AR 10 Attachment C - IS MND — Pasadena City Council, July 15, 2024 (part 5 of 5)

Eurofins Knoxville
3/5/2022
Cover Page . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Table of Contents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Definitions/Glossary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Case Narrative . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Detection Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Client Sample Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Default Detection Limits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 Surrogate Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 QC Sample Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 QC Association Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 Lab Chronicle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 Method Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 Sample Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31 Chain of Custody . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32 Receipt Checklists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34 Air Canister Dilution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 1 2
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Definitions/Glossary
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Qualifiers
Air - GC/MS VOA
Qualifier Description
*+ LCS and/or LCSD is outside acceptance limits, high biased.

Qualifier
B Compound was found in the blank and sample.

CI The peak identified by the data system exhibited chromatographic interference that could not be resolved. There is reason to suspect there may be a high bias.

E Result exceeded calibration range.

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

Glossary
These commonly used abbreviations may or may not be present in this report. ¤ Listed under the "D" column to designate that the result is reported on a dry weight basis Abbreviation
%R Percent Recovery
CFL Contains Free Liquid
CFU Colony Forming Unit
CNF Contains No Free Liquid
DER Duplicate Error Ratio (normalized absolute difference) Dil Fac Dilution Factor
DL Detection Limit (DoD/DOE)
DL, RA, RE, IN Indicates a Dilution, Re-analysis, Re-extraction, or additional Initial metals/anion analysis of the sample DLC Decision Level Concentration (Radiochemistry)
EDL Estimated Detection Limit (Dioxin)
LOD Limit of Detection (DoD/DOE)
LOQ Limit of Quantitation (DoD/DOE)
MCL EPA recommended "Maximum Contaminant Level"
MDA Minimum Detectable Activity (Radiochemistry)
MDC Minimum Detectable Concentration (Radiochemistry)
MDL Method Detection Limit
ML Minimum Level (Dioxin)
MPN Most Probable Number
MQL Method Quantitation Limit
NC Not Calculated
ND Not Detected at the reporting limit (or MDL or EDL if shown) NEG Negative / Absent
POS Positive / Present
PQL Practical Quantitation Limit
PRES Presumptive
QC Quality Control
RER Relative Error Ratio (Radiochemistry)
RL Reporting Limit or Requested Limit (Radiochemistry)
RPD Relative Percent Difference, a measure of the relative difference between two points TEF Toxicity Equivalent Factor (Dioxin)
TEQ Toxicity Equivalent Quotient (Dioxin)
TNTC Too Numerous To Count
Eurofins Knoxville

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Case Narrative
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/ 2E-2202004
Job ID: 140-26507-1
Laboratory: Eurofins Knoxville
Narrative
Job Narrative
140-26507-1
Comments
No additional comments.

Receipt
The samples were received on 2/24/2022 11:30 AM. Unless otherwise noted below, the samples arrived in good condition, and where required, properly preserved and on ice.

Air - GC/MS VOA
Methods TO 15 LL, TO-15: EPA methods TO-14A and TO-15 specify the use of humidified "zero air" as the blank reagent for canister cleaning, instrument calibration and sample analysis. Ultra-high purity humidified nitrogen from a cryogenic reservoir is used in place of "zero air" by TestAmerica Knoxville.

Method TO-15: The continuing calibration verification (CCV) associated with batch 140-59206 exhibited % difference of > 30% for the following analyte(s) 1,2,4-Trichlorobenzene, Ethanol, Hexachlorobutadiene and Naphthalene; however, the results were within the LCS acceptance limits. The EPA method requires that all target analytes in the continuing calibration verification standard be within 30% difference from the initial calibration. According to the laboratory standard operating procedure, the continuing calibration is acceptable if it meets the laboratory control sample acceptance criteria.

Methods TO 15 LL, TO-15: The continuing calibration verification (CCV) associated with batch 140-59265 exhibited % difference of > 30% for the following analyte(s) 1,4-Dioxane and 2-Hexanone; however, the results were within the LCS acceptance limits. The EPA method requires that all target analytes in the continuing calibration verification standard be within 30% difference from the initial calibration.

According to the laboratory standard operating procedure, the continuing calibration is acceptable if it meets the laboratory control sample acceptance criteria.

Methods TO 15 LL, TO-15: The continuing calibration verification (CCV) associated with batch 140-59265 recovered above the upper control limit for 1,2-Dichloro-1,1,2,2-tetrafluoroethane. The samples associated with this CCV were non-detects above the reporting limit (RL) for the affected analyte; therefore, the data have been reported.

Methods TO 15 LL, TO-15: The laboratory control sample (LCS) for analytical batch 140-59265 recovered outside control limits for 1,2-Dichloro-1,1,2,2-tetrafluoroethane. This analyte was biased high in the LCS and was not detected above the reporting limit (RL) in the associated samples; therefore, the data have been reported.

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

Eurofins Knoxville Page 4 of 35 3/5/2022
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Detection Summary
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Client Sample ID: VP-1 Lab Sample ID: 140-26507-1
1,1,2-Trichloro-1,2,2-trifluoroethane
RL

1.5 ug/m3
MDL

0.18 Analyte Result Qualifier Unit Dil Fac D Method Prep Type

5.0 1 TO-15 Total/NA
1,2,4-Trimethylbenzene 1.6 0.98 0.25 ug/m3 1 TO-15 Total/NA 1,2-Dichloro-1,1,2,2-tetrafluoroethane 0.25 J *+ 1.4 0.21 ug/m3 1 TO-15 Total/NA 1,2-Dichloroethane 0.32 J 0.81 0.10 ug/m3 1 TO-15 Total/NA 1,3-Butadiene 33 0.88 0.11 ug/m3 1 TO-15 Total/NA
1,4-Dichlorobenzene 0.28 J 1.2 0.24 ug/m3 1 TO-15 Total/NA 2-Butanone (MEK) 26 2.9 0.53 ug/m3 1 TO-15 Total/NA
2-Hexanone 5.2 1.6 0.25 ug/m3 1 TO-15 Total/NA
4-Methyl-2-pentanone (MIBK) 13 4.1 0.57 ug/m3 1 TO-15 Total/NA Acetone 96 CI 18 3.3 ug/m3 1 TO-15 Total/NA
Benzene 25 0.64 0.11 ug/m3 1 TO-15 Total/NA
Bromomethane 0.43 J 0.78 0.21 ug/m3 1 TO-15 Total/NA
Butane 78 2.4 0.50 ug/m3 1 TO-15 Total/NA
Carbon disulfide 3.0 1.2 0.27 ug/m3 1 TO-15 Total/NA
Carbon tetrachloride 0.62 J 1.3 0.20 ug/m3 1 TO-15 Total/NA Chlorobenzene 0.30 J 0.92 0.26 ug/m3 1 TO-15 Total/NA
Chlorodifluoromethane 0.98 0.71 0.19 ug/m3 1 TO-15 Total/NA Chloroform 0.59 J 0.98 0.18 ug/m3 1 TO-15 Total/NA
Chloromethane 0.63 J 2.1 0.33 ug/m3 1 TO-15 Total/NA
Cyclohexane 8.1 CI 1.4 0.32 ug/m3 1 TO-15 Total/NA
Dichlorodifluoromethane 2.1 0.99 0.17 ug/m3 1 TO-15 Total/NA Ethylbenzene 5.4 0.87 0.14 ug/m3 1 TO-15 Total/NA
Heptane 13 1.6 0.14 ug/m3 1 TO-15 Total/NA
Hexane 18 1.4 0.22 ug/m3 1 TO-15 Total/NA
Isopropylbenzene 0.69 J 2.0 0.21 ug/m3 1 TO-15 Total/NA Methylene Chloride 2.1 J 3.5 1.2 ug/m3 1 TO-15 Total/NA m-Xylene & p-Xylene 13 0.87 0.32 ug/m3 1 TO-15 Total/NA o-Xylene 4.2 0.87 0.17 ug/m3 1 TO-15 Total/NA
Propylbenzene 0.82 J 2.0 0.24 ug/m3 1 TO-15 Total/NA
Styrene 2.0 0.85 0.26 ug/m3 1 TO-15 Total/NA
Tetrachloroethene 3.2 1.4 0.20 ug/m3 1 TO-15 Total/NA
Toluene 23 3.8 0.21 ug/m3 1 TO-15 Total/NA
Trichloroethene 0.28 J 1.1 0.18 ug/m3 1 TO-15 Total/NA
Trichlorofluoromethane 3.1 1.1 0.16 ug/m3 1 TO-15 Total/NA Client Sample ID: VP-2 Lab Sample ID: 140-26507-2
1,1,2-Trichloro-1,2,2-trifluoroethane
RL

1.5 ug/m3
MDL

0.18 Analyte Result Qualifier Unit Dil Fac D Method Prep Type 320 E 1 TO-15 Total/NA
1,2,4-Trimethylbenzene 1.4 0.98 0.25 ug/m3 1 TO-15 Total/NA 1,2-Dichloro-1,1,2,2-tetrafluoroethane 2.7 1.4 0.21 ug/m3 1 TO-15 Total/NA 1,2-Dichloroethane 0.14 J 0.81 0.10 ug/m3 1 TO-15 Total/NA 1,3-Butadiene 3.6 0.88 0.11 ug/m3 1 TO-15 Total/NA
1,3-Dichlorobenzene 0.30 J 1.2 0.24 ug/m3 1 TO-15 Total/NA 1,4-Dichlorobenzene 0.36 J 1.2 0.24 ug/m3 1 TO-15 Total/NA 2-Butanone (MEK) 15 2.9 0.53 ug/m3 1 TO-15 Total/NA
2-Hexanone 5.7 1.6 0.25 ug/m3 1 TO-15 Total/NA
4-Methyl-2-pentanone (MIBK) 8.3 4.1 0.57 ug/m3 1 TO-15 Total/NA Acetone 73 18 3.3 ug/m3 1 TO-15 Total/NA
Benzene 8.4 0.64 0.11 ug/m3 1 TO-15 Total/NA
Eurofins Knoxville
This Detection Summary does not include radiochemical test results.

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Detection Summary
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Client Sample ID: VP-2 (Continued) Lab Sample ID: 140-26507-2 Butane
RL

2.4 ug/m3
MDL

0.50 Analyte Result Qualifier Unit Dil Fac D Method Prep Type 15 1 TO-15 Total/NA
Carbon disulfide 0.59 J 1.2 0.27 ug/m3 1 TO-15 Total/NA Carbon tetrachloride 1.5 1.3 0.20 ug/m3 1 TO-15 Total/NA Chlorobenzene 0.32 J 0.92 0.26 ug/m3 1 TO-15 Total/NA
Chlorodifluoromethane 4.8 0.71 0.19 ug/m3 1 TO-15 Total/NA Chloromethane 0.63 J 2.1 0.33 ug/m3 1 TO-15 Total/NA
Cyclohexane 1.8 1.4 0.32 ug/m3 1 TO-15 Total/NA
Dichlorodifluoromethane 4.9 0.99 0.17 ug/m3 1 TO-15 Total/NA Ethylbenzene 37 B 0.87 0.14 ug/m3 1 TO-15 Total/NA
Heptane 7.7 1.6 0.14 ug/m3 1 TO-15 Total/NA
Hexane 6.0 1.4 0.22 ug/m3 1 TO-15 Total/NA
Isopropylbenzene 1.2 J 2.0 0.21 ug/m3 1 TO-15 Total/NA
m-Xylene & p-Xylene 150 B 0.87 0.32 ug/m3 1 TO-15 Total/NA o-Xylene 45 0.87 0.17 ug/m3 1 TO-15 Total/NA
Propylbenzene 0.80 J 2.0 0.24 ug/m3 1 TO-15 Total/NA
Styrene 1.6 0.85 0.26 ug/m3 1 TO-15 Total/NA
Tetrachloroethene 35 1.4 0.20 ug/m3 1 TO-15 Total/NA
Toluene 16 3.8 0.21 ug/m3 1 TO-15 Total/NA
Trichloroethene 0.46 J 1.1 0.18 ug/m3 1 TO-15 Total/NA
Trichlorofluoromethane 11 1.1 0.16 ug/m3 1 TO-15 Total/NA 1,1,2-Trichloro-1,2,2-trifluoroethane -
DL
300 3.1 0.37 ug/m3 1 TO-15 Total/NA
Client Sample ID: VP-3 Lab Sample ID: 140-26507-3
1,1,2-Trichloro-1,2,2-trifluoroethane
RL
42 ug/m3
MDL

5.1 Analyte Result Qualifier Unit Dil Fac D Method Prep Type 520 3.46 TO-15 Total/NA
1,2-Dibromoethane (EDB) 6.6 J 43 6.6 ug/m3 3.46 TO-15 Total/NA 1,2-Dichloro-1,1,2,2-tetrafluoroethane 26 J 39 5.8 ug/m3 3.46 TO-15 Total/NA 1,3-Dichlorobenzene 6.9 J 33 6.7 ug/m3 3.46 TO-15 Total/NA 2-Butanone (MEK) 25 J 82 15 ug/m3 3.46 TO-15 Total/NA
Acetone 110 J 490 92 ug/m3 3.46 TO-15 Total/NA
Benzene 33 18 2.9 ug/m3 3.46 TO-15 Total/NA
Butane 1100 66 14 ug/m3 3.46 TO-15 Total/NA
Cyclohexane 14 J 38 8.9 ug/m3 3.46 TO-15 Total/NA
Dichlorodifluoromethane 18 J 27 4.8 ug/m3 3.46 TO-15 Total/NA Ethylbenzene 1200 24 4.0 ug/m3 3.46 TO-15 Total/NA
Heptane 77 45 4.0 ug/m3 3.46 TO-15 Total/NA
Hexane 32 J 39 6.1 ug/m3 3.46 TO-15 Total/NA
Isopropylbenzene 24 J 54 5.9 ug/m3 3.46 TO-15 Total/NA
m-Xylene & p-Xylene 5700 24 8.8 ug/m3 3.46 TO-15 Total/NA o-Xylene 1400 24 4.6 ug/m3 3.46 TO-15 Total/NA
Tetrachloroethene 880 38 5.4 ug/m3 3.46 TO-15 Total/NA
Toluene 42 J 100 5.9 ug/m3 3.46 TO-15 Total/NA
Trichloroethene 270 30 4.9 ug/m3 3.46 TO-15 Total/NA
Trichlorofluoromethane 28 J 31 4.4 ug/m3 3.46 TO-15 Total/NA Client Sample ID: VP-4 Lab Sample ID: 140-26507-4
1,1,2-Trichloro-1,2,2-trifluoroethane
RL
15 ug/m3
MDL

1.8 Analyte Result Qualifier Unit Dil Fac D Method Prep Type 330 1 TO-15 Total/NA
Eurofins Knoxville
This Detection Summary does not include radiochemical test results.

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2.1 Analyte Result Qualifier Unit Dil Fac D Method Prep Type

8.3 J 1 TO-15 Total/NA
1,3-Butadiene 5.5 J 8.8 1.1 ug/m3 1 TO-15 Total/NA
2-Butanone (MEK) 12 J 29 5.3 ug/m3 1 TO-15 Total/NA
2-Hexanone 3.2 J 16 2.5 ug/m3 1 TO-15 Total/NA
4-Methyl-2-pentanone (MIBK) 8.3 J 41 5.7 ug/m3 1 TO-15 Total/NA Acetone 47 J 180 33 ug/m3 1 TO-15 Total/NA
Benzene 7.0 6.4 1.1 ug/m3 1 TO-15 Total/NA
Butane 13 J 24 5.0 ug/m3 1 TO-15 Total/NA
Carbon tetrachloride 3.2 J 13 2.0 ug/m3 1 TO-15 Total/NA Dichlorodifluoromethane 9.1 J 9.9 1.7 ug/m3 1 TO-15 Total/NA Ethylbenzene 5.0 J B 8.7 1.4 ug/m3 1 TO-15 Total/NA
Heptane 5.3 J 16 1.4 ug/m3 1 TO-15 Total/NA
Hexane 5.8 J 14 2.2 ug/m3 1 TO-15 Total/NA
m-Xylene & p-Xylene 15 B 8.7 3.2 ug/m3 1 TO-15 Total/NA o-Xylene 6.0 J 8.7 1.7 ug/m3 1 TO-15 Total/NA
Tetrachloroethene 920 14 2.0 ug/m3 1 TO-15 Total/NA
Toluene 9.3 J 38 2.1 ug/m3 1 TO-15 Total/NA
Trichloroethene 200 11 1.8 ug/m3 1 TO-15 Total/NA
Trichlorofluoromethane 15 11 1.6 ug/m3 1 TO-15 Total/NA Eurofins Knoxville
This Detection Summary does not include radiochemical test results.

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5.0 1,1,2-Trichloroethane ND 1.1 0.21 ug/m3 03/01/22 16:01 1 1,1-Dichloroethane ND 0.81 0.11 ug/m3 03/01/22 16:01 1
1,1-Dichloroethene ND 0.79 0.13 ug/m3 03/01/22 16:01 1
1,2,4-Trichlorobenzene ND 7.4 0.66 ug/m3 03/01/22 16:01 1 1,2,4-Trimethylbenzene 1.6 0.98 0.25 ug/m3 03/01/22 16:01 1 1,2-Dibromoethane (EDB) ND 1.5 0.24 ug/m3 03/01/22 16:01 1 1,2-Dichloro-1,1,2,2-tetrafluoroeth 1.4 0.21 ug/m3 03/01/22 16:01 1 ane

0.25 J *+
1,2-Dichlorobenzene ND 2.4 0.47 ug/m3 03/01/22 16:01 1
1,2-Dichloroethane 0.32 J 0.81 0.10 ug/m3 03/01/22 16:01 1 1,2-Dichloropropane ND 0.92 0.12 ug/m3 03/01/22 16:01 1 1,3,5-Trimethylbenzene ND 2.0 0.79 ug/m3 03/01/22 16:01 1 1,3-Butadiene 33 0.88 0.11 ug/m3 03/01/22 16:01 1
1,3-Dichlorobenzene ND 1.2 0.24 ug/m3 03/01/22 16:01 1
1,4-Dichlorobenzene 0.28 J 1.2 0.24 ug/m3 03/01/22 16:01 1 2-Butanone (MEK) 26 2.9 0.53 ug/m3 03/01/22 16:01 1
2-Hexanone 5.2 1.6 0.25 ug/m3 03/01/22 16:01 1
3-Chloropropene ND 0.63 0.31 ug/m3 03/01/22 16:01 1
4-Methyl-2-pentanone (MIBK) 13 4.1 0.57 ug/m3 03/01/22 16:01 1 Acetone 96 CI 18 3.3 ug/m3 03/01/22 16:01 1
Acrylonitrile ND 4.3 0.59 ug/m3 03/01/22 16:01 1
Benzene 25 0.64 0.11 ug/m3 03/01/22 16:01 1
Benzyl chloride ND 2.1 0.49 ug/m3 03/01/22 16:01 1
Bromodichloromethane ND 1.3 0.29 ug/m3 03/01/22 16:01 1 Bromoform ND 2.1 0.68 ug/m3 03/01/22 16:01 1
Bromomethane 0.43 J 0.78 0.21 ug/m3 03/01/22 16:01 1
Butane 78 2.4 0.50 ug/m3 03/01/22 16:01 1
Carbon disulfide 3.0 1.2 0.27 ug/m3 03/01/22 16:01 1
Carbon tetrachloride 0.62 J 1.3 0.20 ug/m3 03/01/22 16:01 1 Chlorobenzene 0.30 J 0.92 0.26 ug/m3 03/01/22 16:01 1
Chlorodifluoromethane 0.98 0.71 0.19 ug/m3 03/01/22 16:01 1 Chloroethane ND 0.53 0.21 ug/m3 03/01/22 16:01 1
Chloroform 0.59 J 0.98 0.18 ug/m3 03/01/22 16:01 1
Chloromethane 0.63 J 2.1 0.33 ug/m3 03/01/22 16:01 1
cis-1,2-Dichloroethene ND 0.79 0.099 ug/m3 03/01/22 16:01 1 cis-1,3-Dichloropropene ND 1.8 0.22 ug/m3 03/01/22 16:01 1 Cyclohexane 8.1 CI 1.4 0.32 ug/m3 03/01/22 16:01 1
Dibromochloromethane ND 1.7 0.29 ug/m3 03/01/22 16:01 1 Dibromomethane ND 2.8 0.21 ug/m3 03/01/22 16:01 1
Dichlorodifluoromethane 2.1 0.99 0.17 ug/m3 03/01/22 16:01 1 Ethylbenzene 5.4 0.87 0.14 ug/m3 03/01/22 16:01 1
Heptane 13 1.6 0.14 ug/m3 03/01/22 16:01 1
Hexachlorobutadiene ND 11 0.85 ug/m3 03/01/22 16:01 1
Hexane 18 1.4 0.22 ug/m3 03/01/22 16:01 1
Eurofins Knoxville

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Client Sample Results
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Client Sample ID: VP-1 Lab Sample ID: 140-26507-1
Date Collected: 02/23/22 14:45 Matrix: Air
Date Received: 02/24/22 11:30
Sample Container: Summa Canister 6L
Method: TO-15 - Volatile Organic Compounds in Ambient Air (Continued) RL MDL
Isopropylbenzene 0.69 J 2.0 0.21 ug/m3 03/01/22 16:01 1 Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Methyl tert-butyl ether ND 3.6 0.47 ug/m3 03/01/22 16:01 1 Methylene Chloride 2.1 J 3.5 1.2 ug/m3 03/01/22 16:01 1 m-Xylene & p-Xylene 13 0.87 0.32 ug/m3 03/01/22 16:01 1 Naphthalene ND 2.1 0.52 ug/m3 03/01/22 16:01 1
o-Xylene 4.2 0.87 0.17 ug/m3 03/01/22 16:01 1
Propylbenzene 0.82 J 2.0 0.24 ug/m3 03/01/22 16:01 1
Styrene 2.0 0.85 0.26 ug/m3 03/01/22 16:01 1
Tetrachloroethene 3.2 1.4 0.20 ug/m3 03/01/22 16:01 1
Toluene 23 3.8 0.21 ug/m3 03/01/22 16:01 1
trans-1,2-Dichloroethene ND 0.79 0.13 ug/m3 03/01/22 16:01 1 trans-1,3-Dichloropropene ND 0.91 0.22 ug/m3 03/01/22 16:01 1 Trichloroethene 0.28 J 1.1 0.18 ug/m3 03/01/22 16:01 1
Trichlorofluoromethane 3.1 1.1 0.16 ug/m3 03/01/22 16:01 1 Vinyl chloride ND 1.0 0.17 ug/m3 03/01/22 16:01 1
4-Bromofluorobenzene (Surr) 101 60 - 140 03/01/22 16:01 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac Client Sample ID: VP-2 Lab Sample ID: 140-26507-2
Date Collected: 02/23/22 14:00 Matrix: Air
Date Received: 02/24/22 11:30
Sample Container: Summa Canister 6L
Method: TO-15 - Volatile Organic Compounds in Ambient Air RL MDL
1,1,1-Trichloroethane ND 1.1 0.39 ug/m3 02/26/22 19:18 1 Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,1,2,2-Tetrachloroethane ND 1.4 0.24 ug/m3 02/26/22 19:18 1 1,1,2-Trichloro-1,2,2-trifluoroetha 1.5 0.18 ug/m3 02/26/22 19:18 1 ne
320 E
1,1,2-Trichloroethane ND 1.1 0.21 ug/m3 02/26/22 19:18 1 1,1-Dichloroethane ND 0.81 0.11 ug/m3 02/26/22 19:18 1
1,1-Dichloroethene ND 0.79 0.13 ug/m3 02/26/22 19:18 1
1,2,4-Trichlorobenzene ND 7.4 0.66 ug/m3 02/26/22 19:18 1 1,2,4-Trimethylbenzene 1.4 0.98 0.25 ug/m3 02/26/22 19:18 1 1,2-Dibromoethane (EDB) ND 1.5 0.24 ug/m3 02/26/22 19:18 1 1,2-Dichloro-1,1,2,2-tetrafluoroeth 1.4 0.21 ug/m3 02/26/22 19:18 1 ane

2.7 1,2-Dichlorobenzene ND 2.4 0.47 ug/m3 02/26/22 19:18 1 1,2-Dichloroethane 0.14 J 0.81 0.10 ug/m3 02/26/22 19:18 1 1,2-Dichloropropane ND 0.92 0.12 ug/m3 02/26/22 19:18 1 1,3,5-Trimethylbenzene ND 2.0 0.79 ug/m3 02/26/22 19:18 1 1,3-Butadiene 3.6 0.88 0.11 ug/m3 02/26/22 19:18 1
1,3-Dichlorobenzene 0.30 J 1.2 0.24 ug/m3 02/26/22 19:18 1 1,4-Dichlorobenzene 0.36 J 1.2 0.24 ug/m3 02/26/22 19:18 1 2-Butanone (MEK) 15 2.9 0.53 ug/m3 02/26/22 19:18 1
2-Hexanone 5.7 1.6 0.25 ug/m3 02/26/22 19:18 1
3-Chloropropene ND 0.63 0.31 ug/m3 02/26/22 19:18 1
4-Methyl-2-pentanone (MIBK) 8.3 4.1 0.57 ug/m3 02/26/22 19:18 1 Eurofins Knoxville

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Client Sample Results
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Client Sample ID: VP-2 Lab Sample ID: 140-26507-2
Date Collected: 02/23/22 14:00 Matrix: Air
Date Received: 02/24/22 11:30
Sample Container: Summa Canister 6L
Method: TO-15 - Volatile Organic Compounds in Ambient Air (Continued) RL MDL
Acetone 73 18 3.3 ug/m3 02/26/22 19:18 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Acrylonitrile ND 4.3 0.59 ug/m3 02/26/22 19:18 1
Benzene 8.4 0.64 0.11 ug/m3 02/26/22 19:18 1
Benzyl chloride ND 2.1 0.49 ug/m3 02/26/22 19:18 1
Bromodichloromethane ND 1.3 0.29 ug/m3 02/26/22 19:18 1 Bromoform ND 2.1 0.68 ug/m3 02/26/22 19:18 1
Bromomethane ND 0.78 0.21 ug/m3 02/26/22 19:18 1
Butane 15 2.4 0.50 ug/m3 02/26/22 19:18 1
Carbon disulfide 0.59 J 1.2 0.27 ug/m3 02/26/22 19:18 1 Carbon tetrachloride 1.5 1.3 0.20 ug/m3 02/26/22 19:18 1 Chlorobenzene 0.32 J 0.92 0.26 ug/m3 02/26/22 19:18 1
Chlorodifluoromethane 4.8 0.71 0.19 ug/m3 02/26/22 19:18 1 Chloroethane ND 0.53 0.21 ug/m3 02/26/22 19:18 1
Chloroform ND 0.98 0.18 ug/m3 02/26/22 19:18 1
Chloromethane 0.63 J 2.1 0.33 ug/m3 02/26/22 19:18 1
cis-1,2-Dichloroethene ND 0.79 0.099 ug/m3 02/26/22 19:18 1 cis-1,3-Dichloropropene ND 1.8 0.22 ug/m3 02/26/22 19:18 1 Cyclohexane 1.8 1.4 0.32 ug/m3 02/26/22 19:18 1
Dibromochloromethane ND 1.7 0.29 ug/m3 02/26/22 19:18 1 Dibromomethane ND 2.8 0.21 ug/m3 02/26/22 19:18 1
Dichlorodifluoromethane 4.9 0.99 0.17 ug/m3 02/26/22 19:18 1 Ethylbenzene 37 B 0.87 0.14 ug/m3 02/26/22 19:18 1
Heptane 7.7 1.6 0.14 ug/m3 02/26/22 19:18 1
Hexachlorobutadiene ND 11 0.85 ug/m3 02/26/22 19:18 1
Hexane 6.0 1.4 0.22 ug/m3 02/26/22 19:18 1
Isopropylbenzene 1.2 J 2.0 0.21 ug/m3 02/26/22 19:18 1
Methyl tert-butyl ether ND 3.6 0.47 ug/m3 02/26/22 19:18 1 Methylene Chloride ND 3.5 1.2 ug/m3 02/26/22 19:18 1
m-Xylene & p-Xylene 150 B 0.87 0.32 ug/m3 02/26/22 19:18 1 Naphthalene ND 2.1 0.52 ug/m3 02/26/22 19:18 1
o-Xylene 45 0.87 0.17 ug/m3 02/26/22 19:18 1
Propylbenzene 0.80 J 2.0 0.24 ug/m3 02/26/22 19:18 1
Styrene 1.6 0.85 0.26 ug/m3 02/26/22 19:18 1
Tetrachloroethene 35 1.4 0.20 ug/m3 02/26/22 19:18 1
Toluene 16 3.8 0.21 ug/m3 02/26/22 19:18 1
trans-1,2-Dichloroethene ND 0.79 0.13 ug/m3 02/26/22 19:18 1 trans-1,3-Dichloropropene ND 0.91 0.22 ug/m3 02/26/22 19:18 1 Trichloroethene 0.46 J 1.1 0.18 ug/m3 02/26/22 19:18 1
Trichlorofluoromethane 11 1.1 0.16 ug/m3 02/26/22 19:18 1 Vinyl chloride ND 1.0 0.17 ug/m3 02/26/22 19:18 1
4-Bromofluorobenzene (Surr) 111 60 - 140 02/26/22 19:18 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac Method: TO-15 - Volatile Organic Compounds in Ambient Air - DL RL MDL
1,1,2-Trichloro-1,2,2-trifluoroetha
ne
300 3.1 0.37 ug/m3 02/28/22 21:58 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Eurofins Knoxville

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Client Sample Results
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Client Sample ID: VP-2 Lab Sample ID: 140-26507-2
Date Collected: 02/23/22 14:00 Matrix: Air
Date Received: 02/24/22 11:30
Sample Container: Summa Canister 6L
4-Bromofluorobenzene (Surr) 105 60 - 140 02/28/22 21:58 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac Client Sample ID: VP-3 Lab Sample ID: 140-26507-3
Date Collected: 02/23/22 14:54 Matrix: Air
Date Received: 02/24/22 11:30
Sample Container: Summa Canister 6L
Method: TO-15 - Volatile Organic Compounds in Ambient Air RL MDL
1,1,1-Trichloroethane ND 30 11 ug/m3 02/28/22 22:43 3.46 Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,1,2,2-Tetrachloroethane ND 38 6.7 ug/m3 02/28/22 22:43 3.46 1,1,2-Trichloro-1,2,2-trifluoroetha 42 5.1 ug/m3 02/28/22 22:43 3.46 ne
520
1,1,2-Trichloroethane ND 30 5.7 ug/m3 02/28/22 22:43 3.46 1,1-Dichloroethane ND 22 3.0 ug/m3 02/28/22 22:43 3.46
1,1-Dichloroethene ND 22 3.5 ug/m3 02/28/22 22:43 3.46
1,2,4-Trichlorobenzene ND 210 18 ug/m3 02/28/22 22:43 3.46 1,2,4-Trimethylbenzene ND 27 6.8 ug/m3 02/28/22 22:43 3.46 1,2-Dibromoethane (EDB) 6.6 J 43 6.6 ug/m3 02/28/22 22:43 3.46 1,2-Dichloro-1,1,2,2-tetrafluoroeth 39 5.8 ug/m3 02/28/22 22:43 3.46 ane
26 J
1,2-Dichlorobenzene ND 67 13 ug/m3 02/28/22 22:43 3.46
1,2-Dichloroethane ND 22 2.8 ug/m3 02/28/22 22:43 3.46
1,2-Dichloropropane ND 26 3.2 ug/m3 02/28/22 22:43 3.46 1,3,5-Trimethylbenzene ND 54 22 ug/m3 02/28/22 22:43 3.46 1,3-Butadiene ND 24 2.9 ug/m3 02/28/22 22:43 3.46
1,3-Dichlorobenzene 6.9 J 33 6.7 ug/m3 02/28/22 22:43 3.46 1,4-Dichlorobenzene ND 33 6.7 ug/m3 02/28/22 22:43 3.46 2-Butanone (MEK) 25 J 82 15 ug/m3 02/28/22 22:43 3.46
2-Hexanone ND 45 6.8 ug/m3 02/28/22 22:43 3.46
3-Chloropropene ND 17 8.7 ug/m3 02/28/22 22:43 3.46
4-Methyl-2-pentanone (MIBK) ND 110 16 ug/m3 02/28/22 22:43 3.46 Acetone 110 J 490 92 ug/m3 02/28/22 22:43 3.46
Acrylonitrile ND 120 16 ug/m3 02/28/22 22:43 3.46
Benzene 33 18 2.9 ug/m3 02/28/22 22:43 3.46
Benzyl chloride ND 57 14 ug/m3 02/28/22 22:43 3.46
Bromodichloromethane ND 37 8.2 ug/m3 02/28/22 22:43 3.46 Bromoform ND 57 19 ug/m3 02/28/22 22:43 3.46
Bromomethane ND 21 5.9 ug/m3 02/28/22 22:43 3.46
Butane 1100 66 14 ug/m3 02/28/22 22:43 3.46
Carbon disulfide ND 34 7.5 ug/m3 02/28/22 22:43 3.46
Carbon tetrachloride ND 35 5.6 ug/m3 02/28/22 22:43 3.46 Chlorobenzene ND 25 7.1 ug/m3 02/28/22 22:43 3.46
Chlorodifluoromethane ND 20 5.4 ug/m3 02/28/22 22:43 3.46 Chloroethane ND 15 5.8 ug/m3 02/28/22 22:43 3.46
Chloroform ND 27 4.9 ug/m3 02/28/22 22:43 3.46
Chloromethane ND 57 9.1 ug/m3 02/28/22 22:43 3.46
cis-1,2-Dichloroethene ND 22 2.7 ug/m3 02/28/22 22:43 3.46 cis-1,3-Dichloropropene ND 50 6.0 ug/m3 02/28/22 22:43 3.46 Eurofins Knoxville

