Agenda packet — Ontario City Council, November 19, 2024 (part 12 of 31)

Depth (ft bgs)USCS GraphicPID (ppmv)
Sample ID
Sample Analyzed
Boring/Well
Construction
Details
Lithologic Description
Sample IntervalUSCS
NA
SB-1
Surveyed Location:

Well Construction Information
NA
NA
Monument Type: NA
Unique Well ID: NA
Filter Pack: Ground Surface Elevation (ft): NA
Y:

NA
Boring Abandonment:

Casing Diameter (in): Surface Seal: NA NA
Screen Slot Size (in): Annular Seal:

Screened Interval (ft bgs):

NA
NA
NA
NA NA
Top of Casing Elevation (ft):

Concrete
50 Bentonite
40 SB-1-10.0

0.3 0.2
0 5
10 0.8': Asphalt/Concrete/gravel road base.

1.0': Silty SAND, brown (10 YR 4/3), fine to medium sand, moist, no odor.

3.0': Silty SAND, light brownish gray (2.5 Y 6/2), fine to medium sand, moist, no odor.

8.0': Poorly-graded SAND, fine sand, trace coarse sand and 0.01" gravel, yellowish brown (10YR 4/6), dry, no odor.

10.0': End of Boring.

AC
SM
SP
2322
Client:

Project: 5355 Airport Drive
Prologis Inc
% Recovery
Farallon PN:

Logged By:

Reviewed By:

Nate Montoy
Kathy Lehnus
1071-080
Date/Time Completed: 3/4/2022 Boring Diameter (in):

Location: Ontario, California
Sampler Type:

Drilling Operator:

Drilling Equipment:

Drilling Method:

Drilling Company:

Date/Time Started:

Acetate Sleeve
Andrew
Geoprobe 7822DT
Direct Push
Millenium
3/4/2022
Constructed Well Depth (ft bgs):

Total Boring Depth (ft bgs):

Depth to Water ATD (ft bgs): NE

10.0 NA
Log of Boring:

Page 1 of 1 ends

Depth (ft bgs)USCS GraphicPID (ppmv)
Sample ID
Sample Analyzed
Boring/Well
Construction
Details
Lithologic Description
Sample IntervalUSCS
NA
SB-2
Surveyed Location:

Well Construction Information
NA
NA
Monument Type: NA
Unique Well ID: NA
Filter Pack: Ground Surface Elevation (ft): NA
Y:

NA
Boring Abandonment:

Casing Diameter (in): Surface Seal: NA NA
Screen Slot Size (in): Annular Seal:

Screened Interval (ft bgs):

NA
NA
NA
NA NA
Top of Casing Elevation (ft):

Concrete
30 Bentonite
30 SB-2-10.0

0.6 0.4
0 5
10 0.67': Asphalt/concrete/gravel road base.

0.67': Silty SAND, dark brown (10 YR 4/3), fine sand, moist, no odor.

5.0': Poorly-graded SAND, medium to coarse sand, gray (10YR 6/1), moist, no odor.

10.5': End of Boring.

AC
SM
SP
2323
Client:

Project: 5355 Airport Drive
Prologis Inc
% Recovery
Farallon PN:

Logged By:

Reviewed By:

Nate Montoy
Kathy Lehnus
1071-080
Date/Time Completed: 3/4/2022 Boring Diameter (in):

Location: Ontario, California
Sampler Type:

Drilling Operator:

Drilling Equipment:

Drilling Method:

Drilling Company:

Date/Time Started:

Acetate Sleeve
Andrew
Geoprobe 7822DT
Direct Push
Millenium
3/4/2022
Constructed Well Depth (ft bgs):

Total Boring Depth (ft bgs):

Depth to Water ATD (ft bgs): NE

10.5 NA
Log of Boring:

Page 1 of 1 ends

Depth (ft bgs)USCS GraphicPID (ppmv)
Sample ID
Sample Analyzed
Boring/Well
Construction
Details
Lithologic Description
Sample IntervalUSCS
NA
SVP-1
Surveyed Location:

Well Construction Information
NA
NA
Monument Type: NA
Unique Well ID: NA
Filter Pack: Ground Surface Elevation (ft): NA
Y:

NA
Boring Abandonment:

Casing Diameter (in): Surface Seal: NA NA
Screen Slot Size (in): Annular Seal:

Screened Interval (ft bgs):

NA
NA
NA
NA NA
Top of Casing Elevation (ft):

X:
#3 Sand
#3 Sand
#3 Sand
Hydrated #8
Bentonite
Hydrated #8
Bentonite
Dry #8
Bentonite
Dry #8
Bentonite
Dry #8
Bentonite
Vapor probe
Vapor probe
45 35 SVP-1-10.0

0.3 0.8
0 5
10 0.17': Asphalt.

0.75': Concrete/gravel road base.

1.0': Silty SAND, brown (10 YR 4/3), fine to medium sand, moist, no odor.

3.0': Silty SAND, light brownish gray (2.5 Y 6/2), fine to medium sand, moist, no odor.

6.0': Silty SAND, light brownish gray (2.5 Y 6/2), fine to medium sand, moist, no odor.

8.0': Poorly-graded SAND, fine to medium sand, dark yellowish brown (10YR 6/2), trace silt, dry, no odor.

10.0': End of Boring.

AC
SM
SM
SP
2324
Client:

Project: 5355 Airport Drive
Prologis Inc
% Recovery
Farallon PN:

Logged By:

Reviewed By:

Nate Montoy
Kathy Lehnus
1071-080
Date/Time Completed: 3/4/2022 Boring Diameter (in):

Location: Ontario, California
Sampler Type:

Drilling Operator:

Drilling Equipment:

Drilling Method:

Drilling Company:

Date/Time Started:

Acetate Sleeve
Andrew
Geoprobe 7822DT
Direct Push
Millenium
3/4/2022
Constructed Well Depth (ft bgs):

Total Boring Depth (ft bgs):

Depth to Water ATD (ft bgs): NE

4.5 NA
Log of Boring:

Page 1 of 1 ends

Depth (ft bgs)USCS GraphicPID (ppmv)
Sample ID
Sample Analyzed
Boring/Well
Construction
Details
Lithologic Description
Sample IntervalUSCS
NA
SVP-2
Surveyed Location:

Well Construction Information
NA
Bentonite
Monument Type: #3 Sand
Unique Well ID: NA
Filter Pack: Ground Surface Elevation (ft): NA
Y:

NA
Boring Abandonment:

Casing Diameter (in): Surface Seal: Sand NA
Screen Slot Size (in): Annular Seal:

Screened Interval (ft bgs):

NA
NA
NA
NA NA
Top of Casing Elevation (ft):

X:
#3 Sand
#3 Sand
Hydrated #8
Bentonite
Dry #8
Bentonite
Dry #8
Bentonite
Vapor probe
45 0.4 SVP-2-4.0
0 5

0.21': Asphalt.

0.79': Concrete/gravel road base.

1.0': Silty SAND, brown (10 YR 4/3), fine to medium sand, moist, no odor.

5.0': End of Boring.

AC
SM
2325
Client:

Project: 5355 Airport Drive
Prologis Inc
% Recovery
Farallon PN:

Logged By:

Reviewed By:

Nate Montoy
Kathy Lehnus
1071-080
Date/Time Completed: 3/4/2022 Boring Diameter (in):

Location: Ontario, California
Sampler Type:

Drilling Operator:

Drilling Equipment:

Drilling Method:

Drilling Company:

Date/Time Started:

Acetate Sleeve
Andrew
Geoprobe 7822DT
Direct Push
Millenium
3/4/2022
Constructed Well Depth (ft bgs):

Total Boring Depth (ft bgs):

Depth to Water ATD (ft bgs): NE

4.5 NA
Log of Boring:

Page 1 of 1 ends

Depth (ft bgs)USCS GraphicPID (ppmv)
Sample ID
Sample Analyzed
Boring/Well
Construction
Details
Lithologic Description
Sample IntervalUSCS
NA
SVP-3
Surveyed Location:

Well Construction Information
NA
Bentonite
Monument Type: #3 Sand
Unique Well ID: NA
Filter Pack: Ground Surface Elevation (ft): NA
Y:

NA
Boring Abandonment:

Casing Diameter (in): Surface Seal: Sand NA
Screen Slot Size (in): Annular Seal:

Screened Interval (ft bgs):

NA
NA
NA
NA NA
Top of Casing Elevation (ft):

X:
#3 Sand
#3 Sand
Hydrated #8
Bentonite
Dry #8
Bentonite
Dry #8
Bentonite
Vapor probe
40 0.5 SVP-3-4.0
0 5

0.33': Asphalt.

0.33': Silty SAND, fine sand, trace medium sand, dark brown (10YR 4/3), no odor, no staining.

3.0': Poorly-graded SAND, coarse sand, trace gravel, grayish brown (10YR 5/2), dry, no odor.

5.0': End of Boring.

AC
SM
SP
2326
Client:

Project: 5355 Airport Drive
Prologis Inc
% Recovery
Farallon PN:

Logged By:

Reviewed By:

Nate Montoy
Kathy Lehnus
1071-080
Date/Time Completed: 3/4/2022 Boring Diameter (in):

Location: Ontario, California
Sampler Type:

Drilling Operator:

Drilling Equipment:

Drilling Method:

Drilling Company:

Date/Time Started:

Acetate Sleeve
Andrew
Geoprobe 7822DT
Direct Push
Millenium
3/4/2022
Constructed Well Depth (ft bgs):

Total Boring Depth (ft bgs):

Depth to Water ATD (ft bgs): NE

4.5 NA
Log of Boring:

Page 1 of 1 ends

Depth (ft bgs)USCS GraphicPID (ppmv)
Sample ID
Sample Analyzed
Boring/Well
Construction
Details
Lithologic Description
Sample IntervalUSCS
NA
SVP-4
Surveyed Location:

Well Construction Information
NA
Bentonite
Monument Type: #3 Sand
Unique Well ID: NA
Filter Pack: Ground Surface Elevation (ft): NA
Y:

NA
Boring Abandonment:

Casing Diameter (in): Surface Seal: Sand NA
Screen Slot Size (in): Annular Seal:

Screened Interval (ft bgs):

NA
NA
NA
NA NA
Top of Casing Elevation (ft):

X:
#3 Sand
#3 Sand
Hydrated #8
Bentonite
Dry #8
Bentonite
Vapor probe
55 0.6 SVP-4-4.0
0 5

0.5': Concrete.

0.5': Well-graded GRAVEL with sand, 0.1" -0.4" gravel, coarse sand, very dark gray (10YR 3/1).

1.0': Poorly-graded SAND, fine sand, trace gravel, dark grayish brown (2.5Y 4/2), moist, no odor.

2.0': Silty SAND, fine sand, dark brown (10YR 3/3), moist, no odor.

5.0': End of Boring.

AC
GW
SP
SM
2327
Client:

Project: 5355 Airport Drive
Prologis Inc
% Recovery
Farallon PN:

Logged By:

Reviewed By:

Nate Montoy
Kathy Lehnus
1071-080
Date/Time Completed: 3/4/2022 Boring Diameter (in):

Location: Ontario, California
Sampler Type:

Drilling Operator:

Drilling Equipment:

Drilling Method:

Drilling Company:

Date/Time Started:

Acetate Sleeve
Andrew
Geoprobe 7822DT
Direct Push
Millenium
3/4/2022
Constructed Well Depth (ft bgs):

Total Boring Depth (ft bgs):

Depth to Water ATD (ft bgs): NE

10.5 NA
Log of Boring:

Page 1 of 1 ends

Depth (ft bgs)USCS GraphicPID (ppmv)
Sample ID
Sample Analyzed
Boring/Well
Construction
Details
Lithologic Description
Sample IntervalUSCS
NA
SVP-5
Surveyed Location:

Well Construction Information
NA
NA
Monument Type: NA
Unique Well ID: NA
Filter Pack: Ground Surface Elevation (ft): NA
Y:

NA
Boring Abandonment:

Casing Diameter (in): Surface Seal: NA NA
Screen Slot Size (in): Annular Seal:

Screened Interval (ft bgs):

NA
NA
NA
NA NA
Top of Casing Elevation (ft):

X:
#3 Sand
#3 Sand
#3 Sand
Hydrated #8
Bentonite
Hydrated #8
Bentonite
Dry #8
Bentonite
Dry #8
Bentonite
Dry #8
Bentonite
Vapor probe
Vapor probe
45 55 SVP-5-10.0

1.1 1.0
0 5
10 0.67': Concrete/Gravel Base.

0.67': Silty SAND, brown (10 YR 4/3), fine to medium sand, trace 0.1" gravel, moist, no odor.

4.0': Poorly-graded SAND, medium sand, trace coarse sand and gravel, grayish brown (10YR 5/2), , moist, no odor.

6.0': Silty SAND, fine sand, trace 0.1" gravel, dark brown (10YR 4/3).

10.0: Poorly-graded SAND, coarse sand, 0.5" gravel.

10.0': End of Boring.

AC
SM
SP
SM
2328
Client:

Project: 5355 Airport Drive
Prologis Inc
% Recovery
Farallon PN:

Logged By:

Reviewed By:

Nate Montoy
Kathy Lehnus
1071-080
Date/Time Completed: 3/4/2022 Boring Diameter (in):

Location: Ontario, California
Sampler Type:

Drilling Operator:

Drilling Equipment:

Drilling Method:

Drilling Company:

Date/Time Started:

Acetate Sleeve
Andrew
Geoprobe 7822DT
Direct Push
Millenium
3/4/2022
Constructed Well Depth (ft bgs):

Total Boring Depth (ft bgs):

Depth to Water ATD (ft bgs): NE

8.5 NA
Log of Boring:

Page 1 of 1 ends

Depth (ft bgs)USCS GraphicPID (ppmv)
Sample ID
Sample Analyzed
Boring/Well
Construction
Details
Lithologic Description
Sample IntervalUSCS
NA
SVP-6
Surveyed Location:

Well Construction Information
NA
NA
Monument Type: NA
Unique Well ID: NA
Filter Pack: Ground Surface Elevation (ft): NA
Y:

NA
Boring Abandonment:

Casing Diameter (in): Surface Seal: NA NA
Screen Slot Size (in): Annular Seal:

Screened Interval (ft bgs):

NA
NA
NA
NA NA
Top of Casing Elevation (ft):

X:
#3 Sand
#3 Sand
#3 Sand
Hydrated #8
Bentonite
Hydrated #8
Bentonite
Dry #8
Bentonite
Dry #8
Bentonite
Dry #8
Bentonite
Vapor probe
Vapor probe
60 50
SVP-6-8.0
SVP-6-4.0

0.3 0.5
0 5

0.17': Asphalt.

0.33': Concrete.

0.5': Silty SAND, fine sand, trace medium sand, brown (10YR 5/3), moist, no odor.

3.5': Silty SAND, fine sand, trace medium sand, brown (10YR 5/3), moist, no odor.

6.0': Poorly-graded SAND, fine sand, trace silt, brown (10YR 5/3), moist, no odor.

8.5': End of Boring.

AC
SM
SP
2329
Client:

Project: 5355 Airport Drive
Prologis Inc
% Recovery
Farallon PN:

Logged By:

Reviewed By:

Nate Montoy
Kathy Lehnus
1071-080
Date/Time Completed: 3/4/2022 Boring Diameter (in):

Location: Ontario, California
Sampler Type:

Drilling Operator:

Drilling Equipment:

Drilling Method:

Drilling Company:

Date/Time Started:

Acetate Sleeve
Andrew
Geoprobe 7822DT
Direct Push
Millenium
3/4/2022
Constructed Well Depth (ft bgs):

Total Boring Depth (ft bgs):

Depth to Water ATD (ft bgs): NE

4.5 NA
Log of Boring:

Page 1 of 1 ends

Depth (ft bgs)USCS GraphicPID (ppmv)
Sample ID
Sample Analyzed
Boring/Well
Construction
Details
Lithologic Description
Sample IntervalUSCS
NA
SVP-7
Surveyed Location:

Well Construction Information
NA
Bentonite
Monument Type: #3 Sand
Unique Well ID: NA
Filter Pack: Ground Surface Elevation (ft): NA
Y:

NA
Boring Abandonment:

Casing Diameter (in): Surface Seal: Sand NA
Screen Slot Size (in): Annular Seal:

Screened Interval (ft bgs):

NA
NA
NA
NA NA
Top of Casing Elevation (ft):

X:
#3 Sand
#3 Sand
Hydrated #8
Bentonite
Dry #8
Bentonite
Vapor probe
75 1.1 SVP-7-4.0
0 5

0.5': Concrete.

