147
24 Hour Count Report
Armstrong Ave 36.72088857
north of California
Tuesday, June 4, 2024 Clear
-119.6730689
0 50
100
150
200
250
300
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 5413 13 3600 9 22
1:00 AM 0331 7 0211 4 11
2:00 AM 0014 5 3114 9 14
3:00 AM 0223 7 3342 12 19
4:00 AM 0124 7 8 10 15 10 43 50
5:00 AM 7716 21 7 9 22 21 59 80
6:00 AM 5 8 12 22 47 15 20 36 26 97 144
7:00 AM 20 49 65 63 197 38 65 115 86 304 501
8:00 AM 38 16 32 25 111 92 78 35 23 228 339
9:00 AM 23 16 48 29 116 12 21 13 25 71 187
10:00 AM 18 25 13 21 77 21 18 24 14 77 154
11:00 AM 14 11 5 7 37 18 17 20 37 92 129
12:00 PM 28 19 39 24 110 12 23 44 21 100 210
1:00 PM 45 18 27 27 117 25 31 19 20 95 212
2:00 PM 15 26 77 32 150 34 39 30 42 145 295
3:00 PM 37 48 76 104 265 37 53 44 27 161 426
4:00 PM 55 40 48 34 177 26 31 32 31 120 297
5:00 PM 38 28 45 37 148 32 32 35 36 135 283
6:00 PM 32 37 40 21 130 32 30 22 25 109 239
7:00 PM 15 19 26 19 79 18 18 18 20 74 153
8:00 PM 22 28 19 26 95 18 12 19 8 57 152
9:00 PM 13 19 13 18 63 18 14 22 14 68 131
10:00 PM 13 17 18 11 59 11 7 4 17 39 98
11:00 PM 9 10 0 0 19 5975 26 45
2057 2134
AM% 39.4% AM Peak 573 7:15 am to 8:15 am AM P.H.F. 0.80 PM% 60.6% PM Peak 433 3:15 pm to 4:15 pm PM P.H.F. 0.83 3 Northbound Southbound Hourly
Totals
Total 49.1% 50.9%
4191
24 Hour Count Report
Armstrong Ave 36.71998284
btwn California/Pitt
Tuesday, June 4, 2024 Clear
-119.6730604
0 50
100
150
200
250
300
350
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 5513 14 3600 9 23
1:00 AM 1220 5 0210 3 8
2:00 AM 0014 5 1213 7 12
3:00 AM 1122 6 3241 10 16
4:00 AM 0011 2 8 11 13 11 43 45
5:00 AM 6315 15 6 11 26 22 65 80
6:00 AM 1 6 13 16 36 15 22 39 26 102 138
7:00 AM 16 37 68 60 181 37 69 119 102 327 508
8:00 AM 34 48 28 22 132 88 93 32 23 236 368
9:00 AM 19 18 49 24 110 11 21 9 23 64 174
10:00 AM 17 16 16 17 66 23 12 20 17 72 138
11:00 AM 10 9 17 20 56 15 13 20 29 77 133
12:00 PM 19 22 36 21 98 11 26 42 21 100 198
1:00 PM 46 15 26 23 110 23 26 16 22 87 197
2:00 PM 11 27 73 33 144 30 40 30 42 142 286
3:00 PM 27 45 68 96 236 30 49 45 21 145 381
4:00 PM 53 28 42 31 154 19 25 22 26 92 246
5:00 PM 33 27 40 33 133 29 24 29 31 113 246
6:00 PM 28 34 34 17 113 28 30 24 15 97 210
7:00 PM 11 15 23 13 62 13 14 16 11 54 116
8:00 PM 19 20 12 25 76 14 9 16 6 45 121
9:00 PM 12 13 12 15 52 11 13 13 11 48 100
10:00 PM 7 16 20 9 52 6 5 5 13 29 81
11:00 PM 8757 27 3735 18 45
1885 1985
AM% 42.5% AM Peak 612 7:30 am to 8:30 am AM P.H.F. 0.82 PM% 57.5% PM Peak 396 3:15 pm to 4:15 pm PM P.H.F. 0.85 2 Northbound Southbound Hourly
Totals
Total 48.7% 51.3%
3870
24 Hour Count Report
Armstrong Ave 36.71508797
btwn Truman/Church
Tuesday, June 4, 2024 Clear
-119.6730874
0 50
100
150
200
250
300
350
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 6212 11 2400 6 17
1:00 AM 1120 4 0110 2 6
2:00 AM 0014 5 0213 6 11
3:00 AM 1021 4 2141 8 12
4:00 AM 0011 2 7 8 11 9 35 37
5:00 AM 5317 16 4 11 18 20 53 69
6:00 AM 1 4 9 10 24 13 19 29 24 85 109
7:00 AM 6 56 115 125 302 44 109 155 115 423 725
8:00 AM 23 17 15 13 68 83 83 29 15 210 278
9:00 AM 21 32 81 25 159 10 14 8 16 48 207
10:00 AM 11 12 8 22 53 16 10 22 16 64 117
11:00 AM 8 6 8 21 43 13 12 17 26 68 111
12:00 PM 17 22 18 15 72 7 23 44 34 108 180
1:00 PM 42 33 18 20 113 19 16 13 23 71 184
2:00 PM 10 22 80 88 200 34 58 43 35 170 370
3:00 PM 38 46 51 72 207 23 32 40 17 112 319
4:00 PM 44 30 43 29 146 20 23 16 20 79 225
5:00 PM 26 28 31 30 115 20 21 26 21 88 203
6:00 PM 31 20 18 10 79 24 19 20 8 71 150
7:00 PM 5 10 10 6 31 10 10 10 6 36 67
8:00 PM 11 11 9 14 45 7565 23 68
9:00 PM 10 8 5 11 34 6799 31 65
10:00 PM 3 8 15 6 32 4446 18 50
11:00 PM 4656 21 2615 14 35
1786 1829
AM% 47.0% AM Peak 781 7:15 am to 8:15 am AM P.H.F. 0.72 PM% 53.0% PM Peak 387 2:15 pm to 3:15 pm PM P.H.F. 0.79 2 Northbound Southbound Hourly
Totals
Total 49.4% 50.6%
3615
24 Hour Count Report
Armstrong Ave 36.71453208
south of Church
Tuesday, June 4, 2024 Clear
-119.6730733
0 50
100
150
200
250
300
350
400
450
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 6174 18 12 6 9 5 32 50
1:00 AM 2325 12 3255 15 27
2:00 AM 2 12 3 1 18 1164 12 30
3:00 AM 2 8 6 10 26 1373 14 40
4:00 AM 5 10 10 19 44 3 4 13 15 35 79
5:00 AM 16 29 33 55 133 15 20 23 36 94 227
6:00 AM 50 51 67 74 242 33 33 68 66 200 442
7:00 AM 100 132 135 99 466 65 102 78 87 332 798
8:00 AM 78 81 62 54 275 83 71 58 47 259 534
9:00 AM 56 41 61 45 203 35 56 46 30 167 370
10:00 AM 60 45 39 37 181 39 39 42 41 161 342
11:00 AM 40 35 53 44 172 53 44 35 45 177 349