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Client Sample Results
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Client Sample ID: VP-3 Lab Sample ID: 140-26507-3
Date Collected: 02/23/22 14:54 Matrix: Air
Date Received: 02/24/22 11:30
Sample Container: Summa Canister 6L
Method: TO-15 - Volatile Organic Compounds in Ambient Air (Continued) RL MDL
Cyclohexane 14 J 38 8.9 ug/m3 02/28/22 22:43 3.46
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Dibromochloromethane ND 47 8.0 ug/m3 02/28/22 22:43 3.46 Dibromomethane ND 79 5.9 ug/m3 02/28/22 22:43 3.46
Dichlorodifluoromethane 18 J 27 4.8 ug/m3 02/28/22 22:43 3.46 Ethylbenzene 1200 24 4.0 ug/m3 02/28/22 22:43 3.46
Heptane 77 45 4.0 ug/m3 02/28/22 22:43 3.46
Hexachlorobutadiene ND 300 24 ug/m3 02/28/22 22:43 3.46 Hexane 32 J 39 6.1 ug/m3 02/28/22 22:43 3.46
Isopropylbenzene 24 J 54 5.9 ug/m3 02/28/22 22:43 3.46
Methyl tert-butyl ether ND 100 13 ug/m3 02/28/22 22:43 3.46 Methylene Chloride ND 96 33 ug/m3 02/28/22 22:43 3.46
m-Xylene & p-Xylene 5700 24 8.8 ug/m3 02/28/22 22:43 3.46 Naphthalene ND 58 15 ug/m3 02/28/22 22:43 3.46
o-Xylene 1400 24 4.6 ug/m3 02/28/22 22:43 3.46
Propylbenzene ND 54 6.5 ug/m3 02/28/22 22:43 3.46
Styrene ND 24 7.1 ug/m3 02/28/22 22:43 3.46
Tetrachloroethene 880 38 5.4 ug/m3 02/28/22 22:43 3.46
Toluene 42 J 100 5.9 ug/m3 02/28/22 22:43 3.46
trans-1,2-Dichloroethene ND 22 3.6 ug/m3 02/28/22 22:43 3.46 trans-1,3-Dichloropropene ND 25 6.2 ug/m3 02/28/22 22:43 3.46 Trichloroethene 270 30 4.9 ug/m3 02/28/22 22:43 3.46
Trichlorofluoromethane 28 J 31 4.4 ug/m3 02/28/22 22:43 3.46 Vinyl chloride ND 28 4.6 ug/m3 02/28/22 22:43 3.46
4-Bromofluorobenzene (Surr) 100 60 - 140 02/28/22 22:43 3.46 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac Client Sample ID: VP-4 Lab Sample ID: 140-26507-4
Date Collected: 02/23/22 14:35 Matrix: Air
Date Received: 02/24/22 11:30
Sample Container: Summa Canister 6L
Method: TO-15 - Volatile Organic Compounds in Ambient Air RL MDL
1,1,1-Trichloroethane ND 11 3.9 ug/m3 02/26/22 21:29 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,1,2,2-Tetrachloroethane ND 14 2.4 ug/m3 02/26/22 21:29 1 1,1,2-Trichloro-1,2,2-trifluoroetha 15 1.8 ug/m3 02/26/22 21:29 1 ne
330
1,1,2-Trichloroethane ND 11 2.1 ug/m3 02/26/22 21:29 1
1,1-Dichloroethane ND 8.1 1.1 ug/m3 02/26/22 21:29 1
1,1-Dichloroethene ND 7.9 1.3 ug/m3 02/26/22 21:29 1
1,2,4-Trichlorobenzene ND 74 6.6 ug/m3 02/26/22 21:29 1 1,2,4-Trimethylbenzene ND 9.8 2.5 ug/m3 02/26/22 21:29 1 1,2-Dibromoethane (EDB) ND 15 2.4 ug/m3 02/26/22 21:29 1 1,2-Dichloro-1,1,2,2-tetrafluoroeth 14 2.1 ug/m3 02/26/22 21:29 1 ane

8.3 J
1,2-Dichlorobenzene ND 24 4.7 ug/m3 02/26/22 21:29 1
1,2-Dichloroethane ND 8.1 1.0 ug/m3 02/26/22 21:29 1
1,2-Dichloropropane ND 9.2 1.2 ug/m3 02/26/22 21:29 1
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Client Sample Results
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Client Sample ID: VP-4 Lab Sample ID: 140-26507-4
Date Collected: 02/23/22 14:35 Matrix: Air
Date Received: 02/24/22 11:30
Sample Container: Summa Canister 6L
Method: TO-15 - Volatile Organic Compounds in Ambient Air (Continued) RL MDL
1,3,5-Trimethylbenzene ND 20 7.9 ug/m3 02/26/22 21:29 1 Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,3-Butadiene 5.5 J 8.8 1.1 ug/m3 02/26/22 21:29 1
1,3-Dichlorobenzene ND 12 2.4 ug/m3 02/26/22 21:29 1
1,4-Dichlorobenzene ND 12 2.4 ug/m3 02/26/22 21:29 1
2-Butanone (MEK) 12 J 29 5.3 ug/m3 02/26/22 21:29 1
2-Hexanone 3.2 J 16 2.5 ug/m3 02/26/22 21:29 1
3-Chloropropene ND 6.3 3.1 ug/m3 02/26/22 21:29 1
4-Methyl-2-pentanone (MIBK) 8.3 J 41 5.7 ug/m3 02/26/22 21:29 1 Acetone 47 J 180 33 ug/m3 02/26/22 21:29 1
Acrylonitrile ND 43 5.9 ug/m3 02/26/22 21:29 1
Benzene 7.0 6.4 1.1 ug/m3 02/26/22 21:29 1
Benzyl chloride ND 21 4.9 ug/m3 02/26/22 21:29 1
Bromodichloromethane ND 13 2.9 ug/m3 02/26/22 21:29 1
Bromoform ND 21 6.8 ug/m3 02/26/22 21:29 1
Bromomethane ND 7.8 2.1 ug/m3 02/26/22 21:29 1
Butane 13 J 24 5.0 ug/m3 02/26/22 21:29 1
Carbon disulfide ND 12 2.7 ug/m3 02/26/22 21:29 1
Carbon tetrachloride 3.2 J 13 2.0 ug/m3 02/26/22 21:29 1 Chlorobenzene ND 9.2 2.6 ug/m3 02/26/22 21:29 1
Chlorodifluoromethane ND 7.1 1.9 ug/m3 02/26/22 21:29 1 Chloroethane ND 5.3 2.1 ug/m3 02/26/22 21:29 1
Chloroform ND 9.8 1.8 ug/m3 02/26/22 21:29 1
Chloromethane ND 21 3.3 ug/m3 02/26/22 21:29 1
cis-1,2-Dichloroethene ND 7.9 0.99 ug/m3 02/26/22 21:29 1 cis-1,3-Dichloropropene ND 18 2.2 ug/m3 02/26/22 21:29 1 Cyclohexane ND 14 3.2 ug/m3 02/26/22 21:29 1
Dibromochloromethane ND 17 2.9 ug/m3 02/26/22 21:29 1
Dibromomethane ND 28 2.1 ug/m3 02/26/22 21:29 1
Dichlorodifluoromethane 9.1 J 9.9 1.7 ug/m3 02/26/22 21:29 1 Ethylbenzene 5.0 J B 8.7 1.4 ug/m3 02/26/22 21:29 1
Heptane 5.3 J 16 1.4 ug/m3 02/26/22 21:29 1
Hexachlorobutadiene ND 110 8.5 ug/m3 02/26/22 21:29 1
Hexane 5.8 J 14 2.2 ug/m3 02/26/22 21:29 1
Isopropylbenzene ND 20 2.1 ug/m3 02/26/22 21:29 1
Methyl tert-butyl ether ND 36 4.7 ug/m3 02/26/22 21:29 1 Methylene Chloride ND 35 12 ug/m3 02/26/22 21:29 1
m-Xylene & p-Xylene 15 B 8.7 3.2 ug/m3 02/26/22 21:29 1 Naphthalene ND 21 5.2 ug/m3 02/26/22 21:29 1
o-Xylene 6.0 J 8.7 1.7 ug/m3 02/26/22 21:29 1
Propylbenzene ND 20 2.4 ug/m3 02/26/22 21:29 1
Styrene ND 8.5 2.6 ug/m3 02/26/22 21:29 1
Tetrachloroethene 920 14 2.0 ug/m3 02/26/22 21:29 1
Toluene 9.3 J 38 2.1 ug/m3 02/26/22 21:29 1
trans-1,2-Dichloroethene ND 7.9 1.3 ug/m3 02/26/22 21:29 1 trans-1,3-Dichloropropene ND 9.1 2.2 ug/m3 02/26/22 21:29 1 Trichloroethene 200 11 1.8 ug/m3 02/26/22 21:29 1
Trichlorofluoromethane 15 11 1.6 ug/m3 02/26/22 21:29 1 Eurofins Knoxville

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Default Detection Limits
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/ 2E-2202004
Method: TO-15 - Volatile Organic Compounds in Ambient Air 1,1,1-Trichloroethane 1.1 ug/m3
Analyte RL MDL Units

0.39 1,1,2,2-Tetrachloroethane 1.4 0.24 ug/m3
1,1,2-Trichloro-1,2,2-trifluoroethane 1.5 0.18 ug/m3
1,1,2-Trichloroethane 1.1 0.21 ug/m3
1,1-Dichloroethane 0.81 0.11 ug/m3
1,1-Dichloroethene 0.79 0.13 ug/m3
1,2,4-Trichlorobenzene 7.4 0.66 ug/m3
1,2,4-Trimethylbenzene 0.98 0.25 ug/m3
1,2-Dibromoethane (EDB) 1.5 0.24 ug/m3
1,2-Dichloro-1,1,2,2-tetrafluoroethane 1.4 0.21 ug/m3
1,2-Dichlorobenzene 2.4 0.47 ug/m3
1,2-Dichloroethane 0.81 0.10 ug/m3
1,2-Dichloropropane 0.92 0.12 ug/m3
1,3,5-Trimethylbenzene 2.0 0.79 ug/m3
1,3-Butadiene 0.88 0.11 ug/m3
1,3-Dichlorobenzene 1.2 0.24 ug/m3
1,4-Dichlorobenzene 1.2 0.24 ug/m3
2-Butanone (MEK) 2.9 0.53 ug/m3
2-Hexanone 1.6 0.25 ug/m3
3-Chloropropene 0.63 0.31 ug/m3
4-Methyl-2-pentanone (MIBK) 4.1 0.57 ug/m3
Acetone 18 3.3 ug/m3
Acrylonitrile 4.3 0.59 ug/m3
Benzene 0.64 0.11 ug/m3
Benzyl chloride 2.1 0.49 ug/m3
Bromodichloromethane 1.3 0.29 ug/m3
Bromoform 2.1 0.68 ug/m3
Bromomethane 0.78 0.21 ug/m3
Butane 2.4 0.50 ug/m3
Carbon disulfide 1.2 0.27 ug/m3
Carbon tetrachloride 1.3 0.20 ug/m3
Chlorobenzene 0.92 0.26 ug/m3
Chlorodifluoromethane 0.71 0.19 ug/m3
Chloroethane 0.53 0.21 ug/m3
Chloroform 0.98 0.18 ug/m3
Chloromethane 2.1 0.33 ug/m3
cis-1,2-Dichloroethene 0.79 0.099 ug/m3
cis-1,3-Dichloropropene 1.8 0.22 ug/m3
Cyclohexane 1.4 0.32 ug/m3
Dibromochloromethane 1.7 0.29 ug/m3
Dibromomethane 2.8 0.21 ug/m3
Dichlorodifluoromethane 0.99 0.17 ug/m3
Ethylbenzene 0.87 0.14 ug/m3
Heptane 1.6 0.14 ug/m3
Hexachlorobutadiene 11 0.85 ug/m3
Hexane 1.4 0.22 ug/m3
Isopropylbenzene 2.0 0.21 ug/m3
Methyl tert-butyl ether 3.6 0.47 ug/m3
Methylene Chloride 3.5 1.2 ug/m3
m-Xylene & p-Xylene 0.87 0.32 ug/m3
Naphthalene 2.1 0.52 ug/m3
o-Xylene 0.87 0.17 ug/m3
Propylbenzene 2.0 0.24 ug/m3
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Default Detection Limits
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/ 2E-2202004
Method: TO-15 - Volatile Organic Compounds in Ambient Air (Continued) Styrene 0.85 ug/m3
Analyte RL MDL Units

0.26 Tetrachloroethene 1.4 0.20 ug/m3
Toluene 3.8 0.21 ug/m3
trans-1,2-Dichloroethene 0.79 0.13 ug/m3
trans-1,3-Dichloropropene 0.91 0.22 ug/m3
Trichloroethene 1.1 0.18 ug/m3
Trichlorofluoromethane 1.1 0.16 ug/m3
Vinyl chloride 1.0 0.17 ug/m3
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Surrogate Summary
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Method: TO-15 - Volatile Organic Compounds in Ambient Air Matrix: Air Prep Type: Total/NA
Lab Sample ID Client Sample ID (60-140)
BFB
140-26507-1 101
Percent Surrogate Recovery (Acceptance Limits)
VP-1
140-26507-2 VP-2 111
140-26507-2 - DL VP-2 105
140-26507-3 VP-3 100
140-26507-4 VP-4 100
LCS 140-59206/1002 Lab Control Sample 102
LCS 140-59242/1002 Lab Control Sample 107
LCS 140-59265/1002 Lab Control Sample 101
MB 140-59206/5 Method Blank 92
MB 140-59242/4 Method Blank 85
MB 140-59265/5 Method Blank 82
Surrogate Legend
BFB = 4-Bromofluorobenzene (Surr)
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QC Sample Results
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Method: TO-15 - Volatile Organic Compounds in Ambient Air Lab Sample ID: MB 140-59206/5 Client Sample ID: Method Blank Matrix: Air Prep Type: Total/NA
Analysis Batch: 59206
RL MDL
1,1,1-Trichloroethane ND 1.1 0.39 ug/m3 02/26/22 11:02 1 MB MB
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,1,2,2-Tetrachloroethane ND 1.4 0.24 ug/m3 02/26/22 11:02 1 1,1,2-Trichloro-1,2,2-trifluoroethane ND 1.5 0.18 ug/m3 02/26/22 11:02 1 1,1,2-Trichloroethane ND 1.1 0.21 ug/m3 02/26/22 11:02 1 1,1-Dichloroethane ND 0.81 0.11 ug/m3 02/26/22 11:02 1
1,1-Dichloroethene ND 0.79 0.13 ug/m3 02/26/22 11:02 1
1,2,4-Trichlorobenzene ND 7.4 0.66 ug/m3 02/26/22 11:02 1 1,2,4-Trimethylbenzene ND 0.98 0.25 ug/m3 02/26/22 11:02 1 1,2-Dibromoethane (EDB) 0.240 J 1.5 0.24 ug/m3 02/26/22 11:02 1 1,2-Dichloro-1,1,2,2-tetrafluoroethane ND 1.4 0.21 ug/m3 02/26/22 11:02 1 1,2-Dichlorobenzene ND 2.4 0.47 ug/m3 02/26/22 11:02 1
1,2-Dichloroethane ND 0.81 0.10 ug/m3 02/26/22 11:02 1
1,2-Dichloropropane ND 0.92 0.12 ug/m3 02/26/22 11:02 1 1,3,5-Trimethylbenzene ND 2.0 0.79 ug/m3 02/26/22 11:02 1 1,3-Butadiene ND 0.88 0.11 ug/m3 02/26/22 11:02 1
1,3-Dichlorobenzene ND 1.2 0.24 ug/m3 02/26/22 11:02 1
1,4-Dichlorobenzene ND 1.2 0.24 ug/m3 02/26/22 11:02 1
2-Butanone (MEK) ND 2.9 0.53 ug/m3 02/26/22 11:02 1
2-Hexanone ND 1.6 0.25 ug/m3 02/26/22 11:02 1
3-Chloropropene ND 0.63 0.31 ug/m3 02/26/22 11:02 1
4-Methyl-2-pentanone (MIBK) ND 4.1 0.57 ug/m3 02/26/22 11:02 1 Acetone ND 18 3.3 ug/m3 02/26/22 11:02 1
Acrylonitrile ND 4.3 0.59 ug/m3 02/26/22 11:02 1
Benzene ND 0.64 0.11 ug/m3 02/26/22 11:02 1
Benzyl chloride ND 2.1 0.49 ug/m3 02/26/22 11:02 1
Bromodichloromethane ND 1.3 0.29 ug/m3 02/26/22 11:02 1 Bromoform ND 2.1 0.68 ug/m3 02/26/22 11:02 1
Bromomethane ND 0.78 0.21 ug/m3 02/26/22 11:02 1
Butane ND 2.4 0.50 ug/m3 02/26/22 11:02 1
Carbon disulfide ND 1.2 0.27 ug/m3 02/26/22 11:02 1
Carbon tetrachloride ND 1.3 0.20 ug/m3 02/26/22 11:02 1 Chlorobenzene ND 0.92 0.26 ug/m3 02/26/22 11:02 1
Chlorodifluoromethane ND 0.71 0.19 ug/m3 02/26/22 11:02 1 Chloroethane ND 0.53 0.21 ug/m3 02/26/22 11:02 1
Chloroform ND 0.98 0.18 ug/m3 02/26/22 11:02 1
Chloromethane ND 2.1 0.33 ug/m3 02/26/22 11:02 1
cis-1,2-Dichloroethene ND 0.79 0.099 ug/m3 02/26/22 11:02 1 cis-1,3-Dichloropropene ND 1.8 0.22 ug/m3 02/26/22 11:02 1 Cyclohexane ND 1.4 0.32 ug/m3 02/26/22 11:02 1
Dibromochloromethane ND 1.7 0.29 ug/m3 02/26/22 11:02 1 Dibromomethane ND 2.8 0.21 ug/m3 02/26/22 11:02 1
Dichlorodifluoromethane ND 0.99 0.17 ug/m3 02/26/22 11:02 1 Ethylbenzene 0.144 J 0.87 0.14 ug/m3 02/26/22 11:02 1
Heptane ND 1.6 0.14 ug/m3 02/26/22 11:02 1
Hexachlorobutadiene ND 11 0.85 ug/m3 02/26/22 11:02 1
Hexane ND 1.4 0.22 ug/m3 02/26/22 11:02 1
Isopropylbenzene ND 2.0 0.21 ug/m3 02/26/22 11:02 1
Eurofins Knoxville

Page 18 of 35 ends

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec.

Limits
1,1,2,2-Tetrachloroethane 13.7 12.5 ug/m3 91 70 - 130
1,1,2-Trichloro-1,2,2-trifluoroetha
ne

15.3 15.3 ug/m3 100 70 - 130
1,1,2-Trichloroethane 10.9 10.3 ug/m3 94 70 - 130
1,1-Dichloroethane 8.09 8.52 ug/m3 105 70 - 130
1,1-Dichloroethene 7.93 7.60 ug/m3 96 70 - 130
1,2,4-Trichlorobenzene 14.8 9.37 ug/m3 63 60 - 140
1,2,4-Trimethylbenzene 9.83 8.36 ug/m3 85 70 - 130
1,2-Dibromoethane (EDB) 15.4 13.6 ug/m3 88 70 - 130
1,2-Dichloro-1,1,2,2-tetrafluoroet
hane

14.0 12.0 ug/m3 86 60 - 140
1,2-Dichlorobenzene 12.0 10.3 ug/m3 86 70 - 130
1,2-Dichloroethane 8.09 8.08 ug/m3 100 70 - 130
1,2-Dichloropropane 9.24 9.28 ug/m3 100 70 - 130
1,3,5-Trimethylbenzene 9.83 8.49 ug/m3 86 70 - 130
1,3-Butadiene 4.42 4.40 ug/m3 99 60 - 140
1,3-Dichlorobenzene 12.0 9.71 ug/m3 81 70 - 130
1,4-Dichlorobenzene 12.0 9.81 ug/m3 82 70 - 130
2-Butanone (MEK) 5.90 5.37 ug/m3 91 60 - 140
2-Hexanone 8.20 8.06 ug/m3 98 60 - 140
3-Chloropropene 6.26 5.41 ug/m3 86 60 - 140
4-Methyl-2-pentanone (MIBK) 8.19 8.16 ug/m3 100 60 - 140 Acetone 14.3 13.7 ug/m3 96 60 - 140
Acrylonitrile 4.34 4.89 ug/m3 113 60 - 140
Eurofins Knoxville

Page 19 of 35 ends

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec.

Limits
Benzyl chloride 10.4 8.36 ug/m3 81 70 - 130
Bromodichloromethane 13.4 12.0 ug/m3 90 70 - 130
Bromoform 20.7 18.9 ug/m3 91 60 - 140
Bromomethane 7.77 6.18 ug/m3 80 70 - 130
Butane 4.75 4.16 ug/m3 88 60 - 140
Carbon disulfide 6.23 5.41 ug/m3 87 70 - 130
Carbon tetrachloride 12.6 11.8 ug/m3 93 70 - 130
Chlorobenzene 9.21 8.38 ug/m3 91 70 - 130
Chlorodifluoromethane 7.07 7.24 ug/m3 102 60 - 140
Chloroethane 5.28 3.87 ug/m3 73 70 - 130
Chloroform 9.77 8.49 ug/m3 87 70 - 130
Chloromethane 4.13 4.25 ug/m3 103 60 - 140
cis-1,2-Dichloroethene 7.93 7.44 ug/m3 94 70 - 130
cis-1,3-Dichloropropene 9.08 8.56 ug/m3 94 70 - 130
Cyclohexane 6.88 6.59 ug/m3 96 70 - 130
Dibromochloromethane 17.0 15.7 ug/m3 92 70 - 130
Dibromomethane 14.2 12.6 ug/m3 88 70 - 130
Dichlorodifluoromethane 9.89 8.96 ug/m3 91 60 - 140
Ethylbenzene 8.68 7.99 ug/m3 92 70 - 130
Heptane 8.20 8.31 ug/m3 101 70 - 130
Hexachlorobutadiene 21.3 13.4 ug/m3 63 60 - 140
Hexane 7.05 7.07 ug/m3 100 70 - 130
Isopropylbenzene 9.83 8.55 ug/m3 87 70 - 130
Methyl tert-butyl ether 7.21 7.05 ug/m3 98 60 - 140
Methylene Chloride 6.95 5.97 ug/m3 86 70 - 130
m-Xylene & p-Xylene 17.4 15.6 ug/m3 90 70 - 130
Naphthalene 10.5 6.84 ug/m3 65 60 - 140
o-Xylene 8.68 8.07 ug/m3 93 70 - 130
Propylbenzene 9.83 8.82 ug/m3 90 70 - 130
Styrene 8.52 7.41 ug/m3 87 70 - 130
Tetrachloroethene 13.6 11.7 ug/m3 87 70 - 130
Toluene 7.54 7.20 ug/m3 96 70 - 130
trans-1,2-Dichloroethene 7.93 7.89 ug/m3 100 70 - 130
trans-1,3-Dichloropropene 9.08 7.84 ug/m3 86 70 - 130
Trichloroethene 10.7 9.76 ug/m3 91 70 - 130
Trichlorofluoromethane 11.2 10.4 ug/m3 92 60 - 140
Vinyl chloride 5.11 4.42 ug/m3 86 70 - 130
4-Bromofluorobenzene (Surr) 60 - 140
Surrogate
102

LCS LCS
%Recovery Qualifier Limits
Eurofins Knoxville

Page 20 of 35 ends

1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
QC Sample Results
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Method: TO-15 - Volatile Organic Compounds in Ambient Air (Continued) Lab Sample ID: MB 140-59242/4 Client Sample ID: Method Blank Matrix: Air Prep Type: Total/NA
Analysis Batch: 59242
RL MDL
1,1,1-Trichloroethane ND 1.1 0.39 ug/m3 02/28/22 14:58 1 MB MB
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,1,2,2-Tetrachloroethane ND 1.4 0.24 ug/m3 02/28/22 14:58 1 1,1,2-Trichloro-1,2,2-trifluoroethane ND 1.5 0.18 ug/m3 02/28/22 14:58 1 1,1,2-Trichloroethane ND 1.1 0.21 ug/m3 02/28/22 14:58 1 1,1-Dichloroethane ND 0.81 0.11 ug/m3 02/28/22 14:58 1
1,1-Dichloroethene ND 0.79 0.13 ug/m3 02/28/22 14:58 1
1,2,4-Trichlorobenzene ND 7.4 0.66 ug/m3 02/28/22 14:58 1 1,2,4-Trimethylbenzene ND 0.98 0.25 ug/m3 02/28/22 14:58 1 1,2-Dibromoethane (EDB) ND 1.5 0.24 ug/m3 02/28/22 14:58 1 1,2-Dichloro-1,1,2,2-tetrafluoroethane ND 1.4 0.21 ug/m3 02/28/22 14:58 1 1,2-Dichlorobenzene ND 2.4 0.47 ug/m3 02/28/22 14:58 1
1,2-Dichloroethane ND 0.81 0.10 ug/m3 02/28/22 14:58 1
1,2-Dichloropropane ND 0.92 0.12 ug/m3 02/28/22 14:58 1 1,3,5-Trimethylbenzene ND 2.0 0.79 ug/m3 02/28/22 14:58 1 1,3-Butadiene ND 0.88 0.11 ug/m3 02/28/22 14:58 1
1,3-Dichlorobenzene ND 1.2 0.24 ug/m3 02/28/22 14:58 1
1,4-Dichlorobenzene ND 1.2 0.24 ug/m3 02/28/22 14:58 1
2-Butanone (MEK) ND 2.9 0.53 ug/m3 02/28/22 14:58 1
2-Hexanone ND 1.6 0.25 ug/m3 02/28/22 14:58 1
3-Chloropropene ND 0.63 0.31 ug/m3 02/28/22 14:58 1
4-Methyl-2-pentanone (MIBK) ND 4.1 0.57 ug/m3 02/28/22 14:58 1 Acetone ND 18 3.3 ug/m3 02/28/22 14:58 1
Acrylonitrile ND 4.3 0.59 ug/m3 02/28/22 14:58 1
Benzene ND 0.64 0.11 ug/m3 02/28/22 14:58 1
Benzyl chloride ND 2.1 0.49 ug/m3 02/28/22 14:58 1
Bromodichloromethane ND 1.3 0.29 ug/m3 02/28/22 14:58 1 Bromoform ND 2.1 0.68 ug/m3 02/28/22 14:58 1
Bromomethane ND 0.78 0.21 ug/m3 02/28/22 14:58 1
Butane ND 2.4 0.50 ug/m3 02/28/22 14:58 1
Carbon disulfide ND 1.2 0.27 ug/m3 02/28/22 14:58 1
Carbon tetrachloride ND 1.3 0.20 ug/m3 02/28/22 14:58 1 Chlorobenzene ND 0.92 0.26 ug/m3 02/28/22 14:58 1
Chlorodifluoromethane ND 0.71 0.19 ug/m3 02/28/22 14:58 1 Chloroethane ND 0.53 0.21 ug/m3 02/28/22 14:58 1
Chloroform ND 0.98 0.18 ug/m3 02/28/22 14:58 1
Chloromethane ND 2.1 0.33 ug/m3 02/28/22 14:58 1
cis-1,2-Dichloroethene ND 0.79 0.099 ug/m3 02/28/22 14:58 1 cis-1,3-Dichloropropene ND 1.8 0.22 ug/m3 02/28/22 14:58 1 Cyclohexane ND 1.4 0.32 ug/m3 02/28/22 14:58 1
Dibromochloromethane ND 1.7 0.29 ug/m3 02/28/22 14:58 1 Dibromomethane ND 2.8 0.21 ug/m3 02/28/22 14:58 1
Dichlorodifluoromethane ND 0.99 0.17 ug/m3 02/28/22 14:58 1 Ethylbenzene ND 0.87 0.14 ug/m3 02/28/22 14:58 1
Heptane ND 1.6 0.14 ug/m3 02/28/22 14:58 1
Hexachlorobutadiene ND 11 0.85 ug/m3 02/28/22 14:58 1
Hexane ND 1.4 0.22 ug/m3 02/28/22 14:58 1
Isopropylbenzene ND 2.0 0.21 ug/m3 02/28/22 14:58 1
Eurofins Knoxville

Page 21 of 35 ends

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec.

Limits
1,1,2,2-Tetrachloroethane 11.0 9.21 ug/m3 84 70 - 130
1,1,2-Trichloro-1,2,2-trifluoroetha
ne

12.3 10.7 ug/m3 88 70 - 130
1,1,2-Trichloroethane 8.73 7.02 ug/m3 80 70 - 130
1,1-Dichloroethane 6.48 5.05 ug/m3 78 70 - 130
1,1-Dichloroethene 6.34 4.96 ug/m3 78 70 - 130
1,2,4-Trichlorobenzene 11.9 8.92 ug/m3 75 60 - 140
1,2,4-Trimethylbenzene 7.87 6.81 ug/m3 87 70 - 130
1,2-Dibromoethane (EDB) 12.3 9.44 ug/m3 77 70 - 130
1,2-Dichloro-1,1,2,2-tetrafluoroet
hane

11.2 12.9 ug/m3 115 60 - 140
1,2-Dichlorobenzene 9.62 8.50 ug/m3 88 70 - 130
1,2-Dichloroethane 6.48 4.95 ug/m3 76 70 - 130
1,2-Dichloropropane 7.39 5.63 ug/m3 76 70 - 130
1,3,5-Trimethylbenzene 7.87 8.36 ug/m3 106 70 - 130
1,3-Butadiene 3.54 3.57 ug/m3 101 60 - 140
1,3-Dichlorobenzene 9.62 8.32 ug/m3 86 70 - 130
1,4-Dichlorobenzene 9.62 8.00 ug/m3 83 70 - 130
2-Butanone (MEK) 4.72 3.61 ug/m3 77 60 - 140
2-Hexanone 6.56 5.15 ug/m3 79 60 - 140
3-Chloropropene 5.01 5.06 ug/m3 101 60 - 140
4-Methyl-2-pentanone (MIBK) 6.55 5.95 ug/m3 91 60 - 140 Acetone 3.80 3.42 J ug/m3 90 60 - 140
Acrylonitrile 3.47 3.05 ug/m3 88 60 - 140
Eurofins Knoxville

Page 22 of 35 ends

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec.

Limits
Benzyl chloride 8.28 7.57 ug/m3 91 70 - 130
Bromodichloromethane 10.7 8.80 ug/m3 82 70 - 130
Bromoform 16.5 14.5 ug/m3 88 60 - 140
Bromomethane 6.21 7.10 ug/m3 114 70 - 130
Butane 3.80 4.64 ug/m3 122 60 - 140
Carbon disulfide 4.98 4.00 ug/m3 80 70 - 130
Carbon tetrachloride 10.1 10.4 ug/m3 103 70 - 130
Chlorobenzene 7.37 6.58 ug/m3 89 70 - 130
Chlorodifluoromethane 5.66 6.09 ug/m3 108 60 - 140
Chloroethane 4.22 4.47 ug/m3 106 70 - 130
Chloroform 7.81 6.30 ug/m3 81 70 - 130
Chloromethane 3.30 3.26 ug/m3 99 60 - 140
cis-1,2-Dichloroethene 6.34 5.04 ug/m3 79 70 - 130
cis-1,3-Dichloropropene 7.26 5.83 ug/m3 80 70 - 130
Cyclohexane 5.51 4.25 ug/m3 77 70 - 130
Dibromochloromethane 13.6 13.0 ug/m3 96 70 - 130
Dibromomethane 11.4 10.2 ug/m3 89 70 - 130
Dichlorodifluoromethane 7.91 7.61 ug/m3 96 60 - 140
Ethylbenzene 6.95 5.64 ug/m3 81 70 - 130
Heptane 6.56 4.76 ug/m3 73 70 - 130
Hexachlorobutadiene 17.1 13.7 ug/m3 80 60 - 140
Hexane 5.64 4.54 ug/m3 81 70 - 130
Isopropylbenzene 7.87 6.52 ug/m3 83 70 - 130
Methyl tert-butyl ether 5.77 4.44 ug/m3 77 60 - 140
Methylene Chloride 5.56 4.10 ug/m3 74 70 - 130
m-Xylene & p-Xylene 13.9 13.4 ug/m3 96 70 - 130
Naphthalene 8.39 6.80 ug/m3 81 60 - 140
o-Xylene 6.95 6.13 ug/m3 88 70 - 130
Propylbenzene 7.87 6.90 ug/m3 88 70 - 130
Styrene 6.82 5.79 ug/m3 85 70 - 130
Tetrachloroethene 10.9 9.37 ug/m3 86 70 - 130
Toluene 6.03 4.84 ug/m3 80 70 - 130
trans-1,2-Dichloroethene 6.34 5.02 ug/m3 79 70 - 130
trans-1,3-Dichloropropene 7.26 5.28 ug/m3 73 70 - 130
Trichloroethene 8.60 7.37 ug/m3 86 70 - 130
Trichlorofluoromethane 8.99 7.82 ug/m3 87 60 - 140
Vinyl chloride 4.09 4.15 ug/m3 101 70 - 130
4-Bromofluorobenzene (Surr) 60 - 140
Surrogate
107

LCS LCS
%Recovery Qualifier Limits
Eurofins Knoxville

Page 23 of 35 ends

1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
QC Sample Results
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Method: TO-15 - Volatile Organic Compounds in Ambient Air (Continued) Lab Sample ID: MB 140-59265/5 Client Sample ID: Method Blank Matrix: Air Prep Type: Total/NA
Analysis Batch: 59265
RL MDL
1,1,1-Trichloroethane ND 1.1 0.39 ug/m3 03/01/22 11:17 1 MB MB
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,1,2,2-Tetrachloroethane ND 1.4 0.24 ug/m3 03/01/22 11:17 1 1,1,2-Trichloro-1,2,2-trifluoroethane ND 1.5 0.18 ug/m3 03/01/22 11:17 1 1,1,2-Trichloroethane ND 1.1 0.21 ug/m3 03/01/22 11:17 1 1,1-Dichloroethane ND 0.81 0.11 ug/m3 03/01/22 11:17 1
1,1-Dichloroethene ND 0.79 0.13 ug/m3 03/01/22 11:17 1
1,2,4-Trichlorobenzene ND 7.4 0.66 ug/m3 03/01/22 11:17 1 1,2,4-Trimethylbenzene ND 0.98 0.25 ug/m3 03/01/22 11:17 1 1,2-Dibromoethane (EDB) ND 1.5 0.24 ug/m3 03/01/22 11:17 1 1,2-Dichloro-1,1,2,2-tetrafluoroethane ND 1.4 0.21 ug/m3 03/01/22 11:17 1 1,2-Dichlorobenzene ND 2.4 0.47 ug/m3 03/01/22 11:17 1
1,2-Dichloroethane ND 0.81 0.10 ug/m3 03/01/22 11:17 1
1,2-Dichloropropane ND 0.92 0.12 ug/m3 03/01/22 11:17 1 1,3,5-Trimethylbenzene ND 2.0 0.79 ug/m3 03/01/22 11:17 1 1,3-Butadiene ND 0.88 0.11 ug/m3 03/01/22 11:17 1
1,3-Dichlorobenzene ND 1.2 0.24 ug/m3 03/01/22 11:17 1
1,4-Dichlorobenzene ND 1.2 0.24 ug/m3 03/01/22 11:17 1
2-Butanone (MEK) ND 2.9 0.53 ug/m3 03/01/22 11:17 1
2-Hexanone ND 1.6 0.25 ug/m3 03/01/22 11:17 1
3-Chloropropene ND 0.63 0.31 ug/m3 03/01/22 11:17 1
4-Methyl-2-pentanone (MIBK) ND 4.1 0.57 ug/m3 03/01/22 11:17 1 Acetone ND 18 3.3 ug/m3 03/01/22 11:17 1
Acrylonitrile ND 4.3 0.59 ug/m3 03/01/22 11:17 1
Benzene ND 0.64 0.11 ug/m3 03/01/22 11:17 1
Benzyl chloride ND 2.1 0.49 ug/m3 03/01/22 11:17 1
Bromodichloromethane ND 1.3 0.29 ug/m3 03/01/22 11:17 1 Bromoform ND 2.1 0.68 ug/m3 03/01/22 11:17 1
Bromomethane ND 0.78 0.21 ug/m3 03/01/22 11:17 1
Butane ND 2.4 0.50 ug/m3 03/01/22 11:17 1
Carbon disulfide ND 1.2 0.27 ug/m3 03/01/22 11:17 1
Carbon tetrachloride ND 1.3 0.20 ug/m3 03/01/22 11:17 1 Chlorobenzene ND 0.92 0.26 ug/m3 03/01/22 11:17 1
Chlorodifluoromethane ND 0.71 0.19 ug/m3 03/01/22 11:17 1 Chloroethane ND 0.53 0.21 ug/m3 03/01/22 11:17 1
Chloroform ND 0.98 0.18 ug/m3 03/01/22 11:17 1
Chloromethane ND 2.1 0.33 ug/m3 03/01/22 11:17 1
cis-1,2-Dichloroethene ND 0.79 0.099 ug/m3 03/01/22 11:17 1 cis-1,3-Dichloropropene ND 1.8 0.22 ug/m3 03/01/22 11:17 1 Cyclohexane ND 1.4 0.32 ug/m3 03/01/22 11:17 1
Dibromochloromethane ND 1.7 0.29 ug/m3 03/01/22 11:17 1 Dibromomethane ND 2.8 0.21 ug/m3 03/01/22 11:17 1
Dichlorodifluoromethane ND 0.99 0.17 ug/m3 03/01/22 11:17 1 Ethylbenzene ND 0.87 0.14 ug/m3 03/01/22 11:17 1
Heptane ND 1.6 0.14 ug/m3 03/01/22 11:17 1
Hexachlorobutadiene ND 11 0.85 ug/m3 03/01/22 11:17 1
Hexane ND 1.4 0.22 ug/m3 03/01/22 11:17 1
Isopropylbenzene ND 2.0 0.21 ug/m3 03/01/22 11:17 1
Eurofins Knoxville

Page 24 of 35 ends

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec.