0.5': Silty SAND, fine sand, trace medium sand, dark grayish brown (10YR 4/2), no odor.

5.0': End of Boring.

CO
SM
2330
Client:

Project: 5355 Airport Drive
Prologis Inc
% Recovery
Farallon PN:

Logged By:

Reviewed By:

Nate Montoy
Kathy Lehnus
1071-080
Date/Time Completed: 3/4/2022 Boring Diameter (in):

Location: Ontario, California
Sampler Type:

Drilling Operator:

Drilling Equipment:

Drilling Method:

Drilling Company:

Date/Time Started:

Acetate Sleeve
Andrew
Geoprobe 7822DT
Direct Push
Millenium
3/4/2022
Constructed Well Depth (ft bgs):

Total Boring Depth (ft bgs):

Depth to Water ATD (ft bgs): NE

4.5 NA
Log of Boring:

Page 1 of 1 ends

Depth (ft bgs)USCS GraphicPID (ppmv)
Sample ID
Sample Analyzed
Boring/Well
Construction
Details
Lithologic Description
Sample IntervalUSCS
NA
SVP-8
Surveyed Location:

Well Construction Information
NA
Bentonite
Monument Type: #3 Sand
Unique Well ID: NA
Filter Pack: Ground Surface Elevation (ft): NA
Y:

NA
Boring Abandonment:

Casing Diameter (in): Surface Seal: Sand NA
Screen Slot Size (in): Annular Seal:

Screened Interval (ft bgs):

NA
NA
NA
NA NA
Top of Casing Elevation (ft):

X:
#3 Sand
#3 Sand
Hydrated #8
Bentonite
Dry #8
Bentonite
Dry #8
Bentonite
Vapor probe
45 0.8 SVP-8-4.0
0 5

0.5': Asphalt/Concrete.

0.5': Silty SAND, fine sand, trace medium sand, brown (10YR 4/3), moist, no odor.

4.0': Poorly-graded SAND, fine sand, grayish brown (10YR 5/2).

5.0': End of Boring.

AC
SM
SP
2331
Client:

Project: 5355 Airport Drive
Prologis Inc
% Recovery
Farallon PN:

Logged By:

Reviewed By:

Nate Montoy
Kathy Lehnus
1071-080
Date/Time Completed: 3/4/2022 Boring Diameter (in):

Location: Ontario, California
Sampler Type:

Drilling Operator:

Drilling Equipment:

Drilling Method:

Drilling Company:

Date/Time Started:

Acetate Sleeve
Andrew
Geoprobe 7822DT
Direct Push
Millenium
3/4/2022
Constructed Well Depth (ft bgs):

Total Boring Depth (ft bgs):

Depth to Water ATD (ft bgs): NE

4.5 NA
Log of Boring:

Page 1 of 1 ends

Depth (ft bgs)USCS GraphicPID (ppmv)
Sample ID
Sample Analyzed
Boring/Well
Construction
Details
Lithologic Description
Sample IntervalUSCS
NA
SVP-9
Surveyed Location:

Well Construction Information
NA
Bentonite
Monument Type: #3 Sand
Unique Well ID: NA
Filter Pack: Ground Surface Elevation (ft): NA
Y:

NA
Boring Abandonment:

Casing Diameter (in): Surface Seal: Sand NA
Screen Slot Size (in): Annular Seal:

Screened Interval (ft bgs):

NA
NA
NA
NA NA
Top of Casing Elevation (ft):

X:
#3 Sand
#3 Sand
Hydrated #8
Bentonite
Dry #8
Bentonite
Dry #8
Bentonite
Vapor probe
40 0.2 SVP-9-4.0
0 5

0.5': Asphalt.

0.5': Silty SAND, fine sand, trace medium sand and 0.1" gravel, brown (10YR 4/3), moist, no odor.

5.0': End of Boring.

AC
SM
2332
Client:

Project: 5355 Airport Drive
Prologis Inc
% Recovery
Farallon PN:

Logged By:

Reviewed By:

Nate Montoy
Kathy Lehnus
1071-080
Date/Time Completed: 3/4/2022 Boring Diameter (in):

Location: Ontario, California
Sampler Type:

Drilling Operator:

Drilling Equipment:

Drilling Method:

Drilling Company:

Date/Time Started:

Acetate Sleeve
Andrew
Geoprobe 7822DT
Direct Push
Millenium
3/4/2022
Constructed Well Depth (ft bgs):

Total Boring Depth (ft bgs):

Depth to Water ATD (ft bgs): NE

8.5 NA
Log of Boring:

Page 1 of 1 ends

Depth (ft bgs)USCS GraphicPID (ppmv)
Sample ID
Sample Analyzed
Boring/Well
Construction
Details
Lithologic Description
Sample IntervalUSCS
NA
SVP-10
Surveyed Location:

Well Construction Information
NA
NA
Monument Type: NA
Unique Well ID: NA
Filter Pack: Ground Surface Elevation (ft): NA
Y:

NA
Boring Abandonment:

Casing Diameter (in): Surface Seal: NA NA
Screen Slot Size (in): Annular Seal:

Screened Interval (ft bgs):

NA
NA
NA
NA NA
Top of Casing Elevation (ft):

X:
#3 Sand
#3 Sand
#3 Sand
Hydrated #8
Bentonite
Hydrated #8
Bentonite
Dry #8
Bentonite
Dry #8
Bentonite
Dry #8
Bentonite
Vapor probe
Vapor probe
35 35
SVP-10-8.0
SVP-10-4.0

0.7 0.5
0 5

0.17': Asphalt.

0.17': Silty SAND, fine sand, brown (10YR 5/3), moist, no odor.

6.0': Silty SAND, fine sand, grayish brown (10YR 6/2), moist, no odor.

8.5': End of Boring.

AC
SM
SM
2333
P:\1071 Prologis\1071080 2021 SoCal Due Diligence II\002 5355 E Airport Dr\Deliverables\2022 Ph I & II ESA\2022.03.31_5355 E. Airport Dr_Phase I and II ESA_Farallon.docx

APPENDIX G

LABORATORY ANALYTICAL REPORTS

PHASE I/PHASE II

ENVIRONMENTAL SITE ASSESSMENT REPORT
5355 East Airport Drive
Ontario, California
Farallon PN: 1071-080 (Task 2)
2334
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: G-0423
Client Ref. No.: 1071-080-002
Attn: Date Sampled: 3/11/2022
Date Received: 3/11/2022
Project: Date Analyzed: 3/11/2022
Project Address: Physical State: Soil Gas

1. EPA 8260B – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics Farallon Consulting
27 Mauchly Suite 213
Irvine, CA
Kathy Lehnus
5355 E Airport Dr.
5355 E Airport Dr.

Ontario, CA

JONES ENVIRONMENTAL LABORATORY RESULTS

ANALYSES REQUESTED
Sampling – Soil Gas samples were collected in glass gas-tight syringes equipped with Teflon plungers.

A tracer gas mixture of n-pentane, n-hexane, and n-heptane was placed at the tubing-surface interface before sampling. These compounds were analyzed during the 8260B analytical run to determine if there were surface leaks into the subsurface due to improper installation of the probe. No tracer was detected in any of the samples reported herein.

The sampling rate was approximately 200 cc/min, except when noted differently on the chain of custody record, using a glass gas-tight syringe. Purging was completed using a pump set at approximately 200 cc/min, except when noted differently on the chain of custody record. A default of 3 purge volumes was used as recommended by July 2015 DTSC/RWQCB guidance documents.

Prior to purging and sampling of soil gas at each point, a shut-in test was conducted to check for leaks in the above ground fittings. The shut-in test was performed on the above ground apparatus by evacuating the line to a vacuum of 100 inches of water, sealing the entire system and watching the vacuum for at least one minute. A vacuum gauge attached in parallel to the apparatus measured the vacuum. If there was any observable loss of vacuum, the fittings were adjusted as needed until the vacuum did not change noticeably. The soil gas sample was then taken.

No flow conditions occur when a sampling rate greater than 10 mL/min cannot be maintained without applying a vacuum greater than 100 inches of water to the sampling train. The sampling train is left at a vacuum for no less than three minutes. If the vacuum does not subside appreciably after three minutes, the sample location is determined to be a no flow sample.

Analytical – Soil Gas samples were analyzed using EPA Method 8260 that includes extra compounds required by DTSC/RWQCB (such as Freon 113). Instrument Continuing Calibration Verification, QC Reference Standards, Instrument Blanks and Sampling Blanks were analyzed every 12 hours as prescribed by the method. In addition, a Laboratory Control Sample (LCS) and Laboratory Control Sample Duplicate (LCSD) were analyzed with each batch of Soil Gas samples. A duplicate/replicate sample was analyzed each day of the sampling activity. All samples were injected into the GC/MS system within 30 minutes of collection.

Approval:

Annalise O’Toole
Mobile Lab Manager

Page 1 of 14 ends

2335
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: G-0423
Client Ref. No.: 1071-080-002
Attn: Date Sampled: 3/11/2022
Date Received: 3/11/2022
Project: Date Analyzed: 3/11/2022
Project Address: Physical State: Soil Gas
Sample ID: SVP-2-4' SVP-1-4' SVP-1-10' SVP-4-4' SVP-3-4' Jones ID: G-0423-01 G-0423-02 G-0423-03 G-0423-04 G-0423-05 Analytes:

Benzene ND ND ND ND ND 20 μg/m3
Bromobenzene ND ND ND ND ND 20 μg/m3
Bromodichloromethane ND ND ND ND ND 20 μg/m3
Bromoform ND ND ND ND ND 20 μg/m3
n-Butylbenzene ND ND ND ND ND 30 μg/m3
sec-Butylbenzene ND ND ND ND ND 30 μg/m3
tert-Butylbenzene ND ND ND ND ND 30 μg/m3
Carbon tetrachloride ND ND ND ND ND 20 μg/m3
Chlorobenzene ND ND ND ND ND 20 μg/m3
Chloroform ND ND ND ND ND 20 μg/m3
2-Chlorotoluene ND ND ND ND ND 30 μg/m3
4-Chlorotoluene ND ND ND ND ND 30 μg/m3
Dibromochloromethane ND ND ND ND ND 20 μg/m3
1,2-Dibromo-3-chloropropane ND ND ND ND ND 20 μg/m3
1,2-Dibromoethane (EDB) ND ND ND ND ND 20 μg/m3
Dibromomethane ND ND ND ND ND 20 μg/m3
1,2- Dichlorobenzene ND ND ND ND ND 40 μg/m3
1,3-Dichlorobenzene ND ND ND ND ND 40 μg/m3
1,4-Dichlorobenzene ND ND ND ND ND 40 μg/m3
Dichlorodifluoromethane ND ND ND ND ND 40 μg/m3
1,1-Dichloroethane ND ND ND ND ND 20 μg/m3
1,2-Dichloroethane ND ND ND ND ND 20 μg/m3
1,1-Dichloroethene ND ND ND ND ND 20 μg/m3
cis-1,2-Dichloroethene ND ND ND ND ND 20 μg/m3
trans-1,2-Dichloroethene ND ND ND ND ND 20 μg/m3
1,2-Dichloropropane ND ND ND ND ND 20 μg/m3
1,3-Dichloropropane ND ND ND ND ND 20 μg/m3
2,2-Dichloropropane ND ND ND ND ND 40 μg/m3
1,1-Dichloropropene ND ND ND ND ND 25 μg/m3
5355 E Airport Dr.

Reporting Limit
EPA 8260B – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics Units
5355 E Airport Dr.

Ontario, CA

JONES ENVIRONMENTAL LABORATORY RESULTS
27 Mauchly Suite 213
Kathy Lehnus
Farallon Consulting
Irvine, CA

Page 2 of 14 ends

2336
Sample ID: SVP-2-4' SVP-1-4' SVP-1-10' SVP-4-4' SVP-3-4' Jones ID: G-0423-01 G-0423-02 G-0423-03 G-0423-04 G-0423-05 Analytes:
cis-1,3-Dichloropropene ND ND ND ND ND 20 μg/m3
trans-1,3-Dichloropropene ND ND ND ND ND 20 μg/m3
Ethylbenzene ND ND ND ND ND 20 μg/m3
Freon 113 ND ND ND ND ND 40 μg/m3
Hexachlorobutadiene ND ND ND ND ND 60 μg/m3
Isopropylbenzene ND ND ND ND ND 20 μg/m3
4-Isopropyltoluene ND ND ND ND ND 20 μg/m3
Methylene chloride ND ND ND ND ND 20 μg/m3
Naphthalene ND ND ND ND ND 100 μg/m3
n-Propylbenzene ND ND ND ND ND 20 μg/m3
Styrene ND ND ND ND ND 20 μg/m3
1,1,1,2-Tetrachloroethane ND ND ND ND ND 20 μg/m3
1,1,2,2-Tetrachloroethane ND ND ND ND ND 40 μg/m3
Tetrachloroethene 27 31 157 62 ND 20 μg/m3
Toluene 34 21 21 80 78 20 μg/m3
1,2,3-Trichlorobenzene ND ND ND ND ND 40 μg/m3
1,2,4-Trichlorobenzene ND ND ND ND ND 40 μg/m3
1,1,1-Trichloroethane ND ND ND ND ND 20 μg/m3
1,1,2-Trichloroethane ND ND ND ND ND 20 μg/m3
Trichloroethene ND ND ND ND ND 20 μg/m3
Trichlorofluoromethane ND ND ND ND ND 40 μg/m3
1,2,3-Trichloropropane ND ND ND ND ND 20 μg/m3
1,2,4-Trimethylbenzene ND ND ND ND ND 20 μg/m3
1,3,5-Trimethylbenzene ND ND ND ND ND 20 μg/m3
Vinyl chloride ND ND ND ND ND 20 μg/m3
m,p-Xylene ND ND ND ND ND 40 μg/m3
o-Xylene ND ND ND ND ND 20 μg/m3
MTBE ND ND ND ND ND 100 μg/m3
Ethyl-tert-butylether ND ND ND ND ND 100 μg/m3
Di-isopropylether ND ND ND ND ND 100 μg/m3
tert-amylmethylether ND ND ND ND ND 100 μg/m3
tert-Butylalcohol ND ND ND ND ND 1000 μg/m3
Gasoline Range Organics (C4-C12) ND ND ND ND ND 5000 μg/m3 Tracer:
n-Pentane ND ND ND ND ND 200 μg/m3
n-Hexane ND ND ND ND ND 200 μg/m3
n-Heptane ND ND ND ND ND 200 μg/m3
Dilution Factor 1 1 1 1 1
Surrogate Recoveries:

Dibromofluoromethane 98% 102% 100% 99% 101%
Toluene-d₈ 101% 99% 100% 99% 100%
4-Bromofluorobenzene 96% 97% 98% 95% 98%
Batch ID: G1-031122-
01 G1-031122-
01 G1-031122-
01 G1-031122-
01 G1-031122-
01 QC Limits
EPA 8260B – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics

JONES ENVIRONMENTAL LABORATORY RESULTS
ND = Value below reporting limit
60 - 140
60 - 140
Reporting Limit Units
60 - 140

Page 3 of 14 ends

2337
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: G-0423
Client Ref. No.: 1071-080-002
Attn: Date Sampled: 3/11/2022
Date Received: 3/11/2022
Project: Date Analyzed: 3/11/2022
Project Address: Physical State: Soil Gas
Sample ID: SVP-3-4'
REP SVP-5-4' SVP-5-10' SVP-7-4' SVP-9-4'
Jones ID: G-0423-06 G-0423-07 G-0423-08 G-0423-09 G-0423-10 Analytes:

JONES ENVIRONMENTAL LABORATORY RESULTS
Farallon Consulting
27 Mauchly Suite 213
Irvine, CA
Kathy Lehnus
5355 E Airport Dr.
5355 E Airport Dr.