12:00 PM 46 47 38 62 193 50 52 53 54 209 402
1:00 PM 52 48 52 48 200 53 84 59 53 249 449
2:00 PM 52 57 61 70 240 53 73 62 86 274 514
3:00 PM 66 70 71 84 291 79 89 99 95 362 653
4:00 PM 91 77 78 61 307 98 106 89 96 389 696
5:00 PM 77 71 80 69 297 102 109 82 82 375 672
6:00 PM 69 51 54 49 223 68 75 64 59 266 489
7:00 PM 48 34 33 32 147 54 58 50 47 209 356
8:00 PM 42 32 27 28 129 53 49 58 50 210 339
9:00 PM 24 26 28 29 107 51 49 49 29 178 285
10:00 PM 17 14 17 11 59 24 28 27 29 108 167
11:00 PM 7 15 9 4 35 19 13 24 10 66 101
4018 4393
AM% 39.1% AM Peak 798 7:00 am to 8:00 am AM P.H.F. 0.85 PM% 60.9% PM Peak 721 3:30 pm to 4:30 pm PM P.H.F. 0.95 Tuesday, June 4, 2024 Clear
24 Hour Count Report
Temperance Ave 36.72631594
north of Hamilton -119.6643023
4 Northbound Southbound Hourly
Totals
Total 47.8% 52.2%
8411
0 50
100
150
200
250
300
350
400
450
500
# of vehicles
Time Period
Northbound
Southbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: JLB Traffic Engineering, Inc. 516 W. Shaw Ave, Suite 103
800-975-6938 Phone/Fax Fresno, CA 93704
www.metrotrafficdata.com
STREET LATITUDE
SEGMENT LONGITUDE
COLLECTION DATE WEATHER
NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 5134 13 7331 14 27
1:00 AM 2214 9 2224 10 19
2:00 AM 2 11 2 0 15 2032 7 22
3:00 AM 1243 10 1263 12 22
4:00 AM 1 1 3 13 18 3 4 10 17 34 52
5:00 AM 8 7 14 29 58 14 20 29 35 98 156
6:00 AM 31 27 29 30 117 23 35 63 61 182 299
7:00 AM 37 50 62 55 204 65 96 88 94 343 547
8:00 AM 39 44 44 32 159 84 60 48 39 231 390
9:00 AM 27 20 36 25 108 29 49 33 22 133 241
10:00 AM 36 22 26 28 112 26 29 26 23 104 216
11:00 AM 33 18 34 29 114 31 28 26 25 110 224
12:00 PM 40 27 29 30 126 33 36 32 40 141 267
1:00 PM 41 30 33 27 131 40 71 40 28 179 310
2:00 PM 37 41 40 47 165 32 45 41 49 167 332
3:00 PM 48 54 54 73 229 52 66 69 54 241 470
4:00 PM 72 58 64 45 239 62 67 43 61 233 472
5:00 PM 56 55 47 43 201 55 44 50 50 199 400
6:00 PM 45 31 34 24 134 35 38 34 31 138 272
7:00 PM 28 18 14 21 81 26 26 26 18 96 177
8:00 PM 29 18 18 20 85 25 20 29 19 93 178
9:00 PM 19 12 17 18 66 19 16 26 12 73 139
10:00 PM 13 7 10 8 38 13 10 16 9 48 86
11:00 PM 3 10 7 3 23 12 5 5 3 25 48
2455 2911
AM% 41.3% AM Peak 568 7:15 am to 8:15 am AM P.H.F. 0.95 PM% 58.7% PM Peak 509 3:30 pm to 4:30 pm PM P.H.F. 0.95 Tuesday, June 4, 2024 Clear
24 Hour Count Report
Temperance Ave 36.72525888
south of Hamilton -119.6642151
2 Northbound Southbound Hourly
Totals
Total 45.8% 54.2%
5366
0 50
100
150
200
250
300
350
400
# of vehicles
Time Period
Northbound
Southbound
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | C
(559) 570-8991
Appendix C: Traffic Modeling
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 plus Project
Simonian TIA
39 29
428
68 58
62 82
578
789
25 81
75 40
620
595
1 4
2 1
19 20
15373020 261 268 5
4 7
10 66
59 0
0 0
0 0
0 25
147
144
61 963
919
13 67
45 26
356
40 135
43 6
1 7
26 98
1 9
02 18
9 18
16 168
157
6 8125112 67
0 8
0 4
0 59
2 6
3 5
39 53
7 603420 297 365 64
85419 352 341
0 0
0 0
1 1
116
17 37
99 618
681
190
25 60
152
1044
1032
1202
0 0
1 0
5 4
8 233
6103
877
5 11
103
43 19
274
0 0
0 0
1 1
92 23
29 81
635
586
1 70
3 5
7 34653
5 6
8 6
78 74
3 2
2 2
2322
3 2
27 37
13 27
41 333
341
19 1
6 1
2 1
3 81
173
19 7
13 19
190
185 42123423 296 301
106
28 50
94 749
753
16 5
9 13
112
116
1362
61 31
4 7
4 1
2 13
11 5
82 86
Church
Church
35 38
54 22
428
305
Fowler 262 389 2847
Church
Church
27 31
42 17
312
236
Church
Church
29 72
76 29
630
556 A mr strong A mr strong
12785
152 65 998
1014 A mr strong A mr strong
14665
143 78
1022
1036
Fowler Fowler 353
306
345
408
3218
3091
Fowler Fowler 306
353
408
345
3091
3218 345 353 306 408 3091 3218
Fowler Fowler 429
346
429
438
3556
3766
346
429
438
429
3766
3556
Fowler Fowler 510
371
469
512
4151
4386 Armstrong Armstrong 170 161 162 168 1598 1638 1598 170 161 162 168 1638 Armstr Armst
121 71 104
124
114
124
121
71 104
124
1146
1248
Church
Church
5 13
17 3
200
163
Church
Church
16 16
21 15
230
234 Temperance Temperance 487 623 416 568 6613 6338 Temperance Temperance 403 618
561
471
6296
6530
Chur
Chur
10 9
13 10
164
162
Temperance Temperance 6546 606 491 571 958
6658 Temperance Temperance 606
491
546
571
6958
6658 Tempera
653
595
7256 Temperance Temperance 606 491 546 571 6958 6658
45 26
31 63
342
516
46 119
92 65
770
911
45 26
31 63
342
516 Fowler Fowler 345 353 306 408 3218 3091
45 26
31 63
342
516
Fowler 327
283
2703
45 26
31 63
45 26
31 63
342
516
45 26
31 63
342
516
35 156
124
73 974
1102 Hamilton Hamilton
35 156
124
73 974