Limits
1,1,2,2-Tetrachloroethane 11.0 9.61 ug/m3 87 70 - 130
1,1,2-Trichloro-1,2,2-trifluoroetha
ne

12.3 11.3 ug/m3 92 70 - 130
1,1,2-Trichloroethane 8.73 7.31 ug/m3 84 70 - 130
1,1-Dichloroethane 6.48 5.50 ug/m3 85 70 - 130
1,1-Dichloroethene 6.34 5.26 ug/m3 83 70 - 130
1,2,4-Trichlorobenzene 11.9 8.37 ug/m3 70 60 - 140
1,2,4-Trimethylbenzene 7.87 6.82 ug/m3 87 70 - 130
1,2-Dibromoethane (EDB) 12.3 9.80 ug/m3 80 70 - 130
1,2-Dichloro-1,1,2,2-tetrafluoroet
hane

11.2 16.5 *+ ug/m3 148 60 - 140
1,2-Dichlorobenzene 9.62 9.69 ug/m3 101 70 - 130
1,2-Dichloroethane 6.48 5.37 ug/m3 83 70 - 130
1,2-Dichloropropane 7.39 6.19 ug/m3 84 70 - 130
1,3,5-Trimethylbenzene 7.87 6.47 ug/m3 82 70 - 130
1,3-Butadiene 3.54 3.88 ug/m3 110 60 - 140
1,3-Dichlorobenzene 9.62 9.26 ug/m3 96 70 - 130
1,4-Dichlorobenzene 9.62 8.83 ug/m3 92 70 - 130
2-Butanone (MEK) 4.72 3.64 ug/m3 77 60 - 140
2-Hexanone 6.56 4.47 ug/m3 68 60 - 140
3-Chloropropene 5.01 4.45 ug/m3 89 60 - 140
4-Methyl-2-pentanone (MIBK) 6.55 5.16 ug/m3 79 60 - 140 Acetone 11.4 10.3 ug/m3 90 60 - 140
Acrylonitrile 3.47 3.07 ug/m3 88 60 - 140
Eurofins Knoxville

Page 25 of 35 ends

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec.

Limits
Benzyl chloride 8.28 6.59 ug/m3 80 70 - 130
Bromodichloromethane 10.7 9.10 ug/m3 85 70 - 130
Bromoform 16.5 14.5 ug/m3 88 60 - 140
Bromomethane 6.21 7.33 ug/m3 118 70 - 130
Butane 3.80 4.14 ug/m3 109 60 - 140
Carbon disulfide 4.98 4.60 ug/m3 92 70 - 130
Carbon tetrachloride 10.1 8.56 ug/m3 85 70 - 130
Chlorobenzene 7.37 6.42 ug/m3 87 70 - 130
Chlorodifluoromethane 5.66 6.06 ug/m3 107 60 - 140
Chloroethane 4.22 4.52 ug/m3 107 70 - 130
Chloroform 7.81 6.92 ug/m3 89 70 - 130
Chloromethane 3.30 3.70 ug/m3 112 60 - 140
cis-1,2-Dichloroethene 6.34 5.03 ug/m3 79 70 - 130
cis-1,3-Dichloropropene 7.26 5.83 ug/m3 80 70 - 130
Cyclohexane 5.51 4.38 ug/m3 80 70 - 130
Dibromochloromethane 13.6 11.3 ug/m3 83 70 - 130
Dibromomethane 11.4 9.99 ug/m3 88 70 - 130
Dichlorodifluoromethane 7.91 8.77 ug/m3 111 60 - 140
Ethylbenzene 6.95 5.57 ug/m3 80 70 - 130
Heptane 6.56 5.18 ug/m3 79 70 - 130
Hexachlorobutadiene 17.1 20.0 ug/m3 117 60 - 140
Hexane 5.64 4.67 ug/m3 83 70 - 130
Isopropylbenzene 7.87 6.37 ug/m3 81 70 - 130
Methyl tert-butyl ether 5.77 4.77 ug/m3 83 60 - 140
Methylene Chloride 5.56 4.88 ug/m3 88 70 - 130
m-Xylene & p-Xylene 13.9 12.0 ug/m3 86 70 - 130
Naphthalene 8.39 7.04 ug/m3 84 60 - 140
o-Xylene 6.95 5.65 ug/m3 81 70 - 130
Propylbenzene 7.87 6.52 ug/m3 83 70 - 130
Styrene 6.82 5.73 ug/m3 84 70 - 130
Tetrachloroethene 10.9 8.94 ug/m3 82 70 - 130
Toluene 6.03 4.82 ug/m3 80 70 - 130
trans-1,2-Dichloroethene 6.34 5.36 ug/m3 84 70 - 130
trans-1,3-Dichloropropene 7.26 5.23 ug/m3 72 70 - 130
Trichloroethene 8.60 7.57 ug/m3 88 70 - 130
Trichlorofluoromethane 8.99 7.67 ug/m3 85 60 - 140
Vinyl chloride 4.09 4.54 ug/m3 111 70 - 130
4-Bromofluorobenzene (Surr) 60 - 140
Surrogate
101

LCS LCS
%Recovery Qualifier Limits
Eurofins Knoxville

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QC Association Summary
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Air - GC/MS VOA
Analysis Batch: 59206
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 140-26507-2 VP-2 Total/NA Air TO-15
140-26507-4 VP-4 Total/NA Air TO-15
MB 140-59206/5 Method Blank Total/NA Air TO-15
LCS 140-59206/1002 Lab Control Sample Total/NA Air TO-15 Analysis Batch: 59242
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 140-26507-2 - DL VP-2 Total/NA Air TO-15
140-26507-3 VP-3 Total/NA Air TO-15
MB 140-59242/4 Method Blank Total/NA Air TO-15
LCS 140-59242/1002 Lab Control Sample Total/NA Air TO-15 Analysis Batch: 59265
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 140-26507-1 VP-1 Total/NA Air TO-15
MB 140-59265/5 Method Blank Total/NA Air TO-15
LCS 140-59265/1002 Lab Control Sample Total/NA Air TO-15 Eurofins Knoxville

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Lab Chronicle
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Client Sample ID: VP-1 Lab Sample ID: 140-26507-1
Date Collected: 02/23/22 14:45 Matrix: Air
Date Received: 02/24/22 11:30
Analysis TO-15 1 59265 03/01/22 16:01 S1K TAL KNX
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 200 mL 500 mL
Instrument ID: MG
Client Sample ID: VP-2 Lab Sample ID: 140-26507-2
Date Collected: 02/23/22 14:00 Matrix: Air
Date Received: 02/24/22 11:30
Analysis TO-15 1 59206 02/26/22 19:18 S1K TAL KNX
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 200 mL 500 mL
Instrument ID: MR
Total/NA Analysis TO-15 DL 1 100 mL 500 mL 59242 02/28/22 21:58 S1K TAL KNX Instrument ID: MS
Client Sample ID: VP-3 Lab Sample ID: 140-26507-3
Date Collected: 02/23/22 14:54 Matrix: Air
Date Received: 02/24/22 11:30
Analysis TO-15 3.46 59242 02/28/22 22:43 S1K TAL KNX
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 25 mL 500 mL
Instrument ID: MS
Client Sample ID: VP-4 Lab Sample ID: 140-26507-4
Date Collected: 02/23/22 14:35 Matrix: Air
Date Received: 02/24/22 11:30
Analysis TO-15 1 59206 02/26/22 21:29 S1K TAL KNX
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 20 mL 500 mL
Instrument ID: MR
Client Sample ID: Method Blank Lab Sample ID: MB 140-59206/5 Date Collected: N/A Matrix: Air
Date Received: N/A
Analysis TO-15 1 59206 02/26/22 11:02 S1K TAL KNX
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 200 mL 500 mL
Instrument ID: MR
Client Sample ID: Method Blank Lab Sample ID: MB 140-59242/4 Date Collected: N/A Matrix: Air
Date Received: N/A
Analysis TO-15 1 59242 02/28/22 14:58 S1K TAL KNX
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 200 mL 500 mL
Instrument ID: MS
Eurofins Knoxville

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Lab Chronicle
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Client Sample ID: Method Blank Lab Sample ID: MB 140-59265/5 Date Collected: N/A Matrix: Air
Date Received: N/A
Analysis TO-15 1 59265 03/01/22 11:17 S1K TAL KNX
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 200 mL 500 mL
Instrument ID: MG
Client Sample ID: Lab Control Sample Lab Sample ID: LCS 140-59206/1002 Date Collected: N/A Matrix: Air
Date Received: N/A
Analysis TO-15 1 59206 02/26/22 08:55 S1K TAL KNX
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 500 mL 500 mL
Instrument ID: MR
Client Sample ID: Lab Control Sample Lab Sample ID: LCS 140-59242/1002 Date Collected: N/A Matrix: Air
Date Received: N/A
Analysis TO-15 1 59242 02/28/22 11:22 S1K TAL KNX
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 500 mL 500 mL
Instrument ID: MS
Client Sample ID: Lab Control Sample Lab Sample ID: LCS 140-59265/1002 Date Collected: N/A Matrix: Air
Date Received: N/A
Analysis TO-15 1 59265 03/01/22 08:55 S1K TAL KNX
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 500 mL 500 mL
Instrument ID: MG
Laboratory References:

TAL KNX = Eurofins Knoxville, 5815 Middlebrook Pike, Knoxville, TN 37921, TEL (865)291-3000 Eurofins Knoxville

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Method Summary
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Method Method Description Protocol Laboratory
TO-15 Volatile Organic Compounds in Ambient Air EPA TAL KNX Protocol References:

EPA = US Environmental Protection Agency
Laboratory References:

TAL KNX = Eurofins Knoxville, 5815 Middlebrook Pike, Knoxville, TN 37921, TEL (865)291-3000 Eurofins Knoxville

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Sample Summary
Client: Giles Engineering Associates Job ID: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/
2E-2202004
Lab Sample ID Client Sample ID Matrix Collected Received Asset ID 140-26507-1 VP-1 Air 02/23/22 14:45 02/24/22 11:30 Air Canister (6-Liter) #10238 140-26507-2 VP-2 Air 02/23/22 14:00 02/24/22 11:30 Air Canister (6-Liter) #10103 140-26507-3 VP-3 Air 02/23/22 14:54 02/24/22 11:30 Air Canister (6-Liter) #11226 140-26507-4 VP-4 Air 02/23/22 14:35 02/24/22 11:30 Air Canister (6-Liter) #34000875 Eurofins Knoxville Page 31 of 35 3/5/2022
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Gauge ID: G5
Date/Time: 2/25/22 1107
Analyst Sample ID
Pressure @ Receipt
(-in Hg or +psig)/initial
pressurisation (if applicable) Asset # Cleaning Job
Cert
Type
Size
(L) Comments
BRS 140-26507-a-1 0.0 10238 140-26175-a-17 B 6
BRS 140-26507-a-2 -6.9 10103 140-26175-a-8 B 6
BRS 140-26507-a-3 -3.6 11226 140-26175-a-7 B 6
BRS 140-26507-a-4 -4.1 34000875 140-26175-a-18 B 6
Eurofins Knoxville - Air Canister Initial Pressure Check 140-26507-a-4 MS038 r16, 2/12/22 Page 34 of 35 3/5/2022 1 2
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Summa Canister Dilution Worksheet
Client: Giles Engineering Associates Job No.: 140-26507-1 Project/Site: RUSNAK PORSCHE/PASADENA, CA/ 2E-2202004
Canister Preadjusted
Lab Sample ID (L) ("Hg) (atm) (L) (psig) (atm) (L) Factor Factor Date Analyst Initals Volume Pressure
Preadjusted Adjusted
Pressure
Preadjusted
Volume Pressure
Adjusted
Pressure
Adjusted
Volume Dilution
Final
Dilution
Initial
Volume
(mL)
140-26507-36 -3.6 0.88 5.28 30.1 3.05 18.29 3.46 3.46 02/26/22 10:59 ID
Pressure
Gauge
g5 HMT
Formulae:

Preadjusted Volume (L) = ((Preadjusted Pressure ("Hg) + 29.92 "Hg) * Vol L ) / 29.92 "Hg Adjusted Volume (L) = (( Adjusted Pressure (psig) + 14.7 psig )* Vol L ) / 14.7 psig Dilution Factor = Adjusted Volume (L) / Preadjusted Volume (L) Where:

29.92 "Hg = Standard atmospheric pressure in inches of Mercury (“Hg)

14.7 psig = Standard atmospheric pressure in pounds per square inch gauge (psig) Eurofins Knoxville

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16 Appendix E:

Noise and Vibration Assessment

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Appendix E
Noise and Vibration Assessment

TRAFFIC NOISE LEVELS AND NOISE CONTOURS
Project Number: 186254
Project Name: Porsche Dealership
Scenario: Existing
Background Information
Model Description: FHWA Highway Noise Prediction Model (FHWA-RD-77-108) with California Vehicle Noise (CALVENO) Emission Levels.

Source of Traffic Volumes: Michael Baker International (March 2021) Community Noise Descriptor: Ldn: CNEL: x
Assumed 24-Hour Traffic Distribution: Day Evening Night Total ADT Volumes 77.50% 12.90% 9.60%
Medium-Duty Trucks 84.80% 4.90% 10.30%
Heavy-Duty Trucks 86.50% 2.70% 10.80%
Design Vehicle Mix Distance from Centerline of Roadway
Analysis Condition Median ADT Speed Alpha Medium Heavy CNEL at Distance to Contour Calc Roadway, Segment Lanes Width Volume (mph) Factor Trucks Trucks 100 Feet 70 CNEL 65 CNEL 60 CNEL 55 CNEL Dist North-South
San Gabriel Blvd north of Foothill Blvd 4 14 22,260 35 0.5 1.8% 0.7% 62.5 - 68 147 318 100 San Gabriel Blvd between Foothill Blvd & Walnut St 4 16 22,730 35 0.5 1.8% 0.7% 62.6 - 70 150 323 100 San Gabriel Blvd between Walnut St & Colorado Blvd 4 0 22,340 35 0.5 1.8% 0.7% 62.4 - 68 146 314 100 San Gabriel Blvd south of Colorado Blvd 4 10 24,100 25 0.5 1.8% 0.7% 60.3 - - 105 227 100 Sunnyslope Ave between Walnut St & Colorado Blvd 2 0 1,140 35 0.5 1.8% 0.7% 49.4 - - - 43 100 Sunnyslope Ave south of Colorado Blvd 2 0 990 35 0.5 1.8% 0.7% 48.8 - - - 39 100 Sierra Madre Villa Ave north of I-210 WB Ramps 4 20 25,260 35 0.5 1.8% 0.7% 63.1 - 75 162 349 100 Sierra Madre Villa Ave between I-210 WB & EB Ramps 8 10 23,800 35 0.5 1.8% 0.7% 63.4 - 79 169 365 100 Sierra Madre Villa Ave between I-210 EB Ramps & Colorado Blvd 4 30 21,910 35 0.5 1.8% 0.7% 62.6 - 69 150 322 100 Madre St south of Colorado Blvd 4 0 12,800 35 0.5 1.8% 0.7% 60.0 - 47 100 216 100 East-West
Foothill Blvd west of San Gabriel Blvd 4 10 17,010 35 0.5 1.8% 0.7% 61.3 - 57 123 264 100 Foothill Blvd east of San Gabriel Blvd 4 18 20,550 35 0.5 1.8% 0.7% 62.2 - 65 141 303 100 Walnut St west of San Gabriel Blvd 2 12 5,400 35 0.5 1.8% 0.7% 56.2 - - 56 121 100 Walnut St between San Gabriel Blvd & Sunnyslope Ave 2 12 4,700 35 0.5 1.8% 0.7% 55.6 - - 51 110 100 Walnut St east of Sunnyslope Ave 2 12 4,380 35 0.5 1.8% 0.7% 55.3 - - 49 105 100 Colorado Blvd west of San Gabriel Blvd 4 10 18,530 35 0.5 1.8% 0.7% 61.7 - 60 130 280 100 Colorado Blvd between San Gabriel Blvd & Sunnyslope Ave 4 10 17,960 35 0.5 1.8% 0.7% 61.6 - 59 127 274 100 Colorado Blvd between Sunnyslope Ave & Sierra Madre Villa Ave 4 10 18,700 35 0.5 1.8% 0.7% 61.7 - 61 131 281 100 Colorado Blvd east of Sierra Madre Villa Ave 4 10 19,430 35 0.5 1.8% 0.7% 61.9 - 62 134 289 100 1 Distance is from the centerline of the roadway segment to the receptor location. "-" = contour is located within the roadway right-of-way.

NA = not applicable (does not exist without project)
Michael Baker International Page 1
2250
Instrument: 2250
Application: BZ7225 Version 4.7.6
Start Time: 11/04/2021 13:30:36
End Time: 11/04/2021 13:40:36
Elapsed Time: 00:10:00
Bandwidth: 1/3-octave
Max Input Level: 142.14
Time Frequency
Broadband (excl. Peak): FSI AC
Broadband Peak: C
Spectrum: FS Z
Instrument Serial Number: 3011133
Microphone Serial Number: 3086765
Input: Top Socket
Windscreen Correction: UA-1650
Sound Field Correction: Free-field
Calibration Time: 11/04/2021 08:34:59
Calibration Type: External reference
Sensitivity: 43.5506850481033 mV/Pa
PD_001
Start End Elapsed Overload LAeq LAFmax LAFmin
time time time [%] [dB] [dB] [dB]
Value 0.00 65.3 102.1 28.7
Time 01:30:36 PM 01:40:36 PM 0:10:00
Date 11/04/2021 11/04/2021
Cursor: (A) Leq=65.3 dB LFmax=102.1 dB LFmin=28.7 dB
PD_001

12.50 31.50 63 125 250 500 1000 2000 4000 8000 16000 A C 10 20
30 40
50 60
70 80
90 100
110
120
130
dB 11/04/2021 01:30:36 PM - 01:40:36 PM
Hz
LZeq LZFmax LZFmin
Cursor: [78.2 ; 78.4[ dB Level: 0.0% Cumulative: 0.1%
PD_001
20 30 40 50 60 70 80 90 100 110 120 130 140
0 10
20 30
40 50
60 70
80 90
100
% Based on LAF , 10ms Class width: 0.2 dB 11/04/2021 01:30:36 PM - 01:40:36 PM dB
L1 = 29.6 dB
L5 = 29.4 dB
L10 = 29.4 dB
L50 = 29.2 dB
L90 = 29.0 dB
L95 = 28.9 dB
L99 = 28.8 dB
Level Cumulative
Cursor: 11/04/2021 01:35:35 PM - 01:35:36 PM LAIeq=29.3 dB LAFmax=29.4 dB LCpeak=43.0 dB LAFmin=28.9 dB PD_001
01:31:00 PM 01:33:00 PM 01:35:00 PM 01:37:00 PM 01:39:00 PM 20 40
60 80
100
120
140
Sound
dB
LAIeq LAFmax LCpeak LAFmin
PD_001
Start Elapsed LAIeq LAFmax LAFmin
time time [dB] [dB] [dB]
Value 29.3 29.4 28.9
Time 01:35:35 PM 0:00:01
Date 11/04/2021
Cursor: (A) Leq=29.1 dB
PD_001

12.50 31.50 63 125 250 500 1000 2000 4000 8000 16000 A C 0 20
40 60
80 100
120
140
dB 11/04/2021 01:35:35 PM - 01:35:36 PM
Hz
LZeq
Cursor: 11/04/2021 01:30:36 PM - 02:30:36 PM LAIeq=81.6 dB LAFmax=102.1 dB LCpeak=130.5 dB LAFmin=28.7 dB PD_001 Periodic reports
01:40:00 PM 01:50:00 PM 02:00:00 PM 02:10:00 PM 02:20:00 PM 02:30:00 PM 20 40
60 80
100
120
140
Sound
dB
LAIeq LAFmax LCpeak LAFmin
PD_001 Periodic reports
Start Elapsed Overload LAIeq LAFmax LAFmin
time time [%] [dB] [dB] [dB]
Value 0.00 81.6 102.1 28.7
Time 01:30:36 PM 0:10:00
Date 11/04/2021
Cursor: (A) Leq=65.3 dB LFmax=102.1 dB LFmin=28.7 dB
PD_001 Periodic reports

12.50 31.50 63 125 250 500 1000 2000 4000 8000 16000 A C 0 20
40 60
80 100
120
140
dB 11/04/2021 01:30:36 PM - 01:40:36 PM
Hz
LZeq LZFmax LZFmin
Cursor: [78.2 ; 78.4[ dB Level: 0.0% Cumulative: 0.1%
PD_001 Periodic reports
20 30 40 50 60 70 80 90 100 110 120 130 140
0 10
20 30
40 50
60 70
80 90
100
% Based on LAF , 10ms Class width: 0.2 dB 11/04/2021 01:30:36 PM - 01:40:36 PM dB
L1 = 29.6 dB
L5 = 29.4 dB
L10 = 29.4 dB
L50 = 29.2 dB
L90 = 29.0 dB
L95 = 28.9 dB
L99 = 28.8 dB
Level Cumulative
2250
Instrument: 2250
Application: BZ7225 Version 4.7.6
Start Time: 11/04/2021 13:46:30
End Time: 11/04/2021 13:56:30
Elapsed Time: 00:10:00
Bandwidth: 1/3-octave
Max Input Level: 142.14
Time Frequency
Broadband (excl. Peak): FSI AC
Broadband Peak: C
Spectrum: FS Z
Instrument Serial Number: 3011133
Microphone Serial Number: 3086765
Input: Top Socket
Windscreen Correction: UA-1650
Sound Field Correction: Free-field
Calibration Time: 11/04/2021 08:34:59
Calibration Type: External reference
Sensitivity: 43.5506850481033 mV/Pa
PD_002
Start End Elapsed Overload LAeq LAFmax LAFmin
time time time [%] [dB] [dB] [dB]
Value 0.12 93.4 125.0 28.9
Time 01:46:30 PM 01:56:30 PM 0:10:00
Date 11/04/2021 11/04/2021
Cursor: (A) Leq=93.4 dB LFmax=125.0 dB LFmin=28.9 dB
PD_002

12.50 31.50 63 125 250 500 1000 2000 4000 8000 16000 A C 10 20
30 40
50 60
70 80
90 100
110
120
130
dB 11/04/2021 01:46:30 PM - 01:56:30 PM
Hz
LZeq LZFmax LZFmin
Cursor: [78.2 ; 78.4[ dB Level: 0.0% Cumulative: 0.5%
PD_002
20 30 40 50 60 70 80 90 100 110 120 130 140
0 10
20 30
40 50
60 70
80 90
100
% Based on LAF , 10ms Class width: 0.2 dB 11/04/2021 01:46:30 PM - 01:56:30 PM dB
L1 = 64.2 dB
L5 = 60.7 dB
L10 = 58.1 dB
L50 = 49.7 dB
L90 = 46.8 dB
L95 = 46.3 dB
L99 = 45.8 dB
Level Cumulative
Cursor: 11/04/2021 01:51:29 PM - 01:51:30 PM LAIeq=61.6 dB LAFmax=55.1 dB LCpeak=75.4 dB LAFmin=50.2 dB PD_002
01:47:00 PM 01:49:00 PM 01:51:00 PM 01:53:00 PM 01:55:00 PM 20 40
60 80
100
120
140
Sound
dB
LAIeq LAFmax LCpeak LAFmin
PD_002
Start Elapsed LAIeq LAFmax LAFmin
time time [dB] [dB] [dB]
Value 61.6 55.1 50.2
Time 01:51:29 PM 0:00:01
Date 11/04/2021
Cursor: (A) Leq=51.6 dB
PD_002

12.50 31.50 63 125 250 500 1000 2000 4000 8000 16000 A C 0 20
40 60
80 100
120
140
dB 11/04/2021 01:51:29 PM - 01:51:30 PM
Hz
LZeq
Cursor: 11/04/2021 01:46:30 PM - 02:46:30 PM LAIeq=104.2 dB LAFmax=125.0 dB LCpeak=146.4 dB LAFmin=28.9 dB PD_002 Periodic reports
01:50:00 PM 02:00:00 PM 02:10:00 PM 02:20:00 PM 02:30:00 PM 02:40:00 PM 20 40
60 80
100
120
140
Sound
dB
LAIeq LAFmax LCpeak LAFmin
PD_002 Periodic reports
Start Elapsed Overload LAIeq LAFmax LAFmin
time time [%] [dB] [dB] [dB]
Value 0.12 104.2 125.0 28.9
Time 01:46:30 PM 0:10:00
Date 11/04/2021
Cursor: (A) Leq=93.4 dB LFmax=125.0 dB LFmin=28.9 dB
PD_002 Periodic reports

12.50 31.50 63 125 250 500 1000 2000 4000 8000 16000 A C 0 20
40 60
80 100
120
140
dB 11/04/2021 01:46:30 PM - 01:56:30 PM
Hz
LZeq LZFmax LZFmin
Cursor: [78.2 ; 78.4[ dB Level: 0.0% Cumulative: 0.5%
PD_002 Periodic reports
20 30 40 50 60 70 80 90 100 110 120 130 140
0 10
20 30
40 50
60 70
80 90
100
% Based on LAF , 10ms Class width: 0.2 dB 11/04/2021 01:46:30 PM - 01:56:30 PM dB
L1 = 64.2 dB
L5 = 60.7 dB
L10 = 58.1 dB
L50 = 49.7 dB
L90 = 46.8 dB
L95 = 46.3 dB
L99 = 45.8 dB
Level Cumulative
Appendix F.1:

Traffic Impact Assessment

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Transportation Impact Analysis
CEQA Evaluation
Project Address: 2915 East Colorado Boulevard
Project Summary: Demolition of existing structures and
construction of the new Sales, Leasing,
Service and Parts buildings with paved
parking lots
Applicant: Rusnak Group
P.O Box 70489
Pasadena, CA 91117
Attention: Luis Rocha, Zoning Administrator
City Planning Department
December 27, 2021
2915 East Colorado Boulevard
Transportation Impact Analysis i 12/27/2021
Table of Contents
I. Study Objective .......................................................................................................... 1 II. Project Description...................................................................................................... 1 III. Existing Transportation Network................................................................................. 2 Street System Classifications ..................................................................................... 2 Existing Transit Service .............................................................................................. 4 IV. Transportation Analysis Methodology......................................................................... 4 Analysis Purpose........................................................................................................ 4 Analysis Cap Criteria - Transportation Performance Measures.................................. 5 VMT Per Capita.......................................................................................................... 5 VT Per Capita............................................................................................................. 5 Proximity and Quality of Bicycle Network ................................................................... 6 Proximity and Quality of Transit Network.................................................................... 6 Pedestrian Accessibility Score.................................................................................... 7 V. Project Transportation Impact Analysis ...................................................................... 8 VI. Conclusion.................................................................................................................. 9 VII. Appendices................................................................................................................. 9 2915 East Colorado Boulevard
Transportation Impact Analysis ii 12/27/2021
List of Figures
Figure 1. Project Ground Floor Plan.................................................................................. 1 Figure 2. City of Pasadena Adopted Street Types Map .................................................... 3 List of Tables

Table 1. Bicycle Facilities Hierarchy.................................................................................. 6 Table 2. Description of Transit Facilities............................................................................ 6 Table 3. City of Pasadena CEQA Thresholds of Significance........................................... 7 Table 4. Transportation Performance Metrics Summary................................................... 9 2915 East Colorado Boulevard
Transportation Impact Analysis 1 12/27/2021
I. Study Objective
This report analyzed the impact the development will have on the City transportation system by estimating incremental changes in vehicle miles traveled (VMT) per capita, vehicle trips per capita (VT), the project impact on service population proximity access to transit and bike facilities, and walk accessibility score.

II. Project Description
The City of Pasadena Department of Transportation conducted an analysis to review potential transportation impacts related to the demolition of existing structures and construction of the new sales, leasing, service, and parts buildings with paved parking lots.

Figure 1. Project Ground Floor Plan
2915 East Colorado Boulevard
Transportation Impact Analysis 2 12/27/2021
III. Existing Transportation Network
Street System Classifications
Colorado Boulevard is an east-west 4-lane City Connector that runs along the south side of the project site. It is also classified as Commercial – Suburban in the City’s Street Design Guide. Access to project parking is along this street.

Walnut Street is an east-west 3-lane City Connector that runs along the north side of the project site. Walnut Street has two eastbound through travel lanes and one westbound through travel lane. It is also classified as Commercial – Suburban in the City’s Street Design Guide.

Access to project parking is along this street.

Sunnyslope Avenue is an Access Road that runs along the west side of the project site with parking allowed on the both side of the street.

Kinneloa Avenue is a tree-lined Access Road with time-limited parking along the east side of the street.

Nina Street is an east-west Access Road with plans to terminate at Sunnyslope Avenue.

Figure 2 depicts the project in the City of Pasadena’s Adopted Street Types map. 2915 East Colorado Boulevard
Transportation Impact Analysis 3 12/27/2021
Figure 2. City of Pasadena Adopted Street Types Map
2915 East Colorado Boulevard
Transportation Impact Analysis 4 12/27/2021
Existing Transit Service
Public transit service within the project study area is currently provided by LA Metro and Foothill Transit (FT). The locations of public transit stops near the project are summarized as follows:

Location Route
1 Colorado Blvd at San Gabriel
Blvd – Northeast corner
FT 187; Metro 487
2 Colorado Blvd at San Gabriel
Blvd – Northwest corner
FT 187
3 Colorado Blvd at San Gabriel
Blvd – Southwest corner
Metro 487
4 Walnut St at San Gabriel Blvd
– Sooutheast/Southwest corner Metro 487
IV. Transportation Analysis Methodology
With the City of Pasadena General Plan, the City’s guiding principles cumulatively represent the community’s vision for the future:
- Growth will be targeted to serve community needs and enhance quality of life. - New construction that could affect the integrity of historic resources will be compatible with, and differentiated from, the existing historic resource. - Economic vitality will be promoted to provide jobs, services, revenues, and opportunities. - Pasadena will be a socially, economically, and environmentally sustainable community. - Pasadena will be a city where people can circulate without cars. - Pasadena will be promoted as a cultural, scientific, corporate, entertainment, and educational center for the region.
- Community participation will be a permanent part of achieving a greater city. - Pasadena is committed to public education and a diverse educational system responsive to the broad needs of the community.

Understanding the goals and objectives of the General Plan, the Pasadena Department of Transportation sets forth goals and policies to improve overall transportation in Pasadena and create “a community where people can circulate without cars.” Inherent in this vision statement is to accommodate different modes of transportation including vehicle, pedestrian, bicycle, and transit. The analysis is based on City Transportation Impact Analysis Guidelines. This report will assess accessibility of these different modes of travel and the project’s transportation impacts using the City’s adopted transportation performance measures.

Analysis Purpose
Pasadena reviews several types and sizes of projects that could be subject to environmental review under the California Environmental Quality Act (CEQA). Transportation impact analyses are an integral part of the environmental review process that is required for all proposed projects not categorically exempt under CEQA.
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Analysis Cap Criteria - Transportation Performance Measures The Pasadena Department of Transportation adopted a set of performance measures and CEQA thresholds that are closely aligned with the Mobility Element objectives and policies.

Pasadena Department of Transportation’s mobility performance measures assess the quality of walking, biking, transit, and vehicular travel in the City. A combination of vehicular and multimodal performance measures are employed to evaluate system performance in reviewing new development projects. They are:
- Vehicle Miles Traveled per Capita
- Vehicle Trips per Capita
- Proximity and Quality of the Bicycle Network
- Proximity and Quality of the Transit Network
- Pedestrian Accessibility
These performance measures align with the sustainability goals of the General Plan by evaluating the “efficiency” of projects by analyzing the per capita length and number of trips associated with changes in land use. With the expanded emphasis on sustainability and a continued focus on livability, the proposed performance measures will assist in determining how to balance travel modes as well as understand the mobility needs of the community.

With the project application deemed complete prior to February 15, 2021, the 2013 CEQA thresholds shall apply to this project.

VMT Per Capita
The Vehicle Miles Traveled (VMT) per Capita measure sums the miles traveled for trips within the City of Pasadena Travel Demand Model (that is based on the SCAG regional model). The VMT total considers 100% of the mileage of trips that begin and end inside Pasadena and 50% of the distance travelled for trips with one end outside of Pasadena. The City’s VMT is then divided by the City’s total service population, defined as the population plus the number of jobs.

Although VMT itself will likely increase with the addition of new residents, the City can reduce VMT on a per-capita basis with land use policies that help Pasadena residents meet their daily needs within a short distance of home, reducing trip lengths, and by encouraging development in areas with access to various modes of transportation other than auto.

VT Per Capita
Vehicle Trips (VT) per Capita is a measure of motor vehicle trips associated with the City. The measure sums the trips with origins and destination within the City of Pasadena, as generated by the 2013 Trip-based citywide Travel Demand Model. The regional VT is calculated by adding the VT associated with trips generated and attracted within City of Pasadena boundaries, and 50% of the VT associated with trips that either begin or end in the City, but have one trip end outside of the City. The City’s VT is then divided by the City’s total service population, defined as the population plus the number of jobs. 2915 East Colorado Boulevard
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As with VMT, VT itself will likely increase with the addition of new residents, but the City can reduce VT on a per-capita basis with land use policies that help Pasadena residents meet their daily needs within a short distance of home, reducing trip lengths, and by encouraging development in areas with access to various modes of transportation other than auto.