Ontario, CA

Page 4 of 14 ends

2338
Sample ID: SVP-3-4'
REP SVP-5-4' SVP-5-10' SVP-7-4' SVP-9-4'
Jones ID: G-0423-06 G-0423-07 G-0423-08 G-0423-09 G-0423-10 Analytes:
cis-1,3-Dichloropropene ND ND ND ND ND 20 μg/m3
trans-1,3-Dichloropropene ND ND ND ND ND 20 μg/m3
Ethylbenzene ND ND ND ND ND 20 μg/m3
Freon 113 ND ND ND ND ND 40 μg/m3
Hexachlorobutadiene ND ND ND ND ND 60 μg/m3
Isopropylbenzene ND ND ND ND ND 20 μg/m3
4-Isopropyltoluene ND ND ND ND ND 20 μg/m3
Methylene chloride ND ND ND ND ND 20 μg/m3
Naphthalene ND ND ND ND ND 100 μg/m3
n-Propylbenzene ND ND ND ND ND 20 μg/m3
Styrene ND ND ND ND ND 20 μg/m3
1,1,1,2-Tetrachloroethane ND ND ND ND ND 20 μg/m3
1,1,2,2-Tetrachloroethane ND ND ND ND ND 40 μg/m3
Tetrachloroethene ND 70 234 247 24 20 μg/m3
Toluene 45 83 ND 91 87 20 μg/m3
1,2,3-Trichlorobenzene ND ND ND ND ND 40 μg/m3
1,2,4-Trichlorobenzene ND ND ND ND ND 40 μg/m3
1,1,1-Trichloroethane ND ND ND ND ND 20 μg/m3
1,1,2-Trichloroethane ND ND ND ND ND 20 μg/m3
Trichloroethene ND ND ND ND ND 20 μg/m3
Trichlorofluoromethane ND ND ND ND ND 40 μg/m3
1,2,3-Trichloropropane ND ND ND ND ND 20 μg/m3
1,2,4-Trimethylbenzene ND ND ND ND ND 20 μg/m3
1,3,5-Trimethylbenzene ND ND ND ND ND 20 μg/m3
Vinyl chloride ND ND ND ND ND 20 μg/m3
m,p-Xylene ND ND ND ND ND 40 μg/m3
o-Xylene ND ND ND ND ND 20 μg/m3
MTBE ND ND ND ND ND 100 μg/m3
Ethyl-tert-butylether ND ND ND ND ND 100 μg/m3
Di-isopropylether ND ND ND ND ND 100 μg/m3
tert-amylmethylether ND ND ND ND ND 100 μg/m3
tert-Butylalcohol ND ND ND ND ND 1000 μg/m3
Gasoline Range Organics (C4-C12) ND ND ND ND ND 5000 μg/m3 Tracer:
n-Pentane ND ND ND ND ND 200 μg/m3
n-Hexane ND ND ND ND ND 200 μg/m3
n-Heptane ND ND ND ND ND 200 μg/m3
Dilution Factor 1 1 1 1 1
Surrogate Recoveries:

Dibromofluoromethane 102% 101% 103% 100% 105%
Toluene-d₈ 99% 97% 99% 98% 98%
4-Bromofluorobenzene 98% 98% 97% 97% 95%
Batch ID: G1-031122-
01 G1-031122-
01 G1-031122-
01 G1-031122-
01 G1-031122-
01 ND = Value below reporting limit
60 - 140
60 - 140
60 - 140

JONES ENVIRONMENTAL LABORATORY RESULTS
EPA 8260B – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics Reporting Limit Units
QC Limits

Page 5 of 14 ends

2339
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: G-0423
Client Ref. No.: 1071-080-002
Attn: Date Sampled: 3/11/2022
Date Received: 3/11/2022
Project: Date Analyzed: 3/11/2022
Project Address: Physical State: Soil Gas
Sample ID: SVP-8-4' SVP-6-4' SVP-6-8' SVP-10-4' SVP-10-8' Jones ID: G-0423-11 G-0423-12 G-0423-13 G-0423-14 G-0423-15 Analytes:

Benzene ND ND ND ND ND 20 μg/m3
Bromobenzene ND ND ND ND ND 20 μg/m3
Bromodichloromethane ND ND ND ND ND 20 μg/m3
Bromoform ND ND ND ND ND 20 μg/m3
n-Butylbenzene ND ND ND ND ND 30 μg/m3
sec-Butylbenzene ND ND ND ND ND 30 μg/m3
tert-Butylbenzene ND ND ND ND ND 30 μg/m3
Carbon tetrachloride ND ND ND ND ND 20 μg/m3
Chlorobenzene ND ND ND ND ND 20 μg/m3
Chloroform ND ND ND ND ND 20 μg/m3
2-Chlorotoluene ND ND ND ND ND 30 μg/m3
4-Chlorotoluene ND ND ND ND ND 30 μg/m3
Dibromochloromethane ND ND ND ND ND 20 μg/m3
1,2-Dibromo-3-chloropropane ND ND ND ND ND 20 μg/m3
1,2-Dibromoethane (EDB) ND ND ND ND ND 20 μg/m3
Dibromomethane ND ND ND ND ND 20 μg/m3
1,2- Dichlorobenzene ND ND ND ND ND 40 μg/m3
1,3-Dichlorobenzene ND ND ND ND ND 40 μg/m3
1,4-Dichlorobenzene ND ND ND ND ND 40 μg/m3
Dichlorodifluoromethane ND ND ND ND 60 40 μg/m3
1,1-Dichloroethane ND ND ND ND ND 20 μg/m3
1,2-Dichloroethane ND ND ND ND ND 20 μg/m3
1,1-Dichloroethene ND ND ND ND ND 20 μg/m3
cis-1,2-Dichloroethene ND ND ND ND ND 20 μg/m3
trans-1,2-Dichloroethene ND ND ND ND ND 20 μg/m3
1,2-Dichloropropane ND ND ND ND ND 20 μg/m3
1,3-Dichloropropane ND ND ND ND ND 20 μg/m3
2,2-Dichloropropane ND ND ND ND ND 40 μg/m3
1,1-Dichloropropene ND ND ND ND ND 25 μg/m3
EPA 8260B – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics Reporting Limit Units

JONES ENVIRONMENTAL LABORATORY RESULTS
Farallon Consulting
27 Mauchly Suite 213
Irvine, CA
Kathy Lehnus
5355 E Airport Dr.
5355 E Airport Dr.

Ontario, CA

Page 6 of 14 ends

2340
Sample ID: SVP-8-4' SVP-6-4' SVP-6-8' SVP-10-4' SVP-10-8' Jones ID: G-0423-11 G-0423-12 G-0423-13 G-0423-14 G-0423-15 Analytes:
cis-1,3-Dichloropropene ND ND ND ND ND 20 μg/m3
trans-1,3-Dichloropropene ND ND ND ND ND 20 μg/m3
Ethylbenzene ND ND ND ND ND 20 μg/m3
Freon 113 ND ND ND ND ND 40 μg/m3
Hexachlorobutadiene ND ND ND ND ND 60 μg/m3
Isopropylbenzene ND ND ND ND ND 20 μg/m3
4-Isopropyltoluene ND ND ND ND ND 20 μg/m3
Methylene chloride ND ND ND ND ND 20 μg/m3
Naphthalene ND ND ND ND ND 100 μg/m3
n-Propylbenzene ND ND ND ND ND 20 μg/m3
Styrene ND ND ND ND ND 20 μg/m3
1,1,1,2-Tetrachloroethane ND ND ND ND ND 20 μg/m3
1,1,2,2-Tetrachloroethane ND ND ND ND ND 40 μg/m3
Tetrachloroethene 232 97 34 31 63 20 μg/m3
Toluene 89 106 65 60 47 20 μg/m3
1,2,3-Trichlorobenzene ND ND ND ND ND 40 μg/m3
1,2,4-Trichlorobenzene ND ND ND ND ND 40 μg/m3
1,1,1-Trichloroethane ND ND ND ND ND 20 μg/m3
1,1,2-Trichloroethane ND ND ND ND ND 20 μg/m3
Trichloroethene ND ND ND ND ND 20 μg/m3
Trichlorofluoromethane ND ND ND ND ND 40 μg/m3
1,2,3-Trichloropropane ND ND ND ND ND 20 μg/m3
1,2,4-Trimethylbenzene ND ND ND ND ND 20 μg/m3
1,3,5-Trimethylbenzene ND ND ND ND ND 20 μg/m3
Vinyl chloride ND ND ND ND ND 20 μg/m3
m,p-Xylene ND ND ND ND ND 40 μg/m3
o-Xylene ND ND ND ND ND 20 μg/m3
MTBE ND ND ND ND ND 100 μg/m3
Ethyl-tert-butylether ND ND ND ND ND 100 μg/m3
Di-isopropylether ND ND ND ND ND 100 μg/m3
tert-amylmethylether ND ND ND ND ND 100 μg/m3
tert-Butylalcohol ND ND ND ND ND 1000 μg/m3
Gasoline Range Organics (C4-C12) ND ND ND ND ND 5000 μg/m3 Tracer:
n-Pentane ND ND ND ND ND 200 μg/m3
n-Hexane ND ND ND ND ND 200 μg/m3
n-Heptane ND ND ND ND ND 200 μg/m3
Dilution Factor 1 1 1 1 1
Surrogate Recoveries:

Dibromofluoromethane 103% 105% 105% 105% 103%
Toluene-d₈ 98% 100% 98% 97% 97%
4-Bromofluorobenzene 96% 97% 96% 97% 97%
Batch ID: G1-031122-
01 G1-031122-
01 G1-031122-
01 G1-031122-
01 G1-031122-
01 ND = Value below reporting limit
60 - 140
60 - 140
60 - 140

JONES ENVIRONMENTAL LABORATORY RESULTS
EPA 8260B – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics Reporting Limit Units
QC Limits

Page 7 of 14 ends

2341
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: G-0423
Client Ref. No.: 1071-080-002
Attn: Date Sampled: 3/11/2022
Date Received: 3/11/2022
Project: Date Analyzed: 3/11/2022
Project Address: Physical State: Soil Gas
Sample ID: SVP-4-4'
REP SS-1 SS-2
Jones ID: G-0423-16 G-0423-17 G-0423-18
Analytes:

JONES ENVIRONMENTAL LABORATORY RESULTS
Farallon Consulting
27 Mauchly Suite 213
Irvine, CA
Reporting Limit Units
Kathy Lehnus
5355 E Airport Dr.
5355 E Airport Dr.

Ontario, CA
EPA 8260B – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics

Page 8 of 14 ends

2342
Sample ID: SVP-4-4'
REP SS-1 SS-2
Jones ID: G-0423-16 G-0423-17 G-0423-18
Analytes:
cis-1,3-Dichloropropene ND ND ND ND ND 20 μg/m3
trans-1,3-Dichloropropene ND ND ND ND ND 20 μg/m3
Ethylbenzene ND ND ND ND ND 20 μg/m3
Freon 113 ND ND ND ND ND 40 μg/m3
Hexachlorobutadiene ND ND ND ND ND 60 μg/m3
Isopropylbenzene ND ND ND ND ND 20 μg/m3
4-Isopropyltoluene ND ND ND ND ND 20 μg/m3
Methylene chloride ND ND ND ND ND 20 μg/m3
Naphthalene ND ND ND ND ND 100 μg/m3
n-Propylbenzene ND ND ND ND ND 20 μg/m3
Styrene ND ND ND ND ND 20 μg/m3
1,1,1,2-Tetrachloroethane ND ND ND ND ND 20 μg/m3
1,1,2,2-Tetrachloroethane ND ND ND ND ND 40 μg/m3
Tetrachloroethene 57 220 194 ND ND 20 μg/m3
Toluene 46 ND ND ND ND 20 μg/m3
1,2,3-Trichlorobenzene ND ND ND ND ND 40 μg/m3
1,2,4-Trichlorobenzene ND ND ND ND ND 40 μg/m3
1,1,1-Trichloroethane ND ND ND ND ND 20 μg/m3
1,1,2-Trichloroethane ND ND ND ND ND 20 μg/m3
Trichloroethene ND ND ND ND ND 20 μg/m3
Trichlorofluoromethane ND ND ND ND ND 40 μg/m3
1,2,3-Trichloropropane ND ND ND ND ND 20 μg/m3
1,2,4-Trimethylbenzene ND ND ND ND ND 20 μg/m3
1,3,5-Trimethylbenzene ND ND ND ND ND 20 μg/m3
Vinyl chloride ND ND ND ND ND 20 μg/m3
m,p-Xylene ND ND ND ND ND 40 μg/m3
o-Xylene ND ND ND ND ND 20 μg/m3
MTBE ND ND ND ND ND 100 μg/m3
Ethyl-tert-butylether ND ND ND ND ND 100 μg/m3
Di-isopropylether ND ND ND ND ND 100 μg/m3
tert-amylmethylether ND ND ND ND ND 100 μg/m3
tert-Butylalcohol ND ND ND ND ND 1000 μg/m3
Gasoline Range Organics (C4-C12) ND ND ND ND ND 5000 μg/m3 Tracer:
n-Pentane ND ND ND ND ND 200 μg/m3
n-Hexane ND ND ND ND ND 200 μg/m3
n-Heptane ND ND ND ND ND 200 μg/m3
Dilution Factor 1 1 1 1 1
Surrogate Recoveries:

Dibromofluoromethane 101% 106% 105%
Toluene-d₈ 98% 99% 95%
4-Bromofluorobenzene 96% 98% 95%
Batch ID: G1-031122-
01 G1-031122-
01 G1-031122-
01 G1-031122-
01 G1-031122-
01 JONES ENVIRONMENTAL LABORATORY RESULTS
60 - 140
ND = Value below reporting limit
EPA 8260B – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics Reporting Limit Units
QC Limits
60 - 140
60 - 140

Page 9 of 14 ends

2343
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: G-0423
Client Ref. No.: 1071-080-002
Attn: Date Sampled: 3/11/2022
Date Received: 3/11/2022
Project: Date Analyzed: 3/11/2022
Project Address: Physical State: Soil Gas
Sample ID: METHOD
BLANK

SAMPLING
BLANK
Jones ID: 031122-
G1MB1
031122-
G1SB1
Analytes:

Benzene ND ND 20 μg/m3
Bromobenzene ND ND 20 μg/m3
Bromodichloromethane ND ND 20 μg/m3
Bromoform ND ND 20 μg/m3
n-Butylbenzene ND ND 30 μg/m3
sec-Butylbenzene ND ND 30 μg/m3
tert-Butylbenzene ND ND 30 μg/m3
Carbon tetrachloride ND ND 20 μg/m3
Chlorobenzene ND ND 20 μg/m3
Chloroform ND ND 20 μg/m3
2-Chlorotoluene ND ND 30 μg/m3
4-Chlorotoluene ND ND 30 μg/m3
Dibromochloromethane ND ND 20 μg/m3
1,2-Dibromo-3-chloropropane ND ND 20 μg/m3
1,2-Dibromoethane (EDB) ND ND 20 μg/m3
Dibromomethane ND ND 20 μg/m3
1,2- Dichlorobenzene ND ND 40 μg/m3
1,3-Dichlorobenzene ND ND 40 μg/m3
1,4-Dichlorobenzene ND ND 40 μg/m3
Dichlorodifluoromethane ND ND 40 μg/m3
1,1-Dichloroethane ND ND 20 μg/m3
1,2-Dichloroethane ND ND 20 μg/m3
1,1-Dichloroethene ND ND 20 μg/m3
cis-1,2-Dichloroethene ND ND 20 μg/m3
trans-1,2-Dichloroethene ND ND 20 μg/m3
1,2-Dichloropropane ND ND 20 μg/m3
1,3-Dichloropropane ND ND 20 μg/m3
2,2-Dichloropropane ND ND 40 μg/m3
1,1-Dichloropropene ND ND 25 μg/m3
Reporting Limit Units

JONES ENVIRONMENTAL QUALITY CONTROL INFORMATION
Farallon Consulting
27 Mauchly Suite 213
Irvine, CA
5355 E Airport Dr.