1102 Hamilton Hamilton
35 156
124
73 974
1102 Hamilton Hamilton
35 156
124
73 974
1102 Hamilton Hamilton
44 142
114
74 926
1046
Hamilton Hamilton
35 156
124
73 974
1102 Hamilton Hamilton
50 98
72 72
686
660 Armstrong Armstrong
154
132
144
156
1440
1399 Armstrong Armstrong
116
67 98
114
1080
1189 Hamilton Hamilton
50 98
72 72
686
660 A mr strong A mr strong
156
145
155
161
1522
1485
Hamilton Hamilton
95 40
48 97
687
623 Temperance 524 623 6971 Temperance 653
595
7256 Tempera
524
623
6971
Fowler 97 333
1936
Fowler 350
287
2817 Church
71 49
549 Fowler 97 333 1936
Church
238
122
1527 Church
238
122
1527 Fowler 2817 287 350 124 147 142 129
1305
1257 Armstrong Armstrong
147
36 65
122
841
81 5
8 3
18 34
64 477
473 Temperance Temperance 546 606 491 571 6658
6958 California California 0
0 0
0 0
0 0
0 0
0 0
0 California California 7
60 34
20 297
365
California California 7
60 34
20 297
365
7 60
34 20
297
365 Armstrong Armstrong 166 43 141 78 1003 1031
Fow el r 261
377
2750
Fow el r 346
301
2871
California California 0
0 0
0 0
0 California California 53
18 34
64 477
473
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 plus Project - Select Zone 1
Simonian TIA
0 0
0 1
1 1
0 4
3 0
0 0
0 0
1 0
0 0
3 2
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
1 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 1
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
3 0
0 0
0 0
0 1
0 0
0 5
5 0
0 0
0 1
0 0
0 0
0 0
0 37
13 27
41 333
341
19 1
6 1
2 1
3 81
173 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 3
1 0
0 0
0 0
0 0
0 0
0 0
1 2
1 19
Church
Church
2 2
4 1
22 20
Fowler 0
0 1
Church
Church
2 2
4 1
22 20
Church
Church
1 2
3 0
32 26 Armstrong Armstrong 153188
121
127 A mr strong Armstrong 1961123 170
179
Fowler Fowler 0
0 0
0 0
0 000000
Fowler Fowler 0
0 0
0 0
0 Fow el r Fow el r 0
0 0
0 0
0 Fowler Fowler 1
0 4
2 36
14 0
4 1
2 1
1 0
4 2
4 36
Fow
Fow
36 1
Armstrong Armstrong 341 41133727 333 Armstrong Armstrong 34113372741
333 26102119 210
293
Church
Church
0 2
2 0
27 22
Church
Church
0 0
0 0
1 2 Temperance Temperance 2
0 2
02620 Temperance Temperance 0
0 0
0 0
0 Temperance Temperance 0
0 0
0 0
0 Temperance Temperance 0
0 0
0 0
0 Tem
Temperance Temperance 0
0 0
0 0
0 California California 0
0 0
0 0
0 0
0 0
0 0
0 California California 0
0 0
0 0
0 a
a Fowler Fowler 0
0 0
0 0
0 0
0 0
0 0
0 Fow el r 0
0 0
0 0
0 0
0 0
California California 0
0 0
0 0
0 0
0 0
0 0
0 1
5 2
2 18
38 Hamilton Hamilton
1 5
2 2
18 38 Hamilton Hamilton
1 5
2 2
18 38 Hamilton Hamilton
1 5
2 2
18 38 Hamilton Hamilton
1 6
2 2
20 41 Hamilton Hamilton
1 5
2 2
18 38 Hamilton Hamilton
11 3
5 13
80 25 Armstrong Armstrong 41133727 331
338 Armstrong Armstrong
21 10
1 2
9 6
210
293 A mr strong A mr strong 41133727 331
339
Hamilton Hamilton
11 3
5 13
79 24 Hamilton Hamilton
11 3
5 13
79 24 Temperance 10578 Temperance 1
3 3
24 Tem
Church
2 1
18 1
0 0 Fowler 0
0 0
Church
2 4
22 Church
2 4
22 2
4 Fowler 1
0 0
0 0
0 0
0 0 A mr strong A mr strong
19 1
6 1
23 180
171 California California 19
6 11
23 181
173
Temperance Temperance 0
0 0
0 0
0 California California 0
0 0
0 0
0 0
0 0
0 0
0 California California 0
0 0
0 1
1 California California 0
0 0
0 1
1 0
0 0
0 1
1 Armstrong Armstrong 1961123 171 180
Fowler 0
0 0
Fowler 0
0 0
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Base Year 2019 plus Project - Select Zone 2
Simonian TIA
0 0
0 0
0 1
0 6
4 0
0 0
0 0
0 0
0 0
2 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 3
4 0
0 0
0 0
0 0
0 1
0 2
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
2 0
0 0
0 0
0 1
0 0
0 6
6 0
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 19
7 13
19 190
185 42123423 296 301
0 0
0 0
0 0
0 0
0 0
2 4
0 0
0 0
0 0
0 0
0 0
0 1
2 2
25 Church
Church
1 2
6 2
25 26
Fowler 0
0 1
Church
Church
1 2
6 2
25 26
Church
Church
1 1
2 0
33 32 Armstrong Armstrong 155139
128
130 A mr strong Armstrong 1871319 185
189
Fowler Fowler 0
0 0
0 0
0 000000
Fowler Fowler 0
0 0
0 0
0 Fow el r Fow el r 0
0 0
0 0
0 Fowler Fowler 2
1 3
2 25
14 1
3 2
2 1
2 1
3 2
4 25
Fow
Fow
25 1
Armstrong Armstrong 300 42113423 295 Armstrong Armstrong 34211342300
295 1772116 180
249
Church
Church
0 1
2 0
27 26
Church
Church
0 0
0 0
2 2 Temperance Temperance 2
0 1
02525 Temperance Temperance 0
0 0
0 0
0 Temperance Temperance 0
0 0
0 0
0 Temperance Temperance 0
0 0
0 0
0 Tem
Temperance Temperance 0
0 0
0 0
0 California California 0
0 0
0 0
0 0
0 0
0 0
0 California California 0
0 0
0 0
0 a
a Fowler Fowler 0
0 0
0 0
0 0
0 0
0 0
0 Fow el r 0
0 0
0 0
0 0
0 0