Proximity and Quality of Bicycle Network
The Proximity and Quality of Bicycle Network provides a measure of the percent of the City’s service population (population + jobs) within a quarter mile of bicycle facility types. The facility types are aggregated into three hierarchy levels, obtained from the City’s (Draft) Bicycle Transportation Plan categories as shown in the following table:

Table 1. Bicycle Facilities Hierarchy

LEVEL DESCRIPTION FACILITIES INCLUDED
1 Advanced Facilities Bike Paths
Multipurpose Paths
Cycle Tracks/Protected Bike Lanes
2 Dedicated Facilities Buffered Bike Lanes
Bike Lanes
Bike Boulevards
3 Basic Facilities Bike Routes
Enhanced Bike Routes
Emphasized Bikeways
For each bike facility level, a quarter-mile network distance buffer is calculated and the total service population (population + jobs) within the buffer is identified.

The City can improve measures of Bike Facility Access by improving and expanding existing bike facilities and by encouraging residential and commercial development in areas with highquality bike facilities.

Proximity and Quality of Transit Network
The Proximity and Quality of Transit Network provides a measure of the percent of the City’s service population (population + jobs) within a quarter mile of each of each of three transit facility types, as defined in the following table:

Table 2. Description of Transit Facilities

TRANSIT FACILITIES HIERARCHY

LEVEL FACILITIES INCLUDED
1 Includes all Gold Line stops as well as corridors with transit service, whether it be a single route or multiple routes combined, with headways of five minutes or less during the peak periods.
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2 Includes corridors with transit headways of between six and 15 minutes in peak periods.
3 Includes corridors with transit headways of 16 minutes or more at peak periods.

For each facility level, a quarter-mile network distance buffer is calculated and the total service population (population + jobs) within the buffer is identified.

The City can improve the measures of Transit Proximity and Quality by reducing headways on existing transit routes, by expanding transit routes to cover new areas, and by encouraging residential and commercial development to occur in areas with an already high-quality transit service.

Pedestrian Accessibility Score
Proximity and Quality of Pedestrian Environment score provides a measure of the average walkability in the TAZ surrounding Pasadena residents, based on a Pedestrian Accessibility metric. The Pedestrian proximity metric is a simple count of the number of land use types accessible to a Pasadena resident or employee in a given TAZ within a 5-minute walk.

The ten categories of land uses are:
- Retail
- Personal Services
- Restaurant
- Entertainment
- Office (including private sector and government offices) - Medical (including medical office and hospital uses)
- Culture (including churches, religious and other cultural uses) - Park and Open Space
- School (including elementary and high schools)
- College
The following table summarizes the City’s Metrics for determining CEQA Caps:

Table 3. City of Pasadena CEQA Thresholds of Significance

METRIC DESCRIPTION IMPACT THRESHOLD

1. VMT Per
Capita
Vehicle Miles Traveled (VMT) in the
City of Pasadena per service
population (population + jobs).

CEQA Threshold: An increase
over existing Citywide VMT per
Capita of 22.6.

2. VT Per
Capita
Vehicle Trips (VT) in the City of
Pasadena per service population
(population + jobs).

CEQA Threshold: An increase
over existing Citywide VT per
Capita of 2.8.
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3. Proximity
and Quality
of Bicycle
Network
Percent of service population
(population + jobs) within a quarter
mile of bicycle facility types
CEQA Threshold: Any decrease
in existing citywide 31.7% of
service population (population +
jobs) within a quarter mile of Level
1 & 2 bike facilities.

4. Proximity
and Quality
of Transit
Network
Percent of service population
(population + jobs) located within a
quarter mile of transit facility types.

CEQA Threshold: Any decrease
in existing citywide 66.6% of
service population (population +
jobs) within a quarter mile of Level
1 & 2 transit facilities.

5. Pedestrian
Accessibility
The Pedestrian Accessibility Score
uses the mix of destinations, and a
network-based walk shed to
evaluate walkability
CEQA Threshold: Any decrease
in the Citywide Pedestrian
Accessibility Score
V. Project Transportation Impact Analysis
Project analyses are based on the City’s Transportation Impact Analysis Guidelines. Proposed projects are analyzed using the City’s calibrated travel demand forecasting model (TDF) built on SCAG’s regional model.

The City’s TDF model uses TransCAD software to simulate traffic levels and travel patterns for the City of Pasadena. The program consists of input files that summarize the City’s land uses, street network, travel characteristics, and other key factors. Using this data, the model performs a series of calculations to determine the amount of trips generated, the beginning and ending location of each trip, and the route taken by the trip. To be deemed accurate for project transportation impact on the transportation system, a model must be calibrated to a year in which actual land use data and traffic volumes are available and well documented. The Pasadena TDF has been calibrated to 2013 base year conditions using actual traffic counts, Census data, and land use data compiled by City staff with land uses’ associated population and job increase estimates.

Projects with proposed land uses that are consistent with the General Plan and complimentary to their surrounding land uses are expected to reduce the trip length associated with adjacent land uses; and/or increase the service population access to pedestrians, bike, and transit facilities if the project is within a quarter mile of those facilities.

Table 4 summarizes the following analyses of the proposed project’s impacts on the transportation system using the calibrated TDF model. The results are based on the project’s vehicular and non-vehicular trip making characteristics, trip length, and its interaction with other surrounding/citywide land uses, and the City’s transportation network. 2915 East Colorado Boulevard
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Table 4. Transportation Performance Metrics Summary
Transportation Performance Metrics
Significant
Impact Cap
(existing)
Incremental
change
(existing +
project)
Significant
Impact?
VMT per Capita >22.6 -26.0 No
VT per Capita >2.8 -4.0 No
Proximity and Quality of Bicycle Network <31.7% 31.7 No Proximity and Quality of Transit Network <66.6% 66.7 No Pedestrian Accessibility <3.88 3.88 No
The TDF model calculation results determined that the project does not exceed any adopted CEQA thresholds of significance.

VI. Conclusion
The City of Pasadena Department of Transportation conducted an analysis to determine whether the demolition of existing structures and construction of the new sales, leasing, service, and parts buildings would exceed any of the City’s five CEQA thresholds.

Using the City’s Transportation Demand Model, DOT found that the proposed project does not exceed any of the CEQA thresholds outlined in the City’s guidelines.

VII. Appendices
Memorandum of Understanding
City’s Travel Demand Forecasting Model Output/Results
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Appendix:

Memorandum of Understanding

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Appendix:

City’s Travel Demand Forecasting Model Output/Results
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VMT/Cap and VT/Cap Calculations Summary
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Daily Trips Internal External Pop 135,938
Internal 350,865 335,880 Emp 111,317
External 335,880 491,154 Ext. Factor 50%
EMFAC
Speed Internal External Regional Total INPUT
5 109 0 1,740 1,849 0%
10 673 135 14,349 15,156 0%
15 4,135 1,353 45,846 51,335 1%
20 16,832 4,470 75,142 96,445 2%
25 97,238 12,627 150,116 259,980 5%
30 488,332 61,370 274,959 824,661 15%
35 823,579 139,502 320,045 1,283,127 23%
40 201,501 55,678 225,354 482,533 9%
45 135,977 104,836 169,307 410,120 7%
50 112,485 2,074 211,631 326,190 6%
55 95,544 7,971 229,182 332,696 6%
60 119,980 15,073 237,979 373,032 7%
65 323,518 20,885 180,958 525,361 9%
70 3,632 0 528,785 532,417 11%
75 0 0 77,238 77,238
80 0 0 0 0
85 0 0 0 0
SUM 2,423,535 425,974 2,742,631 5,592,141 100%
Metric Internal External Regional Total Capita
VMT 2,423,535 851,949 5,485,262 8,760,746 35.4
VT 350,865 671,759 - 1,022,625 4.1
Length 6.9 1.3 - 8.6 -
Metric Internal External Regional Total Capita
VMT 2,423,535 425,974 2,742,631 5,592,141 22.6
VT 350,865 335,880 - 686,745 2.8
Length 6.9 1.3 - 8.1 -
Pop Emp VMT VT VMT/Cap VT/Cap
135,938 111,317 5,592,141 686,745 22.6 2.8
Pop Emp VMT VT VMT/Cap VT/Cap
135,938 111,348 5,591,328 686,619 22.6 2.8
Pop Emp VMT VT VMT/Cap VT/Cap
0 -31 812 126 -26.0 -4.0

PASS PASS

FINAL REDUCED DAILY VMT BY SPEED BIN

REDUCED DAILY SUMMARY
2013 EXISTING SUMMARY

INCREMENTAL SCENARIO RESULTS

FINAL DAILY SCENARIO SUMMARY

TOTAL RAW DAILY SUMMARY
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Existing
Facility Type Service Population Service Population Adjustment Final Service Population Percent of Service Population Level 2 78,415 0 78,415 31.7%
Level 3 123,670 0 123,670 50.0%
No Facility 45,202 0 45,202 18.3%
Exist City Total 247,286 0 247,286 100.0%
Existing + Project
Facility Type Service Population Service Population Adjustment Final Service Population Percent of Service Population Level 2 78,415 0 78,415 31.7%
Level 3 123,670 0 123,670 50.0%
No Facility 45,202 -31.20582321 45,170 18.3%
Exist City Total 247,286 -31.20582321 247,255 100.0%
Network Service Population
Adjustment Significant Impact Threshold Service Population % Impact? Bike -31.20582321 < 31.7% 31.7% No
Existing
Facility Type Service Population Service Population Adjustment Final Service Population Percent of Service Population Level 1 90,600 0 90,600 36.6%
Level 2 74,298 0 74,298 30.0%
Level 3 50,495 0 50,495 20.4%
No Facility 31,893 0 31,893 12.9%
Exist City Total 247,286 0 247,286 100.0%
Existing + Project
Facility Type Service Population Service Population Adjustment Final Service Population Percent of Service Population Level 1 90,600 0 90,600 36.6%
Level 2 74,298 0 74,298 30.0%
Level 3 50,495 -31.20582321 50,464 20.4%
No Facility 31,893 0 31,893 12.9%
Exist City Total 247,286 -31.20582321 247,255 100.0%
Network Service Population
Adjustment Significant Impact Threshold Service Population % Impact? Transit -31.20582321 < 66.6% 66.7% No
Proximity and Quality Metric Summary - Transit
Proximity and Quality of Bicycle Network
Proximity and Quality Metric Summary - Bicycle
Proximity and Quality of Transit Network
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Pedestrian Accessibility Summary
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Weighted Average: 3.882601637
PasadenaDTATAZ Land Use Types Population_In_TAZ Employment_In_TAZ Service_Population Land Use Types Appendix F.2:

Traffic Impact Assessment (Outside CEQA)
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TABLE OF CONTENTS
1 Introduction ..................................................................................................................................................4

1.1 Project Description...............................................................................................................................4 2 Existing Transportation Network ..................................................................................................................4

2.1 Existing Street System..........................................................................................................................4

2.2 Existing Transit Service.........................................................................................................................6 3 Transportation Analysis Methodology..........................................................................................................8

3.1 Intersection Level of Service Criteria....................................................................................................8

3.2 Intersection Thresholds of Significance/Caps ....................................................................................10

3.3 Pedestrian and Bicycle Environmental Quality Index Discussion.......................................................10

3.4 Street Segment Analysis.....................................................................................................................11 4 Transportation Analysis ..............................................................................................................................12

4.1 Study Intersections.............................................................................................................................12

4.2 Study Periods......................................................................................................................................12

4.3 Existing Traffic Volumes .....................................................................................................................12

4.4 Proposed Project Traffic.....................................................................................................................15

4.5 Intersection Level of Service Analysis ................................................................................................17

4.6 Pedestrian and Bicycle Environmental Quality Index Analysis...........................................................23 5 Conclusions .................................................................................................................................................24 Appendix A – TIA Scoping Agreement ................................................................................................................25 Appendix B – Existing Traffic Counts...................................................................................................................26 Appendix C – LOS Calculation Sheets..................................................................................................................27 Appendix D – PEQI and BEQI Calculation Sheets................................................................................................28 2915 East Colorado Porsche
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TABLES
Table 1: Existing Transit Service............................................................................................................................6 Table 2: City of Pasadena Outside CEQA Metrics Cap ..........................................................................................8 Table 3: Intersection Level of Service Definitions –HCM Methodology ...............................................................9 Table 4: Intersection Level of Service Caps.........................................................................................................10 Table 5: PEQI and BEQI Scores and Description..................................................................................................11 Table 6: Proposed Project Trip Generation.........................................................................................................16 Table 7: Existing Intersection Peak Hour Level of Service...................................................................................17 Table 8: Existing Plus Project Intersection Peak Hour Level of Service...............................................................21 Table 9: PEQI/BEQI Summary .............................................................................................................................23

FIGURES
Figure 1 – Project Site Plan ...................................................................................................................................5 Figure 2 – Roadway Classification.........................................................................................................................7 Figure 3 – Project Location and Study Intersections...........................................................................................13 Figure 4 – Existing Peak Hour Intersection Volumes ..........................................................................................14 Figure 5 – Project Trip Distribution.....................................................................................................................18 Figure 6 – Project Trip Assignment .....................................................................................................................19 Figure 7 – Existing Intersection Configurations ..................................................................................................20 Figure 8 – Existing Plus Project Peak Hour Intersection Volumes.......................................................................22 2915 East Colorado Porsche
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1 INTRODUCTION
This report summarizes the results of a transportation impact analysis (TIA) for the proposed Rusnak Porsche Dealership project, hereinafter referred to asthe “project”, located at 2915 East Colorado Boulevard in the City of Pasadena. This report provides detailed information concerning the existing conditions, methodology, findings, and conclusions of the outside CEQA transportation impact analysis. Eight (8) existing intersections in the vicinity of the project site were analyzed. Additionally, Pedestrian Environmental Quality Index (PEQI) and Bicycle Environmental Quality Index (BEQI) were analyzed to identify potential impact of the proposed project on bicycle and pedestrian activity.

1.1 Project Description
The proposed project consists of a new Porsche dealership, with 48,922 gross square feet of auto sales/showroom space. The project site currently consists of 33,999 square feet of light industrial space north of Nina Street and a surface parking lot for the Rusnak Audi dealership south of Nina Street. Vehicle access to the proposed project site will be provided via four driveways: two driveways along Colorado Boulevard, one on Sunnyslope Avenue, and one on Walnut Street. Figure 1 shows the project site plan. The TIA Scoping form is provided in Appendix A.
2 EXISTING TRANSPORTATION NETWORK
This section describes the roadway system and transit service within the project vicinity.

2.1 Existing Street System
The existing configurations of the transportation network within the study area are described below:

Foothill Boulevard is a City Connector that is oriented in an east‐west direction consisting of two lanes in each direction. On‐street parking is provided only on both sides of the roadway. The posted speed limit is 35 mph.

Walnut Street is a City Connector that is oriented in an east‐west direction consisting of one lane in the westbound direction and two lanes in the eastbound direction. On‐street parking is provided on both sides of the roadway. The posted speed limit is 35 mph.

Colorado Boulevard is a City Connector that is oriented in an east‐west direction consisting of two lanesin each direction. On‐Street parking is provided on both sides of the roadway. The roadway has a posted speed limit of 35 mph.

San Gabriel Boulevard is a City Connector that is oriented in a north‐south direction consisting of two lanes in each direction. On‐street parking is provided on both sides of the roadway north of Foothill Boulevard and south of Colorado Boulevard. San Gabriel Boulevard has a posted speed limit of 35 mph.

East Colorado Blvd
Sunnyslope Ave
Walnut St
Figure 1
Site Plan
N

NOTTO SCALE
City of Pasadena
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Sunnyslope Avenue is an Access roadway that is oriented in a north‐south direction consisting of one lane in each direction. On‐street parking is provided on both sides of the roadway.

Sierra Madre Villa Avenue is a City Connector that is oriented in a north‐south direction consisting of two lanes in each direction south of Foothill Boulevard, and one lane in each direction north of Foothill Boulevard. On‐ street parking is prohibited on both sides of the roadway south of Foothill Boulevard.

Figure 2 shows the existing street network and classifications in the study area.

2.2 Existing Transit Service
LA Metro, Pasadena Transit, and Foothill Transit are the main transit service providers in the study area. The locations of the bus stops are summarized in Table 1.

Table 1: Existing Transit Service
Location LA Metro Route Pasadena Transit
Route
Foothill Transit
Route
San Gabriel Boulevard / Foothill Boulevard:

Northwest corner None 31 None
San Gabriel Boulevard / Foothill Boulevard:

Southeast corner 487 31 187
San Gabriel Boulevard / Foothill Boulevard:

Southwest corner 487 None 187
San Gabriel Boulevard / Walnut Street:

Southeast and Southwest corners 487 None None
San Gabriel Boulevard / Colorado Boulevard:

Northeast corner 487 None 187
San Gabriel Boulevard / Colorado Boulevard:

Northwest corner None None 187
San Gabriel Boulevard / Colorado Boulevard:

Southwest corner 487 None None
Sierra Madre Villa Avenue / Colorado Boulevard:

Northeast and Southwest corner – North Leg None 60 None

Figure 2
Roadway Classification
San Gabriel Blv
d
Sunnyslope Ave
Halstead St
Sierra Madre Villa Ave
Colorado Blvd
Foothill Blvd
Del Mar Blvd
Walnut St
Maple St
N

NOT TO SCALE
Project Site
Parks / Open Space
Freeway
Connector - City
Connector - Neighborhood
Access - Alley
Access - Other
City of Pasadena
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3 TRANSPORTATION ANALYSIS METHODOLOGY
This section discusses the methodologies and thresholds used in the transportation analysis. There are several performance measures that are analyzed for this study. These performance measures assess the quality of walking, biking, and vehicular activity in the City:
 Street Segment Analysis
 Intersection Level of Service
 Pedestrian Environmental Quality Index (PEQI)
 Bicycle Environmental Quality Index (BEQI)
After the performance measures are calculated, the values are compared to the City of Pasadena Outside CEQA Metrics Caps. Table 2 shows the thresholds used in the study.

Table 2: City of Pasadena Outside CEQA Metrics Cap
Metric Description Impact Threshold
Street Segment
Analysis
The street segment analysis assesses traffic intrusion on local streets in residential neighborhoods.

Increases of 10 – 15% above existing on
streets with more than 1,500 ADT
would trigger conditions of approval to
reduce project vehicular trips.

Intersection Level of
Service
Level of Service (LOS) as defined by the Transportation Research Board’s Highway Capacity Manual (HCM) 2010
A decrease beyond LOS D Citywide or
LOS E within Transit Oriented Districts
(TODs) would trigger conditions of
approval to reduce project vehicular
trips.

PEQI Pedestrian Environmental Quality Index Below average conditions BEQI Bicycle Environmental Quality Index Below average conditions

3.1 Intersection Level of Service Criteria
The quality of traffic operations is characterized using the concept of level of service (LOS). Level of service is defined by a range of grades from A (best) to F (worst). At intersections, LOS “A” represents relatively free flow operating conditions with little or no delay. LOS “F” is characterized by extremely unstable flow conditions, severe congestion and delays with traffic volumes at or near the intersection’s design capacity. This typically results in long vehicular queues extending from all approaches of an intersection. 2915 East Colorado Porsche
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Per the City’s guidelines, LOS analysis is performed using the Highway Capacity Manual (HCM) methodology, which uses vehicular delay criteria to determine LOS. Table 3 presents a brief description of each level ofservice letter grade.

Table 3: Intersection Level of Service Definitions –HCM Methodology Level
Of
Service
Description
HCM Average
Delay (sec) ‐
Signalized
Intersections
HCM Average
Delay (sec) ‐
Unsignalized
Intersections
A
Excellent operation.  All approaches to the intersection appear quite open, turning movements are easily made, and nearly all drivers find freedom of operation.
≤ 10 ≤ 10
B
Very good operation.  Many drivers begin to feel somewhat restricted within platoons of vehicles.  This represents stable flow.  An approach to an intersection may occasionally be fully utilized and traffic queues start to form.
>10‐20 >10‐15
C
Good operation.  Occasionally drivers may have to wait more than 60 seconds, and back‐ups may develop behind turning vehicles.  Most drivers feel somewhat restricted.
>20‐35 >15‐25
D Fair operation.  Cars are sometimes required to wait more than 60 seconds during short peaks.  There are no long‐standing traffic queues.   >35‐55 >25‐35 E
Poor operation.  Some long‐standing vehicular queues develop on critical approaches to intersections.  Delays may be up to several minutes.
>55‐80 >35‐50
F
Forced flow.  Represents jammed conditions.  Backups form locations downstream or on the cross street may restrict or prevent movement of vehicles out of the intersection approach lanes; therefore, volumes carried are not predictable.  Potential for stop and go type traffic flow. >80   >50
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3.2 Intersection Thresholds of Significance/Caps
The City of Pasadena has established the following thresholds/caps for intersection LOS, as shown in Table 4.

Table 4: Intersection Level of Service Caps
Study Intersections Existing Plus Project
LOS Cap
Citywide D
Transit Oriented District (TOD) E

3.3 Pedestrian and Bicycle Environmental Quality Index Discussion The Pedestrian Environmental Quality Index (PEQI) and Bicycle Environmental Quality Index (BEQI) analyses are used to summarize the street and intersection environmental conditions that affect travel within the City.

The PEQI and BEQI conditions are classified into five categories:
 Intersection Safety
 Traffic
 Street Design
 Land Use
 Perceived Safety
Data is collected through a field visit at the segments adjacent to the projectsite. The scoring system represents the extent of how the environmental factors support walking, biking, and safety on the street segment and intersection design. The analyses produce a score for street segments and intersections on a scale ranging between 0 – 100. Table 5 shows the score ranges.

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Table 5: PEQI and BEQI Scores and Description
Score Description
81 – 100 Highest quality, many important pedestrian/bicycle conditions present 61 – 80 High quality, some important pedestrian/bicycle conditions present 41 – 60 Average quality, pedestrian/bicycle conditions present but room for improvement 21 – 40 Low quality, minimal pedestrian/bicycle conditions 20 and below Poor quality, pedestrian/bicycle conditions absent By utilizing the BEQI and PEQI, the City can provide a safe environment and help prioritize improvements during neighborhood planning through the land use plans and environmental assessments.

3.4 Street Segment Analysis
The project site is served by a City Connector (Colorado Boulevard) and also by an access road (Sunnyslope Avenue). Since the project traffic is not expected to utilize neighborhood connector streets and cut through residential neighborhoodsto accessthe project, a streetsegment analysis was not conducted since the purpose of street segment analysis is to analyze neighborhood street segments in residential neighborhoods.

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4 TRANSPORTATION ANALYSIS
This section includes the analysis of the project’s traffic impacts on the circulation network, including project trip generation estimates.

4.1 Study Intersections
The proposed study area for analysis includes the following eight (8) intersections in the vicinity of the project site:

1. San Gabriel Boulevard/Foothill Boulevard;

2. San Gabriel Boulevard/Walnut Street;

3. San Gabriel Boulevard/Colorado Boulevard;

4. Sunnyslope Avenue/Walnut Street;

5. Sunnyslope Avenue/Colorado Boulevard;

6. Sierra Madre Villa Avenue/I‐210 Westbound Ramps (located within TOD);

7. Sierra Madre Villa Avenue/I‐210 Eastbound Ramps (located within TOD); and

8. Sierra Madre Villa Avenue/Colorado Boulevard (located within TOD).

The project site location and proposed study intersections are shown in Figure 3.

4.2 Study Periods
Traffic operations were evaluated for each of the following scenarios during the weekday morning (7:00 – 9:00 a.m.) and evening (4:00 – 6:00 p.m.) peak periods during typical weekday conditions (during the school year):
 Existing Conditions; and
 Existing Plus Project Conditions.

4.3 Existing Traffic Volumes
Existing traffic counts at the study intersections were collected in October 2021, December 2021, and January 2022. All counts were collected during typical weekdays, during the morning peak period (7:00 – 9:00 a.m.) and evening peak period (4:00 – 6:00 p.m.). The traffic impact analysis is based on the highest single hour of traffic during each time period at each location.

It is understood that traffic patterns in 2021 and 2022 were disrupted due to the COVID‐19 pandemic. Given this condition, a comparison of pre‐Covid and 2021/2022 counts was conducted. The pre‐Covid traffic counts at the study intersections were obtained from the City of Pasadena’s traffic count database. The percent difference of all movements was calculated between pre‐Covid and 2021/2022 counts, separating the three Colorado Boulevard intersectionsfrom the five non‐Colorado Boulevard intersections. Based on the results, for the a.m. counts, a 14% increase was applied to the three Colorado Boulevard intersections and a 10% increase was applied to the other five intersections. For the p.m. counts, a 1% increase was applied to the three Colorado Boulevard intersections and a 10% increase was applied to the other five intersections. Detailed traffic count data is included in Appendix B. Figure 4 shows the existing peak hour volumes at the study intersections.

Figure 3
Study Intersections
San Gabriel Blv
d
Sunnyslope Ave
Halstead St
Sierra Madre Villa Ave
Colorado Blvd
Foothill Blvd
Del Mar Blvd
Walnut St
Maple St
N

NOT TO SCALE
Study Intersections
Project Site
Parks / Open Space
2 1
4 3 5
6 7
8 City of Pasadena
2915 East Colorado Blvd Porsche Dealership
Transportation Impact Analysis
San Gabriel Blvd
Sunnyslope Ave
Halstead St
Sierra Madre Villa Ave
Colorado Blvd
Foothill Blvd
Del Mar Blvd
Walnut St
Maple St
2 1
4 3 5
6 7
8 Figure 4
Existing Peak Hour Intersection Volumes
N

NOT TO SCALE
Study Intersections
Project Site
Parks / Open Space
7/1551/293/18
117/12654/4356/66
109/105
52/160
13/20
82/82
41/48
8/7
74/58
945/681133/176
61/38687/791176/145
46/83
274/613
42/92
129/98
455/382
122/170
44/41
1,063/75853/42
26/30696/96594/66
26/33
106/211
29/59
123/121
72/126
20/34
122/1041,035/58383/91
40/57561/813128/100
78/75
250/569
46/120
78/84
451/431
68/116
10/9
8/7
3/3
30/3714/2031/49
37/33
362/681
8/24
67/43
630/549
15/17
408/47463/76
343/525154/192
457/550
48/93
226/355
234/288633/757
167/361324/484
192/205
0/0
173/181
207/197703/543102/82
173/147638/61186/125
102/132
260/547
63/110
26/45
516/456
65/94

4. Sunnyslope Ave &
Walnut St

1. San Gabriel Blvd &
Foothill Blvd

2. San Gabriel Blvd &
Walnut St

3. San Gabriel Blvd &
Colorado Blvd

5. Sunnyslope Ave &
Colorado Blvd

7. Sierra Madre Villa Ave &
I-210 Eastbound Ramps

6. Sierra Madre Villa Ave &
I-210 Westbound Ramps

8. Sierra Madre Villa Ave &
Colorado Blvd
City of Pasadena
2915 East Colorado Blvd Porsche Dealership
Transportation Impact Analysis
2915 East Colorado Porsche
Transportation Impact Analysis – Outside CEQA Evaluation Iteris, Inc. | 15

4.4 Proposed Project Traffic
This section describes the methodology used to determine project trip generation and the distribution of project traffic within the study area. The first step in analyzing traffic conditions with the project is to estimate the number of new trips expected to be generated by the proposed project. The proposed project consists of a new Porsche dealership, with 48,922 gross square feet of auto sales/showroom space. The project site currently consists of 33,999 square feet of light industrial space north of Nina Street and a surface parking lot for the Rusnak Audi dealership south of Nina Street.

4.4.1 Project Trip Generation
The net trip generation for the proposed project was calculated based on rates published in the Institute of Transportation Engineers (ITE), Trip Generation, 10th Edition. The ITE land uses for the proposed project and existing uses are identified as:
 Proposed Project
o Automobile Sales ‐ New (Land Use code 840)
 Existing Use
o General Light Industrial (Land Use code 110)
The result of this calculation is shown in Table 6.

2915 Colorado Porsche
Transportation Impact Analysis – Outside CEQA Evaluation Iteris, Inc. | 16
Table 6: Proposed Project Trip Generation
Land Use
(ITE Code) Size Units
Trip Generation Rates Trip Generation
AM Peak Hour PM Peak Hour
Daily
AM Peak Hour PM Peak Hour
Daily
In Out Total In Out Total In Out Total In Out Total
Proposed ProjectAutomobiles Sales ‐ New (840) 48.922 tsf 73% 27% 1.87 40% 60% 2.43 27.84 66 25 91 48 71 119 1,362 Pass‐by trip discount (10%) ‐7 ‐3 ‐10 ‐5 ‐7 ‐12 ‐136
Existing Site to be RemovedGeneral Light Industrial (110) 33.999 tsf 88% 12% 0.70 13% 87% 0.63 4.96 ‐21 ‐3 ‐24 ‐3 ‐18 ‐21 ‐169 PROJECT NET TOTAL 38 19 57 40 46 86 1,057
As shown in Table 6, the proposed project is forecast to generate 57 net new a.m. peak hour trips, 86 net new p.m. peak hour trips, and 1,057 net new daily trips.
2915 East Colorado Porsche
Transportation Impact Analysis – Outside CEQA Evaluation Iteris, Inc. | 17

4.4.2 Project Trip Distribution and Assignment
Trip distribution assumptions are used to determine the origin and destination of new vehicle trips associated with the project. Project trip distribution is based on the land use and the circulation network in the vicinity of the project, and was derived by utilizing the City of Pasadena Travel Demand Model (via a select zone model run). The general project trip distribution is shown in Figure 5.

The new trips generated by the project, as shown in Table 6, were then assigned to the surrounding roadway system based on the distribution pattern shown in Figure 5 to estimate the project‐related peak‐hour traffic at each of the study intersections. Figure 6 illustrates the proposed project trip assignment onto the roadway network during the a.m. and p.m. peak hours.

4.5 Intersection Level of Service Analysis
This section includes the LOS analysis of the study intersections in existing and existing plus project conditions.

The project is not located within the one of the City’s Transit Oriented Districts, though the three study intersections located along Sierra Madre Villa Avenue are within a TOD. Therefore, the LOS cap for those three intersections (i.e., maximum acceptable LOS) is LOS E, while the LOS cap for the other five intersections is LOS D. Figure 7 shows the existing intersection lane configurations.

4.5.1 Existing Conditions
A level of service analysis was conducted to evaluate existing intersection operations during the a.m. and p.m. peak hours at the study intersections. Table 7 summarizes the existing LOS at the study intersections. LOS calculation sheets are provided in Appendix C.

Table 7: Existing Intersection Peak Hour Level of Service Intersection Control
Type
AM Peak Hour PM Peak Hour
Delay (s) LOS Delay (s) LOS
1 San Gabriel Blvd/Foothill Blvd signalized 21.5 C 24.4 C 2 San Gabriel Blvd/Walnut St signalized 7.3 A 9.1 A
3 San Gabriel Blvd/Colorado Blvd signalized 20.5 C 21.2 C 4 Sunnyslope Ave/Walnut St signalized 6.5 A 6.3 A
5 Sunnyslope Ave/Colorado Blvd signalized 4.4 A 4.5 A
6 Sierra Madre Villa Ave/I‐210 WB Ramps signalized 9.1 A 11.2 A 7 Sierra Madre Villa Ave/I‐210 EB Ramps signalized 10.6 B 11.7 B 8 Sierra Madre Villa Ave/Colorado Blvd signalized 40.2 D 46.3 D Notes:
s = seconds, LOS = Level of Service.

As shown in Table 7, all study intersections are currently operating at acceptable levels of service (LOS D or better) during the a.m. and p.m. peak hour.

San Gabriel Blvd
Sunnyslope Ave
Halstead St
Sierra Madre Villa Ave
Colorado Blvd
Foothill Blvd
Del Mar Blvd
Walnut St
Maple St
2 1
4 3 5
6 7
8 Figure 6
Project Trip Assignment
N

NOT TO SCALE
Study Intersections
Project Site
Parks / Open Space
XX/XX AM/PM Volume
2/55/12
10/10
13/14
2/2
7/16
1/2
4/4
6/6
3/7
2/5
15/16
8/18
7/16
10/10
5/12
1/23/7
8/8
1/2
2/2
6/6
8/8
4/9
3/7
6/6
4/4

1. San Gabriel Blvd &
Foothill Blvd

2. San Gabriel Blvd &
Walnut St

3. San Gabriel Blvd &
Colorado Blvd

4. Sunnyslope Ave &
Walnut St

5. Sunnyslope Ave &
Colorado Blvd

7. Sierra Madre Villa Ave &
I-210 Eastbound Ramps

6. Sierra Madre Villa Ave &
I-210 Westbound Ramps

8. Sierra Madre Villa Ave &
Colorado Blvd
City of Pasadena
2915 East Colorado Blvd Porsche Dealership
Transportation Impact Analysis
Figure 5
Project Trip Distribution
San Gabriel Blv
d
Sunnyslope Ave
Halstead St
Sierra Madre Villa Ave
Colorado Blvd
Foothill Blvd
Del Mar Blvd
Walnut St
Maple St
N

NOT TO SCALE
5%
20%
10%
5%
15%
10%
5%
15%
15%
Study Intersections
Project Site
Parks / Open Space
XX% Project Trip Distribution
2 1
4 3 5
6 7
8 City of Pasadena
2915 East Colorado Blvd Porsche Dealership
Transportation Impact Analysis
San Gabriel Blvd
Sunnyslope Ave
Halstead St
Sierra Madre Villa Ave
Colorado Blvd
Foothill Blvd
Del Mar Blvd
Walnut St
Maple St
2 1
4 3 5
6 7
8 Figure 7
Existing Intersection Configurations
N

NOT TO SCALE
Study Intersections
Project Site
Parks / Open Space

1. San Gabriel Blvd &
Foothill Blvd

2. San Gabriel Blvd &
Walnut St

3. San Gabriel Blvd &
Colorado Blvd

4. Sunnyslope Ave &
Walnut St

5. Sunnyslope Ave &
Colorado Blvd

6. Sierra Madre Villa Ave &
I-210 Westbound Ramps

7. Sierra Madre Villa Ave &
I-210 Eastbound Ramps

4.5.2 Existing Plus Project Conditions
Existing plus project conditions were developed by adding trips forecast to be generated by the proposed project to existing volumes. Existing plus project traffic volumes are illustrated in Figure 8. Existing plus project levels of service at the study intersections are summarized in Table 8. Level of service calculation worksheets are included in Appendix C.

Table 8: Existing Plus Project Intersection Peak Hour Level of Service Intersection
Existing Conditions Existing Plus Project Conditions
Exceeds LOS
Cap? AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Delay
(s) LOS Delay(s) LOS Delay(s) LOS Delay(s) LOS
1 San Gabriel Blvd/Foothill Blvd 21.5 C 24.4 C 21.5 C 24.7 C No 2 San Gabriel Blvd/Walnut St 7.3 A 9.1 A 7.6 A 9.6 A No 3 San Gabriel Blvd/Colorado Blvd 20.5 C 21.2 C 20.7 C 21.4 C No 4 Sunnyslope Ave/Walnut St 6.5 A 6.3 A 6.5 A 6.3 A No
5 Sunnyslope Ave/Colorado Blvd 4.4 A 4.5 A 4.4 A 4.6 A No 6 Sierra Madre Villa Ave/I‐210 WB Ramps 9.1 A 11.2 A 9.1 A 11.3 A No 7 Sierra Madre Villa Ave/I‐210 EB Ramps 10.6 B 11.7 B 10.6 B 11.7 B No 8 Sierra Madre Villa Ave/Colorado Blvd 40.2 D 46.3 D 41.2 D 48.4 D No Notes:
s = seconds, LOS = Level of Service.