Ontario, CA
EPA 8260B – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics Kathy Lehnus
5355 E Airport Dr.

Page 10 of 14 ends

2344
Sample ID: METHOD
BLANK

SAMPLING
BLANK
Jones ID: 031122-
G1MB1
031122-
G1SB1
Analytes:
cis-1,3-Dichloropropene ND ND 20 μg/m3
trans-1,3-Dichloropropene ND ND 20 μg/m3
Ethylbenzene ND ND 20 μg/m3
Freon 113 ND ND 40 μg/m3
Hexachlorobutadiene ND ND 60 μg/m3
Isopropylbenzene ND ND 20 μg/m3
4-Isopropyltoluene ND ND 20 μg/m3
Methylene chloride ND ND 20 μg/m3
Naphthalene ND ND 100 μg/m3
n-Propylbenzene ND ND 20 μg/m3
Styrene ND ND 20 μg/m3
1,1,1,2-Tetrachloroethane ND ND 20 μg/m3
1,1,2,2-Tetrachloroethane ND ND 40 μg/m3
Tetrachloroethene ND ND 20 μg/m3
Toluene ND ND 20 μg/m3
1,2,3-Trichlorobenzene ND ND 40 μg/m3
1,2,4-Trichlorobenzene ND ND 40 μg/m3
1,1,1-Trichloroethane ND ND 20 μg/m3
1,1,2-Trichloroethane ND ND 20 μg/m3
Trichloroethene ND ND 20 μg/m3
Trichlorofluoromethane ND ND 40 μg/m3
1,2,3-Trichloropropane ND ND 20 μg/m3
1,2,4-Trimethylbenzene ND ND 20 μg/m3
1,3,5-Trimethylbenzene ND ND 20 μg/m3
Vinyl chloride ND ND 20 μg/m3
m,p-Xylene ND ND 40 μg/m3
o-Xylene ND ND 20 μg/m3
MTBE ND ND 100 μg/m3
Ethyl-tert-butylether ND ND 100 μg/m3
Di-isopropylether ND ND 100 μg/m3
tert-amylmethylether ND ND 100 μg/m3
tert-Butylalcohol ND ND 1000 μg/m3
Gasoline Range Organics (C4-C12) ND ND 5000 μg/m3
Tracer:
n-Pentane ND ND 200 μg/m3
n-Hexane ND ND 200 μg/m3
n-Heptane ND ND 200 μg/m3
Dilution Factor 1 1
Surrogate Recoveries:

Dibromofluoromethane 98% 97%
Toluene-d₈ 100% 99%
4-Bromofluorobenzene 100% 100%
Batch ID: G1-031122-
01 G1-031122-
01 ND = Value below reporting limit
60 - 140

JONES ENVIRONMENTAL QUALITY CONTROL INFORMATION
60 - 140
60 - 140
QC Limits
EPA 8260B – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics Reporting Limit Units

Page 11 of 14 ends

2345
Client: 3/11/2022
Client Address: G-0423
1071-080-002
Attn: 3/11/2022
3/11/2022
Project: 3/11/2022
Project Address: Soil Gas
Batch ID:

Jones ID:

Parameter RPD
Acceptability
Range (%) CCV
Acceptability
Range (%)
Vinyl chloride 11.1% 60 - 140 79%1
80 - 120
1,1-Dichloroethene 7.3% 60 - 140 90% 80 - 120
Cis-1,2-Dichloroethene 13.6% 70 - 130 98% 80 - 120
1,1,1-Trichloroethane 12.1% 70 - 130 96% 80 - 120
Benzene 7.2% 70 - 130 99% 80 - 120
Trichloroethene 1.6% 70 - 130 107% 80 - 120
Toluene 4.9% 70 - 130 102% 80 - 120
Tetrachloroethene 2.3% 70 - 130 103% 80 - 120
Chlorobenzene 4.9% 70 - 130 103% 80 - 120
Ethylbenzene 6.9% 70 - 130 99% 80 - 120
1,2,4 Trimethylbenzene 1.8% 70 - 130 81% 80 - 120
Gasoline Range Organics (C4-C12) 5.3% 70 - 130 95% 80 - 120 Surrogate Recovery:

Dibromofluoromethane 60 - 140 97% 60 - 140
Toluene-d₈ 60 - 140 101% 60 - 140
4-Bromofluorobenzene 60 - 140 102% 60 - 140
84%
97%
88%
108% 103%
86%
95%
75%
90%
118% 112%
031122-G1LCSD1
90%
031122-G1CCV1
LCS
Recovery (%)
LCSD
Recovery (%)
121%
99%
106% 104%
100%
96% 100%
LCSD = Laboratory Control Sample Duplicate
EPA 8260B – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics 031122-G1LCS1
G1-031122-01
CCV = Continuing Calibration Verification
123%
107%
102% 90%
93%
97%
Farallon Consulting Report date:
27 Mauchly Suite 213
Kathy Lehnus

JONES ENVIRONMENTAL QUALITY CONTROL INFORMATION
Client Ref. No.:

Jones Ref. No.:

Date Sampled:

Irvine, CA
Date Received:

Physical State:

RPD = Relative Percent Difference; Acceptability range for RPD is ≤ 20% LCS = Laboratory Control Sample
1Recovery outside of acceptable limits. LCS/LCSD recoveries and RPD were within QC limits, therefore data was accepted. 5355 E Airport Dr. Date Analyzed:
5355 E Airport Dr.

Ontario, CA
99% 94%
107%
102%
105%

Page 12 of 14 ends

2346

Page 13 of 14 ends

2347

Page 14 of 14 ends

2348

ANALYSES REQUESTED
Soil:

1. EPA 8015M – Extended Range Hydrocarbons

2. EPA 8260B by 5035 – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics

3. EPA 6010B by 3050B and EPA 7471A – CAM 17 Metals

JONES ENVIRONMENTAL

LABORATORY RESULTS
Client: Farallon Consulting Report date: 3/11/2022
Client Address: 27 Mauchly, Suite 213 Jones Ref. No.: ST-19272 Irvine, CA. Client Ref. No.: 1071-080
Attn: Kathy Lehnus Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: 5355 Airport Drive Date Analyzed: 3/9/2022
Project Address: 5355 Airport Drive Physical State: Soil Ontario, CA 91761

Page 1 of 21 ends

2349
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/9/2022
Project Address: Physical State: Soil
Sample ID: SVP-1-10' SVP-5-10' SVP-6-4' SVP-6-8' SVP-7-4' Jones ID: ST-19272-01 ST-19272-05 ST-19272-06 ST-19272-07 ST-19272-08 Reporting Limit Units Carbon Chain Range
C10 - C11 ND ND ND ND ND 1.0 mg/kg
C12 - C13 ND ND ND ND ND 1.0 mg/kg
C14 - C15 ND ND ND ND ND 1.0 mg/kg
C16 - C17 ND ND ND ND ND 1.0 mg/kg
C18 - C19 ND ND ND ND ND 1.0 mg/kg
C20 - C23 ND ND ND ND ND 1.0 mg/kg
C24 - C27 ND ND ND ND ND 1.0 mg/kg
C28 - C31 ND ND ND ND ND 1.0 mg/kg
C32 - C35 ND ND ND ND ND 1.0 mg/kg
C36 - C39 ND ND ND ND ND 1.0 mg/kg
C40 - C43 ND ND ND ND ND 1.0 mg/kg
C13 - C22 ND ND ND ND ND 10.0 mg/kg
C23 - C40 ND ND ND ND ND 10.0 mg/kg
Dilution Factor 1 1 1 1 1
Surrogate Recovery:

Hexacosane 115% 110% 93% 119% 101%
Batch: FID8_
030922_01
FID8_
030922_01
FID8_
030922_01
FID8_
030922_01
FID8_
030922_01
ND = Value less than reporting limit
5355 Airport Drive
5355 Airport Drive
EPA 8015M - Extended Range Hydrocarbons
QC Limits
30 - 120
Ontario, CA 91761

JONES ENVIRONMENTAL
Kathy Lehnus
Farallon Consulting

LABORATORY RESULTS
27 Mauchly, Suite 213
Irvine, CA.

Page 2 of 21 ends

2350
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/9/2022
Project Address: Physical State: Soil
Sample ID: SVP-8-4' SVP-9-4' SVP-10-8' SB-1-10' SB-2-10' Jones ID: ST-19272-09 ST-19272-10 ST-19272-11 ST-19272-12 ST-19272-13 Reporting Limit Units Carbon Chain Range
C10 - C11 ND ND ND ND ND 1.0 mg/kg
C12 - C13 ND ND ND ND ND 1.0 mg/kg
C14 - C15 ND ND ND ND ND 1.0 mg/kg
C16 - C17 ND ND ND ND ND 1.0 mg/kg
C18 - C19 ND ND ND ND ND 1.0 mg/kg
C20 - C23 ND ND ND ND ND 1.0 mg/kg
C24 - C27 ND ND ND ND ND 1.0 mg/kg
C28 - C31 ND ND ND ND ND 1.0 mg/kg
C32 - C35 ND ND ND ND ND 1.0 mg/kg
C36 - C39 ND ND ND ND ND 1.0 mg/kg
C40 - C43 ND ND ND ND ND 1.0 mg/kg
C13 - C22 ND ND ND ND ND 10.0 mg/kg
C23 - C40 ND ND ND ND ND 10.0 mg/kg
Dilution Factor 1 1 1 1 1
Surrogate Recovery:

Hexacosane 91% 114% 92% 115% 116%
Batch: FID8_
030922_01
FID8_
030922_01
FID8_
030922_01
FID8_
030922_01
FID8_
030922_01
ND = Value less than reporting limit
QC Limits
30 - 120
Kathy Lehnus

JONES ENVIRONMENTAL

LABORATORY RESULTS
Farallon Consulting
27 Mauchly, Suite 213
Irvine, CA.

Ontario, CA 91761
EPA 8015M - Extended Range Hydrocarbons
5355 Airport Drive
5355 Airport Drive

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2351
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/9/2022
Project Address: Physical State: Soil
Sample ID: METHOD
BLANK #1
Jones ID: MB1-
030922FID8
Carbon Chain Range
C10 - C11 ND 1.0 mg/kg
C12 - C13 ND 1.0 mg/kg
C14 - C15 ND 1.0 mg/kg
C16 - C17 ND 1.0 mg/kg
C18 - C19 ND 1.0 mg/kg
C20 - C23 ND 1.0 mg/kg
C24 - C27 ND 1.0 mg/kg
C28 - C31 ND 1.0 mg/kg
C32 - C35 ND 1.0 mg/kg
C36 - C39 ND 1.0 mg/kg
C40 - C43 ND 1.0 mg/kg
C13 - C22 ND 10.0 mg/kg
C23 - C40 ND 10.0 mg/kg
Dilution Factor 1
Surrogate Recovery:

Hexacosane 115%
Batch: FID8_
030922_01
ND = Value less than reporting limit
EPA 8015M - Extended Range Hydrocarbons
Units
Kathy Lehnus
5355 Airport Drive
5355 Airport Drive
Reporting Limit
Ontario, CA 91761

JONES ENVIRONMENTAL QUALITY CONTROL INFORMATION
Farallon Consulting
27 Mauchly, Suite 213
Irvine, CA.

QC Limits
30 - 120

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2352
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/9/2022
Project Address: Physical State: Soil
BATCH: Prepared: 3/9/2022 Analyzed: 3/9/2022
Result Spike Level % Recovery % RPD % Recovery
Limits Units
LCS: LCS1-030922FID8 SAMPLE SPIKED: CLEAN SOIL
Analyte:

Diesel (C10 - C28) 495 500 99% 60 - 140 mg/kg
Surrogate Recovery:

Hexacosane 113% 30 - 120
LCSD: LCSD1-030922FID8 SAMPLE SPIKED: CLEAN SOIL
Analyte:

Diesel (C10 - C28) 495 500 99% 0% 60 - 140 mg/kg
Hexacosane 119% 30 - 120
CCV: CCV1-030922FID8
Analyte:

Diesel (C10 - C28) 1190 1000 119% 80 - 120 mg/kg
LCS = Laboratory Control Sample
LCSD= Laboratory Control Sample Duplicate
CCV = Continuing Calibration Verification
RPD = Relative Percent Difference
FID8_ 030922_01
Kathy Lehnus
5355 Airport Drive
5355 Airport Drive
Ontario, CA 91761

JONES ENVIRONMENTAL QUALITY CONTROL INFORMATION
Farallon Consulting
27 Mauchly, Suite 213
Irvine, CA.