California California 0
0 0
0 0
0 0
0 0
0 0
0 1
3 2
3 19
29 Hamilton Hamilton
1 3
2 3
19 29 Hamilton Hamilton
1 3
2 3
19 29 Hamilton Hamilton
1 3
2 3
19 29 Hamilton Hamilton
1 4
2 3
20 31
Hamilton Hamilton
1 3
2 3
19 29 Hamilton Hamilton
13 3
4 18
80 28 Armstrong Armstrong 42113423 291
297 Armstrong Armstrong
1 7
7 1
2 6
1 180
249 A mr strong A mr strong 42113423 291
298
Hamilton Hamilton
13 3
3 18
77 24 Hamilton Hamilton
13 3
3 18
77 24 Temperance 13377 Temperance 1
3 8
23 Tem
Church
2 2
22 5
1 0 Fowler 0
0 0
Church
0 5
22 Church
0 5
22 1
6 Fowler 2
0 0 34112342 295 300 A mr strong A mr strong
0 0
0 0
0 0 California California 34
12 23
42 295
300
Temperance Temperance 0
0 0
0 0
0 California California 0
0 0
0 0
0 0
0 0
0 0
0 California California 0
0 0
0 0
0 California California 0
0 0
0 0
0 0
0 0
0 0
0 Armstrong Armstrong 1971319 185 190
Fowler 0
0 0
Fowler 2
1 0
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Cumulative Year 2046 plus Project
Simonian TIA
18 47
32 471
57 89
66 74
634
870
29 15
38 39
660
535
1 8
5 5
2 3
14 134
16413726 296 300 8
8 7
9 75
73 0
0 0
0 0
0 31
156
142
56 1026
989
14 64
5 28
379
428
154
52 7
138
1072
1095
15 11
15 15
158
154 4891931 273 374
0 0
0 0
0 2
15 10
12 20
123
196 277872 53663
539
22 144 132 52 886 888 59
74318 329 319
0 0
0 0
2 2
33 6
11 29
222
203
181
24 58
150
1021
964
36 181
1307
1 0
0 1
9 5
0 1 2
1 19 24
5 7104
882
10 22
180
15 79
21 530
0 1
1 0
8 7
232
28 44
215
1540
1342
2 24
15 5
57 90 11
6115
109
124
1 2
2 1
13 14
11 9
15 11
149
165
0 1
0 1
0 0
0 0
0 0
5 6
6 69
17 4
9 21
83 78
39 1
2 6
9 4
4 3
31 436
7 2
6 8
73 63 17463053 413 423
1 5
31 56
105
76 7 3
14 7
10 12
111
107
1971
58 30
452
4 9
2 11
13 7
86 90
urch
85 33
421 Church
Church
56 90
84 41
585
562
Fowler 398 475 3816
Church
Church
47 42
52 22
305
185
Church
Church
55 78
73 28
803
755 Armstrong Armstrong
12441
133 60 770
781 A mr strong A mr strong
14434
145 86 913
852
487
513
451
508
4952
4605
Fowler Fowler 513
487
508
451
4605
4952 451 487 513 508 4605 4952
Fowler Fowler 588
469
514
521
4950
5458
469
588
521
514
5458
4950
Fow el r Fow el r 603
499
553
559
5485
6118 Armstrong Armstrong 165 140 136 171 1181 1192
140
136
165
171
1181
1192 A mr stro
A mr stro
102 926068 768
753 102 926068 768 753
Church
Church
29 19
25 4
396
381 Church
Church
22 29
36 21
331
336 Temperance Temperance 1302 1442 1072 1359 10860 10670 Temperance Temperance 1089 1441
1356
1294
10494
10663
Church
Church
16 19
25 16
221
212
Temperance Temperance 1431
1183
1387
1371
11158
10980 Temperance Temperance 1431
1183
1387
1371
11158
10980 Temperanc
1572
1423
11796 Temperance Temperance 1431
1183 1387 1371
11158
10980
61 56
47 59
531
674
70 168
139
91 1178
1299
61 56
47 59
531
674
ornia
ornia 70
68 39
1 178
99 Fowler Fowler 451 487 513 508 4952 4605
61 56
47 59
531
674
Fow el r 451
327
3866 California California 67
153
162
97 1335
1335
61 56
47 59
61 56
47 59
531
674
61 56
47 59
531
674
45 170
133
77 936
1010
45 170
133
77 936
1010
45 170
133
77 936
1010
45 170
133
77 936
1010
50 150
121
76 892
961 Hamilton Hamilton
45 170
133
77 936
1010 Hamilton Hamilton
86 130
138
123
804
876 Armstrong Armstrong
128
115
145
149
998
980 Armstrong Armstrong
94 53
6 8
1 3
693
680 Hamilton Hamilton
86 130
138
123
804
876 A mr strong A mr strong
130
126
159
155
1085
1070
Hamilton Hamilton
136
79 111
152
840
866 Hamilton Hamilton
136
79 111
152
840
866 Temperance 1178
1538
11395 Temperance 1572
1423
11796 Temperanc
1178
1538
11395
Fowler 238
436
3144
Fowler 500
343
4331 Church
82 58
476 Fowler 238 436 3144
urch
82 58
76 Church
242
141
1478
Church
242
141
1478 Fowler 343 500 4331
119
136
162
145
1109
1103 Armstrong Armstrong
111 6933 117
657
65 47
5 31
44 52
337
375
California California 91
13 33
89 530
574 Temperance Temperance 1093
1419
1338
1298
10456
10590 California California 91
13 33
89 530
574
91 13
33 89
530
574
California California 9
54 43
20 318
364 California California 9
54 43
20 318
364
9 54
43 20
318
364 Armstrong Armstrong 118 35 125 74 719 730
Fow el r 388
461
3663
Fow el r 467
342
4024
(Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Cumulative Year 2046 plus Project - Select Zone 1
Simonian TIA
0 0
0 0
0 0
0 0
0 0
2 2
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
2 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
1 1
0 0
0 0
1 2
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
2 1
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 3
4 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 17
4 9
21 83
78 39