As shown in Table 8, with the project traffic, LOS at the study intersections are not forecast to exceed the LOS cap.

San Gabriel Blvd
Sunnyslope Ave
Halstead St
Sierra Madre Villa Ave
Colorado Blvd
Foothill Blvd
Del Mar Blvd
Walnut St
Maple St
2 1
4 3 5
6 7
8 Figure 8
Existing plus Project Peak Hour Intersection Volumes
N

NOT TO SCALE
Study Intersections
Project Site
Parks / Open Space
7/1551/293/18
117/12654/4356/66
109/105
67/176
13/20
82/82
49/66
8/7
76/63
950/693133/176
61/38697/801176/145
46/83
274/613
46/96
129/98
455/382
122/170
44/41
1,063/75853/42
26/30696/965107/80
26/33
108/213
29/59
130/137
73/128
20/34
122/1041,035/58387/95
40/57561/813128/100
78/75
256/575
46/120
78/84
454/438
70/121
10/9
8/7
3/3
30/3714/2038/65
47/43
362/681
8/24
67/43
635/561
15/17
409/47666/83
351/533154/192
457/550
48/93
226/355
234/288634/759
167/361326/486
192/205
0/0
179/187
207/197703/543102/82
181/155638/61186/125
106/141
263/554
63/110
26/45
522/462
65/94

4. Sunnyslope Ave &
Walnut St

1. San Gabriel Blvd &
Foothill Blvd

2. San Gabriel Blvd &
Walnut St

3. San Gabriel Blvd &
Colorado Blvd

5. Sunnyslope Ave &
Colorado Blvd

7. Sierra Madre Villa Ave &
I-210 Eastbound Ramps

6. Sierra Madre Villa Ave &
I-210 Westbound Ramps

4.6 Pedestrian and Bicycle Environmental Quality Index Analysis Iteris staff performed an observational field survey to document the current pedestrian and bicycle quality conditions adjacent to the project site. The survey limits were:
 Sunnyslope Avenue between Walnut Street and Colorado Boulevard;  Walnut Street between Sunnyslope Avenue and Kinneloa Avenue; and  Colorado Boulevard between Sunnyslope Avenue and Kinneloa Avenue.

The PEQI and BEQI scores are summarized in Table 9. Detailed calculation sheets are provided in Appendix D.

Table 9: PEQI/BEQI Summary
Segment PEQI Score BEQI Score
Sunnyslope Ave between Walnut St and Colorado Blvd
West side
East side
48 ‐ Average
48 – Average
36 ‐ Low
36 ‐ Low
Walnut St between Sunnyslope Ave and Kinneloa Ave
North side
South side
56 ‐ Average
52 – Average
40 ‐ Low
34 ‐ Low
Colorado Blvd between Sunnyslope Ave and Kinneloa Ave
North side
South side
47 ‐ Average
48 – Average
26 ‐ Low
31 ‐ Low

2915 East Colorado Porsche
Transportation Impact Analysis – Outside CEQA Evaluation Iteris, Inc. | 24
5 CONCLUSIONS
Iteris prepared an outside CEQA transportation impact analysis for the proposed Rusnak Porsche Dealership project, located at 2915 East Colorado Boulevard in the City of Pasadena. The proposed project consists of a new Porsche dealership, with 48,922 gross square feet of auto sales/showroom space. The project site currently consists of 33,999 square feet of light industrial space north of Nina Street and a surface parking lot for the Rusnak Audi dealership south of Nina Street.

The following describe the results of the Outside CEQA analysis:
 The proposed project is forecast to generate 57 new a.m. peak hour trips, 86 new p.m. peak hour trips, and 1,057 new daily trips.
 None of the eight intersections in the study area are forecast to exceed the adopted LOS cap.  The calculated PEQI scores show that the existing pedestrian conditions are average.  The calculated BEQI scores show that the existing bicycle conditions are low.  The project site is served by a City Connector (Colorado Boulevard) and also by an access road (Sunnyslope Avenue). Since the project traffic is not expected to utilize neighborhood connector streets and cut through residential neighborhoods to access the project, a street segment analysis was not conducted since the purpose of street segment analysis is to analyze neighborhood street segments in residential neighborhoods.

Innovating Through Informatics™
2915 East Colorado Porsche
Transportation Impact Analysis
Outside CEQA Evaluation
Technical Appendix
Submitted to:
11447 | Prepared by Iteris, Inc.

Innovating Through Informatics™
APPENDIX A – TIA SCOPING AGREEMENT

Innovating Through Informatics™
APPENDIX B – EXISTING TRAFFIC COUNTS
National Data & Surveying ServicesIntersection Turning Movement Count Location: San Gabriel Blvd & E Foothill Blvd
City: Pasadena Project ID:

Control: Signalized Date:

NS/EW Streets:
1210120012001200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 9 146 11 0 14 67 7 3 8 15 7 0 15 32 15 0 349
7:15 AM 6 166 17 1 19 96 4 4 10 22 9 0 17 41 29 0 441
7:30 AM 13 200 24 1 26 109 5 4 12 26 8 0 24 85 31 0 568 7:45 AM 11 252 30 1 29 157 15 2 5 41 6 0 17 89 30 0 685 8:00 AM 13 237 35 3 36 145 7 4 7 59 11 0 29 96 29 0 711 8:15 AM 16 216 22 4 39 151 11 4 15 50 3 0 27 131 26 1 716 8:30 AM 9 216 31 3 32 159 15 4 12 72 16 0 25 100 32 2 728 8:45 AM 15 189 33 4 39 169 22 2 8 68 8 0 27 86 30 0 700

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 92 1622 203 17 234 1053 86 27 77 353 68 0 181 660 222 3 4898 APPROACH %'s : 4.76% 83.87% 10.50% 0.88% 16.71% 75.21% 6.14% 1.93% 15.46% 70.88% 13.65% 0.00% 16.98% 61.91% 20.83% 0.28% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 53 858 121 14 146 624 55 14 42 249 38 0 108 413 117 3 2855 PEAK HR FACTOR : 0.828 0.905 0.864 0.875 0.936 0.923 0.625 0.875 0.700 0.865 0.594 0.000 0.931 0.788 0.914 0.375 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1210120012001200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 22 168 37 3 30 169 12 2 17 122 19 0 40 94 29 2 766 4:15 PM 12 137 44 3 39 173 10 3 18 143 25 0 28 92 23 1 751 4:30 PM 13 166 41 3 30 158 13 1 17 119 17 0 41 87 25 0 731 4:45 PM 11 151 39 1 28 190 5 1 15 149 24 0 35 85 20 0 754 5:00 PM 8 166 36 2 27 199 7 3 26 147 18 0 50 84 21 0 7945:15 PM 14 152 27 3 33 166 6 0 18 120 17 0 35 85 30 2 708 5:30 PM 9 127 29 1 29 148 11 3 19 148 15 0 43 84 21 0 6875:45 PM 16 127 35 2 35 163 9 2 13 112 13 0 24 92 14 1 658

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 105 1194 288 18 251 1366 73 15 143 1060 148 0 296 703 183 6 5849 APPROACH %'s : 6.54% 74.39% 17.94% 1.12% 14.72% 80.12% 4.28% 0.88% 10.58% 78.46% 10.95% 0.00% 24.92% 59.18% 15.40% 0.51% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 44 620 160 9 124 720 35 8 76 558 84 0 154 348 89 1 3030 PEAK HR FACTOR : 0.846 0.934 0.909 0.750 0.795 0.905 0.673 0.667 0.731 0.936 0.840 0.000 0.770 0.946 0.890 0.250 21-020336-00112/2/2021
04:15 PM - 05:15 PM

0.954 0.934 0.940 0.940 0.955
08:00 AM - 09:00 AM

0.980
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.908 0.904 0.823 0.866
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
San Gabriel Blvd San Gabriel Blvd E Foothill Blvd E Foothill Blvd National Data & Surveying ServicesIntersection Turning Movement Count Location: San Gabriel Blvd & Walnut St
City: Pasadena Project ID:

Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 1 0 1 1.5 0.5 0 1 0.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 4 156 8 0 10 76 8 0 7 6 3 0 0 5 15 0 298
7:15 AM 4 176 5 0 10 105 9 0 6 10 2 0 2 4 13 0 346
7:30 AM 6 222 5 0 17 124 2 0 6 16 3 0 8 15 22 0 446
7:45 AM 14 271 15 0 21 150 4 0 6 18 7 0 3 11 22 0 542
8:00 AM 10 243 7 0 17 161 5 0 6 33 5 0 4 11 36 0 538
8:15 AM 6 231 9 0 19 154 4 0 6 18 8 0 5 20 31 0 511
8:30 AM 10 220 17 0 28 167 11 0 6 27 6 0 6 23 23 0 544
8:45 AM 9 211 8 0 35 155 9 0 8 32 9 0 5 13 26 0 520

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 63 1730 74 0 157 1092 52 0 51 160 43 0 33 102 188 0 3745 APPROACH %'s : 3.37% 92.66% 3.96% 0.00% 12.07% 83.94% 4.00% 0.00% 20.08% 62.99% 16.93% 0.00% 10.22% 31.58% 58.20% 0.00% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 40 965 48 0 85 632 24 0 24 96 26 0 18 65 112 0 2135 PEAK HR FACTOR : 0.714 0.890 0.706 0.000 0.759 0.946 0.545 0.000 1.000 0.727 0.813 0.000 0.750 0.707 0.778 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 1 0 1 1.5 0.5 0 1 0.5 0.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 4 184 7 0 10 210 8 0 7 57 17 0 5 28 28 0 5654:15 PM 4 172 11 0 15 212 5 0 8 59 9 0 5 30 28 0 5584:30 PM 9 176 10 0 15 191 7 0 12 47 14 0 10 21 23 0 5354:45 PM 7 158 11 0 15 224 8 0 2 45 16 0 6 29 24 0 5455:00 PM 17 184 6 0 15 252 7 0 8 41 15 0 10 35 35 0 625 5:15 PM 7 147 3 0 14 201 2 0 8 44 14 0 7 31 27 0 5055:30 PM 3 137 8 0 12 200 1 0 3 47 9 0 6 20 19 0 4655:45 PM 6 162 2 0 10 185 4 0 3 36 12 0 1 13 24 0 458

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 57 1320 58 0 106 1675 42 0 51 376 106 0 50 207 208 0 4256 APPROACH %'s : 3.97% 91.99% 4.04% 0.00% 5.81% 91.88% 2.30% 0.00% 9.57% 70.54% 19.89% 0.00% 10.75% 44.52% 44.73% 0.00% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 37 690 38 0 60 879 27 0 30 192 54 0 31 115 110 0 2263 PEAK HR FACTOR : 0.544 0.938 0.864 0.000 1.000 0.872 0.844 0.000 0.625 0.814 0.844 0.000 0.775 0.821 0.786 0.000 21-020336-00212/2/2021
04:15 PM - 05:15 PM

0.905 0.924 0.881 0.908 0.800
07:45 AM - 08:45 AM

0.981
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.878 0.899 0.830 0.871
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
San Gabriel Blvd San Gabriel Blvd Walnut St Walnut St
National Data & Surveying ServicesIntersection Turning Movement Count Location: San Gabriel Blvd & Colorado Blvd
City: Pasadena Project ID:

Control: Signalized Date:

NS/EW Streets:
1200120012101210

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 14 142 3 0 6 68 4 0 10 16 3 0 3 46 12 0 327
7:15 AM 17 165 2 0 9 88 4 0 9 29 7 0 11 50 15 0 406
7:30 AM 19 210 10 0 21 107 7 0 9 35 7 0 15 73 10 0 523
7:45 AM 29 275 13 0 19 129 5 0 19 46 8 0 11 91 10 0 655 8:00 AM 24 215 21 0 38 116 7 0 15 51 10 0 22 93 27 0 639 8:15 AM 25 212 20 0 35 111 7 0 14 59 14 0 11 95 18 1 622 8:30 AM 29 205 19 0 20 136 16 0 20 63 8 0 15 116 13 0 660 8:45 AM 19 165 15 0 12 134 13 0 12 80 10 0 16 118 13 0 607

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 176 1589 103 0 160 889 63 0 108 379 67 0 104 682 118 1 4439 APPROACH %'s : 9.42% 85.06% 5.51% 0.00% 14.39% 79.95% 5.67% 0.00% 19.49% 68.41% 12.09% 0.00% 11.49% 75.36% 13.04% 0.11% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 107 907 73 0 112 492 35 0 68 219 40 0 59 395 68 1 2576 PEAK HR FACTOR : 0.922 0.825 0.869 0.000 0.737 0.904 0.547 0.000 0.850 0.869 0.714 0.000 0.670 0.851 0.630 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200120012101210

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 18 154 17 0 21 201 12 0 12 133 19 0 20 113 21 1 742 4:15 PM 20 127 22 0 26 184 16 0 26 146 33 0 35 119 26 0 780 4:30 PM 25 158 21 0 22 183 14 0 17 158 32 0 28 103 17 0 778 4:45 PM 24 130 21 0 26 205 17 0 14 128 23 0 27 104 20 0 739 5:00 PM 34 163 26 0 25 235 10 0 17 132 31 0 25 102 20 0 820 5:15 PM 19 137 12 0 20 210 15 0 14 167 27 0 26 114 15 0 776 5:30 PM 22 113 19 0 24 182 13 0 11 148 22 0 28 96 17 0 695 5:45 PM 24 137 24 0 18 165 10 0 17 124 38 0 22 98 13 0 690

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 186 1119 162 0 182 1565 107 0 128 1136 225 0 211 849 149 1 6020 APPROACH %'s : 12.68% 76.28% 11.04% 0.00% 9.82% 84.41% 5.77% 0.00% 8.60% 76.29% 15.11% 0.00% 17.44% 70.17% 12.31% 0.08% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 103 578 90 0 99 807 57 0 74 564 119 0 115 428 83 0 3117 PEAK HR FACTOR : 0.757 0.887 0.865 0.000 0.952 0.859 0.838 0.000 0.712 0.892 0.902 0.000 0.821 0.899 0.798 0.000 21-020336-00312/2/2021
04:15 PM - 05:15 PM

0.950 0.864 0.892 0.914 0.869
07:45 AM - 08:45 AM

0.976
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.857 0.929 0.898 0.908
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
San Gabriel Blvd San Gabriel Blvd Colorado Blvd Colorado Blvd www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
1 1
0 1
0 0
3 0 0 0 0 0 0 1 1
0 2
Peak Hour 3 5 2 2 12 0 0
Count Total 5 8 4 3 20 2 0 0 0 2 0 1
8:45 AM 0 3 1 1 5 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0
1 8:30 AM 2 0 0 0 2 0 0 0
0 0 0 0 0 0
0 0
8:15 AM 1 2 1 0 4 0 0
0 0 0 0 0 0
1 0 0
8:00 AM 0 0 0 1 1 0
1 0 0 0 1 0
0 0 1
0 7:30 AM 0 1 0 1 2 0 0 0
0 0 0 0 0 0
0 2 1
EB WB NB SB Total East
7:45 AM 0 2 0 0 2
0 0 0
HV% - 0% 6% 0% - - 17% 0%
0 0
7:15 AM 1 0 1 0 2 0 0
0 0 0 1 0 0
West North South
7:00 AM 1 0 1
2 12 0 7 37 74 0 6 46 3 0 51 49
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
29% 5% 1% 33% - 2% 2% 0% 2%
Peak
Hour
All 0 99 47
106 0 13 76 12 0
2 1 0 1 0 1 0 1 1 0 12 0
106 537 0
HV 0 0 3 0 0
Count Total 0 171 90 22 0 13 56 72 74 178 883 0
0 2 11 22 0 3 18 0 0 17 15 30 154 537
19 11 36 148 495
8:45 AM 0 20 13 3
21 0 2 11 0 0
123 416
8:30 AM 0 28 13 0 0 1 6
0 2 12 16 0 0 10 2 0 11 10 20
4 13 20 112 381
8:15 AM 0 24 11 5
15 0 1 7 1 0
112 346
8:00 AM 0 27 10 4 0 2 8
0 4 8 15 0 2 8 4 0 7 5 19
5 7 14 69 0
7:45 AM 0 21 14 5
4 0 1 7 0 0
88 0
7:30 AM 0 19 7 1 0 1 3
0 1 3 4 0 1 8 3 0 6 9 17
3 4 22 77 0
7:15 AM 0 18 15 3
7:00 AM 0 14 7 1 0 0 5 9 0 3 7 2 0

UT LT TH RT UT LT
Rolling
One Hour Eastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E Walnut St E Walnut St N Sunnyslope Ave N Sunnyslope Ave 15-min
Total

UT LT TH RT
Date: 10-06-2021
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 1.0% 0.78
TOTAL 2.2% 0.87
TH RT
WB 4.2% 0.84
NB 3.6% 0.65
Peak Hour: 8:00 AM 9:00 AM
HV %: PHF
EB 1.9% 0.96
0 0
0 0
00 00
0 0
0 0
0 1
0 0
N
N Sunnyslope Ave
E Walnut St
E Walnut St
N Sunnyslope
Ave
E Walnut StN Sunnyslope Ave
TEV: 537
PHF: 0.87
106
49 51
206
219
0 74
37 7
118
101
0 3
46 6
68 55
0 12
47 99
158
149
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0 0 0 0
1 0 1 0 0 0
0 0 1 0
0 0
0 0 0
0 LT TH
0 0 0 0 0 0 0 0
0 0 0
1 0
0 0 0
0 0 0
0 LT TH
0 0 0 0 0 0 0
0 0 0 0 2 0
0 0
0 0
Peak Hour
Count Total 0 0
0 0 0 0 0 0 0 0 0 0
0 1
8:45 AM
0 0 0 0
1 8:30 AM
0 0 0 0 0 0 0
0 1
8:15 AM
0 0 0
0 0 0
0 0 0
0 0 0
2 8:00 AM
0 0 0 1
0 0
7:45 AM
0 0 0 0
0 7:30 AM
7:15 AM 0 0 0 0 0 0 0 0
0 0
0 0 0
7:00 AM 1 0
RT
12 0
Interval
Start
E Walnut St E Walnut St N Sunnyslope Ave N Sunnyslope Ave 15-min
Total
Rolling
One Hour
0 2 2 1 0 1 0 1 0 1 1 0

LT TH RT RT LT TH RT
1 1 1 20 0
Peak Hour 0 0 3 0
Count Total 0 0 4 1 0 3 4 1 0 2 0 2 0
0 1 2 0 0 1 0 0 0 0 1 0 5 12
0 0 0 2 9
8:45 AM 0 0 0 0
0 0 0 0 0 0
4 9
8:30 AM 0 0 2 0 0 0 0
0 1 0 1 0 0 0 1 0 0 0 0
1 0 0 1 7
8:15 AM 0 0 1 0
0 0 0 0 0 0
2 8
8:00 AM 0 0 0 0 0 0 0
0 1 1 0 0 0 0 0 0 0 0 0
0 0 1 2 0
7:45 AM 0 0 0 0
0 0 0 0 0 0
2 0
7:30 AM 0 0 0 0 0 0 1
0 0 0 0 0 0 0 1 0 0 0 0
0 0 0 2 0
7:15 AM 0 0 0 1
0 0 1 0 0 0
TH RT
7:00 AM 0 0 1 0 0 0 0

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
E Walnut St E Walnut St N Sunnyslope Ave N Sunnyslope Ave 15-min
Total
Rolling
One Hour Eastbound Westbound
Eastbound Westbound Northbound Southbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 1
0 0
2 0
1 4
8 0 0 6 1 0 0 0 1
2 2
Peak Hour 4 1 0 0 5 4 2
Count Total 5 1 0 1 7 7 2 0 0 9 1 3
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 3 0 1
0 1 0 0 0 1
0 5:30 PM 0 0 0 0 0 1 0 0
0 0 1 0 0 0
2 0
5:15 PM 0 0 0 1 1 1 0
0 0 0 1 0 0
0 0 0
5:00 PM 1 0 0 0 1 1
0 0 0 0 0 0
0 0 0
0 4:30 PM 1 0 0 0 1 0 1 0
0 0 4 1 0 0
0 2 1
EB WB NB SB Total East
4:45 PM 0 0 0 0 0
0 1 0
HV% - 1% 1% 11% - - 0% 0%
0 0
4:15 PM 2 0 0 0 2 3 1
0 0 0 1 0 0
West North South
4:00 PM 1 1 0
0 18 0 6 44 75 0 14 26 16 0 60 39
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
0% 2% 0% 0% - 0% 0% 0% 1%
Peak
Hour
All 0 96 146
119 0 32 50 39 0
1 0 0 0 0 0 0 0 0 0 5 0
115 655 0
HV 0 1 1 2 0
Count Total 0 183 300 31 0 14 89 102 72 202 1,233 0
0 1 7 15 0 4 11 6 0 4 6 23 142 578
9 5 20 109 600
5:45 PM 0 21 39 5
5 0 3 4 1 0
158 651
5:30 PM 0 21 33 1 0 0 7
0 4 13 9 0 4 4 9 0 13 14 25
16 8 19 169 654
5:15 PM 0 19 40 4
15 0 7 5 7 0
164 655
5:00 PM 0 26 42 3 0 3 18
0 4 12 14 0 2 8 6 0 16 13 24
20 8 28 160 0
4:45 PM 0 24 37 4
13 0 5 1 4 0
161 0
4:30 PM 0 32 34 7 0 0 8
0 2 10 25 0 1 10 3 0 11 12 32
13 6 31 170 0
4:15 PM 0 20 30 5
4:00 PM 0 20 45 2 0 0 14 23 0 6 7 3 0

UT LT TH RT UT LT
Rolling
One Hour Eastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E Walnut St E Walnut St N Sunnyslope Ave N Sunnyslope Ave 15-min
Total

UT LT TH RT
Date: 10-06-2021
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 0.0% 0.96
TOTAL 0.8% 0.96
TH RT
WB 0.8% 0.84
NB 0.0% 0.88
Peak Hour: 4:00 PM 5:00 PM
HV %: PHF
EB 1.5% 0.89
2 2
0 0
00 00
0 0
1 1
0 0
0 1
N
N Sunnyslope Ave
E Walnut St
E Walnut St
N Sunnyslope
Ave
E Walnut StN Sunnyslope
Ave
TEV: 655
PHF: 0.96
115
39 60
214
197
0 75
44 6
125
222
0 14
2616
63 56
0 18
146
96 260
173
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 2 2 1 1 0
0 5 2 1 1 0
0 0 1 0
0 0
0 2 1
0 LT TH
0 0 0 0 0 0 0 0
0 0 1
0 0
0 0 0
1 0 0
0 LT TH
0 0 0 0 0 0 6
0 0 0 0 9 0
0 0
0 0
Peak Hour
Count Total 0 0
0 0 0 0 0 0 0 0 0 3
1 3
5:45 PM
0 0 0 0
3 5:30 PM
0 0 0 0 0 0 1
1 6
5:15 PM
0 0 0
0 1 0
0 1 0
0 0 0
6 5:00 PM
0 0 0 0
1 0
4:45 PM
0 0 0 0
0 4:30 PM
4:15 PM 0 0 0 0 0 0 0 4
1 0
0 0 0
4:00 PM 1 0
RT
5 0
Interval
Start
E Walnut St E Walnut St N Sunnyslope Ave N Sunnyslope Ave 15-min
Total
Rolling
One Hour
0 0 1 0 0 0 0 0 0 0 0 0

LT TH RT RT LT TH RT
0 0 1 7 0
Peak Hour 0 1 1 2
Count Total 0 1 2 2 0 0 1 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 2
0 0 0 0 2
5:45 PM 0 0 0 0
0 0 0 0 0 0
1 3
5:30 PM 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 1
0 0 0 1 4
5:15 PM 0 0 0 0
0 0 0 0 0 0
0 5
5:00 PM 0 0 1 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 1 0
4:45 PM 0 0 0 0
0 0 0 0 0 0
2 0
4:30 PM 0 0 1 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 2 0
4:15 PM 0 1 0 1
0 0 0 0 0 0
TH RT
4:00 PM 0 0 0 1 0 0 1

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
E Walnut St E Walnut St N Sunnyslope Ave N Sunnyslope Ave 15-min
Total
Rolling
One Hour Eastbound Westbound
Eastbound Westbound Northbound Southbound
Project Manager: (415) 310-6469 [email protected] National Data & Surveying ServicesIntersection Turning Movement Count Location: Sunnyslope Ave & Colorado Blvd
City: Pasadena Project ID:

Control: Signalized Date:

NS/EW Streets:
0100010012101200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 2 0 0 0 0 3 0 2 19 1 0 1 64 7 0 100
7:15 AM 2 0 1 0 2 2 4 0 2 39 2 0 2 70 14 0 140
7:30 AM 2 1 3 0 4 1 6 0 5 54 1 0 1 90 10 1 179
7:45 AM 3 0 2 0 6 2 8 0 3 62 0 1 0 109 8 0 204
8:00 AM 3 2 1 0 8 5 5 0 8 55 0 0 2 131 13 0 233
8:15 AM 2 3 0 0 6 3 6 0 6 82 4 2 3 143 14 0 274
8:30 AM 3 1 2 0 7 3 5 0 8 84 1 1 4 141 17 0 277
8:45 AM 1 1 0 0 6 1 10 0 6 96 2 1 3 137 15 1 280

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 17 10 9 0 39 17 47 0 40 491 11 5 16 885 98 2 1687 APPROACH %'s : 47.22% 27.78% 25.00% 0.00% 37.86% 16.50% 45.63% 0.00% 7.31% 89.76% 2.01% 0.91% 1.60% 88.41% 9.79% 0.20% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 9 7 3 0 27 12 26 0 28 317 7 4 12 552 59 1 1064 PEAK HR FACTOR : 0.750 0.583 0.375 0.000 0.844 0.600 0.650 0.000 0.875 0.826 0.438 0.500 0.750 0.965 0.868 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010012101200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 1 1 0 0 12 7 5 0 6 173 3 0 5 134 10 0 3574:15 PM 1 1 0 0 11 4 11 0 9 167 8 0 3 151 12 0 3784:30 PM 4 1 1 0 8 4 14 0 7 174 7 0 5 137 16 0 3784:45 PM 3 4 2 0 18 5 7 0 10 162 6 1 4 123 5 0 3505:00 PM 0 1 1 0 10 7 11 0 8 158 7 1 4 128 7 0 3435:15 PM 1 1 2 0 10 0 9 0 8 192 6 1 3 135 6 0 3745:30 PM 1 4 1 0 12 3 12 0 7 163 3 1 4 112 8 1 3325:45 PM 2 1 3 0 4 5 8 0 11 145 8 1 2 111 5 0 306

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 13 14 10 0 85 35 77 0 66 1334 48 5 30 1031 69 1 2818 APPROACH %'s : 35.14% 37.84% 27.03% 0.00% 43.15% 17.77% 39.09% 0.00% 4.54% 91.81% 3.30% 0.34% 2.65% 91.16% 6.10% 0.09% PEAK HR : 04:00 PM 289 0 0 TOTAL
PEAK HR VOL : 9 7 3 0 49 20 37 0 32 676 24 1 17 545 43 0 1463 PEAK HR FACTOR : 0.563 0.438 0.375 0.000 0.681 0.714 0.661 0.000 0.800 0.971 0.750 0.250 0.850 0.902 0.672 0.000 21-020336-00412/2/2021
04:00 PM - 05:00 PM

0.968 0.528 0.883 0.975 0.911
08:00 AM - 09:00 AM

0.950
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.792 0.903 0.848 0.963
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Sunnyslope Ave Sunnyslope Ave Colorado Blvd Colorado Blvd National Data & Surveying ServicesIntersection Turning Movement Count Location: Sierra Madre Villa Ave & I-210 WB Ramps
City: Pasadena Project ID:

Control: Signalized Date:

NS/EW Streets:
2 2 0 0 0 3 0 0 0 0 0 0 1.5 0 1.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 35 52 0 0 0 30 36 0 0 0 0 0 31 0 28 0 212
7:15 AM 45 75 0 0 0 44 29 0 0 0 0 0 29 0 30 0 252
7:30 AM 68 127 0 0 0 67 29 0 0 0 0 0 35 0 37 0 363
7:45 AM 59 131 0 0 0 68 39 0 0 0 0 0 32 0 41 0 370
8:00 AM 74 144 0 0 0 58 41 0 0 0 0 0 32 0 57 0 406
8:15 AM 52 152 0 0 0 80 30 0 0 0 0 0 39 0 31 0 384
8:30 AM 43 143 0 0 0 75 40 0 0 0 0 0 31 0 42 0 374
8:45 AM 43 136 0 0 0 81 41 0 0 0 0 0 55 0 44 0 400

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 419 960 0 0 0 503 285 0 0 0 0 0 284 0 310 0 2761 APPROACH %'s : 30.38% 69.62% 0.00% 0.00% 0.00% 63.83% 36.17% 0.00% 47.81% 0.00% 52.19% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 212 575 0 0 0 294 152 0 0 0 0 0 157 0 174 0 1564 PEAK HR FACTOR : 0.716 0.946 0.000 0.000 0.000 0.907 0.927 0.000 0.000 0.000 0.000 0.000 0.714 0.000 0.763 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 2 0 0 0 3 0 0 0 0 0 0 1.5 0 1.5 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 48 125 0 0 0 125 75 0 0 0 0 0 36 1 36 0 446
4:15 PM 57 184 0 0 0 119 70 0 0 0 0 0 31 0 45 0 506
4:30 PM 42 168 0 0 0 164 72 0 0 0 0 0 29 0 34 0 509
4:45 PM 56 175 0 0 0 115 63 0 0 0 0 0 34 0 33 0 476
5:00 PM 61 189 0 0 0 126 103 0 0 0 0 0 33 1 41 0 554
5:15 PM 70 167 0 0 0 95 73 0 0 0 0 0 45 0 54 0 504
5:30 PM 68 172 0 0 0 113 84 0 0 0 0 0 53 0 45 0 535
5:45 PM 63 161 0 0 0 107 69 0 0 0 0 0 34 0 47 0 481

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 465 1341 0 0 0 964 609 0 0 0 0 0 295 2 335 0 4011 APPROACH %'s : 25.75% 74.25% 0.00% 0.00% 0.00% 61.28% 38.72% 0.00% 46.68% 0.32% 53.01% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 262 689 0 0 0 441 329 0 0 0 0 0 165 1 187 0 2074 PEAK HR FACTOR : 0.936 0.911 0.000 0.000 0.000 0.875 0.799 0.000 0.000 0.000 0.000 0.000 0.778 0.250 0.866 0.000 Data - Totals
Sierra Madre Villa Ave Sierra Madre Villa Ave I-210 WB Ramps I-210 WB Ramps

0.903 0.914 0.836
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
21-020336-0051/6/2022
05:00 PM - 06:00 PM

0.936 0.951 0.841 0.891
08:00 AM - 09:00 AM

0.963
National Data & Surveying ServicesIntersection Turning Movement Count Location: Sierra Madre Villa Ave & I-210 EB Ramps
City: Pasadena Project ID:

Control: Signalized Date:

NS/EW Streets:
0 3 1 0 2 2 0 0 1.5 1 1.5 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 44 11 0 18 41 0 0 42 8 24 0 0 0 0 0 188
7:15 AM 0 71 13 0 27 42 0 0 53 5 30 0 0 0 0 0 241
7:30 AM 0 103 23 0 35 73 0 0 89 6 61 0 0 0 0 0 390
7:45 AM 0 116 17 0 39 58 0 0 78 2 56 0 0 0 0 0 366
8:00 AM 0 111 13 0 27 65 0 0 102 11 47 0 0 0 0 0 376
8:15 AM 0 99 14 0 37 75 0 0 112 14 59 0 0 0 0 0 410
8:30 AM 0 87 16 0 34 79 0 0 93 13 50 0 0 0 0 0 372
8:45 AM 0 73 14 0 42 92 0 0 108 6 49 0 0 0 0 0 384

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 704 121 0 259 525 0 0 677 65 376 0 0 0 0 0 2727 APPROACH %'s : 0.00% 85.33% 14.67% 0.00% 33.04% 66.96% 0.00% 0.00% 60.55% 5.81% 33.63% 0.00% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 0 370 57 0 140 311 0 0 415 44 205 0 0 0 0 0 1542 PEAK HR FACTOR : 0.000 0.833 0.891 0.000 0.833 0.845 0.000 0.000 0.926 0.786 0.869 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 3 1 0 2 2 0 0 1.5 1 1.5 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 74 17 0 34 122 0 0 95 21 88 0 0 0 0 0 4514:15 PM 0 107 13 0 40 113 0 0 142 24 102 0 0 0 0 0 5414:30 PM 0 85 17 0 50 138 0 0 119 22 62 0 0 0 0 0 4934:45 PM 0 122 15 0 39 117 0 0 116 16 90 0 0 0 0 0 5155:00 PM 0 118 24 0 46 110 0 0 124 23 69 0 0 0 0 0 5145:15 PM 0 111 12 0 37 105 0 0 131 16 90 0 0 0 0 0 5025:30 PM 0 117 13 0 39 125 0 0 117 24 77 0 0 0 0 0 5125:45 PM 0 109 16 0 40 103 0 0 121 15 97 0 0 0 0 0 501

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 843 127 0 325 933 0 0 965 161 675 0 0 0 0 0 4029 APPROACH %'s : 0.00% 86.91% 13.09% 0.00% 25.83% 74.17% 0.00% 0.00% 53.58% 8.94% 37.48% 0.00% PEAK HR : 04:15 PM 290 0 0 TOTAL
PEAK HR VOL : 0 432 69 0 175 478 0 0 501 85 323 0 0 0 0 0 2063 PEAK HR FACTOR : 0.000 0.885 0.719 0.000 0.875 0.866 0.000 0.000 0.882 0.885 0.792 0.000 0.000 0.000 0.000 0.000 21-020336-0061/6/2022
04:15 PM - 05:15 PM

0.953 0.882 0.868 0.848
08:00 AM - 09:00 AM

0.940
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.861 0.841 0.897
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Sierra Madre Villa Ave Sierra Madre Villa Ave I-210 EB Ramps I-210 EB Ramps National Data & Surveying ServicesIntersection Turning Movement Count Location: Sierra Madre Villa Blvd & Colorado Blvd
City: Pasadena Project ID:

Control: Signalized Date:

NS/EW Streets:
1300130012101210

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 10 68 2 0 2 52 11 0 16 22 6 0 8 38 5 0 240
7:15 AM 25 109 6 0 9 72 4 0 3 28 8 0 7 69 2 0 342
7:30 AM 24 112 8 0 7 133 7 1 12 36 5 0 9 67 0 0 421
7:45 AM 33 173 11 1 15 141 19 1 13 37 10 0 12 95 4 0 565 8:00 AM 42 159 22 0 12 139 39 0 23 44 14 0 12 97 3 0 606 8:15 AM 48 173 15 1 12 147 41 1 20 51 8 0 12 110 4 0 643 8:30 AM 48 152 21 3 26 135 45 1 20 65 18 0 12 115 9 0 670 8:45 AM 38 132 31 1 19 138 27 4 26 68 15 0 20 130 7 1 657