Surrogate Recoveries:

EPA 8015M - Extended Range Hydrocarbons

Page 5 of 21 ends

2353
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/8/2022
Project Address: Physical State: Soil
Sample ID: SVP-1-10' SVP-2-4' SVP-3-4' SVP-4-4' SVP-5-10' Jones ID: ST-19272-01 ST-19272-02 ST-19272-03 ST-19272-04 ST-19272-05 Reporting Limit Units Analytes:

Benzene ND ND ND ND ND 1.0 μg/kg
Bromobenzene ND ND ND ND ND 1.0 μg/kg
Bromodichloromethane ND ND ND ND ND 1.0 μg/kg
Bromoform ND ND ND ND ND 1.0 μg/kg
n-Butylbenzene ND ND ND ND ND 1.0 μg/kg
sec-Butylbenzene ND ND ND ND ND 1.0 μg/kg
tert-Butylbenzene ND ND ND ND ND 1.0 μg/kg
Carbon tetrachloride ND ND ND ND ND 1.0 μg/kg
Chlorobenzene ND ND ND ND ND 1.0 μg/kg
Chloroform ND ND ND ND ND 1.0 μg/kg
2-Chlorotoluene ND ND ND ND ND 1.0 μg/kg
4-Chlorotoluene ND ND ND ND ND 1.0 μg/kg
Dibromochloromethane ND ND ND ND ND 1.0 μg/kg
1,2-Dibromo-3-chloropropane ND ND ND ND ND 1.0 μg/kg
1,2-Dibromoethane (EDB) ND ND ND ND ND 1.0 μg/kg
Dibromomethane ND ND ND ND ND 1.0 μg/kg
1,2- Dichlorobenzene ND ND ND ND ND 1.0 μg/kg
1,3-Dichlorobenzene ND ND ND ND ND 1.0 μg/kg
1,4-Dichlorobenzene ND ND ND ND ND 1.0 μg/kg
1,1-Dichloroethane ND ND ND ND ND 1.0 μg/kg
1,2-Dichloroethane ND ND ND ND ND 1.0 μg/kg
1,1-Dichloroethene ND ND ND ND ND 1.0 μg/kg
cis-1,2-Dichloroethene ND ND ND ND ND 1.0 μg/kg
trans-1,2-Dichloroethene ND ND ND ND ND 1.0 μg/kg
1,2-Dichloropropane ND ND ND ND ND 1.0 μg/kg
1,3-Dichloropropane ND ND ND ND ND 1.0 μg/kg
2,2-Dichloropropane ND ND ND ND ND 1.0 μg/kg
1,1-Dichloropropene ND ND ND ND ND 1.0 μg/kg
cis-1,3-Dichloropropene ND ND ND ND ND 1.0 μg/kg
Ontario, CA 91761

JONES ENVIRONMENTAL LABORATORY RESULTS
Kathy Lehnus
Farallon Consulting
27 Mauchly, Suite 213
Irvine, CA
5355 Airport Drive
5355 Airport Drive
EPA 8260B by 5035 – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics

Page 6 of 21 ends

2354
Sample ID: SVP-1-10' SVP-2-4' SVP-3-4' SVP-4-4' SVP-5-10' Jones ID: ST-19272-01 ST-19272-02 ST-19272-03 ST-19272-04 ST-19272-05 Analytes:
trans-1,3-Dichloropropene ND ND ND ND ND 1.0 μg/kg
Ethylbenzene ND ND ND ND ND 1.0 μg/kg
Freon 11 ND ND ND ND ND 5.0 μg/kg
Freon 12 ND ND ND ND ND 5.0 μg/kg
Freon 113 ND ND ND ND ND 5.0 μg/kg
Hexachlorobutadiene ND ND ND ND ND 1.0 μg/kg
Isopropylbenzene ND ND ND ND ND 1.0 μg/kg
4-Isopropyltoluene ND ND ND ND ND 1.0 μg/kg
Methylene chloride ND ND ND ND ND 1.0 μg/kg
Naphthalene ND ND ND ND ND 1.0 μg/kg
n-Propylbenzene ND ND ND ND ND 1.0 μg/kg
Styrene ND ND ND ND ND 1.0 μg/kg
1,1,1,2-Tetrachloroethane ND ND ND ND ND 1.0 μg/kg
1,1,2,2-Tetrachloroethane ND ND ND ND ND 1.0 μg/kg
Tetrachloroethene ND ND ND ND ND 1.0 μg/kg
Toluene ND ND ND ND ND 1.0 μg/kg
1,2,3-Trichlorobenzene ND ND ND ND ND 1.0 μg/kg
1,2,4-Trichlorobenzene ND ND ND ND ND 1.0 μg/kg
1,1,1-Trichloroethane ND ND ND ND ND 1.0 μg/kg
1,1,2-Trichloroethane ND ND ND ND ND 1.0 μg/kg
Trichloroethene ND ND ND ND ND 1.0 μg/kg
1,2,3-Trichloropropane ND ND ND ND ND 1.0 μg/kg
1,2,4-Trimethylbenzene ND ND ND ND ND 1.0 μg/kg
1,3,5-Trimethylbenzene ND ND ND ND ND 1.0 μg/kg
Vinyl chloride ND ND ND ND ND 1.0 μg/kg
m,p-Xylene ND ND ND ND ND 2.0 μg/kg
o-Xylene ND ND ND ND ND 1.0 μg/kg
Methyl-tert-butylether ND ND ND ND ND 5.0 μg/kg
Ethyl-tert-butylether ND ND ND ND ND 5.0 μg/kg
Di-isopropylether ND ND ND ND ND 5.0 μg/kg
tert-amylmethylether ND ND ND ND ND 5.0 μg/kg
tert-Butylalcohol ND ND ND ND ND 50.0 μg/kg
Gasoline Range Organics (C4-C12) ND ND ND ND ND 0.20 mg/kg Dilution Factor 1 1 1 1 1
Surrogate Recoveries:

Dibromofluoromethane 112% 111% 113% 111% 115%
Toluene-d₈ 96% 95% 97% 96% 97%
4-Bromofluorobenzene 98% 100% 97% 98% 96%
Batch: VOC5-030822-
01 VOC5-030822-
01 VOC5-030822-
01 VOC5-030822-
01 VOC5-030822-
01 ND = Value less than reporting limit
60 - 140
60 - 140
Reporting Limit Units
EPA 8260B by 5035 – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics

JONES ENVIRONMENTAL LABORATORY RESULTS
60 - 140
QC Limits

Page 7 of 21 ends

2355
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/8/2022
Project Address: Physical State: Soil
Sample ID: SVP-6-4' SVP-6-8' SVP-7-4' SVP-8-4' SVP-9-4' Jones ID: ST-19272-06 ST-19272-07 ST-19272-08 ST-19272-09 ST-19272-10 Reporting Limit Units Analytes:

JONES ENVIRONMENTAL LABORATORY RESULTS
Farallon Consulting
27 Mauchly, Suite 213
Irvine, CA

Page 8 of 21 ends

2356
Sample ID: SVP-6-4' SVP-6-8' SVP-7-4' SVP-8-4' SVP-9-4' Jones ID: ST-19272-06 ST-19272-07 ST-19272-08 ST-19272-09 ST-19272-10 Analytes:
trans-1,3-Dichloropropene ND ND ND ND ND 1.0 μg/kg
Ethylbenzene ND ND ND ND ND 1.0 μg/kg
Freon 11 ND ND ND ND ND 5.0 μg/kg
Freon 12 ND ND ND ND ND 5.0 μg/kg
Freon 113 ND ND ND ND ND 5.0 μg/kg
Hexachlorobutadiene ND ND ND ND ND 1.0 μg/kg
Isopropylbenzene ND ND ND ND ND 1.0 μg/kg
4-Isopropyltoluene ND ND ND ND ND 1.0 μg/kg
Methylene chloride ND ND ND ND ND 1.0 μg/kg
Naphthalene ND ND ND ND ND 1.0 μg/kg
n-Propylbenzene ND ND ND ND ND 1.0 μg/kg
Styrene ND ND ND ND ND 1.0 μg/kg
1,1,1,2-Tetrachloroethane ND ND ND ND ND 1.0 μg/kg
1,1,2,2-Tetrachloroethane ND ND ND ND ND 1.0 μg/kg
Tetrachloroethene ND ND ND ND ND 1.0 μg/kg
Toluene ND ND ND ND ND 1.0 μg/kg
1,2,3-Trichlorobenzene ND ND ND ND ND 1.0 μg/kg
1,2,4-Trichlorobenzene ND ND ND ND ND 1.0 μg/kg
1,1,1-Trichloroethane ND ND ND ND ND 1.0 μg/kg
1,1,2-Trichloroethane ND ND ND ND ND 1.0 μg/kg
Trichloroethene ND ND ND ND ND 1.0 μg/kg
1,2,3-Trichloropropane ND ND ND ND ND 1.0 μg/kg
1,2,4-Trimethylbenzene ND ND ND ND ND 1.0 μg/kg
1,3,5-Trimethylbenzene ND ND ND ND ND 1.0 μg/kg
Vinyl chloride ND ND ND ND ND 1.0 μg/kg
m,p-Xylene ND ND ND ND ND 2.0 μg/kg
o-Xylene ND ND ND ND ND 1.0 μg/kg
Methyl-tert-butylether ND ND ND ND ND 5.0 μg/kg
Ethyl-tert-butylether ND ND ND ND ND 5.0 μg/kg
Di-isopropylether ND ND ND ND ND 5.0 μg/kg
tert-amylmethylether ND ND ND ND ND 5.0 μg/kg
tert-Butylalcohol ND ND ND ND ND 50.0 μg/kg
Gasoline Range Organics (C4-C12) ND ND ND ND ND 0.20 mg/kg Dilution Factor 1 1 1 1 1
Surrogate Recoveries:

Dibromofluoromethane 111% 114% 110% 114% 113%
Toluene-d₈ 94% 97% 94% 95% 94%
4-Bromofluorobenzene 97% 99% 97% 95% 96%
Batch: VOC5-030822-
01 VOC5-030822-
01 VOC5-030822-
01 VOC5-030822-
01 VOC5-030822-
01 ND = Value less than reporting limit
60 - 140
60 - 140
60 - 140
QC Limits
Reporting Limit Units
EPA 8260B by 5035 – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics

JONES ENVIRONMENTAL LABORATORY RESULTS

Page 9 of 21 ends

2357
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/8/2022
Project Address: Physical State: Soil
Sample ID: SVP-10-8' SB-1-10' SB-2-10'
Jones ID: ST-19272-11 ST-19272-12 ST-19272-13 Reporting Limit Units Analytes:

JONES ENVIRONMENTAL LABORATORY RESULTS
Farallon Consulting
27 Mauchly, Suite 213
Irvine, CA

Page 10 of 21 ends

2358
Sample ID: SVP-10-8' SB-1-10' SB-2-10'
Jones ID: ST-19272-11 ST-19272-12 ST-19272-13
Analytes:
trans-1,3-Dichloropropene ND ND ND ND ND 1.0 μg/kg
Ethylbenzene ND ND ND ND ND 1.0 μg/kg
Freon 11 ND ND ND ND ND 5.0 μg/kg
Freon 12 ND ND ND ND ND 5.0 μg/kg
Freon 113 ND ND ND ND ND 5.0 μg/kg
Hexachlorobutadiene ND ND ND ND ND 1.0 μg/kg
Isopropylbenzene ND ND ND ND ND 1.0 μg/kg
4-Isopropyltoluene ND ND ND ND ND 1.0 μg/kg
Methylene chloride ND ND ND ND ND 1.0 μg/kg
Naphthalene ND ND ND ND ND 1.0 μg/kg
n-Propylbenzene ND ND ND ND ND 1.0 μg/kg
Styrene ND ND ND ND ND 1.0 μg/kg
1,1,1,2-Tetrachloroethane ND ND ND ND ND 1.0 μg/kg
1,1,2,2-Tetrachloroethane ND ND ND ND ND 1.0 μg/kg
Tetrachloroethene ND ND ND ND ND 1.0 μg/kg
Toluene ND ND ND ND ND 1.0 μg/kg
1,2,3-Trichlorobenzene ND ND ND ND ND 1.0 μg/kg
1,2,4-Trichlorobenzene ND ND ND ND ND 1.0 μg/kg
1,1,1-Trichloroethane ND ND ND ND ND 1.0 μg/kg
1,1,2-Trichloroethane ND ND ND ND ND 1.0 μg/kg
Trichloroethene ND ND ND ND ND 1.0 μg/kg
1,2,3-Trichloropropane ND ND ND ND ND 1.0 μg/kg
1,2,4-Trimethylbenzene ND ND ND ND ND 1.0 μg/kg
1,3,5-Trimethylbenzene ND ND ND ND ND 1.0 μg/kg
Vinyl chloride ND ND ND ND ND 1.0 μg/kg
m,p-Xylene ND ND ND ND ND 2.0 μg/kg
o-Xylene ND ND ND ND ND 1.0 μg/kg
Methyl-tert-butylether ND ND ND ND ND 5.0 μg/kg
Ethyl-tert-butylether ND ND ND ND ND 5.0 μg/kg
Di-isopropylether ND ND ND ND ND 5.0 μg/kg
tert-amylmethylether ND ND ND ND ND 5.0 μg/kg
tert-Butylalcohol ND ND ND ND ND 50.0 μg/kg
Gasoline Range Organics (C4-C12) ND ND ND 0.20 mg/kg
Dilution Factor 1 1 1 1 1
Surrogate Recoveries:

Dibromofluoromethane 115% 111% 114%
Toluene-d₈ 97% 96% 98%
4-Bromofluorobenzene 97% 97% 98%
Batch: VOC5-030822-
01 VOC5-030822-
01 VOC5-030822-
01 ND = Value less than reporting limit

JONES ENVIRONMENTAL LABORATORY RESULTS
EPA 8260B by 5035 – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics Reporting Limit Units
QC Limits
60 - 140
60 - 140
60 - 140

Page 11 of 21 ends

2359
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/8/2022
Project Address: Physical State: Soil
Sample ID: METHOD
BLANK #1
METHOD
BLANK #2
METHOD
BLANK #3
METHOD
BLANK #4
METHOD
BLANK #5
Jones ID: 030822-
V5MB1
DD2-
II2MBBB2
DD3-
II3MBBB3
DD4-
II4MBBB4
DD5-
II5MBBB5
Analytes:

JONES ENVIRONMENTAL LABORATORY RESULTS
Farallon Consulting
Reporting Limit Units

Page 12 of 21 ends

2360
Sample ID: METHOD
BLANK #1
METHOD
BLANK #2
METHOD
BLANK #3
METHOD
BLANK #4
METHOD
BLANK #5
Jones ID: 030822-
V5MB1
DD2-
II2MBBB2
DD3-
II3MBBB3
DD4-
II4MBBB4
DD5-
II5MBBB5
Analytes:
trans-1,3-Dichloropropene ND ND ND ND ND 1.0 μg/kg
Ethylbenzene ND ND ND ND ND 1.0 μg/kg
Freon 11 ND ND ND ND ND 5.0 μg/kg
Freon 12 ND ND ND ND ND 5.0 μg/kg
Freon 113 ND ND ND ND ND 5.0 μg/kg
Hexachlorobutadiene ND ND ND ND ND 1.0 μg/kg
Isopropylbenzene ND ND ND ND ND 1.0 μg/kg
4-Isopropyltoluene ND ND ND ND ND 1.0 μg/kg
Methylene chloride ND ND ND ND ND 1.0 μg/kg
Naphthalene ND ND ND ND ND 1.0 μg/kg
n-Propylbenzene ND ND ND ND ND 1.0 μg/kg
Styrene ND ND ND ND ND 1.0 μg/kg
1,1,1,2-Tetrachloroethane ND ND ND ND ND 1.0 μg/kg
1,1,2,2-Tetrachloroethane ND ND ND ND ND 1.0 μg/kg
Tetrachloroethene ND ND ND ND ND 1.0 μg/kg
Toluene ND ND ND ND ND 1.0 μg/kg
1,2,3-Trichlorobenzene ND ND ND ND ND 1.0 μg/kg
1,2,4-Trichlorobenzene ND ND ND ND ND 1.0 μg/kg
1,1,1-Trichloroethane ND ND ND ND ND 1.0 μg/kg
1,1,2-Trichloroethane ND ND ND ND ND 1.0 μg/kg
Trichloroethene ND ND ND ND ND 1.0 μg/kg
1,2,3-Trichloropropane ND ND ND ND ND 1.0 μg/kg
1,2,4-Trimethylbenzene ND ND ND ND ND 1.0 μg/kg
1,3,5-Trimethylbenzene ND ND ND ND ND 1.0 μg/kg
Vinyl chloride ND ND ND ND ND 1.0 μg/kg
m,p-Xylene ND ND ND ND ND 2.0 μg/kg
o-Xylene ND ND ND ND ND 1.0 μg/kg
Methyl-tert-butylether ND ND ND ND ND 5.0 μg/kg
Ethyl-tert-butylether ND ND ND ND ND 5.0 μg/kg
Di-isopropylether ND ND ND ND ND 5.0 μg/kg
tert-amylmethylether ND ND ND ND ND 5.0 μg/kg
tert-Butylalcohol ND ND ND ND ND 50.0 μg/kg
Gasoline Range Organics (C4-C12) ND ND ND ND ND 0.20 mg/kg Dilution Factor 1 1 1 1 1
Surrogate Recoveries:

Dibromofluoromethane 106%
Toluene-d₈ 100%
4-Bromofluorobenzene 96%
Batch: VOC5-030822-
01 II2-DD2-0BB2 II3-DD3-0BB3 II4-DD4-0BB4 II5-DD5-0BB5
ND = Value less than reporting limit
60 - 140
60 - 140
60 - 140

JONES ENVIRONMENTAL LABORATORY RESULTS
EPA 8260B by 5035 – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics Reporting Limit Units
QC Limits

Page 13 of 21 ends

2361
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/8/2022
Project Address: Physical State: Soil
GC#:

Jones ID: 030822-V5LCS1 030822-V5LCSD1 030822-V5CCV1
Parameter
LCS
Recovery (%)
LCSD
Recovery (%) RPD
Acceptability
Range (%) CCV
Acceptability
Range (%)
Vinyl chloride 73% 70% 4% 60 - 140 94% 80 - 120
1,1-Dichloroethene 93% 92% 1.1% 60 - 140 112% 80 - 120
Cis-1,2-Dichloroethene 111% 110% 0.9% 70 - 130 120% 80 - 120 1,1,1-Trichloroethane 100% 96% 3.5% 70 - 130 114% 80 - 120 Benzene 109% 107% 2.3% 70 - 130 120% 80 - 120
Trichloroethene 107% 106% 1.3% 70 - 130 116% 80 - 120
Toluene 114% 111% 2.8% 70 - 130 109% 80 - 120
Tetrachloroethene 113% 108% 4.2% 70 - 130 120% 80 - 120 Chlorobenzene 115% 114% 0.9% 70 - 130 115% 80 - 120
Ethylbenzene 109% 104% 4.4% 70 - 130 115% 80 - 120
1,2,4 Trimethylbenzene 114% 114% 0.0% 70 - 130 114% 80 - 120 Gasoline Range Organics (C4-C12) 112% 109% 2.3% 70 - 130 Surrogate Recovery:

Dibromofluoromethane 108% 108% 60 - 140 114% 80 - 120
Toluene-d₈ 98% 100% 60 - 140 102% 80 - 120
4-Bromofluorobenzene 99% 102% 60 - 140 96% 80 - 120
CCV = Continuing Calibration Verification
5355 Airport Drive
5355 Airport Drive
Ontario, CA 91761

JONES ENVIRONMENTAL QUALITY CONTROL INFORMATION
RPD = Relative Percent Difference; Acceptability range for RPD is ≤ 20% VOC5-030822-01
EPA 8260B by 5035 – Volatile Organics by GC/MS + Oxygenates/Gasoline Range Organics LCS = Laboratory Control Sample
LCSD = Laboratory Control Sample Duplicate
Farallon Consulting
27 Mauchly, Suite 213
Irvine, CA
Kathy Lehnus

Page 14 of 21 ends

2362
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/8/2022
Project Address: Physical State: Soil
Sample ID: SVP-6-4' SVP-6-8'
Jones ID: ST-19272-06 ST-19272-07 Reporting Limit Units Analytes:

Silver, Ag ND ND 0.5 mg/kg
Arsenic, As ND ND 5.0 mg/kg
Barium, Ba 61.2 59.6 0.5 mg/kg
Beryllium, Be ND ND 0.5 mg/kg
Cadmium, Cd 0.9 0.9 0.5 mg/kg
Cobalt, Co 5.2 5.2 0.5 mg/kg
Chromium, Cr 8.2 8.5 0.5 mg/kg
Copper, Cu 5.9 6.0 0.5 mg/kg
Molybdenum, Mo ND ND 0.5 mg/kg
Nickel, Ni 5.2 5.2 0.5 mg/kg
Lead, Pb 1.1 1.2 0.5 mg/kg
Antimony, Sb ND ND 5.0 mg/kg
Selenium, Se ND ND 5.0 mg/kg
Thallium, Tl ND ND 5.0 mg/kg
Vanadium, V 24.6 23.1 0.5 mg/kg
Zinc, Zn 26.5 27.0 0.5 mg/kg
Dilution Factor 1 1
Batch: I22030702 I22030702
Sample ID: SVP-6-4' SVP-6-8'
Jones ID: ST-19272-06 ST-19272-07 Reporting Limit Units Mercury, Hg ND ND 0.020 mg/kg
Dilution Factor 1 1
Batch: H22030801 H22030801
ND = Value less than reporting limit
5355 Airport Drive
5355 Airport Drive
EPA 6010B by 3050 - Title 22 CAM 17 Trace Metals by ICP-OES EPA 7471A - Mercury by Cold Vapor Atomic Absorption
Ontario, CA 91761

JONES ENVIRONMENTAL
Kathy Lehnus
Farallon Consulting, Inc.

LABORATORY RESULTS
27 Mauchly, Suite 213
Irvine, CA

Page 15 of 21 ends

2363
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/8/2022
Project Address: Physical State: Soil
BATCH: Prepared: 3/7/2022 Analyzed: 3/8/2022
Analytes:

METHOD BLANK:

Silver, Ag ND 0.5 mg/kg
Arsenic, As ND 5.0 mg/kg
Barium, Ba ND 0.5 mg/kg
Beryllium, Be ND 0.5 mg/kg
Cadmium, Cd ND 0.5 mg/kg
Cobalt, Co ND 0.5 mg/kg
Chromium, Cr ND 0.5 mg/kg
Copper, Cu ND 0.5 mg/kg
Molybdenum, Mo ND 0.5 mg/kg
Nickel, Ni ND 0.5 mg/kg
Lead, Pb ND 0.5 mg/kg
Antimony, Sb ND 5.0 mg/kg
Selenium, Se ND 5.0 mg/kg
Thallium, Tl ND 5.0 mg/kg
Vanadium, V ND 0.5 mg/kg
Zinc, Zn ND 0.5 mg/kg
ND= Not Detected
I220307-MB2
EPA 6010B by 3050 - Title 22 CAM 17 Trace Metals by ICP-OES Result Spike Level % REC % REC Limits % RPD Reporting Limit Units

JONES ENVIRONMENTAL QUALITY CONTROL INFORMATION
Farallon Consulting, Inc.
27 Mauchly, Suite 213
Irvine, CA
I22030702
Kathy Lehnus
5355 Airport Drive
5355 Airport Drive
Ontario, CA 91761

Page 16 of 21 ends

2364
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/8/2022
Project Address: Physical State: Soil
BATCH: Prepared: 3/7/2022 Analyzed: 3/8/2022
Result Spike Level % REC % RPD % REC Limits
Analytes:

LCS:

Barium, Ba 220 200 110% 80 - 120 mg/kg
Cobalt, Co 58.1 50.0 116% 80 - 120 mg/kg
Lead, Pb 55.8 50.0 112% 80 - 120 mg/kg
Selenium, Se 193 200 97% 80 - 120 mg/kg
Zinc, Zn 52.0 50.0 104% 80 - 120 mg/kg
LCSD:

Barium, Ba 219 200 110% 0.5% 80 - 120 mg/kg
Cobalt, Co 55.4 50.0 111% 4.8% 80 - 120 mg/kg
Lead, Pb 55.9 50.0 112% 0.2% 80 - 120 mg/kg
Selenium, Se 194 200 97% 0.5% 80 - 120 mg/kg
Zinc, Zn 51.4 50.0 103% 1.2% 80 - 120 mg/kg
CCV:

Barium, Ba 1.02 1.00 102% 90-110 mg/L
Cobalt, Co 1.08 1.00 108% 90-110 mg/L
Lead, Pb 1.04 1.00 104% 90-110 mg/L
Selenium, Se 1.00 1.00 100% 90-110 mg/L
Zinc, Zn 1.05 1.00 105% 90-110 mg/L
CCV = Continuing Calibration Verification
LCS = Laboratory Control Sample
LCSD= Laboratory Control Sample Duplicate
ND= Not Detected

JONES ENVIRONMENTAL QUALITY CONTROL INFORMATION
Farallon Consulting, Inc.
27 Mauchly, Suite 213
Irvine, CA
I22030702
EPA 6010B by 3050 - Title 22 CAM 17 Trace Metals by ICP-OES Units
Kathy Lehnus
5355 Airport Drive
5355 Airport Drive
Ontario, CA 91761
RPD = Relative Percent Difference; Acceptability range for RPD is ≤ 15% I220307-LCS2
I220307-LCSD2
I220307-CCV2

Page 17 of 21 ends

2365
Client: Report date: 3/11/2022
Client Address: Jones Ref. No.: ST-19272
Client Ref. No.: 1071-080
Attn: Date Sampled: 3/4/2022
Date Received: 3/4/2022
Project: Date Analyzed: 3/8/2022
Project Address: Physical State: Soil
BATCH: Prepared: 3/8/2022 Analyzed: 3/8/2022
Analytes:

METHOD BLANK:

Mercury, Hg ND 0.020 mg/kg
LCS:

Mercury, Hg 1.06 1.00 106% 80 - 120 mg/kg
LCSD:

Mercury, Hg 1.02 1.00 102% 3.8% 80 - 120 mg/kg
CCV:

Mercury, Hg 5.13 5.00 103% 90-110 µg/L
ND= Not Detected
LCS = Laboratory Control Sample
LCSD= Laboratory Control Sample Duplicate
CCV = Continuing Calibration Verification
RPD = Relative Percent Difference
RPD = Relative Percent Difference; Acceptability range for RPD is ≤ 15% H220308-MB1
H220308-LCS1
H220308-LCSD1
H220308-CCV1
H22030801
EPA 7471A - Mercury by Cold Vapor Atomic Absorption
Result Spike Level % REC % RPD % REC Limits Reporting Limit Units Kathy Lehnus
5355 Airport Drive
5355 Airport Drive
Ontario, CA 91761

JONES ENVIRONMENTAL QUALITY CONTROL INFORMATION
Farallon Consulting, Inc.
27 Mauchly, Suite 213
Irvine, CA

Page 18 of 21 ends

2366

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2367

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2368

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2369
_____________________________________________________________________________________ March, 2022
2021-502
5355 Airport Drive
City of Ontario, CA

Preliminary Hydrology Report
Prepared For:

Prologis
3546 Concours St., Suite 100
Ontario, CA 91764
Prepared By:

WestLAND Group, Inc.
4150 Concours, Suite 100
Ontario, CA 91764
909-989-9789
2370

PR EL I MI N A R Y HY DR O L OG Y REP O RT
5355 AIRPORT DRIVE MAR 2022

TABLE OF CONTENTS

1. INTRODUCTION ............................................................................................... 1

1.1. Purpose & Scope................................................................................................ 1

2. EXISTING SITE DESCRIPTION ............................................................................... 1

2.1. Existing Site Topography & Hydrologic Patterns ................................................. 1

3. PROJECT SITE DESCRIPTION .............................................................................. 2

3.1. Project Description & Hydrologic Patterns.......................................................... 2

4. RESULTS & ANALYSIS ........................................................................................ 2

4.1. Methodology ..................................................................................................... 2

4.2. Hydrology Results & Analysis ............................................................................. 3

5. CONCLUSION ................................................................................................. 4

6. REFERENCES ................................................................................................... 5

APPENDICIES
APPENDIX A........................................................................................ HYDROLOGY EXHIBITS

PRE-DEVELOPMENT DRAINAGE MAP

POST-DEVELOPMENT DRAINAGE MAP
APPENDIX B ............................................ RATIONAL METHOD ANALYSIS (2/100-YEAR STORM)

PRE-DEVELOPMENT CONDITIONS

POST-DEVELOPMENT CONDITIONS
APPENDIX C ................................ UNIT HYDROGRAPH ANALYSIS (100-YEAR STORM, 24-HOUR)

PRE-DEVELOPMENT CONDITIONS

POST-DEVELOPMENT CONDITIONS
APPENDIX D.................................................................................. BASIN ROUTING ANALYSIS

STAGING TABLE

UNDERGROUND INFILTRATION CHAMBER DETAIL & CROSS SECTION

BASIN ROUTING CALCULATIONS
APPENDIX E ................................................................................. SUPPORTING DOCUMENTS

SOILS MAP
NOAA ATLAS 14 DATA
APPENDIX F ......................................................................................... INFILTRATION REPORT 2371

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WE S T L A N D GR O U P , I N C . 1

1. INTRODUCTION

1.1. PURPOSE & SCOPE
The purpose of this study is to demonstrate that the proposed project site can be designed to provide adequate flood protection without adversely impacting existing off-site drainage systems or adjacent properties. The scope of this analysis includes the pre-developed and post-developed runoff analysis.

2. EXISTING SITE DESCRIPTION

2.1. EXISTING SITE TOPOGRAPHY & HYDROLOGIC PATTERNS
The project site, approximately 12.85 acres, is located approximately 0.25 miles east of the intersection of South Wineville Avenue and Airport Drive in the City of Ontario, County of San Bernardino. The site is referenced by the street address 5355 East Airport Avenue. The site is currently bounded to the north by Southern Pacific Transportation Company Railroad, to the east and west by existing industrial development, and to the south by Airport Drive.

The site in the pre-development condition is developed to manufacture and store animal feed grains. The site includes several existing buildings, shed structures, silos, and above-ground storage tanks (ASTs). The existing structures are generally surrounded by asphaltic concrete (AC) pavements, with isolated areas of Portland cement concrete (PCC), aggregate base pavements, and exposed soils in the south-central portion of the site. The existing pavements are in poor condition, with moderate to severe cracking throughout. The site currently consists approximately 92% of impervious areas. The entire site will be demolished prior to grading.

The natural drainage pattern for the existing condition of the site is north to south. There are no existing no public storm drain systems at the frontage of the project site. Stormwater sheet flow south and discharge onto the existing curb and gutter on Airport Drive. Runoff flows east along Airport Drive and discharge into an existing catch basin located approximately 1,500 feet east of the site. This existing catch basin is connected to the Lower Etiwanda Creek Channel, which convey stormwater to the Wineville Basin. See Figure 1 for the pre-development drainage map. 2372

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WE S T L A N D GR O U P , I N C . 2

3. PROJECT SITE DESCRIPTION

3.1. PROJECT DESCRIPTION & HYDROLOGIC PATTERNS
The envisioned development is a proposed industrial building with auto parking spaces and trailer parking spaces. Docking areas are located south of the proposed building. Open landscape areas are proposed around the perimeter of the site. The proposed development will consist approximately 89% of impervious areas.

The proposed development will maintain the same natural drainage pattern as the existing condition. Stormwater will sheet flow from north to south and will be captured by proposed onsite catch basins. The proposed on-site storm drain system will convey the flow into a proposed underground infiltration chamber. This system will be designed to meet project’s water quality requirements and provide sufficient storage to meet the 100-year storm hydrology requirement. In a large storm event, stormwater will exit the underground chamber system via pipes and will be pumped out through a proposed parkway drain on Airport Drive. Runoff will sheet flow east along Airport Drive and discharge into the existing catch basin to maintain the same point of discharge as the existing condition. See Figure 2 for the prost-development drainage map.

4. RESULTS & ANALYSIS

4.1. METHODOLOGY
The proposed drainage areas were analyzed using the San Bernardino (SB) County Hydrology Manual. The main methods used for this project were the Rational Method, Synthetic Unit Hydrograph Method, and Basin Routing Analysis. Civil Design software was used to compute the data. Solving for the Rational Method returns the peak flow rate. Unit Hydrograph analysis will determine the total volume generated from a storm event. Basin Routing analysis will analyze the storage volume and outflow flow rate for the proposed underground infiltration chamber.

According to the NRCS Soils Map, the site is entirely composed of type A soil (See Appendix E).

The proposed land use was analyzed as commercial for both the pre- and post-development condition. According to the county’s manual, Antecedent Moisture Condition (AMC) I is used for the 2-year storm event and AMC III was used for the 100-year storm event in order to give more confidence to mitigate any increase runoff, if needed.

For the rational method analysis, the runoff coefficient is determined by the land use for each condition. The rainfall intensities are based on the time of concentration for each drainage area and the intensity-duration curves provided in the county’s manual. The flow lengths and terrain elevations were determined using existing topography for the pre-development condition and the conceptual grading plans for the post-development condition.