1 2
6 9
4 4
3 31
436
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
3 2
0 0
0 0
0 0
0 0
0 0
1 0
Church
0 3
2 0
0 0
Church
Church
0 0
0 0
0 0
Fowler 2
886
Church
Church
0 0
0 0
0 0
Church
Church
1 2
3 0
39 37 A mr strong A mr strong
2 5
1 72429 Armstrong Armstrong
5 6
2 76365
22611171652
221
17 11
16 26
Fowler Fowler 26111716 221
252 11171626 221 252
Fowler Fowler 17
11 16
26 219
251
11 17
26 16
251
219
Fow el r Fow el r 26111716 219
251
owler
owler 22611171651
219 Armstrong Armstrong 7821417983
4782117983 A mr strong A mr strong
2 1
5 21315
2 1
5 21315
Church
Church
0 2
3 0
36 33
Church
Church
0 0
0 0
0 1 Temperance Temperance 3
0 203632 Temperance Temperance 0
0 0
0 0
0 Church
Church
0 0
0 0
0 1
Temperance Temperance 0
0 0
0 0
0 Temperance Temperance 0
0 0
0 0
0 Temperance 1
3 8
58 Temperance Temperance 0
0 0
0 0
0 2
5 2
2 30
57 2
5 2
2 29
54 2
5 2
2 30
57 California California 2
5 2
2 29
54 Fowler Fowler 252 26111716 221
2 5
2 2
30 57
Fow el r 1
6 0
88 California California 14
32 36
24 368
366
2 5
2 2
30 57
2 5
2 2
30 57
2 5
2 2
30 57
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 2
0 0
0 0
0 0 Hamilton Hamilton
12 3
7 18
63 60 Armstrong Armstrong 17214
97580 Armstrong Armstrong
1 5
2 2
1 1
5 3 Hamilton Hamilton
12 3
7 18
63 60 A mr strong Armstrong 17214
97581 Hamilton Hamilton
12 3
6 18
62 60 Temperance 12661 Temperance 1
3 8
58 Temperance 12661
Fowler 1
682
Fowler Fowler Fowler 8
5 7
3 Church
3 1
5 57 Fowler 1
682
Church
3 1
5 Church
0 3
4 Church
0 3
4 0
3 4 Fowler 5
783
0 0
0 0
0 0 Armstrong Armstrong
6 5
6 2
7 3
6 6
5 2
5 7
64 66
California California 0
0 0
0 0
0 Temperance Temperance 0
0 0
0 0
0 California California 0
0 0
0 0
0 0
0 0
0 0
0 California California 0
0 0
0 1
1 California California 0
0 0
0 1
1 0
0 0
0 1
1 Armstrong Armstrong
6 2
7 56563
Fowler 2
8 86
Fow el r 1
6 0
88 (Licensed to JLB Traffic Engineering, Inc)
AM, PM and Daily Volumes
Cumulative Year 2046 plus Project - Select Zone 2
Simonian TIA
0 0
0 0
0 0
0 0
0 1
2 2
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
2 2
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
2 2
0 0
0 0
1 2
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 4
3 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 7
2 6
8 73
63 53174630 413 423
0 0
0 0
0 0
0 0
0 1
3 2
0 0
0 0
0 0
0 0
0 0
1 1
Church
0 3
3 0
0 0
Church
Church
0 0
0 0
0 0
Fowler 21785
Church
Church
0 0
0 0
0 0
Church
Church
0 2
2 0
41 38 A mr strong A mr strong
3 7
1 83225 Armstrong Armstrong
6 7
2 87363
22010181629
196
18 10
16 20
Fowler Fowler 20101816 196
229 10181620 196 229
Fowler Fowler 17
10 15
20 194
227
10 17
20 15
227
194
Fow el r Fow el r 20101715 194
227
owler
owler 22010171527
194 Armstrong Armstrong 7516314776
3751614776 A mr strong A mr strong
1 0
4 21414
1 0
4 21414
Church
Church
0 2
2 0
37 35
Church
Church
0 0
0 0
0 1 Temperance Temperance 2
0 103735 Temperance Temperance 0
0 0
0 0
0 Church
Church
0 0
0 0
0 1
Temperance Temperance 0
0 0
0 0
0 Temperance Temperance 0
0 0
0 0
0 Temperance 1
3 4
54 Temperance Temperance 0
0 0
0 0
0 1
3 1
3 30
53 1
3 1
3 28
50 1
3 1
3 30
53 California California 1
3 1
3 28
50 Fowler Fowler 229 20101816 196
1 3
1 3
30 53
Fow el r 1
5 1
85 California California 13
32 37
23 344
333
1 3
1 3
30 53
1 3
1 3
30 53
1 3
1 3
30 53
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0 Hamilton Hamilton
10 3
5 15
58 57 Armstrong Armstrong 14163
67173 Armstrong Armstrong
0 4
2 1
1 1
4 4 Hamilton Hamilton
10 3
5 15
58 57 A mr strong Armstrong 14163
67274 Hamilton Hamilton
10 3
5 14
58 56 Temperance 10557 Temperance 1
3 4
54 Temperance 10557
Fowler 21481
Fowler Fowler Fowler 8
4 9
2 Church
2 1
3 49 Fowler 21481
Church
2 1
3 Church
0 3
4 Church
0 3
4 0
3 4 Fowler 4
982 1431677675 Armstrong Armstrong
0 0
0 0
0 0
14 4
7 16
78 77
California California 0
0 0
0 1
1 Temperance Temperance 1
0 0
0 0
1 California California 0
0 0
0 1
1 0
0 0
0 1
1 California California 0
0 0
0 2
3 California California 0
0 0
0 2
3 0
0 0
0 2
3 Armstrong Armstrong
7 2
8 66373
Fowler 2
17 85
Fow el r 1
5 1
85 www.JLBtraffic.com
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Appendix D: Methodology
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Levels of Service Methodology
The description and procedures for calculating capacity and level of service (LOS) are found in the Transportation Research Board, Highway Capacity Manual (HCM). The HCM 7th Edition represents the research on capacity and quality of service for transportation facilities.