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 268 1078 116 6 102 957 193 8 133 351 84 0 92 721 34 1 4144 APPROACH %'s : 18.26% 73.43% 7.90% 0.41% 8.10% 75.95% 15.32% 0.63% 23.42% 61.80% 14.79% 0.00% 10.85% 85.02% 4.01% 0.12% PEAK HR : 08:00 AM 41 0 0 TOTAL
PEAK HR VOL : 176 616 89 5 69 559 152 6 89 228 55 0 56 452 23 1 2576 PEAK HR FACTOR : 0.917 0.890 0.718 0.417 0.663 0.951 0.844 0.375 0.856 0.838 0.764 0.000 0.700 0.869 0.639 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1300130012101210

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 44 115 16 2 39 127 35 3 27 112 16 0 24 118 7 1 686 4:15 PM 48 132 38 0 31 147 31 3 24 141 26 1 15 135 4 0 776 4:30 PM 42 117 32 1 28 157 36 4 24 120 22 0 18 110 14 0 725 4:45 PM 52 118 20 3 25 114 39 1 39 130 31 0 23 99 13 0 707 5:00 PM 55 156 21 1 39 173 38 2 38 106 30 0 25 121 10 2 817 5:15 PM 48 120 23 0 21 154 33 5 25 161 22 0 20 120 10 0 762 5:30 PM 36 145 17 0 29 165 36 2 29 146 26 0 23 112 12 0 778 5:45 PM 37 122 24 2 30 122 46 5 38 108 29 1 23 108 8 0 703

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 362 1025 191 9 242 1159 294 25 244 1024 202 2 171 923 78 3 5954 APPROACH %'s : 22.81% 64.59% 12.04% 0.57% 14.07% 67.38% 17.09% 1.45% 16.58% 69.57% 13.72% 0.14% 14.55% 78.55% 6.64% 0.26% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 191 539 81 4 114 606 146 10 131 543 109 0 91 452 45 2 3064 PEAK HR FACTOR : 0.868 0.864 0.880 0.333 0.731 0.876 0.936 0.500 0.840 0.843 0.879 0.000 0.910 0.934 0.865 0.250 21-020336-00712/2/2021
04:45 PM - 05:45 PM