For the unit hydrograph analysis, the lag time was determined by using the time of concentration based on the rational method analysis. Rainfall depths were obtained from the National Oceanic and Atmospheric Administration (NOAA) Point Precipitation Frequency Estimates. The rainfall depth data are included in Appendix E. The rainfall used in the hydrology calculations are summarized on Table 4.1.
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5355 AIRPORT DRIVE MAR 2022
WE S T L A N D GR O U P , I N C . 3
Table 4.1: Rainfall Depths
Storm Event & Duration Rainfall Depth (inches)
2-Year, 1-Hour 0.526
2-Year, 6-Hour 1.39
2-Year, 24-Hour 2.51
100-Year, 1-Hour 1.31
100-Year, 6-Hour 3.15
100-Year, 24-Hour 5.74
For the basin routing analysis, the results from the unit hydrograph analysis were used to determine the amount of stormwater entering and existing the proposed underground infiltration chamber at each time interval. The staging data table is provided in Appendix D.

4.2. HYDROLOGY RESULTS & ANALYSIS
The complete rational method analysis and results are included in Appendix B. The complete unit hydrograph analysis and results are included in Appendix C. The tables below provide a summary of the peak flow rate and runoff volume for the pre-developed and post-developed condition for the 2- and 100-year storm.

Table 4.2.1: Pre-Development Hydrology Summary Table
Storm
Event
Area
(Acres) Tc (min.) Intensity (in/hr)
Flow Rate (cfs)
(Rational Method)
Volume (cf)
(Unit Hydrograph)
2-Year 12.85 14.77 1.71 14.42 --
100-Year 14.20 3.11 38.03 241,431
Table 4.2.2: Post-Development Hydrology Summary Table
Storm
Event
Area
(Acres) Tc (min.) Intensity (in/hr)
Flow Rate (cfs)
(Rational Method)
Volume (cf)
(Unit Hydrograph)
2-Year 12.85 12.60 1.20 12.92 --
100-Year 14.39 3.09 35.24 237,145
Table 4.2.3: Result Analysis Summary Table
Hydrology Results &
Analysis Summary
Table:

Project Site Disturbed Area = 559,755 SF (12.85 Acres)
Q100, PRE = 38.03 CFS
Q100, POST = 35.24 CFS
∆Q100 = - 2.79 CFS = 0 CFS
∆V100 = - 4,286 CF = 0 CF
DCV = 51,054 CF (See Water Quality Management Plan)
DCV > ∆V100 | 51,054 CF = Site Design Storage Requirement Volume Provided = 140,009 CF (Underground Infiltration Chamber) 2374

PR EL I MI N A R Y HY DR O L OG Y REP O RT
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WE S T L A N D GR O U P , I N C . 4
Based on the 100-year rational method analysis, the post-development flow rate within the disturbed area decreased compare to the pre-development flow rate. Furthermore, the postdevelopment runoff volume decreased compare to the pre-development runoff volume. The decrease in flow rate and runoff volume was a result from a decrease in impervious areas.

Based on the Water Quality Management Plan for this project, the design capture volume (DCV) for the site is 51,054 cubic feet per second (cfs). Since the DCV is higher than the difference between the pre- and post-development 100-year storm runoff volume (0 cfs), the DCV is the minimum storm runoff storage required for the proposed development.

To satisfy the water quality requirement, an underground infiltration chamber with a storage volume of 140,009 cubic-feet is proposed for the project. Since there are no public storm drain systems around the frontage of the site, the proposed chamber system will provide sufficient storage volume to mitigate the full 100-year storm runoff volume to promote on-site infiltration. In a large storm event, an overflow sump pump is proposed for the project site. The sump pump will be designed to have a maximum outflow flow rate of 4 cfs. This strategy will reduce any potential impacts to the downstream off-site storm drain system and to mitigate any flooding potential.

A basin routing analysis was performed to analyze the proposed chamber system with the sump pump and determine the water surface elevation in a 100-year storm event. The complete results of the basin routing analysis are included in Appendix D and is summarized on Table 4.2.4.

Table 4.2.4: Basin Routing Analysis Summary Table
Basin ID
Peak Flow
In – Q100
(cfs)
Peak Flow
Out – Q100
(cfs)
Storage
Volume
(cf)
Maximum
Ponding
Depth (ft)
100-year Storm
Water Surface
Elevation (ft)
Freeboard
(ft)
Underground
Infiltration
Chamber #1

35.24 4.00 140,009 10.00 8.00 2.00

5. CONCLUSION
The proposed development would not create or contribute runoff that would exceed the capacity of the existing downstream storm drain system. Furthermore, the underground infiltration system will be designed to accommodate the 100-year storm event and would not exceed the flow rates and runoff volumes generated by the existing condition. Once construction is complete, there would not be any substantial increase in flood boundaries, levels or frequencies in any areas outside the development. The hydrologic analyses and calculations were designed in accordance with the San Bernardino County Hydrology Manual. The results from the analysis will be the basis for the grading and on-site storm-drain construction documents for the project.

Evaluation of the appropriateness of guidelines and the accuracy of County data was beyond the scope of this study. Usage of this report is limited to address the purpose and scope previously defined by the project owner. The contents of this report are professional opinion and as such, are not to be considered a guaranty or warranty.
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WE S T L A N D GR O U P , I N C . 5

6. REFERENCES

1. National Oceanic and Atmospheric Administration (NOAA) Atlas 14 Point Precipitation Frequency Estimates

2. National Resources Conservation Service (NRCS) Web Soil Survey

3. San Bernardino County Hydrology Manual dated August 1986

4. San Bernardino County Technical Guidance Document Water Quality Management Plan dated September 19, 2013
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WE S T L A N D GR O U P , I N C .

APPENDIX A

HYDROLOGY EXHIBITS
2377

SITE VICINITY MAP ETIWANDA AVE
INTERSTATE 10 FREEWAY WINEVILLE AVE

AIRPORT DRIVE
2378
AIRPORT DRIVE SOUTHERN PACIFIC TRANSPORTATION COMPANY (RR) LEGEND ABBREVIATIONS AREA A ___________________________________________________________ SITE AREA: 12.85 ACRE SOIL GROUP: A IMPERVIOUS: 92% ISOHYETALS: 0.526" 1.21" CN NUMBER: 32 FREQUENCY: 100 YEAR METHOD: SAN BERNARDINO COUNTY HYDROLOGY MANUAL ___________________________________________________________ PROJECT SITE SUMMARY HYDROLOGY SUMMARY TABLE GENERAL NOTES 2379
AIRPORT DRIVE PROPOSED UNDERGROUND 96" CMP PROPOSED INDUSTRIAL BUILDING FFE = 982.50 SOUTHERN PACIFIC TRANSPORTATION COMPANY (RR) LEGEND AREA A ___________________________________________________________ SITE AREA: 12.85 ACRE SOIL GROUP: A IMPERVIOUS: 89% ISOHYETALS: 0.526" 1.21" CN NUMBER: 32 FREQUENCY: 100 YEAR METHOD: SAN BERNARDINO COUNTY HYDROLOGY MANUAL ___________________________________________________________ PROJECT SITE SUMMARY HYDROLOGY SUMMARY TABLE GENERAL NOTES ABBREVIATIONS UNDERGROUND INFILTRATION CHAMBER SUMMARY 2380

PR EL I MI N A R Y HY DR O L OG Y REP O RT
5355 AIRPORT DRIVE
WE S T L A N D GR O U P , I N C .

APPENDIX B
RATIONAL METHOD ANALYSIS (2/100 YEAR STORM)
2381

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WE S T L A N D GR O U P , I N C .

RATIONAL METHOD ANALYSIS

PRE-DEVELOPMENT CONDITIONS
2382
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 03/23/22
------------------------------------------------------------------------ Job No. 2021-502
5355 Airport Drive
2 YR STORM RATIONAL METHOD

PRE-CONDITION, AREA A
------------------------------------------------------------------------ Program License Serial Number 6277
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 2.0
Computed rainfall intensity:

Storm year = 2.00 1 hour rainfall = 0.526 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.100 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 1 = 16.60
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Initial subarea data:

Initial area flow distance = 868.510(Ft.)
Top (of initial area) elevation = 986.500(Ft.)
Bottom (of initial area) elevation = 978.900(Ft.)
Difference in elevation = 7.600(Ft.)
Slope = 0.00875 s(%)= 0.88
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.748 min.

Rainfall intensity = 1.399(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.836 2383
Subarea runoff = 7.589(CFS)
Total initial stream area = 6.490(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.100(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 2.100 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 978.900(Ft.)
Downstream point elevation = 978.000(Ft.)
Channel length thru subarea = 158.290(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 50.000
Slope or 'Z' of right channel bank = 50.000
Manning's 'N' = 0.011
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 7.589(CFS)
Depth of flow = 0.202(Ft.), Average velocity = 2.491(Ft/s) Channel flow top width = 25.185(Ft.)
Flow Velocity = 2.49(Ft/s)
Travel time = 1.06 min.

Time of concentration = 12.81 min.

Critical depth = 0.225(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 2.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 6.490(Ac.)
Runoff from this stream = 7.589(CFS)
Time of concentration = 12.81 min.

Rainfall intensity = 1.329(In/Hr)
Area averaged loss rate (Fm) = 0.1000(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.100 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
2384
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 1 = 16.60
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Initial subarea data:

Initial area flow distance = 733.050(Ft.)
Top (of initial area) elevation = 981.100(Ft.)
Bottom (of initial area) elevation = 978.000(Ft.)
Difference in elevation = 3.100(Ft.)
Slope = 0.00423 s(%)= 0.42
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.696 min.

Rainfall intensity = 1.336(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.833 Subarea runoff = 4.737(CFS)
Total initial stream area = 4.260(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.100(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 4.260(Ac.)
Runoff from this stream = 4.737(CFS)
Time of concentration = 12.70 min.

Rainfall intensity = 1.336(In/Hr)
Area averaged loss rate (Fm) = 0.1000(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 7.59 6.490 12.81 0.100 1.329
2 4.74 4.260 12.70 0.100 1.336
Qmax(1) =

1.000 * 1.000 * 7.589) +

0.994 * 1.000 * 4.737) + = 12.299
Qmax(2) =

1.006 * 0.991 * 7.589) +

1.000 * 1.000 * 4.737) + = 12.303
Total of 2 main streams to confluence:

Flow rates before confluence point:

8.589 5.737
2385
Maximum flow rates at confluence using above data:

12.299 12.303
Area of streams before confluence:

6.490 4.260
Effective area values after confluence:

10.750 10.694
Results of confluence:

Total flow rate = 12.303(CFS)
Time of concentration = 12.696 min.

Effective stream area after confluence = 10.694(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.100(In/Hr)
Study area total = 10.75(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 3.100 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 978.000(Ft.)
Downstream point elevation = 976.800(Ft.)
Channel length thru subarea = 305.110(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 50.000
Slope or 'Z' of right channel bank = 50.000
Manning's 'N' = 0.011
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 12.303(CFS)
Depth of flow = 0.270(Ft.), Average velocity = 2.458(Ft/s) Channel flow top width = 32.034(Ft.)
Flow Velocity = 2.46(Ft/s)
Travel time = 2.07 min.

Time of concentration = 14.77 min.

Critical depth = 0.281(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 3.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 10.694(Ac.)
Runoff from this stream = 12.303(CFS)
Time of concentration = 14.77 min.

Rainfall intensity = 1.220(In/Hr)
Area averaged loss rate (Fm) = 0.1000(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
2386
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.100 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 1 = 16.60
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Initial subarea data:

Initial area flow distance = 528.580(Ft.)
Top (of initial area) elevation = 986.000(Ft.)
Bottom (of initial area) elevation = 976.800(Ft.)
Difference in elevation = 9.200(Ft.)
Slope = 0.01741 s(%)= 1.74
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.394 min.

Rainfall intensity = 1.712(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.847 Subarea runoff = 3.047(CFS)
Total initial stream area = 2.100(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.100(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 2.100(Ac.)
Runoff from this stream = 3.047(CFS)
Time of concentration = 8.39 min.

Rainfall intensity = 1.712(In/Hr)
Area averaged loss rate (Fm) = 0.1000(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 12.30 10.694 14.77 0.100 1.220
2387
2 3.05 2.100 8.39 0.100 1.712
Qmax(1) =

1.000 * 1.000 * 12.303) +

0.695 * 1.000 * 3.047) + = 14.419
Qmax(2) =

1.439 * 0.569 * 12.303) +

1.000 * 1.000 * 3.047) + = 13.114
Total of 2 main streams to confluence:

Flow rates before confluence point:

13.303 4.047
Maximum flow rates at confluence using above data:

14.419 13.114
Area of streams before confluence:

10.694 2.100
Effective area values after confluence:

12.794 8.179
Results of confluence:

Total flow rate = 14.419(CFS)
Time of concentration = 14.766 min.

Effective stream area after confluence = 12.794(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.100(In/Hr)
Study area total = 12.79(Ac.)
End of computations, Total Study Area = 12.85 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.100
Area averaged SCS curve number = 32.0
2388
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 03/22/22
------------------------------------------------------------------------ Job No. 2021-502
5355 Airport Drive
100 YR STORM RATIONAL METHOD

Storm year = 100.00 1 hour rainfall = 1.310 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.100 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data:

Rainfall intensity = 3.485(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 2389
Subarea runoff = 19.896(CFS)
Total initial stream area = 6.490(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 2.100 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 978.900(Ft.)
Downstream point elevation = 978.000(Ft.)
Channel length thru subarea = 158.290(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 50.000
Slope or 'Z' of right channel bank = 50.000
Manning's 'N' = 0.011
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 19.896(CFS)
Depth of flow = 0.307(Ft.), Average velocity = 3.186(Ft/s) Channel flow top width = 35.692(Ft.)
Flow Velocity = 3.19(Ft/s)
Travel time = 0.83 min.

Time of concentration = 12.58 min.

Critical depth = 0.352(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 2.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 6.490(Ac.)
Runoff from this stream = 19.896(CFS)
Time of concentration = 12.58 min.

Rainfall intensity = 3.345(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.100 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
2390
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data:

Rainfall intensity = 3.326(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 12.452(CFS)
Total initial stream area = 4.260(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 4.260(Ac.)
Runoff from this stream = 12.452(CFS)
Time of concentration = 12.70 min.

Rainfall intensity = 3.326(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 19.90 6.490 12.58 0.079 3.345
2 12.45 4.260 12.70 0.079 3.326
Qmax(1) =

1.000 * 1.000 * 19.896) +

1.006 * 0.991 * 12.452) + = 32.302
Qmax(2) =

0.994 * 1.000 * 19.896) +

1.000 * 1.000 * 12.452) + = 32.232
Total of 2 main streams to confluence:

Flow rates before confluence point:

20.896 13.452
2391
Maximum flow rates at confluence using above data:

32.302 32.232
Area of streams before confluence:

6.490 4.260
Effective area values after confluence:

10.710 10.750
Results of confluence:

Total flow rate = 32.302(CFS)
Time of concentration = 12.576 min.

Effective stream area after confluence = 10.710(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total = 10.75(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 3.100 **** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________ Upstream point elevation = 978.000(Ft.)
Downstream point elevation = 976.800(Ft.)
Channel length thru subarea = 305.110(Ft.)
Channel base width = 5.000(Ft.)
Slope or 'Z' of left channel bank = 50.000
Slope or 'Z' of right channel bank = 50.000
Manning's 'N' = 0.011
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 32.302(CFS)
Depth of flow = 0.406(Ft.), Average velocity = 3.138(Ft/s) Channel flow top width = 45.647(Ft.)
Flow Velocity = 3.14(Ft/s)
Travel time = 1.62 min.

Time of concentration = 14.20 min.

Critical depth = 0.434(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 3.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 10.710(Ac.)
Runoff from this stream = 32.302(CFS)
Time of concentration = 14.20 min.

Rainfall intensity = 3.111(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
2392
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.100 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data:

Rainfall intensity = 4.264(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.883 Subarea runoff = 7.910(CFS)
Total initial stream area = 2.100(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.100 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 2.100(Ac.)
Runoff from this stream = 7.910(CFS)
Time of concentration = 8.39 min.