Quality of service requires quantitative measures to characterize operational conditions within a traffic stream. Level of service is a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort and convenience.
Six levels of service are defined for each type of facility that has analysis procedures available. Letters designate each level of service (LOS), from A to F, with LOS A representing the best operating conditions and LOS F the worst. Each LOS represents a range of operating conditions and the driver’s perception of these conditions. Safety is not included in the measures that establish an LOS.
Intersection Levels of Service
One of the more important elements limiting and often interrupting the flow of traffic on a highway is the intersection. Flow on an interrupted facility is usually dominated by points of fixed operation such as traffic signals, stop signs and yield signs.
Signalized Intersections
LOS can be characterized for the entire intersection, each intersection approach and each lane group.
Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume-to-capacity ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a surrogate measure of driver discomfort and fuel consumption. The volume-to-capacity ratio quantifies the degree to which a phase’s capacity is utilized by a lane group. A description of LOS for signalized intersections is found in Table A-1. www.JLBtraffic.com
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Table 1: Signalized Intersection LOS Description (Motorized Vehicle Mode) Level
of
Service
Description
Average
Control
Delay
(Seconds
per Vehicle)
A
Operations with a control delay of 10 seconds/vehicle or less and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is really low and either progression is exceptionally favorable or the cycle length is very short. If it’s due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. ≤10
B
Operations with control delay between 10.1 to 20.0 seconds/vehicle and a volume-tocapacity ratio no greater than 1.0. This level is typically assigned when the volume-tocapacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A.
>10.0 to
20.0 C
Operations with average control delays between 20.1 to 35.0 seconds/vehicle and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio no greater than 1.0, the progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping.
>20 to 35
D
Operations with control delay between 35.1 to 55.0 seconds/vehicle and a volume-tocapacity ratio no greater than 1.0. This level is typically assigned when the volume-tocapacity ratio is high and either progression is ineffective or the cycle length is long.
Many vehicles stop and individual cycle failures are noticeable. >35 to 55
E
Operations with control delay between 55.1 to 80.0 seconds/vehicle and a volume-tocapacity ratio no greater than 1.0. This level is typically assigned when the volume-tocapacity ratio is high, progression is unfavorable and the cycle length is long. Individual cycle failures are frequent.
>55 to 80
F
Operations with unacceptable control delay exceeding 80.0 seconds/vehicle and a volume-to-capacity ratio greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is very high, progression is very poor and the cycle length is long. Most cycles fail to clear the queue.
>80
Note: Source: Highway Capacity Manual 7th Edition
All-Way Stop Controlled Intersections
All-way stop controlled intersections are common in the United States. They are characterized by having all approaches controlled by stop sign without any street having priority. Streets intersecting at all-way stop controlled intersections can be public or private. The intersection analysis boundaries for an all-way stop controlled intersection are assumed to be those of an isolated intersection, no upstream or downstream effects are accounted for in analysis.
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Two-Way Stop Controlled Intersections
Two-way stop controlled (TWSC) intersections are also common in the United States. A typical configuration is a four-leg intersection in which one street, the major street, is uncontrolled and the other street, the minor street, is controlled by stop signs. The other typical intersection is a three-leg intersection in which a single minor street approach is controlled by a stop sign.
For the analysis of the motorized vehicle mode, the methodology addresses special circumstances that may exist at two-way stop controlled intersections including two-stage gap acceptance, approaches with shared lanes, the presence of upstream traffic signals and flared approaches for minor-street rightturning vehicles. Table A-2 provides a description of LOS at unsignalized intersections.
Table 2: Unsignalized Intersection LOS Description (Motorized Vehicle Mode) Control Delay (Seconds per Vehicle) LOS by Volume-to-Capacity Ratio v/c ≤ 1.0 v/c > 1.0
≤10 A F
>10 to 15 B F
>15 to 25 C F
>25 to 35 D F
>35 to 50 E F
>50 F F
Note: Source: HCM 7th Edition, Exhibit 21-8.
Roundabout Controlled Intersections
Roundabouts are intersections with a generally circular shape, characterized by yield on entry and circulation around a central island. Roundabouts have been used successfully throughout the world and are being used increasingly in the United States, especially since 1990. Intersection analysis models generally fall into two categories: regression models and analytical models. Regression models use field data to develop statistically derived relationships between geometric features and performance measures such as capacity and delay. Analytical models are based on traffic flow theory combined with field measures of driver behavior, resulting in an analytical formulation of the relationship of driver behavior, resulting in an analytical formulation of the relationship between those field measures and performance measures such as capacity and delay. Table A-3 provides a description of LOS at roundabout intersections.
Table 3: Roundabout Intersection Level of Service Description (Automobile Mode) Control Delay (Seconds per Vehicle) LOS by Volume-to-Capacity Ratio v/c ≤ 1.0 v/c > 1.0
≤10 A F
>10 to 15 B F
>15 to 25 C F
>25 to 35 D F
>35 to 50 E F
>50 F F
Note: Source: HCM 7th Edition, Exhibit 22-8.