0.938 0.874 0.869 0.941 0.934
08:00 AM - 09:00 AM

0.961
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.935 0.949 0.853 0.842
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Sierra Madre Villa Blvd Sierra Madre Villa Blvd Colorado Blvd Colorado Blvd Innovating Through Informatics™
APPENDIX C – LOS CALCULATION SHEETS
Innovating Through Informatics™
Existing Conditions
2915 East Colorado Porsche Existing Conditions
1: San Gabriel Blvd & Foothill Blvd Timing Plan: AM Peak Hour Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 274 42 122 455 129 74 945 133 176 687 61 Future Volume (veh/h) 46 274 42 122 455 129 74 945 133 176 687 61 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 47 280 43 124 464 132 76 964 136 180 701 62 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 221 595 90 342 626 177 351 1286 574 311 1324 117 Arrive On Green 0.04 0.20 0.20 0.08 0.24 0.24 0.05 0.38 0.38 0.09 0.42 0.42 Sat Flow, veh/h 1594 2930 445 1594 2592 732 1594 3367 1502 1594 3129 277 Grp Volume(v), veh/h 47 159 164 124 300 296 76 964 136 180 377 386 Grp Sat Flow(s),veh/h/ln 1594 1683 1692 1594 1683 1640 1594 1683 1502 1594 1683 1722 Q Serve(g_s), s 1.7 6.2 6.4 4.5 12.3 12.5 2.1 18.5 4.6 4.9 12.5 12.5 Cycle Q Clear(g_c), s 1.7 6.2 6.4 4.5 12.3 12.5 2.1 18.5 4.6 4.9 12.5 12.5 Prop In Lane 1.00 0.26 1.00 0.45 1.00 1.00 1.00 0.16
Lane Grp Cap(c), veh/h 221 342 344 342 407 396 351 1286 574 311 712 728 V/C Ratio(X) 0.21 0.47 0.48 0.36 0.74 0.75 0.22 0.75 0.24 0.58 0.53 0.53 Avail Cap(c_a), veh/h 284 743 746 352 752 732 414 2115 944 491 1251 1280 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.6 26.2 26.3 20.9 26.2 26.2 13.2 20.0 15.7 15.1 16.0 16.0 Incr Delay (d2), s/veh 0.5 1.0 1.0 0.6 2.6 2.8 0.3 0.9 0.2 1.7 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 2.5 2.6 1.7 5.0 5.0 0.7 6.7 1.5 1.7 4.4 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.1 27.2 27.3 21.5 28.8 29.1 13.5 20.9 15.9 16.8 16.7 16.7 LnGrp LOS CCCCCCBC BBBB
Approach Vol, veh/h 370 720 1176 943
Approach Delay, s/veh 26.7 27.7 19.9 16.7
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.5 33.1 10.5 19.7 8.5 36.1 7.6 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.5 47.0 6.5 33.0 6.9 55.6 6.1 33.4 Max Q Clear Time (g_c+I1), s 6.9 20.5 6.5 8.4 4.1 14.5 3.7 14.5 Green Ext Time (p_c), s 0.3 8.0 0.0 1.9 0.0 5.3 0.0 3.6 Intersection Summary
HCM 6th Ctrl Delay 21.5
HCM 6th LOS C
2915 East Colorado Porsche Existing Conditions
2: San Gabriel Blvd & Walnut St Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 106 29 20 72 123 44 1063 53 94 696 26 Future Volume (veh/h) 26 106 29 20 72 123 44 1063 53 94 696 26 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1843 1772 1673 1772 1772 1673 1772 1843 Adj Flow Rate, veh/h 27 108 30 20 73 126 45 1085 54 96 710 27 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 266 516 138 360 119 206 498 1931 96 351 1991 924 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.59 0.59 0.59 0.59 0.59 0.59 Sat Flow, veh/h 1118 2624 704 1182 607 1047 681 3264 162 467 3367 1562 Grp Volume(v), veh/h 27 68 70 20 0 199 45 559 580 96 710 27 Grp Sat Flow(s),veh/h/ln 1118 1683 1645 1182 0 1654 681 1683 1743 467 1683 1562 Q Serve(g_s), s 1.0 1.4 1.5 0.6 0.0 4.7 1.6 8.6 8.6 6.7 4.6 0.3 Cycle Q Clear(g_c), s 5.6 1.4 1.5 2.1 0.0 4.7 6.2 8.6 8.6 15.4 4.6 0.3 Prop In Lane 1.00 0.43 1.00 0.63 1.00 0.09 1.00 1.00
Lane Grp Cap(c), veh/h 266 331 323 360 0 325 498 996 1031 351 1991 924 V/C Ratio(X) 0.10 0.21 0.22 0.06 0.00 0.61 0.09 0.56 0.56 0.27 0.36 0.03 Avail Cap(c_a), veh/h 955 1367 1336 1087 0 1344 1321 3032 3139 915 6063 2813 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.2 14.3 14.3 15.2 0.0 15.6 6.1 5.3 5.3 10.0 4.5 3.6 Incr Delay (d2), s/veh 0.2 0.3 0.3 0.1 0.0 1.9 0.1 0.5 0.5 0.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.5 0.5 0.1 0.0 1.6 0.2 1.6 1.6 0.5 0.8 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.3 14.6 14.7 15.3 0.0 17.4 6.2 5.8 5.8 10.4 4.6 3.6 LnGrp LOS BBBBABAAABAA
Approach Vol, veh/h 165 219 1184 833
Approach Delay, s/veh 15.2 17.3 5.8 5.2
Approach LOS BBAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 29.6 12.9 29.6 12.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 76.5 34.5 76.5 34.5
Max Q Clear Time (g_c+I1), s 10.6 7.6 17.4 6.7
Green Ext Time (p_c), s 10.5 0.8 7.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 7.3
HCM 6th LOS A
2915 East Colorado Porsche Existing Conditions
3: San Gabriel Blvd & Colorado Blvd Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 250 46 68 451 78 122 1035 83 128 561 40 Future Volume (veh/h) 78 250 46 68 451 78 122 1035 83 128 561 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 80 255 47 69 460 80 124 1056 85 131 572 41 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 249 674 301 324 662 295 436 1327 107 274 1350 97 Arrive On Green 0.06 0.20 0.20 0.05 0.20 0.20 0.07 0.42 0.42 0.07 0.42 0.42 Sat Flow, veh/h 1594 3367 1502 1594 3367 1502 1594 3156 254 1594 3186 228 Grp Volume(v), veh/h 80 255 47 69 460 80 124 563 578 131 302 311 Grp Sat Flow(s),veh/h/ln 1594 1683 1502 1594 1683 1502 1594 1683 1726 1594 1683 1731 Q Serve(g_s), s 2.8 4.6 1.8 2.4 8.9 3.2 3.0 20.4 20.5 3.2 8.8 8.9 Cycle Q Clear(g_c), s 2.8 4.6 1.8 2.4 8.9 3.2 3.0 20.4 20.5 3.2 8.8 8.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 0.13
Lane Grp Cap(c), veh/h 249 674 301 324 662 295 436 708 726 274 713 733 V/C Ratio(X) 0.32 0.38 0.16 0.21 0.69 0.27 0.28 0.80 0.80 0.48 0.42 0.42 Avail Cap(c_a), veh/h 280 1309 584 356 1300 580 566 955 979 385 940 967 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.2 24.3 23.2 20.8 26.2 23.9 10.6 17.7 17.7 14.1 14.2 14.2 Incr Delay (d2), s/veh 0.7 0.4 0.2 0.3 1.3 0.5 0.4 3.4 3.3 1.3 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.8 0.6 0.9 3.5 1.1 1.0 7.6 7.8 1.1 3.1 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 24.6 23.4 21.1 27.5 24.4 11.0 21.1 21.0 15.4 14.6 14.6 LnGrp LOS CCCCCCBCCBBB
Approach Vol, veh/h 382 609 1265 744
Approach Delay, s/veh 23.9 26.4 20.1 14.7
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.4 34.0 8.2 18.6 9.2 34.2 8.4 18.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.8 39.8 5.1 27.3 10.4 39.2 5.3 27.1 Max Q Clear Time (g_c+I1), s 5.2 22.5 4.4 6.6 5.0 10.9 4.8 10.9 Green Ext Time (p_c), s 0.1 7.1 0.0 1.6 0.1 3.8 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 20.5
HCM 6th LOS C
2915 East Colorado Porsche Existing Conditions
4: Sunnyslope Ave & Walnut St Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 109 52 13 8 41 82 7 51 3 56 54 117 Future Volume (veh/h) 109 52 13 8 41 82 7 51 3 56 54 117 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1772 1843 1772 1772 1843 1772 Adj Flow Rate, veh/h 125 60 15 9 47 94 8 59 3 64 62 134 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 611 797 192 692 156 313 216 445 21 290 138 228 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 1178 2690 649 1251 527 1055 92 1616 76 277 501 827 Grp Volume(v), veh/h 125 37 38 9 0 141 70 0 0 260 0 0
Grp Sat Flow(s),veh/h/ln 1178 1683 1655 1251 0 1582 1784 0 0 1605 0 0 Q Serve(g_s), s 1.9 0.3 0.4 0.1 0.0 1.4 0.0 0.0 0.0 1.2 0.0 0.0 Cycle Q Clear(g_c), s 3.4 0.3 0.4 0.5 0.0 1.4 0.6 0.0 0.0 2.9 0.0 0.0 Prop In Lane 1.00 0.39 1.00 0.67 0.11 0.04 0.25 0.52
Lane Grp Cap(c), veh/h 611 499 491 692 0 469 682 0 0 656 0 0 V/C Ratio(X) 0.20 0.07 0.08 0.01 0.00 0.30 0.10 0.00 0.00 0.40 0.00 0.00 Avail Cap(c_a), veh/h 2363 3002 2952 2553 0 2822 3788 0 0 3475 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.0 5.3 5.3 5.5 0.0 5.7 5.7 0.0 0.0 6.5 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.1 0.1 0.0 0.0 0.4 0.1 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.0 0.0 0.0 0.2 0.1 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.2 5.4 5.4 5.5 0.0 6.1 5.8 0.0 0.0 6.9 0.0 0.0 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 200 150 70 260
Approach Delay, s/veh 6.5 6.0 5.8 6.9
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 10.3 10.7 10.3 10.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 43.5 37.5 43.5 37.5
Max Q Clear Time (g_c+I1), s 2.6 5.4 4.9 3.4
Green Ext Time (p_c), s 0.4 0.9 1.9 0.9
Intersection Summary
HCM 6th Ctrl Delay 6.5
HCM 6th LOS A
2915 East Colorado Porsche Existing Conditions
5: Sunnyslope Ave & Colorado Blvd Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 362 8 15 630 67 10 8 3 31 14 30 Future Volume (veh/h) 37 362 8 15 630 67 10 8 3 31 14 30 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1772 1843 1772 1772 1843 1772 Adj Flow Rate, veh/h 39 381 8 16 663 71 11 8 3 33 15 32 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 561 1609 718 719 1466 157 338 64 24 304 32 67 Arrive On Green 0.48 0.48 0.48 0.48 0.48 0.48 0.11 0.11 0.11 0.11 0.11 0.11 Sat Flow, veh/h 683 3367 1502 939 3068 328 834 606 227 655 298 635 Grp Volume(v), veh/h 39 381 8 16 363 371 22 0 0 80 0 0
Grp Sat Flow(s),veh/h/ln 683 1683 1502 939 1683 1713 1668 0 0 1587 0 0 Q Serve(g_s), s 0.9 1.4 0.1 0.2 3.1 3.1 0.0 0.0 0.0 0.8 0.0 0.0 Cycle Q Clear(g_c), s 4.0 1.4 0.1 1.7 3.1 3.1 0.2 0.0 0.0 1.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.19 0.50 0.14 0.41 0.40
Lane Grp Cap(c), veh/h 561 1609 718 719 805 819 426 0 0 403 0 0 V/C Ratio(X) 0.07 0.24 0.01 0.02 0.45 0.45 0.05 0.00 0.00 0.20 0.00 0.00 Avail Cap(c_a), veh/h 1986 8638 3853 2681 4319 4395 2831 0 0 2800 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 5.1 3.3 3.0 3.8 3.8 3.8 8.8 0.0 0.0 9.1 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.1 0.0 0.0 0.4 0.4 0.0 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.1 3.4 3.0 3.8 4.2 4.2 8.8 0.0 0.0 9.3 0.0 0.0 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 428 750 22 80
Approach Delay, s/veh 3.5 4.1 8.8 9.3
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 6.8 14.8 6.8 14.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 55.5 35.5 55.5
Max Q Clear Time (g_c+I1), s 2.2 6.0 3.0 5.1
Green Ext Time (p_c), s 0.1 3.1 0.4 5.2
Intersection Summary
HCM 6th Ctrl Delay 4.4
HCM 6th LOS A
2915 East Colorado Porsche Existing Conditions
6: Sierra Madre Villa Ave & I-210 WB On Ramp/I-210 WB Off Ramp Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 173 0 192 234 633 0 0 324 167 Future Volume (veh/h) 0 0 0 173 0 192 234 633 0 0 324 167 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1575 1772 0 0 1772 1772 Adj Flow Rate, veh/h 245 0 130 244 659 0 0 338 174
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222220022
Cap, veh/h 547 0 258 421 1846 0 0 850 396
Arrive On Green 0.17 0.00 0.17 0.14 0.55 0.00 0.00 0.26 0.26 Sat Flow, veh/h 3188 0 1502 2910 3455 0 0 3384 1502
Grp Volume(v), veh/h 245 0 130 244 659 0 0 338 174
Grp Sat Flow(s),veh/h/ln 1594 0 1502 1455 1683 0 0 1612 1502 Q Serve(g_s), s 2.2 0.0 2.5 2.5 3.5 0.0 0.0 2.8 3.1
Cycle Q Clear(g_c), s 2.2 0.0 2.5 2.5 3.5 0.0 0.0 2.8 3.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 547 0 258 421 1846 0 0 850 396
V/C Ratio(X) 0.45 0.00 0.50 0.58 0.36 0.00 0.00 0.40 0.44 Avail Cap(c_a), veh/h 2431 0 1145 1947 5921 0 0 3061 1426 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 11.9 0.0 12.1 12.8 4.1 0.0 0.0 9.7 9.9 Incr Delay (d2), s/veh 0.6 0.0 1.5 1.3 0.1 0.0 0.0 0.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.7 0.7 0.4 0.0 0.0 0.7 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.5 0.0 13.6 14.1 4.2 0.0 0.0 10.0 10.6 LnGrp LOS BABBAAABB
Approach Vol, veh/h 375 903 512
Approach Delay, s/veh 12.9 6.9 10.2
Approach LOS B A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 22.1 9.1 13.0 10.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 56.5 21.5 30.5 24.5
Max Q Clear Time (g_c+I1), s 5.5 4.5 5.1 4.5
Green Ext Time (p_c), s 5.1 0.7 3.4 1.2
Intersection Summary
HCM 6th Ctrl Delay 9.1
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement. 2915 East Colorado Porsche Existing Conditions
7: Sierra Madre Villa Ave & I-210 WB Off Ramp/I-210 EB On Ramp Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 457 48 226 0 0 0 0 408 63 154 343 0 Future Volume (veh/h) 457 48 226 0 0 0 0 408 63 154 343 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1740 1772 1772 0 1772 1772 1575 1772 0 Adj Flow Rate, veh/h 486 171 160 0 434 67 164 365 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 914 488 414 0 1084 336 332 1572 0
Arrive On Green 0.28 0.28 0.28 0.00 0.22 0.22 0.11 0.47 0.00 Sat Flow, veh/h 3315 1772 1502 0 4997 1502 2910 3455 0
Grp Volume(v), veh/h 486 171 160 0 434 67 164 365 0
Grp Sat Flow(s),veh/h/ln 1658 1772 1502 0 1612 1502 1455 1683 0 Q Serve(g_s), s 4.3 2.7 3.0 0.0 2.7 1.3 1.8 2.3 0.0
Cycle Q Clear(g_c), s 4.3 2.7 3.0 0.0 2.7 1.3 1.8 2.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 914 488 414 0 1084 336 332 1572 0 V/C Ratio(X) 0.53 0.35 0.39 0.00 0.40 0.20 0.49 0.23 0.00 Avail Cap(c_a), veh/h 2989 1598 1354 0 4223 1311 1208 4771 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 10.7 10.1 10.3 0.0 11.6 11.0 14.5 5.6 0.0 Incr Delay (d2), s/veh 0.5 0.4 0.6 0.0 0.2 0.3 1.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.8 0.7 0.0 0.7 0.3 0.5 0.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.2 10.6 10.9 0.0 11.8 11.3 15.7 5.6 0.0 LnGrp LOS B B B ABBBAA
Approach Vol, veh/h 817 501 529
Approach Delay, s/veh 11.0 11.7 8.8
Approach LOS B B A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 8.5 12.3 14.1 20.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 30.5 31.5 49.5
Max Q Clear Time (g_c+I1), s 3.8 4.7 6.3 4.3
Green Ext Time (p_c), s 0.3 3.2 3.3 2.5
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. 2915 East Colorado Porsche Existing Conditions
8: Sierra Madre Villa Ave & Colorado Blvd Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 102 260 63 65 516 26 207 703 102 86 638 173 Future Volume (veh/h) 102 260 63 65 516 26 207 703 102 86 638 173 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1772 1772 1772 1740 1772 1772 Adj Flow Rate, veh/h 106 271 66 68 538 27 216 732 106 90 665 180 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 99 574 137 85 686 378 233 831 132 258 1071 1001 Arrive On Green 0.06 0.21 0.21 0.05 0.20 0.20 0.51 0.51 0.51 0.05 0.60 0.60 Sat Flow, veh/h 1594 2694 645 1594 3367 1502 352 1620 256 1658 1772 1502 Grp Volume(v), veh/h 106 167 170 68 538 27 406 0 648 90 665 180 Grp Sat Flow(s),veh/h/ln 1594 1683 1656 1594 1683 1502 662 0 1566 1658 1772 1502 Q Serve(g_s), s 6.5 9.1 9.4 4.4 15.8 1.4 38.2 0.0 35.8 2.5 24.8 4.7 Cycle Q Clear(g_c), s 6.5 9.1 9.4 4.4 15.8 1.4 53.5 0.0 35.8 2.5 24.8 4.7 Prop In Lane 1.00 0.39 1.00 1.00 0.53 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 99 358 352 85 686 378 392 0 804 258 1071 1001 V/C Ratio(X) 1.07 0.47 0.48 0.80 0.78 0.07 1.03 0.00 0.81 0.35 0.62 0.18 Avail Cap(c_a), veh/h 99 515 507 177 1195 605 392 0 804 258 1071 1001 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.9 35.9 36.0 48.8 39.3 29.7 35.6 0.0 21.1 17.7 13.1 6.6 Incr Delay (d2), s/veh 109.4 0.9 1.0 15.8 2.0 0.1 54.6 0.0 6.1 0.8 1.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 3.8 3.8 2.1 6.6 0.5 16.2 0.0 13.8 0.9 9.2 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 158.2 36.8 37.0 64.6 41.4 29.8 90.2 0.0 27.1 18.5 14.2 6.7 LnGrp LOS F D D E D C F A C B B A
Approach Vol, veh/h 443 633 1054 935
Approach Delay, s/veh 65.9 43.4 51.4 13.1
Approach LOS E D D B
Timer - Assigned Phs 1234 678
Phs Duration (G+Y+Rc), s 9.5 58.0 10.0 26.7 67.5 11.0 25.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 53.5 11.6 31.9 63.0 6.5 37.0 Max Q Clear Time (g_c+I1), s 4.5 55.5 6.4 11.4 26.8 8.5 17.8 Green Ext Time (p_c), s 0.0 0.0 0.0 1.8 5.8 0.0 3.4
Intersection Summary
HCM 6th Ctrl Delay 40.2
HCM 6th LOS D
2915 East Colorado Porsche Existing Conditions
1: San Gabriel Blvd & Foothill Blvd Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 83 613 92 170 382 98 58 681 176 145 791 38 Future Volume (veh/h) 83 613 92 170 382 98 58 681 176 145 791 38 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 87 645 97 179 402 103 61 717 185 153 833 40 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 360 836 125 314 885 225 231 974 434 293 1085 52 Arrive On Green 0.05 0.28 0.28 0.10 0.33 0.33 0.05 0.29 0.29 0.09 0.33 0.33 Sat Flow, veh/h 1594 2935 441 1594 2659 675 1594 3367 1502 1594 3270 157 Grp Volume(v), veh/h 87 370 372 179 253 252 61 717 185 153 429 444 Grp Sat Flow(s),veh/h/ln 1594 1683 1693 1594 1683 1651 1594 1683 1502 1594 1683 1744 Q Serve(g_s), s 2.9 15.5 15.6 5.8 9.1 9.3 2.0 14.8 7.7 5.0 17.6 17.6 Cycle Q Clear(g_c), s 2.9 15.5 15.6 5.8 9.1 9.3 2.0 14.8 7.7 5.0 17.6 17.6 Prop In Lane 1.00 0.26 1.00 0.41 1.00 1.00 1.00 0.09
Lane Grp Cap(c), veh/h 360 479 482 314 560 550 231 974 434 293 558 578 V/C Ratio(X) 0.24 0.77 0.77 0.57 0.45 0.46 0.26 0.74 0.43 0.52 0.77 0.77 Avail Cap(c_a), veh/h 420 753 757 490 958 939 269 1636 730 429 993 1028 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.0 25.3 25.3 17.9 20.2 20.3 19.1 24.8 22.2 18.1 23.1 23.1 Incr Delay (d2), s/veh 0.3 2.7 2.7 1.6 0.6 0.6 0.6 1.1 0.7 1.4 2.3 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 6.2 6.3 2.1 3.5 3.5 0.7 5.7 2.7 1.8 6.8 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.4 28.0 28.0 19.6 20.8 20.9 19.8 25.9 22.9 19.5 25.4 25.3 LnGrp LOS B C C B C C B C C B C C
Approach Vol, veh/h 829 684 963 1026
Approach Delay, s/veh 27.0 20.5 24.9 24.5
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.4 26.8 12.4 26.5 8.1 30.1 8.7 30.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 37.5 16.5 34.5 5.5 45.5 7.1 43.9 Max Q Clear Time (g_c+I1), s 7.0 16.8 7.8 17.6 4.0 19.6 4.9 11.3 Green Ext Time (p_c), s 0.2 5.5 0.3 4.4 0.0 5.8 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 24.4
HCM 6th LOS C
2915 East Colorado Porsche Existing Conditions
2: San Gabriel Blvd & Walnut St Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 211 59 34 126 121 41 758 42 66 965 30 Future Volume (veh/h) 33 211 59 34 126 121 41 758 42 66 965 30 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1843 1772 1673 1772 1772 1673 1772 1843 Adj Flow Rate, veh/h 36 232 65 37 138 133 45 833 46 73 1060 33 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 284 677 185 349 224 216 321 1754 97 388 1821 845 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.54 0.54 0.54 0.54 0.54 0.54 Sat Flow, veh/h 1047 2611 715 1022 862 831 487 3244 179 596 3367 1562 Grp Volume(v), veh/h 36 148 149 37 0 271 45 432 447 73 1060 33 Grp Sat Flow(s),veh/h/ln 1047 1683 1643 1022 0 1693 487 1683 1740 596 1683 1562 Q Serve(g_s), s 1.4 3.2 3.3 1.4 0.0 6.4 3.1 7.1 7.1 3.9 9.5 0.4 Cycle Q Clear(g_c), s 7.8 3.2 3.3 4.7 0.0 6.4 12.6 7.1 7.1 11.0 9.5 0.4 Prop In Lane 1.00 0.44 1.00 0.49 1.00 0.10 1.00 1.00
Lane Grp Cap(c), veh/h 284 437 426 349 0 439 321 910 941 388 1821 845 V/C Ratio(X) 0.13 0.34 0.35 0.11 0.00 0.62 0.14 0.47 0.47 0.19 0.58 0.04 Avail Cap(c_a), veh/h 977 1551 1514 1026 0 1560 809 2598 2685 985 5196 2410 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.1 13.5 13.6 15.5 0.0 14.7 11.1 6.4 6.4 9.8 6.9 4.9 Incr Delay (d2), s/veh 0.2 0.5 0.5 0.1 0.0 1.4 0.2 0.4 0.4 0.2 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.1 1.1 0.3 0.0 2.2 0.3 1.6 1.7 0.4 2.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.3 14.0 14.1 15.6 0.0 16.1 11.3 6.8 6.8 10.0 7.2 4.9 LnGrp LOS BBBBABBAABAA
Approach Vol, veh/h 333 308 924 1166
Approach Delay, s/veh 14.5 16.1 7.0 7.3
Approach LOS BBAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 28.9 16.2 28.9 16.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 69.5 41.5 69.5 41.5
Max Q Clear Time (g_c+I1), s 14.6 9.8 13.0 8.4
Green Ext Time (p_c), s 7.4 1.9 11.3 1.9
Intersection Summary
HCM 6th Ctrl Delay 9.1
HCM 6th LOS A
2915 East Colorado Porsche Existing Conditions
3: San Gabriel Blvd & Colorado Blvd Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 569 120 116 431 84 104 583 91 100 813 57 Future Volume (veh/h) 75 569 120 116 431 84 104 583 91 100 813 57 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 79 599 126 122 454 88 109 614 96 105 856 60 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 320 829 370 286 900 401 271 1022 159 329 1114 78 Arrive On Green 0.06 0.25 0.25 0.08 0.27 0.27 0.06 0.35 0.35 0.06 0.35 0.35 Sat Flow, veh/h 1594 3367 1502 1594 3367 1502 1594 2918 455 1594 3191 224 Grp Volume(v), veh/h 79 599 126 122 454 88 109 354 356 105 451 465 Grp Sat Flow(s),veh/h/ln 1594 1683 1502 1594 1683 1502 1594 1683 1690 1594 1683 1732 Q Serve(g_s), s 2.5 11.2 4.7 3.8 7.8 3.1 3.0 11.8 11.9 2.8 16.4 16.4 Cycle Q Clear(g_c), s 2.5 11.2 4.7 3.8 7.8 3.1 3.0 11.8 11.9 2.8 16.4 16.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 0.13
Lane Grp Cap(c), veh/h 320 829 370 286 900 401 271 589 592 329 587 604 V/C Ratio(X) 0.25 0.72 0.34 0.43 0.50 0.22 0.40 0.60 0.60 0.32 0.77 0.77 Avail Cap(c_a), veh/h 395 1331 594 360 1400 624 390 941 944 417 906 932 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 23.7 21.2 18.1 21.3 19.5 15.1 18.3 18.3 13.9 19.8 19.8 Incr Delay (d2), s/veh 0.4 1.2 0.5 1.0 0.4 0.3 1.0 1.0 1.0 0.6 2.2 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 4.2 1.6 1.4 2.9 1.0 1.0 4.3 4.3 1.0 6.1 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.2 24.9 21.8 19.1 21.7 19.8 16.0 19.3 19.3 14.4 22.0 21.9 LnGrp LOS B C C B C BBBBBCC
Approach Vol, veh/h 804 664 819 1021
Approach Delay, s/veh 23.7 21.0 18.9 21.2
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.8 28.5 9.8 21.4 8.9 28.4 8.4 22.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.1 38.3 8.5 27.1 9.5 36.9 7.1 28.5 Max Q Clear Time (g_c+I1), s 4.8 13.9 5.8 13.2 5.0 18.4 4.5 9.8 Green Ext Time (p_c), s 0.1 4.5 0.1 3.7 0.1 5.6 0.0 3.0 Intersection Summary
HCM 6th Ctrl Delay 21.2
HCM 6th LOS C
2915 East Colorado Porsche Existing Conditions
4: Sunnyslope Ave & Walnut St Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 160 20 7 48 82 15 29 18 66 43 126 Future Volume (veh/h) 105 160 20 7 48 82 15 29 18 66 43 126 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1772 1843 1772 1772 1843 1772 Adj Flow Rate, veh/h 109 167 21 7 50 85 16 30 19 69 45 131 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 633 925 115 645 181 307 271 253 127 307 107 222 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1185 3014 374 1129 589 1002 213 967 488 329 410 850 Grp Volume(v), veh/h 109 92 96 7 0 135 65 0 0 245 0 0
Grp Sat Flow(s),veh/h/ln 1185 1683 1705 1129 0 1592 1668 0 0 1589 0 0 Q Serve(g_s), s 1.6 0.8 0.9 0.1 0.0 1.3 0.0 0.0 0.0 1.4 0.0 0.0 Cycle Q Clear(g_c), s 2.9 0.8 0.9 1.0 0.0 1.3 0.6 0.0 0.0 2.7 0.0 0.0 Prop In Lane 1.00 0.22 1.00 0.63 0.25 0.29 0.28 0.53
Lane Grp Cap(c), veh/h 633 516 523 645 0 488 651 0 0 637 0 0 V/C Ratio(X) 0.17 0.18 0.18 0.01 0.00 0.28 0.10 0.00 0.00 0.38 0.00 0.00 Avail Cap(c_a), veh/h 2344 2948 2986 2276 0 2787 3610 0 0 3557 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.6 5.3 5.3 5.7 0.0 5.5 5.9 0.0 0.0 6.7 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.2 0.2 0.0 0.0 0.3 0.1 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.1 0.1 0.0 0.0 0.2 0.1 0.0 0.0 0.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.7 5.5 5.5 5.7 0.0 5.8 6.0 0.0 0.0 7.1 0.0 0.0 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 297 142 65 245
Approach Delay, s/veh 5.9 5.8 6.0 7.1
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 9.9 10.9 9.9 10.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 44.5 36.5 44.5 36.5
Max Q Clear Time (g_c+I1), s 2.6 4.9 4.7 3.3
Green Ext Time (p_c), s 0.4 1.5 1.8 0.8
Intersection Summary
HCM 6th Ctrl Delay 6.3
HCM 6th LOS A
2915 East Colorado Porsche Existing Conditions
5: Sunnyslope Ave & Colorado Blvd Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 681 24 17 549 43 9 7 3 49 20 37 Future Volume (veh/h) 33 681 24 17 549 43 9 7 3 49 20 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1772 1843 1772 1772 1843 1772 Adj Flow Rate, veh/h 34 702 25 18 566 44 9 7 3 51 21 38 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222
Cap, veh/h 600 1635 729 554 1537 119 313 92 33 319 37 67 Arrive On Green 0.49 0.49 0.49 0.49 0.49 0.49 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 766 3367 1502 687 3165 246 669 752 267 731 301 544 Grp Volume(v), veh/h 34 702 25 18 301 309 19 0 0 110 0 0 Grp Sat Flow(s),veh/h/ln 766 1683 1502 687 1683 1728 1688 0 0 1576 0 0 Q Serve(g_s), s 0.7 3.1 0.2 0.4 2.6 2.6 0.0 0.0 0.0 1.3 0.0 0.0 Cycle Q Clear(g_c), s 3.2 3.1 0.2 3.5 2.6 2.6 0.2 0.0 0.0 1.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.14 0.47 0.16 0.46 0.35
Lane Grp Cap(c), veh/h 600 1635 729 554 817 839 437 0 0 422 0 0 V/C Ratio(X) 0.06 0.43 0.03 0.03 0.37 0.37 0.04 0.00 0.00 0.26 0.00 0.00 Avail Cap(c_a), veh/h 2014 7850 3501 1823 3925 4028 2800 0 0 2777 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 4.7 3.8 3.1 5.0 3.7 3.7 8.9 0.0 0.0 9.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.3 0.3 0.0 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 4.8 4.0 3.1 5.0 4.0 4.0 9.0 0.0 0.0 9.8 0.0 0.0 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 761 628 19 110
Approach Delay, s/veh 4.0 4.0 9.0 9.8
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 7.3 15.6 7.3 15.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 37.5 53.5 37.5 53.5
Max Q Clear Time (g_c+I1), s 2.2 5.2 3.5 5.5
Green Ext Time (p_c), s 0.1 5.9 0.7 4.2
Intersection Summary
HCM 6th Ctrl Delay 4.5
HCM 6th LOS A
2915 East Colorado Porsche Existing Conditions
6: Sierra Madre Villa Ave & I-210 WB On Ramp/I-210 WB Off Ramp Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 181 0 205 288 757 0 0 484 361 Future Volume (veh/h) 0 0 0 181 0 205 288 757 0 0 484 361 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1575 1772 0 0 1772 1772 Adj Flow Rate, veh/h 265 0 141 306 805 0 0 515 384
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222220022
Cap, veh/h 502 0 237 465 2171 0 0 1246 580
Arrive On Green 0.16 0.00 0.16 0.16 0.64 0.00 0.00 0.39 0.39 Sat Flow, veh/h 3188 0 1502 2910 3455 0 0 3384 1502
Grp Volume(v), veh/h 265 0 141 306 805 0 0 515 384
Grp Sat Flow(s),veh/h/ln 1594 0 1502 1455 1683 0 0 1612 1502 Q Serve(g_s), s 3.5 0.0 4.0 4.5 5.1 0.0 0.0 5.3 9.6
Cycle Q Clear(g_c), s 3.5 0.0 4.0 4.5 5.1 0.0 0.0 5.3 9.6 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 502 0 237 465 2171 0 0 1246 580
V/C Ratio(X) 0.53 0.00 0.60 0.66 0.37 0.00 0.00 0.41 0.66 Avail Cap(c_a), veh/h 1575 0 742 1438 4325 0 0 2231 1039 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.6 0.0 17.8 18.0 3.8 0.0 0.0 10.2 11.5 Incr Delay (d2), s/veh 0.9 0.0 2.4 1.6 0.1 0.0 0.0 0.2 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 1.3 1.4 0.8 0.0 0.0 1.5 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.5 0.0 20.2 19.6 3.9 0.0 0.0 10.4 12.8 LnGrp LOS B A C BAAABB
Approach Vol, veh/h 406 1111 899
Approach Delay, s/veh 19.1 8.2 11.4
Approach LOS B A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 33.9 11.8 22.1 11.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 58.5 22.5 31.5 22.5
Max Q Clear Time (g_c+I1), s 7.1 6.5 11.6 6.0
Green Ext Time (p_c), s 6.6 0.9 6.0 1.2
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. 2915 East Colorado Porsche Existing Conditions
7: Sierra Madre Villa Ave & I-210 WB Off Ramp/I-210 EB On Ramp Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 550 93 355 0 0 0 0 474 76 192 525 0 Future Volume (veh/h) 550 93 355 0 0 0 0 474 76 192 525 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1740 1772 1772 0 1772 1772 1575 1772 0 Adj Flow Rate, veh/h 590 270 249 0 499 80 202 553 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 1054 563 477 0 1112 345 331 1536 0
Arrive On Green 0.32 0.32 0.32 0.00 0.23 0.23 0.11 0.46 0.00 Sat Flow, veh/h 3315 1772 1502 0 4997 1502 2910 3455 0
Grp Volume(v), veh/h 590 270 249 0 499 80 202 553 0
Grp Sat Flow(s),veh/h/ln 1658 1772 1502 0 1612 1502 1455 1683 0 Q Serve(g_s), s 5.9 4.9 5.4 0.0 3.5 1.7 2.6 4.3 0.0
Cycle Q Clear(g_c), s 5.9 4.9 5.4 0.0 3.5 1.7 2.6 4.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 1054 563 477 0 1112 345 331 1536 0 V/C Ratio(X) 0.56 0.48 0.52 0.00 0.45 0.23 0.61 0.36 0.00 Avail Cap(c_a), veh/h 2703 1445 1224 0 3580 1111 1059 4096 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.3 10.9 11.1 0.0 13.2 12.5 16.8 7.0 0.0 Incr Delay (d2), s/veh 0.5 0.6 0.9 0.0 0.3 0.3 1.8 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 1.4 1.4 0.0 1.0 0.5 0.8 1.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.8 11.6 12.0 0.0 13.5 12.8 18.6 7.2 0.0 LnGrp LOS B B B ABBBAA
Approach Vol, veh/h 1109 579 755
Approach Delay, s/veh 11.8 13.4 10.3
Approach LOS B B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 9.0 13.7 17.2 22.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 29.5 32.5 48.5
Max Q Clear Time (g_c+I1), s 4.6 5.5 7.9 6.3
Green Ext Time (p_c), s 0.4 3.6 4.8 4.1
Intersection Summary
HCM 6th Ctrl Delay 11.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. 2915 East Colorado Porsche Existing Conditions
8: Sierra Madre Villa Ave & Colorado Blvd Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 132 547 110 94 456 45 197 543 82 125 611 147 Future Volume (veh/h) 132 547 110 94 456 45 197 543 82 125 611 147 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1772 1772 1772 1740 1772 1772 Adj Flow Rate, veh/h 140 582 117 100 485 48 210 578 87 133 650 156 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 123 685 137 122 823 435 219 711 117 281 984 950 Arrive On Green 0.08 0.25 0.25 0.08 0.24 0.24 0.47 0.47 0.47 0.05 0.56 0.56 Sat Flow, veh/h 1594 2794 560 1594 3367 1502 353 1518 250 1658 1772 1502 Grp Volume(v), veh/h 140 350 349 100 485 48 329 0 546 133 650 156 Grp Sat Flow(s),veh/h/ln 1594 1683 1671 1594 1683 1502 553 0 1567 1658 1772 1502 Q Serve(g_s), s 8.5 21.8 21.9 6.8 14.0 2.6 32.7 0.0 31.2 4.5 28.3 4.7 Cycle Q Clear(g_c), s 8.5 21.8 21.9 6.8 14.0 2.6 51.5 0.0 31.2 4.5 28.3 4.7 Prop In Lane 1.00 0.34 1.00 1.00 0.64 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 123 413 410 122 823 435 313 0 735 281 984 950 V/C Ratio(X) 1.14 0.85 0.85 0.82 0.59 0.11 1.05 0.00 0.74 0.47 0.66 0.16 Avail Cap(c_a), veh/h 123 521 517 167 1134 574 313 0 735 281 984 950 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.7 39.5 39.6 50.0 36.6 28.6 41.4 0.0 23.8 19.1 17.2 8.3 Incr Delay (d2), s/veh 122.0 10.3 10.7 19.9 0.7 0.1 65.2 0.0 4.1 1.2 1.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 10.0 10.0 3.3 5.7 0.9 14.3 0.0 12.0 1.7 11.2 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 172.7 49.8 50.2 69.8 37.3 28.7 106.5 0.0 27.9 20.4 18.8 8.4 LnGrp LOS F D D E D C F A C C B A
Approach Vol, veh/h 839 633 875 939
Approach Delay, s/veh 70.5 41.8 57.5 17.3
Approach LOS E D E B
Timer - Assigned Phs 1234 678
Phs Duration (G+Y+Rc), s 9.5 56.0 12.9 31.4 65.5 13.0 31.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 51.5 11.5 34.0 61.0 8.5 37.0 Max Q Clear Time (g_c+I1), s 6.5 53.5 8.8 23.9 30.3 10.5 16.0 Green Ext Time (p_c), s 0.0 0.0 0.0 3.0 5.4 0.0 3.2
Intersection Summary
HCM 6th Ctrl Delay 46.3
HCM 6th LOS D
Innovating Through Informatics™
Existing Plus Project Conditions
2915 East Colorado Porsche Existing Plus Project Conditions 1: San Gabriel Blvd & Foothill Blvd Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 274 46 122 455 129 76 950 133 176 697 61 Future Volume (veh/h) 46 274 46 122 455 129 76 950 133 176 697 61 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 47 280 47 124 464 132 78 969 136 180 711 62 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 220 586 97 339 626 177 349 1290 575 310 1327 116 Arrive On Green 0.04 0.20 0.20 0.08 0.24 0.24 0.05 0.38 0.38 0.09 0.42 0.42 Sat Flow, veh/h 1594 2890 479 1594 2592 732 1594 3367 1502 1594 3133 273 Grp Volume(v), veh/h 47 162 165 124 300 296 78 969 136 180 382 391 Grp Sat Flow(s),veh/h/ln 1594 1683 1686 1594 1683 1640 1594 1683 1502 1594 1683 1723 Q Serve(g_s), s 1.7 6.4 6.5 4.5 12.4 12.5 2.2 18.7 4.6 4.9 12.7 12.7 Cycle Q Clear(g_c), s 1.7 6.4 6.5 4.5 12.4 12.5 2.2 18.7 4.6 4.9 12.7 12.7 Prop In Lane 1.00 0.28 1.00 0.45 1.00 1.00 1.00 0.16
Lane Grp Cap(c), veh/h 220 341 342 339 406 396 349 1290 575 310 713 730 V/C Ratio(X) 0.21 0.47 0.48 0.37 0.74 0.75 0.22 0.75 0.24 0.58 0.54 0.54 Avail Cap(c_a), veh/h 283 740 741 349 749 730 410 2108 940 490 1247 1276 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.7 26.4 26.4 21.0 26.3 26.4 13.2 20.0 15.7 15.2 16.1 16.1 Incr Delay (d2), s/veh 0.5 1.0 1.1 0.7 2.6 2.8 0.3 0.9 0.2 1.7 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 2.6 2.6 1.7 5.0 5.0 0.7 6.8 1.5 1.7 4.5 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.2 27.4 27.5 21.6 28.9 29.2 13.5 20.9 15.9 16.9 16.7 16.7 LnGrp LOS CCCCCCBC BBBB
Approach Vol, veh/h 374 720 1183 953
Approach Delay, s/veh 26.9 27.8 19.9 16.8
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.6 33.3 10.5 19.7 8.5 36.3 7.6 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.5 47.0 6.5 33.0 6.9 55.6 6.1 33.4 Max Q Clear Time (g_c+I1), s 6.9 20.7 6.5 8.5 4.2 14.7 3.7 14.5 Green Ext Time (p_c), s 0.3 8.1 0.0 1.9 0.0 5.4 0.0 3.6 Intersection Summary
HCM 6th Ctrl Delay 21.5
HCM 6th LOS C
2915 East Colorado Porsche Existing Plus Project Conditions 2: San Gabriel Blvd & Walnut St Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 108 29 20 73 130 44 1063 53 107 696 26 Future Volume (veh/h) 26 108 29 20 73 130 44 1063 53 107 696 26 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1843 1772 1673 1772 1772 1673 1772 1843 Adj Flow Rate, veh/h 27 110 30 20 74 133 45 1085 54 109 710 27 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 252 524 138 351 117 211 497 1965 98 348 2027 940 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.60 0.60 0.60 0.60 0.60 0.60 Sat Flow, veh/h 1110 2635 695 1179 590 1061 681 3264 162 467 3367 1562 Grp Volume(v), veh/h 27 69 71 20 0 207 45 559 580 109 710 27 Grp Sat Flow(s),veh/h/ln 1110 1683 1647 1179 0 1652 681 1683 1743 467 1683 1562 Q Serve(g_s), s 1.0 1.5 1.6 0.7 0.0 5.2 1.6 8.9 9.0 8.2 4.8 0.3 Cycle Q Clear(g_c), s 6.2 1.5 1.6 2.3 0.0 5.2 6.4 8.9 9.0 17.2 4.8 0.3 Prop In Lane 1.00 0.42 1.00 0.64 1.00 0.09 1.00 1.00
Lane Grp Cap(c), veh/h 252 334 327 351 0 328 497 1014 1049 348 2027 940 V/C Ratio(X) 0.11 0.21 0.22 0.06 0.00 0.63 0.09 0.55 0.55 0.31 0.35 0.03 Avail Cap(c_a), veh/h 879 1285 1258 1017 0 1261 1240 2850 2951 857 5700 2644 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.4 15.1 15.2 16.1 0.0 16.6 6.1 5.4 5.4 10.5 4.5 3.6 Incr Delay (d2), s/veh 0.2 0.3 0.3 0.1 0.0 2.0 0.1 0.5 0.5 0.5 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.5 0.5 0.2 0.0 1.8 0.2 1.7 1.8 0.7 0.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.6 15.4 15.5 16.2 0.0 18.6 6.2 5.8 5.8 11.0 4.6 3.7 LnGrp LOS BBBBABAAABAA
Approach Vol, veh/h 167 227 1184 846
Approach Delay, s/veh 16.1 18.4 5.8 5.4
Approach LOS BBAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 31.7 13.5 31.7 13.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 76.5 34.5 76.5 34.5
Max Q Clear Time (g_c+I1), s 11.0 8.2 19.2 7.2
Green Ext Time (p_c), s 10.5 0.8 8.0 1.3
Intersection Summary
HCM 6th Ctrl Delay 7.6
HCM 6th LOS A
2915 East Colorado Porsche Existing Plus Project Conditions 3: San Gabriel Blvd & Colorado Blvd Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 256 46 70 454 78 122 1035 87 128 561 40 Future Volume (veh/h) 78 256 46 70 454 78 122 1035 87 128 561 40 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 80 261 47 71 463 80 124 1056 89 131 572 41 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 222222222222
Cap, veh/h 248 674 301 322 665 297 436 1324 112 273 1352 97 Arrive On Green 0.06 0.20 0.20 0.05 0.20 0.20 0.07 0.42 0.42 0.07 0.42 0.42 Sat Flow, veh/h 1594 3367 1502 1594 3367 1502 1594 3143 265 1594 3186 228 Grp Volume(v), veh/h 80 261 47 71 463 80 124 565 580 131 302 311 Grp Sat Flow(s),veh/h/ln 1594 1683 1502 1594 1683 1502 1594 1683 1724 1594 1683 1731 Q Serve(g_s), s 2.8 4.7 1.8 2.5 9.0 3.2 3.0 20.6 20.7 3.2 8.9 8.9 Cycle Q Clear(g_c), s 2.8 4.7 1.8 2.5 9.0 3.2 3.0 20.6 20.7 3.2 8.9 8.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 0.13
Lane Grp Cap(c), veh/h 248 674 301 322 665 297 436 709 727 273 714 734 V/C Ratio(X) 0.32 0.39 0.16 0.22 0.70 0.27 0.28 0.80 0.80 0.48 0.42 0.42 Avail Cap(c_a), veh/h 279 1303 581 352 1294 577 565 950 973 383 936 962 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.3 24.4 23.3 20.9 26.3 24.0 10.7 17.8 17.8 14.2 14.2 14.2 Incr Delay (d2), s/veh 0.7 0.4 0.2 0.3 1.3 0.5 0.4 3.5 3.4 1.3 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.8 0.6 0.9 3.5 1.1 1.0 7.7 7.9 1.1 3.1 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.1 24.8 23.5 21.2 27.7 24.5 11.0 21.3 21.2 15.5 14.6 14.6 LnGrp LOS CCCCCCBCCBBB
Approach Vol, veh/h 388 614 1269 744
Approach Delay, s/veh 24.1 26.5 20.3 14.8
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.4 34.2 8.3 18.6 9.2 34.4 8.5 18.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.8 39.8 5.1 27.3 10.4 39.2 5.3 27.1 Max Q Clear Time (g_c+I1), s 5.2 22.7 4.5 6.7 5.0 10.9 4.8 11.0 Green Ext Time (p_c), s 0.1 7.1 0.0 1.7 0.1 3.8 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 20.7
HCM 6th LOS C
2915 East Colorado Porsche Existing Plus Project Conditions 4: Sunnyslope Ave & Walnut St Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 109 67 13 8 49 82 7 51 3 56 54 117 Future Volume (veh/h) 109 67 13 8 49 82 7 51 3 56 54 117 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1772 1843 1772 1772 1843 1772 Adj Flow Rate, veh/h 125 77 15 9 56 94 8 59 3 64 62 134 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 607 856 162 686 180 303 213 444 21 286 138 227 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 1169 2823 535 1232 594 998 91 1617 76 277 501 827 Grp Volume(v), veh/h 125 45 47 9 0 150 70 0 0 260 0 0
Grp Sat Flow(s),veh/h/ln 1169 1683 1676 1232 0 1592 1784 0 0 1605 0 0 Q Serve(g_s), s 2.0 0.4 0.4 0.1 0.0 1.5 0.0 0.0 0.0 1.2 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.4 0.4 0.5 0.0 1.5 0.6 0.0 0.0 2.9 0.0 0.0 Prop In Lane 1.00 0.32 1.00 0.63 0.11 0.04 0.25 0.52
Lane Grp Cap(c), veh/h 607 511 508 686 0 483 678 0 0 651 0 0 V/C Ratio(X) 0.21 0.09 0.09 0.01 0.00 0.31 0.10 0.00 0.00 0.40 0.00 0.00 Avail Cap(c_a), veh/h 2308 2959 2946 2479 0 2799 3734 0 0 3426 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.1 5.3 5.3 5.5 0.0 5.7 5.8 0.0 0.0 6.6 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.1 0.1 0.0 0.0 0.4 0.1 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.1 0.1 0.0 0.0 0.2 0.1 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.2 5.4 5.4 5.5 0.0 6.1 5.9 0.0 0.0 7.0 0.0 0.0 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 217 159 70 260
Approach Delay, s/veh 6.5 6.0 5.9 7.0
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 10.4 11.0 10.4 11.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 43.5 37.5 43.5 37.5
Max Q Clear Time (g_c+I1), s 2.6 5.5 4.9 3.5
Green Ext Time (p_c), s 0.4 1.0 1.9 0.9
Intersection Summary
HCM 6th Ctrl Delay 6.5
HCM 6th LOS A
2915 East Colorado Porsche Existing Plus Project Conditions 5: Sunnyslope Ave & Colorado Blvd Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 362 8 15 635 67 10 8 3 38 14 30 Future Volume (veh/h) 47 362 8 15 635 67 10 8 3 38 14 30 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1772 1843 1772 1772 1843 1772 Adj Flow Rate, veh/h 49 381 8 16 668 71 11 8 3 40 15 32 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 555 1608 717 715 1467 156 337 70 25 321 30 64 Arrive On Green 0.48 0.48 0.48 0.48 0.48 0.48 0.11 0.11 0.11 0.11 0.11 0.11 Sat Flow, veh/h 680 3367 1502 939 3071 326 810 634 228 725 272 580 Grp Volume(v), veh/h 49 381 8 16 366 373 22 0 0 87 0 0
Grp Sat Flow(s),veh/h/ln 680 1683 1502 939 1683 1713 1673 0 0 1577 0 0 Q Serve(g_s), s 1.1 1.5 0.1 0.2 3.2 3.2 0.0 0.0 0.0 0.9 0.0 0.0 Cycle Q Clear(g_c), s 4.3 1.5 0.1 1.7 3.2 3.2 0.2 0.0 0.0 1.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.19 0.50 0.14 0.46 0.37
Lane Grp Cap(c), veh/h 555 1608 717 715 804 818 432 0 0 415 0 0 V/C Ratio(X) 0.09 0.24 0.01 0.02 0.45 0.46 0.05 0.00 0.00 0.21 0.00 0.00 Avail Cap(c_a), veh/h 1955 8544 3811 2651 4272 4348 2801 0 0 2764 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 5.3 3.4 3.0 3.9 3.8 3.8 8.8 0.0 0.0 9.1 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.1 0.0 0.0 0.4 0.4 0.0 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.3 3.4 3.0 3.9 4.2 4.2 8.8 0.0 0.0 9.4 0.0 0.0 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 438 755 22 87
Approach Delay, s/veh 3.6 4.2 8.8 9.4
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 6.9 14.9 6.9 14.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 55.5 35.5 55.5
Max Q Clear Time (g_c+I1), s 2.2 6.3 3.1 5.2
Green Ext Time (p_c), s 0.1 3.2 0.5 5.3
Intersection Summary
HCM 6th Ctrl Delay 4.4
HCM 6th LOS A
2915 East Colorado Porsche Existing Plus Project Conditions 6: Sierra Madre Villa Ave & I-210 WB On Ramp/I-210 WB Off Ramp Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 179 0 192 234 634 0 0 326 167 Future Volume (veh/h) 0 0 0 179 0 192 234 634 0 0 326 167 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1575 1772 0 0 1772 1772 Adj Flow Rate, veh/h 250 0 131 244 660 0 0 340 174
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222220022
Cap, veh/h 551 0 260 421 1844 0 0 850 396
Arrive On Green 0.17 0.00 0.17 0.14 0.55 0.00 0.00 0.26 0.26 Sat Flow, veh/h 3188 0 1502 2910 3455 0 0 3384 1502
Grp Volume(v), veh/h 250 0 131 244 660 0 0 340 174
Grp Sat Flow(s),veh/h/ln 1594 0 1502 1455 1683 0 0 1612 1502 Q Serve(g_s), s 2.3 0.0 2.5 2.5 3.6 0.0 0.0 2.8 3.1
Cycle Q Clear(g_c), s 2.3 0.0 2.5 2.5 3.6 0.0 0.0 2.8 3.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 551 0 260 421 1844 0 0 850 396
V/C Ratio(X) 0.45 0.00 0.50 0.58 0.36 0.00 0.00 0.40 0.44 Avail Cap(c_a), veh/h 2424 0 1142 1942 5904 0 0 3053 1422 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 12.0 0.0 12.1 12.9 4.1 0.0 0.0 9.8 9.9 Incr Delay (d2), s/veh 0.6 0.0 1.5 1.3 0.1 0.0 0.0 0.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.7 0.7 0.4 0.0 0.0 0.7 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.5 0.0 13.6 14.1 4.2 0.0 0.0 10.1 10.6 LnGrp LOS BABBAAABB
Approach Vol, veh/h 381 904 514
Approach Delay, s/veh 12.9 6.9 10.3
Approach LOS B A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 22.1 9.2 13.0 10.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 56.5 21.5 30.5 24.5
Max Q Clear Time (g_c+I1), s 5.6 4.5 5.1 4.5
Green Ext Time (p_c), s 5.1 0.7 3.4 1.2
Intersection Summary
HCM 6th Ctrl Delay 9.1
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement. 2915 East Colorado Porsche Existing Plus Project Conditions 7: Sierra Madre Villa Ave & I-210 WB Off Ramp/I-210 EB On Ramp Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 457 48 226 0 0 0 0 409 66 154 351 0 Future Volume (veh/h) 457 48 226 0 0 0 0 409 66 154 351 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1740 1772 1772 0 1772 1772 1575 1772 0 Adj Flow Rate, veh/h 486 171 160 0 435 70 164 373 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 913 488 414 0 1086 337 332 1573 0
Arrive On Green 0.28 0.28 0.28 0.00 0.22 0.22 0.11 0.47 0.00 Sat Flow, veh/h 3315 1772 1502 0 4997 1502 2910 3455 0
Grp Volume(v), veh/h 486 171 160 0 435 70 164 373 0
Grp Sat Flow(s),veh/h/ln 1658 1772 1502 0 1612 1502 1455 1683 0 Q Serve(g_s), s 4.4 2.7 3.0 0.0 2.7 1.3 1.9 2.3 0.0
Cycle Q Clear(g_c), s 4.4 2.7 3.0 0.0 2.7 1.3 1.9 2.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 913 488 414 0 1086 337 332 1573 0 V/C Ratio(X) 0.53 0.35 0.39 0.00 0.40 0.21 0.49 0.24 0.00 Avail Cap(c_a), veh/h 2987 1596 1353 0 4220 1310 1207 4766 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 10.8 10.2 10.3 0.0 11.6 11.0 14.5 5.6 0.0 Incr Delay (d2), s/veh 0.5 0.4 0.6 0.0 0.2 0.3 1.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.8 0.7 0.0 0.7 0.4 0.5 0.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.2 10.6 10.9 0.0 11.8 11.3 15.7 5.7 0.0 LnGrp LOS B B B ABBBAA
Approach Vol, veh/h 817 505 537
Approach Delay, s/veh 11.0 11.7 8.7
Approach LOS B B A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 8.5 12.3 14.1 20.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 30.5 31.5 49.5
Max Q Clear Time (g_c+I1), s 3.9 4.7 6.4 4.3
Green Ext Time (p_c), s 0.3 3.2 3.3 2.6
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. 2915 East Colorado Porsche Existing Plus Project Conditions 8: Sierra Madre Villa Ave & Colorado Blvd Timing Plan: AM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 263 63 65 522 26 207 703 102 86 638 181 Future Volume (veh/h) 106 263 63 65 522 26 207 703 102 86 638 181 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1772 1772 1772 1740 1772 1772 Adj Flow Rate, veh/h 110 274 66 68 544 27 216 732 106 90 665 189 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 99 579 137 85 692 380 232 827 131 255 1069 999 Arrive On Green 0.06 0.21 0.21 0.05 0.21 0.21 0.51 0.51 0.51 0.05 0.60 0.60 Sat Flow, veh/h 1594 2701 639 1594 3367 1502 349 1615 255 1658 1772 1502 Grp Volume(v), veh/h 110 169 171 68 544 27 404 0 650 90 665 189 Grp Sat Flow(s),veh/h/ln 1594 1683 1657 1594 1683 1502 653 0 1566 1658 1772 1502 Q Serve(g_s), s 6.5 9.2 9.4 4.4 16.0 1.4 38.1 0.0 36.1 2.5 24.9 5.0 Cycle Q Clear(g_c), s 6.5 9.2 9.4 4.4 16.0 1.4 53.5 0.0 36.1 2.5 24.9 5.0 Prop In Lane 1.00 0.39 1.00 1.00 0.53 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 99 361 355 85 692 380 387 0 802 255 1069 999 V/C Ratio(X) 1.11 0.47 0.48 0.80 0.79 0.07 1.04 0.00 0.81 0.35 0.62 0.19 Avail Cap(c_a), veh/h 99 514 506 177 1192 604 387 0 802 255 1069 999 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.0 35.8 35.9 48.9 39.3 29.7 35.8 0.0 21.3 17.9 13.2 6.7 Incr Delay (d2), s/veh 122.9 0.9 1.0 15.8 2.0 0.1 57.4 0.0 6.3 0.8 1.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.9 3.8 3.9 2.1 6.7 0.5 16.3 0.0 13.9 0.9 9.3 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 171.9 36.8 36.9 64.7 41.3 29.7 93.2 0.0 27.5 18.7 14.3 6.8 LnGrp LOS F D D E D C F A C B B A
Approach Vol, veh/h 450 639 1054 944
Approach Delay, s/veh 69.9 43.3 52.7 13.2
Approach LOS E D D B
Timer - Assigned Phs 1234 678
Phs Duration (G+Y+Rc), s 9.5 58.0 10.1 26.9 67.5 11.0 26.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 53.5 11.6 31.9 63.0 6.5 37.0 Max Q Clear Time (g_c+I1), s 4.5 55.5 6.4 11.4 26.9 8.5 18.0 Green Ext Time (p_c), s 0.0 0.0 0.0 1.8 5.8 0.0 3.5
Intersection Summary
HCM 6th Ctrl Delay 41.2
HCM 6th LOS D
2915 East Colorado Porsche Existing Plus Project Conditions 1: San Gabriel Blvd & Foothill Blvd Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 83 613 96 170 382 98 63 693 176 145 801 38 Future Volume (veh/h) 83 613 96 170 382 98 63 693 176 145 801 38 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 87 645 101 179 402 103 66 729 185 153 843 40 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 359 832 130 311 887 225 230 983 439 290 1089 52 Arrive On Green 0.05 0.29 0.29 0.10 0.33 0.33 0.05 0.29 0.29 0.09 0.33 0.33 Sat Flow, veh/h 1594 2917 456 1594 2659 675 1594 3367 1502 1594 3272 155 Grp Volume(v), veh/h 87 372 374 179 253 252 66 729 185 153 434 449 Grp Sat Flow(s),veh/h/ln 1594 1683 1690 1594 1683 1651 1594 1683 1502 1594 1683 1744 Q Serve(g_s), s 3.0 15.8 15.9 5.9 9.2 9.4 2.2 15.3 7.8 5.1 18.1 18.1 Cycle Q Clear(g_c), s 3.0 15.8 15.9 5.9 9.2 9.4 2.2 15.3 7.8 5.1 18.1 18.1 Prop In Lane 1.00 0.27 1.00 0.41 1.00 1.00 1.00 0.09
Lane Grp Cap(c), veh/h 359 480 482 311 561 550 230 983 439 290 560 580 V/C Ratio(X) 0.24 0.77 0.78 0.58 0.45 0.46 0.29 0.74 0.42 0.53 0.77 0.77 Avail Cap(c_a), veh/h 417 744 747 484 947 928 265 1617 721 423 981 1016 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.2 25.6 25.6 18.2 20.4 20.5 19.3 25.0 22.3 18.3 23.4 23.4 Incr Delay (d2), s/veh 0.3 2.7 2.7 1.7 0.6 0.6 0.7 1.1 0.6 1.5 2.3 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 6.4 6.4 2.2 3.5 3.5 0.8 5.8 2.7 1.8 7.0 7.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.6 28.3 28.4 19.9 21.0 21.1 20.0 26.1 23.0 19.8 25.7 25.7 LnGrp LOS B C C B C C B C C B C C
Approach Vol, veh/h 833 684 980 1036
Approach Delay, s/veh 27.3 20.7 25.1 24.8
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.5 27.3 12.5 26.8 8.3 30.5 8.7 30.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 37.5 16.5 34.5 5.5 45.5 7.1 43.9 Max Q Clear Time (g_c+I1), s 7.1 17.3 7.9 17.9 4.2 20.1 5.0 11.4 Green Ext Time (p_c), s 0.2 5.5 0.3 4.4 0.0 5.9 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 24.7
HCM 6th LOS C
2915 East Colorado Porsche Existing Plus Project Conditions 2: San Gabriel Blvd & Walnut St Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 213 59 34 128 137 41 758 42 80 965 30 Future Volume (veh/h) 33 213 59 34 128 137 41 758 42 80 965 30 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1843 1772 1673 1772 1772 1673 1772 1843 Adj Flow Rate, veh/h 36 234 65 37 141 151 45 833 46 88 1060 33 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 267 699 190 347 218 233 314 1769 98 381 1836 852 Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 1027 2617 711 1020 814 872 487 3244 179 596 3367 1562 Grp Volume(v), veh/h 36 149 150 37 0 292 45 432 447 88 1060 33 Grp Sat Flow(s),veh/h/ln 1027 1683 1644 1020 0 1686 487 1683 1740 596 1683 1562 Q Serve(g_s), s 1.5 3.4 3.5 1.5 0.0 7.4 3.2 7.5 7.5 5.1 10.0 0.5 Cycle Q Clear(g_c), s 8.9 3.4 3.5 5.0 0.0 7.4 13.3 7.5 7.5 12.6 10.0 0.5 Prop In Lane 1.00 0.43 1.00 0.52 1.00 0.10 1.00 1.00
Lane Grp Cap(c), veh/h 267 450 439 347 0 451 314 918 949 381 1836 852 V/C Ratio(X) 0.14 0.33 0.34 0.11 0.00 0.65 0.14 0.47 0.47 0.23 0.58 0.04 Avail Cap(c_a), veh/h 879 1453 1419 955 0 1455 753 2434 2515 918 4868 2258 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.6 14.2 14.2 16.2 0.0 15.6 11.7 6.7 6.7 10.5 7.2 5.1 Incr Delay (d2), s/veh 0.2 0.4 0.5 0.1 0.0 1.6 0.2 0.4 0.4 0.3 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.1 1.2 0.3 0.0 2.6 0.3 1.8 1.9 0.6 2.4 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.8 14.6 14.7 16.4 0.0 17.2 11.9 7.1 7.0 10.9 7.5 5.1 LnGrp LOS BBBBABBAABAA
Approach Vol, veh/h 335 329 924 1181
Approach Delay, s/veh 15.2 17.1 7.3 7.7
Approach LOS BBAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 30.7 17.3 30.7 17.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 69.5 41.5 69.5 41.5
Max Q Clear Time (g_c+I1), s 15.3 10.9 14.6 9.4
Green Ext Time (p_c), s 7.4 1.9 11.6 2.1
Intersection Summary
HCM 6th Ctrl Delay 9.6
HCM 6th LOS A
2915 East Colorado Porsche Existing Plus Project Conditions 3: San Gabriel Blvd & Colorado Blvd Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 575 120 121 438 84 104 583 95 100 813 57 Future Volume (veh/h) 75 575 120 121 438 84 104 583 95 100 813 57 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 79 605 126 127 461 88 109 614 100 105 856 60 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 320 833 372 289 914 407 269 1013 165 325 1110 78 Arrive On Green 0.06 0.25 0.25 0.08 0.27 0.27 0.06 0.35 0.35 0.06 0.35 0.35 Sat Flow, veh/h 1594 3367 1502 1594 3367 1502 1594 2899 471 1594 3191 224 Grp Volume(v), veh/h 79 605 126 127 461 88 109 356 358 105 451 465 Grp Sat Flow(s),veh/h/ln 1594 1683 1502 1594 1683 1502 1594 1683 1687 1594 1683 1732 Q Serve(g_s), s 2.5 11.4 4.8 4.0 8.0 3.1 3.0 12.1 12.1 2.9 16.5 16.5 Cycle Q Clear(g_c), s 2.5 11.4 4.8 4.0 8.0 3.1 3.0 12.1 12.1 2.9 16.5 16.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.28 1.00 0.13
Lane Grp Cap(c), veh/h 320 833 372 289 914 407 269 588 590 325 586 602 V/C Ratio(X) 0.25 0.73 0.34 0.44 0.50 0.22 0.40 0.61 0.61 0.32 0.77 0.77 Avail Cap(c_a), veh/h 394 1318 588 356 1386 618 385 931 933 412 897 923 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.0 23.9 21.4 18.1 21.3 19.5 15.3 18.6 18.6 14.1 20.1 20.1 Incr Delay (d2), s/veh 0.4 1.2 0.5 1.1 0.4 0.3 1.0 1.0 1.0 0.6 2.2 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 4.3 1.6 1.4 3.0 1.0 1.0 4.4 4.4 1.0 6.2 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.4 25.1 21.9 19.2 21.7 19.8 16.3 19.6 19.6 14.7 22.4 22.3 LnGrp LOS B C C B C BBBBBCC
Approach Vol, veh/h 810 676 823 1021
Approach Delay, s/veh 24.0 21.0 19.1 21.5
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.8 28.7 10.1 21.6 9.0 28.6 8.4 23.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.1 38.3 8.5 27.1 9.5 36.9 7.1 28.5 Max Q Clear Time (g_c+I1), s 4.9 14.1 6.0 13.4 5.0 18.5 4.5 10.0 Green Ext Time (p_c), s 0.1 4.5 0.1 3.7 0.1 5.5 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
2915 East Colorado Porsche Existing Plus Project Conditions 4: Sunnyslope Ave & Walnut St Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 176 20 7 66 82 15 29 18 66 43 126 Future Volume (veh/h) 105 176 20 7 66 82 15 29 18 66 43 126 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1772 1843 1772 1772 1843 1772 Adj Flow Rate, veh/h 109 183 21 7 69 85 16 30 19 69 45 131 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 623 967 110 642 229 282 266 252 127 302 107 221 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1164 3048 345 1113 722 890 212 969 488 328 411 850 Grp Volume(v), veh/h 109 100 104 7 0 154 65 0 0 245 0 0 Grp Sat Flow(s),veh/h/ln 1164 1683 1710 1113 0 1612 1669 0 0 1589 0 0 Q Serve(g_s), s 1.7 0.9 0.9 0.1 0.0 1.5 0.0 0.0 0.0 1.4 0.0 0.0 Cycle Q Clear(g_c), s 3.2 0.9 0.9 1.0 0.0 1.5 0.6 0.0 0.0 2.8 0.0 0.0 Prop In Lane 1.00 0.20 1.00 0.55 0.25 0.29 0.28 0.53
Lane Grp Cap(c), veh/h 623 534 542 642 0 511 645 0 0 630 0 0 V/C Ratio(X) 0.17 0.19 0.19 0.01 0.00 0.30 0.10 0.00 0.00 0.39 0.00 0.00 Avail Cap(c_a), veh/h 2249 2884 2929 2195 0 2762 3532 0 0 3480 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.7 5.3 5.3 5.7 0.0 5.5 6.1 0.0 0.0 6.8 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.2 0.2 0.0 0.0 0.3 0.1 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.1 0.1 0.0 0.0 0.2 0.1 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.8 5.4 5.5 5.7 0.0 5.8 6.1 0.0 0.0 7.2 0.0 0.0 LnGrp LOS AAAAAAAAAAAA
Approach Vol, veh/h 313 161 65 245
Approach Delay, s/veh 5.9 5.8 6.1 7.2
Approach LOS AAAA
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 10.0 11.3 10.0 11.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 44.5 36.5 44.5 36.5
Max Q Clear Time (g_c+I1), s 2.6 5.2 4.8 3.5
Green Ext Time (p_c), s 0.4 1.6 1.8 0.9
Intersection Summary
HCM 6th Ctrl Delay 6.3
HCM 6th LOS A
2915 East Colorado Porsche Existing Plus Project Conditions 5: Sunnyslope Ave & Colorado Blvd Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 681 24 17 561 43 9 7 3 65 20 37 Future Volume (veh/h) 43 681 24 17 561 43 9 7 3 65 20 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1772 1843 1772 1772 1843 1772 Adj Flow Rate, veh/h 44 702 25 18 578 44 9 7 3 67 21 38 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222
Cap, veh/h 589 1650 736 549 1554 118 305 105 35 341 34 61 Arrive On Green 0.49 0.49 0.49 0.49 0.49 0.49 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 758 3367 1502 687 3171 241 623 808 268 831 260 471 Grp Volume(v), veh/h 44 702 25 18 306 316 19 0 0 126 0 0 Grp Sat Flow(s),veh/h/ln 758 1683 1502 687 1683 1729 1699 0 0 1562 0 0 Q Serve(g_s), s 0.9 3.2 0.2 0.4 2.7 2.7 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 3.6 3.2 0.2 3.6 2.7 2.7 0.2 0.0 0.0 1.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.14 0.47 0.16 0.53 0.30
Lane Grp Cap(c), veh/h 589 1650 736 549 825 847 445 0 0 436 0 0 V/C Ratio(X) 0.07 0.43 0.03 0.03 0.37 0.37 0.04 0.00 0.00 0.29 0.00 0.00 Avail Cap(c_a), veh/h 1929 7605 3392 1764 3802 3905 2716 0 0 2680 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 4.9 3.9 3.1 5.0 3.8 3.8 9.1 0.0 0.0 9.7 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.2 0.0 0.0 0.3 0.3 0.0 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.1 0.0 0.0 0.2 0.2 0.1 0.0 0.0 0.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 4.9 4.1 3.1 5.1 4.0 4.0 9.1 0.0 0.0 10.1 0.0 0.0 LnGrp LOS AAAAAAAAABAA
Approach Vol, veh/h 771 640 19 126
Approach Delay, s/veh 4.1 4.1 9.1 10.1
Approach LOS AAAB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 7.6 16.1 7.6 16.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 37.5 53.5 37.5 53.5
Max Q Clear Time (g_c+I1), s 2.2 5.6 3.8 5.6
Green Ext Time (p_c), s 0.1 6.0 0.8 4.3
Intersection Summary
HCM 6th Ctrl Delay 4.6
HCM 6th LOS A
2915 East Colorado Porsche Existing Plus Project Conditions 6: Sierra Madre Villa Ave & I-210 WB On Ramp/I-210 WB Off Ramp Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 187 0 205 288 759 0 0 486 361 Future Volume (veh/h) 0 0 0 187 0 205 288 759 0 0 486 361 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1575 1772 0 0 1772 1772 Adj Flow Rate, veh/h 270 0 142 306 807 0 0 517 384
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222220022
Cap, veh/h 505 0 238 464 2169 0 0 1246 580
Arrive On Green 0.16 0.00 0.16 0.16 0.64 0.00 0.00 0.39 0.39 Sat Flow, veh/h 3188 0 1502 2910 3455 0 0 3384 1502
Grp Volume(v), veh/h 270 0 142 306 807 0 0 517 384
Grp Sat Flow(s),veh/h/ln 1594 0 1502 1455 1683 0 0 1612 1502 Q Serve(g_s), s 3.6 0.0 4.0 4.5 5.1 0.0 0.0 5.3 9.6
Cycle Q Clear(g_c), s 3.6 0.0 4.0 4.5 5.1 0.0 0.0 5.3 9.6 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 505 0 238 464 2169 0 0 1246 580
V/C Ratio(X) 0.53 0.00 0.60 0.66 0.37 0.00 0.00 0.42 0.66 Avail Cap(c_a), veh/h 1571 0 740 1435 4315 0 0 2226 1036 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.7 0.0 17.9 18.0 3.8 0.0 0.0 10.2 11.6 Incr Delay (d2), s/veh 0.9 0.0 2.4 1.6 0.1 0.0 0.0 0.2 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 1.3 1.4 0.8 0.0 0.0 1.5 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.5 0.0 20.2 19.6 3.9 0.0 0.0 10.5 12.9 LnGrp LOS B A C BAAABB
Approach Vol, veh/h 412 1113 901
Approach Delay, s/veh 19.1 8.2 11.5
Approach LOS B A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 33.9 11.8 22.1 11.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 58.5 22.5 31.5 22.5
Max Q Clear Time (g_c+I1), s 7.1 6.5 11.6 6.0
Green Ext Time (p_c), s 6.6 0.9 6.0 1.3
Intersection Summary
HCM 6th Ctrl Delay 11.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. 2915 East Colorado Porsche Existing Plus Project Conditions 7: Sierra Madre Villa Ave & I-210 WB Off Ramp/I-210 EB On Ramp Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 550 93 355 0 0 0 0 476 83 192 533 0 Future Volume (veh/h) 550 93 355 0 0 0 0 476 83 192 533 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1740 1772 1772 0 1772 1772 1575 1772 0 Adj Flow Rate, veh/h 590 270 249 0 501 87 202 561 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 1053 563 477 0 1116 347 331 1539 0
Arrive On Green 0.32 0.32 0.32 0.00 0.23 0.23 0.11 0.46 0.00 Sat Flow, veh/h 3315 1772 1502 0 4997 1502 2910 3455 0
Grp Volume(v), veh/h 590 270 249 0 501 87 202 561 0
Grp Sat Flow(s),veh/h/ln 1658 1772 1502 0 1612 1502 1455 1683 0 Q Serve(g_s), s 5.9 4.9 5.4 0.0 3.5 1.9 2.6 4.3 0.0
Cycle Q Clear(g_c), s 5.9 4.9 5.4 0.0 3.5 1.9 2.6 4.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 1053 563 477 0 1116 347 331 1539 0 V/C Ratio(X) 0.56 0.48 0.52 0.00 0.45 0.25 0.61 0.36 0.00 Avail Cap(c_a), veh/h 2698 1442 1222 0 3573 1109 1056 4088 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.3 11.0 11.1 0.0 13.2 12.5 16.9 7.1 0.0 Incr Delay (d2), s/veh 0.5 0.6 0.9 0.0 0.3 0.4 1.8 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 1.4 1.4 0.0 1.0 0.5 0.8 1.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.8 11.6 12.0 0.0 13.5 12.9 18.7 7.2 0.0 LnGrp LOS B B B ABBBAA
Approach Vol, veh/h 1109 588 763
Approach Delay, s/veh 11.8 13.4 10.2
Approach LOS B B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 9.0 13.7 17.2 22.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 29.5 32.5 48.5
Max Q Clear Time (g_c+I1), s 4.6 5.5 7.9 6.3
Green Ext Time (p_c), s 0.4 3.7 4.8 4.1
Intersection Summary
HCM 6th Ctrl Delay 11.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. 2915 East Colorado Porsche Existing Plus Project Conditions 8: Sierra Madre Villa Ave & Colorado Blvd Timing Plan: PM Peak Hour Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 141 554 110 94 462 45 197 543 82 125 611 155 Future Volume (veh/h) 141 554 110 94 462 45 197 543 82 125 611 155 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1772 1772 1772 1740 1772 1772 Adj Flow Rate, veh/h 150 589 117 100 491 48 210 578 87 133 650 165 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 123 691 137 122 829 438 217 708 116 278 981 948 Arrive On Green 0.08 0.25 0.25 0.08 0.25 0.25 0.47 0.47 0.47 0.05 0.55 0.55 Sat Flow, veh/h 1594 2800 555 1594 3367 1502 350 1514 249 1658 1772 1502 Grp Volume(v), veh/h 150 353 353 100 491 48 327 0 548 133 650 165 Grp Sat Flow(s),veh/h/ln 1594 1683 1672 1594 1683 1502 545 0 1568 1658 1772 1502 Q Serve(g_s), s 8.5 22.0 22.2 6.8 14.2 2.6 32.5 0.0 31.5 4.5 28.5 5.0 Cycle Q Clear(g_c), s 8.5 22.0 22.2 6.8 14.2 2.6 51.5 0.0 31.5 4.5 28.5 5.0 Prop In Lane 1.00 0.33 1.00 1.00 0.64 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 123 416 413 122 829 438 308 0 733 278 981 948 V/C Ratio(X) 1.22 0.85 0.85 0.82 0.59 0.11 1.06 0.00 0.75 0.48 0.66 0.17 Avail Cap(c_a), veh/h 123 520 516 166 1131 573 308 0 733 278 981 948 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.8 39.5 39.6 50.1 36.6 28.5 41.6 0.0 24.0 19.3 17.3 8.4 Incr Delay (d2), s/veh 151.7 10.6 11.0 20.0 0.7 0.1 68.4 0.0 4.2 1.3 1.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.5 10.1 10.2 3.4 5.8 0.9 14.4 0.0 12.1 1.7 11.3 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 202.5 50.1 50.6 70.1 37.3 28.6 110.0 0.0 28.2 20.6 19.0 8.5 LnGrp LOS F D D E D C F A C C B A
Approach Vol, veh/h 856 639 875 948
Approach Delay, s/veh 77.0 41.8 58.8 17.4
Approach LOS E D E B
Timer - Assigned Phs 1234 678
Phs Duration (G+Y+Rc), s 9.5 56.0 12.9 31.7 65.5 13.0 31.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.0 51.5 11.5 34.0 61.0 8.5 37.0 Max Q Clear Time (g_c+I1), s 6.5 53.5 8.8 24.2 30.5 10.5 16.2 Green Ext Time (p_c), s 0.0 0.0 0.0 3.0 5.4 0.0 3.3
Intersection Summary
HCM 6th Ctrl Delay 48.4
HCM 6th LOS D
Innovating Through Informatics™
APPENDIX D – PEQI AND BEQI CALCULATION SHEETS
City of Pasadena
Department of Transportation
Pedestrian Environmental Quality Index
Calculation Summary
‐‐ Segment ‐‐
Segment: Colorado BoulevardLimits: Sunnyslove Ave & El Nido Ave Eastbound
(South side)
Westbound
(North side)
Score
Weight
Surveyed
Response
Category
Score
Surveyed
Response
Category
Score
Traffic
Number of Lanes 0.64 0 0Posted Speed Limit 0.64 0 0
Traffic Volume1 0.64 0 0
Street Traffic Calming Features (TCFs) 0.64 0 0
00 Street design
Width of Sidewalk 1.35 20 22
Width of Throughway 1.35 13 13
Large SW Obstructions 1.35 4 4
Sidewalk Impediments 1.35 13 13Trees 1.35 9 9Driveway Cuts 1.35 7 7 Presence of Buffer 1.35 11 11
Planters/Gardens 1.35 4 4Public Seating 1.35 4 0
85 83
Land Use
Public Art/ Historic Sites 0.15 0 0Retail Use/Public Places 0.15 7 0 70 Perceived Safety
Lighting 0.34 9 17Illegal Graffiti 0.34 2 2Litter 0.34 11 11Empty Spaces 0.34 4 4 26 34
Domain
Summary
Score
Weight Category Score Category Score
Traffic 0.64 Traffic 0 Traffic 0Street Design 1.35 Street Design 85 Street Design 83 Land Use 0.15 Land Use 7 Land Use 0
Safety 0.34 Safety 26 Safety 34