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Segment Levels of Service
Segments are portions of roads without any interruption of flow. These typically include basic freeway segments, multilane highway segments, freeway weaving segments, freeway merge and diverge segments, two-lane highway segments and urban street segments.
Urban Street Segments (Motorized Vehicle Mode)
The term “urban street segments” refers to two elements that are found: points and segments. A point is the boundary between links and is represented by an intersection or ramp terminal. A link is a length of roadway between two points. A link and its boundary are referred to as a segment. A signalized intersection is always used to define a boundary. Only intersections, or ramp terminals, in which the segment through volumes is uncontrolled can exist along the segment. A midsegment traffic control signal provided for the exclusive use of pedestrians should not be used to define a segment boundary.
Chapter 18 of the Highway Capacity Manual categorizes each LOS as follows:
LOS A describes primarily free-flow operation. Vehicles are completely unimpeded in their ability to maneuver within the traffic stream. Control delay at signalized intersections is minimal. Travel speeds exceed 80 percent of the base free flow speed (FFS) and the volume-to-capacity ratio is no greater than
1.0. LOS B describes reasonably unimpeded operation. The ability to maneuver within the traffic stream is only slightly restricted and control delay at the boundary intersections is not significant. The travel speed is between 67 and 80 percent of the base FFS and the volume-to-capacity ratio is no greater than
1.0. LOS C describes stable operations. The ability to maneuver and change lanes in midblock location may be more restricted than at LOS B. Longer queues at the boundary intersections may contribute to lower travel speeds. The travel speed is between 50 and 67 percent of the base FFS and the volume-tocapacity ratio is no greater than 1.0.
LOS D indicates a less stable condition in which small increases in flow may cause substantial increases in delay and decreases in travel speed. This operation may be due to adverse signal progression, high volumes or inappropriate signal timing at the boundary intersections. The travel speed is between 40 and 50 percent of the base FFS and the volume-to-capacity ratio is no greater than 1.0.
LOS E is characterized as an unstable operation and has significant delay. Such operations may be due to some combination of adverse progression, high volume and inappropriate signal timing at the boundary intersections. The travel speed is between 30 and 40 percent of the base FFS and the volume-to-capacity ratio is no greater than 1.0.
LOS F is characterized by flow at extremely low speed. Congestion is likely occurring at the boundary intersections, as indicated by high delay and extensive queuing. The travel speed is 30 percent or less of the base FFS or the volume-to-capacity ratio is greater than 1.0. www.JLBtraffic.com
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Urban Street Segments LOS
Two performance measures are used to characterize vehicular LOS for a given direction of travel along an urban street segment. One measure is travel speed for through vehicles. This speed reflects the factors that influence running time along the link and the delay uncured by through vehicles at the boundary intersections. The second measures Is the volume-to-capacity ratio for the through movements at the downstream boundary intersection. These performance measures indicate the degree of mobility provided by the segment. Table A-4 provides a description of LOS for Urban Street Segments.
Table 4: Urban Street Segment Levels of Service (Motorized Vehicle Mode) LOS Travel Speed Threshold by Base Free-Flow Speed (miles/hour) Volume-to55 50 45 40 35 30 25 Capacity Ratio A >44 >40 >36 >32 >28 >24 >20
≤ 1.0
B >37 >34 >30 >27 >23 >20 >17
C >28 >25 >23 >20 >18 >15 >13
D >22 >20 >18 >16 >14 >12 >10
E >17 >15 >14 >12 >11 >9 >8
F ≤17 ≤15 ≤14 ≤12 ≤11 ≤9 ≤8
F Any > 1.0
Note: a = Volume-to-capacity ratio of through movement at downstream boundary intersection.
Source: Highway Capacity Manual 7th Edition, Exhibit 18-1.
Basic Freeway and Multilane Highway Segments
Segments of multilane highways and basic freeways outside the influence of merging maneuvers, diverging maneuvers, weaving maneuvers, or signalized intersections define LOS by density. Density describes a motorist's proximity to other vehicles and is related to a motorist's freedom to maneuver within the traffic stream. Chapter 12 of the Highway Capacity Manual categorizes each LOS as follows:
LOS A describes free-flow operations. FFS prevails on the freeway or multilane highway, and vehicles are almost completely unimpeded in their ability to maneuver within the traffic stream. The effects of incidents or point breakdowns are easily absorbed.
LOS B represents reasonably free-flow operations, and FFS on the freeway or multilane highway is maintained. The ability to maneuver within the traffic stream is only slightly restricted, and the general level of physical and psychological comfort provided to drivers is still high. The effects of minor incidents are still easily absorbed.
LOS C provides for flow with speeds near the FFS of the freeway or multilane highway. Freedom to maneuver within the traffic stream is noticeably restricted, and lane changes require more care and vigilance on the part of the driver. Minor incidents may still be absorbed, but the local deterioration in service quality will be significant. Queues may be expected to form behind any significant blockages.
LOS D is the level at which speeds begin to decline with increasing flows, with density increasing more quickly. Freedom to maneuver within the traffic stream is seriously limited, and drivers experience reduced physical and psychological comfort levels. Even minor incidents can be expected to create queuing, because the traffic stream has little space to absorb disruptions. www.JLBtraffic.com
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LOS E describes operation at or near capacity. Operations on the freeway or multilane highway at this level are highly volatile because there are virtually no usable gaps within the traffic stream, leaving little room to maneuver within the traffic stream. Any disruption to the traffic stream, such as vehicles entering from a ramp or an access point or a vehicle changing lanes, can establish a disruption wave that propagates throughout the upstream traffic stream. Toward the upper boundary of LOS E, the traffic stream has no ability to dissipate even the most minor disruption, and any incident can be expected to produce a serious breakdown and substantial queuing. The physical and psychological comfort afforded to drivers is poor.
LOS F describes unstable flow. Such conditions exist within queues forming behind bottlenecks.
Breakdowns occur for a number of reasons:
• Traffic incidents can temporarily reduce the capacity of a short segment so that the number of vehicles arriving at a point is greater than the number of vehicles that can move through it. • Points of recurring congestion, such as merge or weaving segments and lane drops, experience very high demand in which the number of vehicles arriving is greater than the number of vehicles that can be discharged.