2.48 118 117
PEQI Score 48 PEQI Score 47
1 Traffic volumes are based on segment volumes, not directional traffic volumes.

Eastbound (South side) Westbound (North side)
None
Continuous
NoNoNo
1 or 2
Sporadic
NoNoNo
Yes No
No
Yes Yes
No
Parallel parking Parallel parking
1 to 5 1 to 5
Continuous Continuous
Minor Minor
Permanent only Permanent only
4‐6 ft 4‐6 ft
None
8‐12 ft 12 ft or more
None
More than 12,000 V/D
Over 25 mph Over 25 mph
More than 12,000 V/D
4+ 4+
Indicator Category
Indicator
Response
Indicator
Response
PEQI_v3 Calculations_Colorado Porsche.xlsx 10/14/2021
City of Pasadena
Department of Transportation
Pedestrian Environmental Quality Index
Calculation Summary
‐‐ Segment ‐‐
Segment: Sunnyslope Avenue
Limits: Colorado Boulevard & Walnut Street
Northbound
(East side)
Southbound
(West side)
Score
Weight
Surveyed
Response
Category
Score
Surveyed
Response
Category
Score
Traffic
Number of Lanes 0.64 9 9Posted Speed Limit 0.64 4 0
Traffic Volume1 0.64 11 11
Street Traffic Calming Features (TCFs) 0.64 0 0
24 20
Street design
Width of Sidewalk 1.35 15 15
Width of Throughway 1.35 13 13
Large SW Obstructions 1.35 4 4
Sidewalk Impediments 1.35 13 13Trees 1.35 9 9Driveway Cuts 1.35 7 7 Presence of Buffer 1.35 11 11
Planters/Gardens 1.35 4 4Public Seating 1.35 0 0
76 76
Land Use
Public Art/ Historic Sites 0.15 0 0Retail Use/Public Places 0.15 0 0 00 Perceived Safety
Lighting 0.34 9 9Illegal Graffiti 0.34 0 2Litter 0.34 11 11Empty Spaces 0.34 0 0 20 22
Domain
Summary
Score
Weight Category Score Category Score
Traffic 0.64 Traffic 24 Traffic 20Street Design 1.35 Street Design 76 Street Design 76 Land Use 0.15 Land Use 0 Land Use 0
Safety 0.34 Safety 20 Safety 22

2.48 120 118
PEQI Score 48 PEQI Score 48
1 Traffic volumes are based on segment volumes, not directional traffic volumes.

Northbound (East side) Southbound (West side)
Yes No
No No
Yes Yes
No No
None None
Sporadic Sporadic
Parallel parking Parallel parking
Yes Yes
No No
Minor Minor
Continuous Continuous
1 to 51 to 5
5‐8 ft 5‐8 ft
4‐6 ft 4‐6 ft
Permanent only Permanent only
25 mph or none posted Over 25 mph
1,000‐6,000 V/D 1,000‐6,000 V/D
None None
22 Indicator Category
Indicator
Response
Indicator
Response
PEQI_v3 Calculations_Colorado Porsche.xlsx 10/14/2021
City of Pasadena
Department of Transportation
Pedestrian Environmental Quality Index
Calculation Summary
‐‐ Segment ‐‐
Segment: Walnut Street
Limits: Sunnyslope Avenue & Gahnal Lumber
Eastbound
(South side)
Westbound
(North side)
Score
Weight
Surveyed
Response
Category
Score
Surveyed
Response
Category
Score
Traffic
Number of Lanes 0.64 4 4Posted Speed Limit 0.64 0 0
Traffic Volume1 0.64 11 11
Street Traffic Calming Features (TCFs) 0.64 10 10
25 25
Street design
Width of Sidewalk 1.35 20 20
Width of Throughway 1.35 17 17
Large SW Obstructions 1.35 4 4
Sidewalk Impediments 1.35 13 13Trees 1.35 9 9Driveway Cuts 1.35 7 7 Presence of Buffer 1.35 11 11
Planters/Gardens 1.35 0 4Public Seating 1.35 0 0
81 85
Land Use
Public Art/ Historic Sites 0.15 4 0Retail Use/Public Places 0.15 0 0 40 Perceived Safety
Lighting 0.34 9 17Illegal Graffiti 0.34 0 2Litter 0.34 11 11Empty Spaces 0.34 0 0 20 30
Domain
Summary
Score
Weight Category Score Category Score
Traffic 0.64 Traffic 25 Traffic 25Street Design 1.35 Street Design 81 Street Design 85 Land Use 0.15 Land Use 4 Land Use 0
Safety 0.34 Safety 20 Safety 30

2.48 130 140
PEQI Score 52 PEQI Score 56
1 Traffic volumes are based on segment volumes, not directional traffic volumes. 33 Indicator Category
Indicator
Response
Indicator
Response
Over 25 mph Over 25 mph
1,000‐6,000 V/D 1,000‐6,000 V/D
1+ TCFs 1+ TCFs
8‐12 ft 8‐12 ft
6‐8 ft 6‐8 ft
Permanent only Permanent only
Minor Minor
Continuous Continuous
1 to 51 to 5
Parallel parking Parallel parking
No YesNo No
Yes No
None None
Sporadic Continuous
Eastbound (South side) Westbound (North side)
Yes No
No No
Yes Yes
PEQI_v3 Calculations_Colorado Porsche.xlsx 10/14/2021
City of Pasadena
Department of Transportation
Bicycle Environmental Quality Index
Calculation Summary
Segment: Colorado Boulevard
Limits: Sunnyslove Ave & El Nido Ave
Eastbound
(South side)
Westbound
(North side)
Score
Weight
Surveyed
Response
Category
Score
Surveyed
Response
Category
Score
Street design
Presence of a Marked Area for Bicycle Traffic 2.05 4 4
Width of Bike Lane 2.05 0 0
Bicycle Lane Markings 2.05 4 4
Connectivity of Bicycle Lanes 2.05 13 13
Pavement Type/Condition 2.05 25 25
Street Slope 2.05 27 27
Driveway Cuts 2.05 16 16
Presence of Trees 2.05 29 29
118 118
Vehicle Traffic
Posted Speed Limit 1.39 0 0
Traffic Volume ‐ Avg # of Vehicles Per Day 1.39 8 8
Percentage of Heavy Vehicles 1.39 36 36
Parallel Parking Adjacent to Bicycle Lane/Route 1.39 11 11 Traffic Calming Features Streets 1.39 11 11
Number of Lanes 1.39 15 15
81 81
Safety/Other
Presence of Bicycle Lane Signs 0.42 15 15
Bicycle/Pedestrian Scale Lighting 0.42 15 26
30 41
Land Use
Bicycle Parking 0.66 41 12Retail Use 0.66 16 14Line of Site 0.66 36 36 93 62
Domain
Summary
Score
Weight Min Score Category Score Min Score Category Score Street design 2.05 62 118 62 118Vehicle Traffic 1.39 59 81 59 81Safety/Other 0.42 30 30 30 41Land Use 0.66 33 93 33 62

4.52 184 322 184 302
BEQI Score 1 31 BEQI Score 1 26
Eastbound (South side) Westbound (North side)
1 BEQI calculation did not consider intersection indicators.

Yes No
1 ‐ 20
Clear Line of Sight Clear Line of Sight
4+ 4+
No NoNo Yes ‐ Private
Less than 5% Less than 5%
Parallel Parking (PP) < 7 ft Parallel Parking (PP) < 7 ft 0 TCF 0 TCF
Continuously Lined Continuously Lined
35 35
10,000 + 10,000 +
Mild Obstructions (e.g. cracks) Mild Obstructions (e.g. cracks) < 5% < 5%
Few (Less than Five) Few (Less than Five)
None NoneNone None
No No
None None
Indicator Category
Indicator
Response
Indicator
Response
BEQI_v3 Calculations_Colorado Porsche.xlsx 10/14/2021
City of Pasadena
Department of Transportation
Bicycle Environmental Quality Index
Calculation Summary
Segment: Sunnyslope AvenueLimits: Colorado Boulevard & Walnut Street Eastbound
(South side)
Westbound
(North side)
Score
Weight
Surveyed
Response
Category
Score
Surveyed
Response
Category
Score
Street design
Presence of a Marked Area for Bicycle Traffic 2.05 4 4
Width of Bike Lane 2.05 0 0
Bicycle Lane Markings 2.05 4 4
Connectivity of Bicycle Lanes 2.05 13 13
Pavement Type/Condition 2.05 25 25
Street Slope 2.05 27 27
Driveway Cuts 2.05 16 16
Presence of Trees 2.05 29 29
118 118
Vehicle Traffic
Posted Speed Limit 1.39 29 29
Traffic Volume ‐ Avg # of Vehicles Per Day 1.39 19 19
Percentage of Heavy Vehicles 1.39 36 36Parallel Parking Adjacent to Bicycle Lane/Route 1.39 11 11 Traffic Calming Features Streets 1.39 11 11
Number of Lanes 1.39 31 31
137 137
Safety/Other
Presence of Bicycle Lane Signs 0.42 15 15
Bicycle/Pedestrian Scale Lighting 0.42 15 15
30 30
Land Use
Bicycle Parking 0.66 12 12Retail Use 0.66 14 14Line of Site 0.66 36 36 62 62
Domain
Summary
Score
Weight Min Score Category Score Min Score Category Score Street design 2.05 62 118 62 118Vehicle Traffic 1.39 59 137 59 137Safety/Other 0.42 30 30 30 30Land Use 0.66 33 62 33 62

4.52 184 347 184 347
BEQI Score 1 36 BEQI Score 1 36
Eastbound (South side) Westbound (North side)
1 BEQI calculation did not consider intersection indicators.

None None
Indicator Category
Indicator
Response
Indicator
Response
None NoneNone None
No No
Mild Obstructions (e.g. cracks) Mild Obstructions (e.g. cracks) < 5% < 5%
Few (Less than Five) Few (Less than Five)
Continuously Lined Continuously Lined
25 25
1,000 ‐ 5,000 1,000 ‐ 5,000
Less than 5% Less than 5%
Parallel Parking (PP) < 7 ft Parallel Parking (PP) < 7 ft 0 TCF 0 TCF
22 No NoNo NoNo No
00 Clear Line of Sight Clear Line of Sight
BEQI_v3 Calculations_Colorado Porsche.xlsx 10/14/2021
City of Pasadena
Department of Transportation
Bicycle Environmental Quality Index
Calculation Summary
Segment: Walnut StreetLimits: Sunnyslope Avenue & Gahnal Lumber Eastbound
(South side)
Westbound
(North side)
Score
Weight
Surveyed
Response
Category
Score
Surveyed
Response
Category
Score
Street design
Presence of a Marked Area for Bicycle Traffic 2.05 4 4
Width of Bike Lane 2.05 0 0
Bicycle Lane Markings 2.05 4 4
Connectivity of Bicycle Lanes 2.05 13 13
Pavement Type/Condition 2.05 40 40
Street Slope 2.05 27 27
Driveway Cuts 2.05 16 27
Presence of Trees 2.05 29 29
133 144
Vehicle Traffic
Posted Speed Limit 1.39 0 0
Traffic Volume ‐ Avg # of Vehicles Per Day 1.39 19 19
Percentage of Heavy Vehicles 1.39 36 36Parallel Parking Adjacent to Bicycle Lane/Route 1.39 11 27 Traffic Calming Features Streets 1.39 24 24
Number of Lanes 1.39 22 22
112 128
Safety/Other
Presence of Bicycle Lane Signs 0.42 15 15
Bicycle/Pedestrian Scale Lighting 0.42 15 15
30 30
Land Use
Bicycle Parking 0.66 12 12Retail Use 0.66 14 14Line of Site 0.66 36 36 62 62
Domain
Summary
Score
Weight Min Score Category Score Min Score Category Score Street design 2.05 62 133 62 144Vehicle Traffic 1.39 59 112 59 128Safety/Other 0.42 30 30 30 30Land Use 0.66 33 62 33 62

4.52 184 337 184 364
BEQI Score 1 34 BEQI Score 1 40
Eastbound (South side) Westbound (North side)
1 BEQI calculation did not consider intersection indicators.

No No
00 Clear Line of Sight Clear Line of Sight
33 No NoNo No
Less than 5% Less than 5%
Parallel Parking (PP) < 7 ft None
1 ‐ 2 TCFs 1 ‐ 2 TCFs
Continuously Lined Continuously Lined
35 35
1,000 ‐ 5,000 1,000 ‐ 5,000
Smooth Surface Smooth Surface
< 5% < 5%
Few (Less than Five) None
None NoneNone None
No No
None None
Indicator Category
Indicator
Response
Indicator
Response
BEQI_v3 Calculations_Colorado Porsche.xlsx 10/14/2021
Appendix G:

Draft Mitigation Monitoring Reporting
Program

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Rusnak Porsche Dealership Project Draft Mitigation Monitoring Program June 2022 Page 1

DRAFT MITIGATION MONITORING PROGRAM
Mitigation Measure Timeframe of Mitigation
Monitoring,
Enforcement,
and Reporting
Responsibility

CULTURAL RESOURCES
General Plan Mitigation Measure 4-1. If cultural resources are discovered during construction of land development projects in Pasadena that may be eligible for listing in the California Register for Historical Resources, all ground-disturbing activities in the immediate vicinity of the find shall be halted until the find is evaluated by a Registered Professional Archaeologist. If testing determines that significance criteria are met, then the project shall be required to perform data recovery, professional identification, radiocarbon dates as applicable, and other special studies; and provide a comprehensive final report including site record to the City and the South Central Coastal Information Center at California State University Fullerton.

No further grading shall occur in the area of the discovery until Planning Department approves the report.

HAZARDOUS MATERIALS
MM HAZ-1: Hazardous Building Materials Abatement. Prior to building demolition, the following activities shall be implemented:

A. The applicant shall retain a State of California-licensed asbestos/lead abatement contractor to conduct surveys to identify the potential presence of asbestos containing material (ACM) and leadbased paint (LBP).

B. In the event that ACM and/or LBP are detected, the State of California-licensed asbestos/lead abatement contractor shall perform ACM and/or LBP abatement in accordance with federal, state, and local regulations, including those of the U.S. Environmental Protection Agency, Occupational Safety and Health Administration, California Occupational Safety and Health Administration, and the South Coast Air Quality Management District.

C. The asbestos/lead abatement contractor shall provide written notification to the local CalOSHA district office regarding its “Intent to Conduct Asbestos Related Work” and/or “Intent to Conduct Lead-Related Work.” These notifications shall be submitted at least 24 hours in advance of performing the respective asbestos-related or lead-related work.

Rusnak Porsche Dealership Project Draft Mitigation Monitoring Program June 2022 Page 2
Mitigation Measure Timeframe of Mitigation
Monitoring,
Enforcement,
and Reporting
Responsibility
D. Other potentially hazardous building materials, including mercury-containing equipment, polychlorinated biphenyl (PCB)-containing equipment, lead-containing batteries, chlorofluorocarbon (CFC)-containing equipment, and Universal Wastes (e.g., fluorescent light tubes), shall be segregated and may require further testing and analysis to determine whether they meet the definition of a hazardous waste in California and can be managed under the Universal Waste Rules. Hazardous wastes shall only be handled by properly trained workers.

E. Notification shall be provided to contractor and subcontractor personnel as to the presence of ACMs, asbestos-containing construction materials, LBPs, and other hazardous building materials at the site.

F. All ACMs removed from on-site structures are to be hauled and disposed of by a transportation company certified to handle asbestos and hazardous materials.

MM HAZ-2: Hazardous On-site Contamination. Prior to the issuance of the Project grading permits, the applicant shall conduct additional characterization of the Project site to delineate the extent of volatile organic compounds (VOCs) contaminated soils associated with the historical uses of the site. Construction of the Project may not commence until it has been confirmed that soil vapor or soil matrix is not impacted or has been remediated.

If the contaminated soil exceeds the applicable regulatory standards (i.e., DTSC Human Health Risk Assessment Screening Levels), a remedial action plan shall be prepared and include measures to remove or protect against the contaminated conditions, which may include soil removal, installation of passive venting and a membrane be implemented with the sub-slab design, other vapor barriers and venting systems, and ongoing monitoring of soil vapors, if future construction is planned for the identified affected areas. The remedial action plan must be approved by the Pasadena Fire Department and implemented to the satisfaction of the Pasadena Fire Department, which serves as the CUPA.

TRIBAL CULTURAL RESOURCES
MM TCR-1: Retain a Native American Monitor Prior to Commencement of Ground-Disturbing Activities.

Rusnak Porsche Dealership Project Draft Mitigation Monitoring Program June 2022 Page 3
Mitigation Measure Timeframe of Mitigation
Monitoring,
Enforcement,
and Reporting
Responsibility
A. The Project applicant/lead agency shall retain a Native American Monitor from or approved by the Gabrieleño Band of Mission Indians – Kizh Nation. The monitor shall be retained prior to the commencement of any “ground-disturbing activity” for the subject Project at all Project locations (i.e., both on-site and any off-site locations that are included in the Project description/definition and/or required in connection with the Project, such as public improvement work). “Grounddisturbing activity” shall include, but is not limited to, demolition, pavement removal, potholing, auguring, grubbing, tree removal, boring, grading, excavation, drilling, and trenching.

B. A copy of the executed monitoring agreement shall be submitted to the lead agency prior to the earlier of the commencement of any ground-disturbing activity, or the issuance of any permit necessary to commence a ground-disturbing activity.

C. The monitor will complete daily monitoring logs that will describe the relevant ground-disturbing activities, the type of construction activities performed, locations of ground- disturbing activities, soil types, cultural-related materials, and any other facts, conditions, materials, or discoveries of significance to the Tribe. Monitor logs will identify and describe any discovered resources including but not limited to Native American cultural and historical artifacts, remains, places of significance, etc., (collectively, tribal cultural resources, or “TCR”), as well as any discovered Native American (ancestral) human remains and burial goods. Copies of monitor logs will be provided to the Project applicant/lead agency upon written request to the Tribe.

D. On-site tribal monitoring shall conclude upon the latter of the following (1) written confirmation to the Kizh from a designated point of contact for the Project applicant/lead agency that all grounddisturbing activities and phases that may involve ground-disturbing activities on the Project site or in connection with the Project are complete; or (2) a determination and written notification by the Kizh to the Project applicant/lead agency that no future, planned construction activity and/or development/construction phase at the Project site possesses the potential to impact Kizh TCRs.

MM TCR-2: Unanticipated Discovery of Human Remains and Associated Funerary Objects A. Native American human remains are defined in Public Resources Code 5097.98 (d)(1) as an inhumation or cremation, and in any state of decomposition or skeletal completeness. Funerary Rusnak Porsche Dealership Project Draft Mitigation Monitoring Program June 2022 Page 4
Mitigation Measure Timeframe of Mitigation
Monitoring,
Enforcement,
and Reporting
Responsibility
objects, called associated grave goods in Public Resources Code Section 5097.98, are also to be treated according to this statute.

B. If Native American human remains and/or grave goods are discovered or recognized on the Project site, then all construction activities shall immediately cease. Health and Safety Code Section 7050.5 dictates that any discoveries of human skeletal material shall be immediately reported to the County coroner and all ground-disturbing activities shall immediately halt and shall remain halted until the coroner has determined the nature of the remains. If the coroner recognizes the human remains to be those of a Native American or has reason to believe they are Native American, he or she shall contact, by telephone within 24 hours, the Native American Heritage Commission, and Public Resources Code Section 5097.98 shall be followed.

C. Human remains and grave/burial goods shall be treated alike per California Public Resources Code Section 5097.98(d)(1) and (2).

D. Construction activities may resume in other parts of the Project site at a minimum of 200 feet away from discovered human remains and/or burial goods, if the Kizh determines in its sole discretion that resuming construction activities at that distance is acceptable and provides the Project manager express consent of that determination (along with any other mitigation measures the Kizh monitor and/or archaeologist deems necessary). (CEQA Guidelines Section 15064.5[f]) E. Preservation in place (i.e., avoidance) is the preferred manner of treatment for discovered human remains and/or burial goods. Any historic archaeological material that is not Native American in origin (non-TCR) shall be curated at a public, nonprofit institution with a research interest in the materials, such as the Natural History Museum of Los Angeles County or the Fowler Museum, if such an institution agrees to accept the material. If no institution accepts the archaeological material, it shall be offered to a local school or historical society in the area for educational purposes.

F. Any discovery of human remains/burial goods shall be kept confidential to prevent further disturbance.

Rusnak Porsche Dealership Project Draft Mitigation Monitoring Program June 2022 Page 5
Mitigation Measure Timeframe of Mitigation
Monitoring,
Enforcement,
and Reporting
Responsibility
TCR-3: Procedures for Burials and Funerary Remains:

A. As the most likely descendant (“MLD”), the Koo-nas-gna Burial Policy shall be implemented. To the Tribe, the term “human remains” encompasses more than human bones. In ancient as well as historic times, tribal traditions included, but were not limited to, the preparation of the soil for burial, the burial of funerary objects with the deceased, and the ceremonial burning of human remains.

B. If the discovery of human remains includes four or more burials, the discovery location shall be treated as a cemetery and a separate treatment plan shall be created.

C. The prepared soil and cremation soils are to be treated in the same manner as bone fragments that remain intact. Associated funerary objects are objects that, as part of the death rite or ceremony of a culture, are reasonably believed to have been placed with individual human remains either at the time of death or later; other items made exclusively for burial purposes or to contain human remains can also be considered as associated funerary objects. Cremations will either be removed in bulk or by means as necessary to ensure complete recovery of all sacred materials.

D. In the case where discovered human remains cannot be fully documented and recovered on the same day, the remains will be covered with muslin cloth and a steel plate that can be moved by heavy equipment placed over the excavation opening to protect the remains. If this type of steel plate is not available, a 24-hour guard should be posted outside of working hours. The Tribe will make every effort to recommend diverting the Project and keeping the remains in situ and protected. If the Project cannot be diverted, it may be determined that burials will be removed.

E. In the event preservation in place is not possible despite good faith efforts by the Project applicant/developer and/or landowner, before ground-disturbing activities may resume on the Project site, the landowner shall arrange a designated site location within the footprint of the Project for the respectful reburial of the human remains and/or ceremonial objects.

F. Each occurrence of human remains and associated funerary objects will be stored using opaque cloth bags. All human remains, funerary objects, sacred objects and objects of cultural patrimony will be removed to a secure container on-site if possible. These items should be retained and Rusnak Porsche Dealership Project Draft Mitigation Monitoring Program June 2022 Page 6
Mitigation Measure Timeframe of Mitigation
Monitoring,
Enforcement,
and Reporting
Responsibility
reburied within six months of recovery. The site of reburial/repatriation shall be on the Project site but at a location agreed upon between the Tribe and the landowner at a site to be protected in perpetuity. There shall be no publicity regarding any cultural materials recovered.

G. Upon discovery of any TCRs, all construction activities in the immediate vicinity of the discovery shall cease (i.e., not less than the surrounding 50 feet) and shall not resume until the discovered TCR has been fully assessed by the Kizh monitor and/or Kizh archaeologist. The Kizh will recover and retain all discovered TCRs in the form and/or manner the Tribe deems appropriate, in the Tribe’s sole discretion, and for any purpose the Tribe deems appropriate, including for educational, cultural and/or historic purposes.

Pasadena City CouncilJuly 15, 2024

Pasadena City Council
July 15, 2024