• In analyses using forecast volumes, the projected flow rate can exceed the estimated capacity of a given location.
Basic Freeway
Basic Freeway segments generally have four to eight lanes (in both directions) and posted speed limits between 50 and 75 mi/hr. The median type depends on right-of-way constraints and other factors. The performance measures include capacity, free flow speed, demand and volume-to-capacity ratio, space mean speed, average density and LOS. The following performance measures are evaluated for each segment: capacity, FFS, demand-to-capacity or volume-to-capacity ratios, space mean average, average density, travel time, vehicle miles traveled, vehicle hours of travel and vehicle hours of delay. Table A-5 provides a description of LOS for Basic Freeway Segments.
Multilane Highway
Multilane Highway segments generally have four to six lanes (in both directions) and posted speed limits between 40 and 55 mi/hr. These highways may be divided, undivided or divided by a two-way left-turn lane. The performance measures include capacity, free flow speed, demand and volume-to-capacity ratio, space mean speed, average density and LOS. The following performance measures are evaluated for each segment: capacity, FFS, demand-to-capacity or volume-to-capacity ratios, space mean average, average density, travel time, vehicle miles traveled, vehicle hours of travel and vehicle hours of delay.
Table A-5 provides a description of LOS for Multilane Highway Segments. www.JLBtraffic.com
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App | D-7
Table 5: Basic Freeway and Multilane Highway Segment Level of Service Description Level of Service Density (Passenger Cars per Mile per Lane) Urban Rural
A ≤11 ≤6
B >11 to 18 >6 to 14
C >18 to 26 >14 to 22
D >26 to 35 >22 to 29
E >35 to 45 >29 to 39
F >45 or Demand Exceeds Capacity >39 or Demand Exceeds Capacity Note: Source: HCM 7th Edition, Exhibit 10-6.
Two-Lane Highway Segments
Two-Lane Highways generally have one lane per direction. The single lane in each direction may be supplemented with passing lanes, truck climbing lanes, turnouts or pullouts. If allowed, passing maneuvers are limited by the availability of gaps in the opposing traffic stream and by the availability of sufficient sight distance for a driver to discern the approach of an opposing vehicle safely. A principal measure of LOS is average speed, percent followers and follower density. Chapter 15 of the Highway Capacity Manual categorizes each LOS as follows:
At LOS A, motorists experience operating speeds near the posted speed limit and little difficulty in passing. Platooning is minimal and follower density is very low.
At LOS B through LOS D, represent gradations between the conditions for LOS A and LOS E.
At LOS E, speeds may still be reasonable, but platooning is significant and follower density is high.
Passing, if allowed is essentially impossible.
LOS F exists whenever demand flow in one or both directions exceeds the segment's capacity. When demand exceeds capacity, it is expected that there will be a reduction in the capacity at the bottleneck.
Two-Lane Highway
The performance measures include average speed, FFS and follower density. The LOS output is calculated for an establish segment boundary that includes consistent terrain, lane widths, shoulder widths, facility classification and demand flow rate. Table A-6 provides a description of LOS for Two-Lane Highway Segments.
Table 6: Two-Lane Highway Segment Level of Service Description LOS
Follower Density (Followers per Mile per Lane)
Higher-Speed Highways
Posted Speed Limit ≥ 50 miles per hour
Lower-Speed Highways
Posted Speed Limit < 50 miles per hour
A ≤2.0 ≤2.5
B >2.0 to 4.0 >2.5 to 5.0
C >4.0 to 8.0 >5.0 to 10.0
D >8.0 to 12.0 >10.0 to 15.0
E >12.0 >15.0
Note: Source: HCM 7th Edition, Exhibit 15-6.
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Appendix E: Collision Data
01/01/2020 thru 12/31/2020
Report Run On: 10/15/2021
Total Count: 3292
Include State Highways cases
Jurisdiction(s): Fresno
Primary Rd CHURCH AVENUE Distance (ft) 200. Direction W Secondary Rd 9TH STREET NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 020193 Collision Date 20200529 Time 0045 Day FRI Primary Collision Factor IMPROP TURN Violation 22107 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20200701 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithPKD MV Lighting DARK - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 47 M H HNBD UNS TURN E A 0100 BMW 2006 - 3 F - L G 2 PRKD 998 - PARKED - A 0100 HYUN 2006 - 3 N - - -
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd CHURCH AVENUE Distance (ft) 0.00 Direction Secondary Rd ARMSTRONG NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 020095 Collision Date 20200826 Time 1900 Day WED Primary Collision Factor IMPROP TURN Violation 22107 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away? N Process Date 20200904 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DUSK/DAWNPed Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 67 F A HNBD LFT TURN E A 0100 HOND 2017 - 3 N - M G 2 DRVR 26 M O HNBD STOPPED S A 0100 TOYO 2012 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd CHURCH AVENUE Distance (ft) 0.00 Direction Secondary Rd BRAWLEY NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 020078 Collision Date 20201017 Time 2118 Day SAT Primary Collision Factor STOP SGN|SIG Violation 22450A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away? Y Process Date 20201026 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - NO Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int 1F DRVR 34 F H HNBD PROC ST W A 0100 TOYO 2014 - 3 N - M G 2 DRVR 53 M H HNBD PROC ST N A 0800 DODGE 2013 - 3 N - L G PASS POSSIBL 55 F 3 0 M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd CHURCH AVENUE Distance (ft) 1220 Direction E Secondary Rd BRAWLEY NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 020193 Collision Date 20201202 Time 1340 Day WED Primary Collision Factor R-O-W AUTO Violation 21804A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20201204 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 23 F H HNBD LFT TURN W A 0100 TOYT 2018 - 3 N - M G 2 DRVR 39 M H HNBD PROC ST E A 0100 NISS 2005 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info
Primary Rd CHURCH AVENUE Distance (ft) 475. Direction E Secondary Rd HUGHES AVENUE NCIC 9435 State Hwy? N Route Postmile Prefix Postmile Side of Hwy City UNINCORP. County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 020095 Collision Date 20201115 Time 1039 Day SUN Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away? Y Process Date 20201123 Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0 Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int 1F DRVR 74 M H HNBD UNS TURN E D 2200 FORD 1990 - 3 N - M G Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected Victim Info