Rainfall intensity = 4.264(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 32.30 10.710 14.20 0.079 3.111
2393
2 7.91 2.100 8.39 0.079 4.264
Qmax(1) =

1.000 * 1.000 * 32.302) +

0.725 * 1.000 * 7.910) + = 38.033
Qmax(2) =

1.380 * 0.591 * 32.302) +

1.000 * 1.000 * 7.910) + = 34.272
Total of 2 main streams to confluence:

Flow rates before confluence point:

33.302 8.910
Maximum flow rates at confluence using above data:

38.033 34.272
Area of streams before confluence:

10.710 2.100
Effective area values after confluence:

12.810 8.432
Results of confluence:

Total flow rate = 38.033(CFS)
Time of concentration = 14.197 min.

Effective stream area after confluence = 12.810(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total = 12.81(Ac.)
End of computations, Total Study Area = 12.85 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.100
Area averaged SCS curve number = 32.0
2394

PR EL I MI N A R Y HY DR O L OG Y REP O RT
5355 AIRPORT DRIVE
WE S T L A N D GR O U P , I N C .

RATIONAL METHOD ANALYSIS

POST-DEVELOPMENT CONDITIONS
2395
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 03/23/22
------------------------------------------------------------------------ Job No. 2021-502
5355 Airport Drive
2 YR STORM RATIONAL METHOD

POST-CONDITION, AREA A
------------------------------------------------------------------------ Program License Serial Number 6277
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 2.0
Computed rainfall intensity:

Storm year = 2.00 1 hour rainfall = 0.526 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 1 = 16.60
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Initial subarea data:

Initial area flow distance = 577.550(Ft.)
Top (of initial area) elevation = 982.140(Ft.)
Bottom (of initial area) elevation = 979.120(Ft.)
Difference in elevation = 3.020(Ft.)
Slope = 0.00523 s(%)= 0.52
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.062 min.

Rainfall intensity = 1.451(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.838 2396
Subarea runoff = 2.942(CFS)
Total initial stream area = 2.420(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.100(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 974.840(Ft.)
Downstream point/station elevation = 972.500(Ft.)
Pipe length = 332.08(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.942(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.942(CFS)
Normal flow depth in pipe = 9.66(In.)
Flow top width inside pipe = 9.51(In.)
Critical Depth = 8.82(In.)
Pipe flow velocity = 4.34(Ft/s)
Travel time through pipe = 1.28 min.

Time of concentration (TC) = 12.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 12.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 1 = 16.60
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Time of concentration = 12.34 min.

Rainfall intensity = 1.359(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.834
Subarea runoff = 0.117(CFS) for 0.280(Ac.)
Total runoff = 3.059(CFS)
Effective area this stream = 2.70(Ac.)
Total Study Area (Main Stream No. 1) = 2.70(Ac.)
Area averaged Fm value = 0.100(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 2397
______________________________________________________________________ Upstream point/station elevation = 972.500(Ft.)
Downstream point/station elevation = 970.630(Ft.)
Pipe length = 266.51(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.059(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.059(CFS)
Normal flow depth in pipe = 8.07(In.)
Flow top width inside pipe = 14.96(In.)
Critical Depth = 8.45(In.)
Pipe flow velocity = 4.54(Ft/s)
Travel time through pipe = 0.98 min.

Time of concentration (TC) = 13.31 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 13.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 1 = 16.60
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Time of concentration = 13.31 min.

Rainfall intensity = 1.298(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.831
Subarea runoff = 2.354(CFS) for 2.320(Ac.)
Total runoff = 5.413(CFS)
Effective area this stream = 5.02(Ac.)
Total Study Area (Main Stream No. 1) = 5.02(Ac.)
Area averaged Fm value = 0.100(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 970.630(Ft.)
Downstream point/station elevation = 968.950(Ft.)
Pipe length = 240.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.413(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 5.413(CFS)
Normal flow depth in pipe = 10.22(In.)
Flow top width inside pipe = 17.83(In.)
2398
Critical Depth = 10.76(In.)
Pipe flow velocity = 5.23(Ft/s)
Travel time through pipe = 0.76 min.

Time of concentration (TC) = 14.08 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 14.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 1 = 16.60
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Time of concentration = 14.08 min.

Rainfall intensity = 1.255(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.828
Subarea runoff = 1.553(CFS) for 1.680(Ac.)
Total runoff = 6.966(CFS)
Effective area this stream = 6.70(Ac.)
Total Study Area (Main Stream No. 1) = 6.70(Ac.)
Area averaged Fm value = 0.100(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 968.950(Ft.)
Downstream point/station elevation = 967.270(Ft.)
Pipe length = 240.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.966(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 6.966(CFS)
Normal flow depth in pipe = 12.09(In.)
Flow top width inside pipe = 16.90(In.)
Critical Depth = 12.26(In.)
Pipe flow velocity = 5.52(Ft/s)
Travel time through pipe = 0.73 min.

Time of concentration (TC) = 14.80 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 15.000 **** SUBAREA FLOW ADDITION ****
2399
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 1 = 16.60
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Time of concentration = 14.80 min.

Rainfall intensity = 1.218(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.826
Subarea runoff = 1.516(CFS) for 1.730(Ac.)
Total runoff = 8.482(CFS)
Effective area this stream = 8.43(Ac.)
Total Study Area (Main Stream No. 1) = 8.43(Ac.)
Area averaged Fm value = 0.100(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 967.270(Ft.)
Downstream point/station elevation = 966.130(Ft.)
Pipe length = 163.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.482(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 8.482(CFS)
Normal flow depth in pipe = 14.23(In.)
Flow top width inside pipe = 14.65(In.)
Critical Depth = 13.54(In.)
Pipe flow velocity = 5.66(Ft/s)
Travel time through pipe = 0.48 min.

Time of concentration (TC) = 15.29 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 8.430(Ac.)
Runoff from this stream = 8.482(CFS)
Time of concentration = 15.29 min.

Rainfall intensity = 1.195(In/Hr)
Area averaged loss rate (Fm) = 0.1000(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
2400
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 1 = 16.60
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Initial subarea data:

Rainfall intensity = 1.451(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.838 Subarea runoff = 2.918(CFS)
Total initial stream area = 2.400(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.100(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 974.840(Ft.)
Downstream point/station elevation = 969.540(Ft.)
Pipe length = 344.35(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.918(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.918(CFS)
Normal flow depth in pipe = 7.11(In.)
Flow top width inside pipe = 11.79(In.)
Critical Depth = 8.78(In.)
Pipe flow velocity = 6.01(Ft/s)
Travel time through pipe = 0.95 min.

Time of concentration (TC) = 12.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 2401
Process from Point/Station 22.000 to Point/Station 22.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 1 = 16.60
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Time of concentration = 12.02 min.

Rainfall intensity = 1.380(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.835
Subarea runoff = 0.275(CFS) for 0.370(Ac.)
Total runoff = 3.192(CFS)
Effective area this stream = 2.77(Ac.)
Total Study Area (Main Stream No. 2) = 11.20(Ac.)
Area averaged Fm value = 0.100(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 969.540(Ft.)
Downstream point/station elevation = 967.310(Ft.)
Pipe length = 145.21(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.192(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.192(CFS)
Normal flow depth in pipe = 7.56(In.)
Flow top width inside pipe = 11.59(In.)
Critical Depth = 9.18(In.)
Pipe flow velocity = 6.12(Ft/s)
Travel time through pipe = 0.40 min.

Time of concentration (TC) = 12.41 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 23.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
2402
Adjusted SCS curve number for AMC 1 = 16.60
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.100(In/Hr) Time of concentration = 12.41 min.

Rainfall intensity = 1.354(In/Hr) for a 2.0 year storm
Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.834
Subarea runoff = 1.796(CFS) for 1.650(Ac.)
Total runoff = 4.988(CFS)
Effective area this stream = 4.42(Ac.)
Total Study Area (Main Stream No. 2) = 12.85(Ac.)
Area averaged Fm value = 0.100(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 967.310(Ft.)
Downstream point/station elevation = 966.130(Ft.)
Pipe length = 76.75(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.988(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.988(CFS)
Normal flow depth in pipe = 8.57(In.)
Flow top width inside pipe = 14.85(In.)
Critical Depth = 10.86(In.)
Pipe flow velocity = 6.88(Ft/s)
Travel time through pipe = 0.19 min.

Time of concentration (TC) = 12.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 16.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 4.420(Ac.)
Runoff from this stream = 4.988(CFS)
Time of concentration = 12.60 min.

Rainfall intensity = 1.342(In/Hr)
Area averaged loss rate (Fm) = 0.1000(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 8.48 8.430 15.29 0.100 1.195
2403
2 4.99 4.420 12.60 0.100 1.342
Qmax(1) =

1.000 * 1.000 * 8.482) +

0.882 * 1.000 * 4.988) + = 12.880
Qmax(2) =

1.134 * 0.824 * 8.482) +

1.000 * 1.000 * 4.988) + = 12.917
Total of 2 main streams to confluence:

Flow rates before confluence point:

9.482 5.988
Maximum flow rates at confluence using above data:

12.880 12.917
Area of streams before confluence:

8.430 4.420
Effective area values after confluence:

12.850 11.368
Results of confluence:

Total flow rate = 12.917(CFS)
Time of concentration = 12.598 min.

Effective stream area after confluence = 11.368(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.100(In/Hr)
Study area total = 12.85(Ac.)
End of computations, Total Study Area = 12.85 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.100
Area averaged SCS curve number = 32.0
2404
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 03/23/22
------------------------------------------------------------------------ Job No. 2021-502
5355 Airport Drive
100 YR STORM RATIONAL METHOD

Storm year = 100.00 1 hour rainfall = 1.310 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data:

Rainfall intensity = 3.613(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 2405
Subarea runoff = 7.698(CFS)
Total initial stream area = 2.420(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 974.840(Ft.)
Downstream point/station elevation = 972.500(Ft.)
Pipe length = 332.08(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.698(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 7.698(CFS)
Normal flow depth in pipe = 13.02(In.)
Flow top width inside pipe = 16.11(In.)
Critical Depth = 12.90(In.)
Pipe flow velocity = 5.62(Ft/s)
Travel time through pipe = 0.98 min.

Time of concentration (TC) = 12.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 12.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 12.05 min.

Rainfall intensity = 3.433(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.879
Subarea runoff = 0.453(CFS) for 0.280(Ac.)
Total runoff = 8.151(CFS)
Effective area this stream = 2.70(Ac.)
Total Study Area (Main Stream No. 1) = 2.70(Ac.)
Area averaged Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 2406
______________________________________________________________________ Upstream point/station elevation = 972.500(Ft.)
Downstream point/station elevation = 970.630(Ft.)
Pipe length = 266.51(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.151(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 8.151(CFS)
Normal flow depth in pipe = 13.69(In.)
Flow top width inside pipe = 15.37(In.)
Critical Depth = 13.26(In.)
Pipe flow velocity = 5.65(Ft/s)
Travel time through pipe = 0.79 min.

Time of concentration (TC) = 12.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 13.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 12.83 min.

Rainfall intensity = 3.305(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.879
Subarea runoff = 6.427(CFS) for 2.320(Ac.)
Total runoff = 14.578(CFS)
Effective area this stream = 5.02(Ac.)
Total Study Area (Main Stream No. 1) = 5.02(Ac.)
Area averaged Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 970.630(Ft.)
Downstream point/station elevation = 968.950(Ft.)
Pipe length = 240.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.578(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 14.578(CFS)
Normal flow depth in pipe = 15.80(In.)
Flow top width inside pipe = 22.77(In.)
2407
Critical Depth = 16.52(In.)
Pipe flow velocity = 6.65(Ft/s)
Travel time through pipe = 0.60 min.

Time of concentration (TC) = 13.43 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 14.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 13.43 min.

Rainfall intensity = 3.215(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.878
Subarea runoff = 4.338(CFS) for 1.680(Ac.)
Total runoff = 18.916(CFS)
Effective area this stream = 6.70(Ac.)
Total Study Area (Main Stream No. 1) = 6.70(Ac.)
Area averaged Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 968.950(Ft.)
Downstream point/station elevation = 967.270(Ft.)
Pipe length = 240.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.916(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 18.916(CFS)
Normal flow depth in pipe = 19.64(In.)
Flow top width inside pipe = 18.51(In.)
Critical Depth = 18.77(In.)
Pipe flow velocity = 6.87(Ft/s)
Travel time through pipe = 0.58 min.

Time of concentration (TC) = 14.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 15.000 **** SUBAREA FLOW ADDITION ****
2408
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 14.02 min.

Rainfall intensity = 3.135(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877
Subarea runoff = 4.271(CFS) for 1.730(Ac.)
Total runoff = 23.187(CFS)
Effective area this stream = 8.43(Ac.)
Total Study Area (Main Stream No. 1) = 8.43(Ac.)
Area averaged Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 967.270(Ft.)
Downstream point/station elevation = 966.130(Ft.)
Pipe length = 163.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 23.187(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 23.187(CFS)
Normal flow depth in pipe = 19.95(In.)
Flow top width inside pipe = 23.72(In.)
Critical Depth = 20.23(In.)
Pipe flow velocity = 7.36(Ft/s)
Travel time through pipe = 0.37 min.

Time of concentration (TC) = 14.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 8.430(Ac.)
Runoff from this stream = 23.187(CFS)
Time of concentration = 14.39 min.

Rainfall intensity = 3.086(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
2409
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data:

Rainfall intensity = 3.613(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 7.634(CFS)
Total initial stream area = 2.400(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 974.840(Ft.)
Downstream point/station elevation = 969.540(Ft.)
Pipe length = 344.35(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.634(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 7.634(CFS)
Normal flow depth in pipe = 11.70(In.)
Flow top width inside pipe = 12.43(In.)
Critical Depth = 13.16(In.)
Pipe flow velocity = 7.43(Ft/s)
Travel time through pipe = 0.77 min.

Time of concentration (TC) = 11.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 2410
Process from Point/Station 22.000 to Point/Station 22.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 11.83 min.

Rainfall intensity = 3.470(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.880
Subarea runoff = 0.820(CFS) for 0.370(Ac.)
Total runoff = 8.454(CFS)
Effective area this stream = 2.77(Ac.)
Total Study Area (Main Stream No. 2) = 11.20(Ac.)
Area averaged Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 969.540(Ft.)
Downstream point/station elevation = 967.310(Ft.)
Pipe length = 145.21(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.454(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 8.454(CFS)
Normal flow depth in pipe = 10.57(In.)
Flow top width inside pipe = 17.72(In.)
Critical Depth = 13.51(In.)
Pipe flow velocity = 7.84(Ft/s)
Travel time through pipe = 0.31 min.

Time of concentration (TC) = 12.14 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 23.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
2411
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 12.14 min.

Rainfall intensity = 3.416(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.879
Subarea runoff = 4.824(CFS) for 1.650(Ac.)
Total runoff = 13.278(CFS)
Effective area this stream = 4.42(Ac.)
Total Study Area (Main Stream No. 2) = 12.85(Ac.)
Area averaged Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 967.310(Ft.)
Downstream point/station elevation = 966.130(Ft.)
Pipe length = 76.75(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.278(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 13.278(CFS)
Normal flow depth in pipe = 12.66(In.)
Flow top width inside pipe = 20.55(In.)
Critical Depth = 16.27(In.)
Pipe flow velocity = 8.77(Ft/s)
Travel time through pipe = 0.15 min.

Time of concentration (TC) = 12.29 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 16.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 4.420(Ac.)
Runoff from this stream = 13.278(CFS)
Time of concentration = 12.29 min.

Rainfall intensity = 3.392(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 23.19 8.430 14.39 0.079 3.086
2412
2 13.28 4.420 12.29 0.079 3.392
Qmax(1) =

1.000 * 1.000 * 23.187) +

0.908 * 1.000 * 13.278) + = 35.239
Qmax(2) =

1.102 * 0.854 * 23.187) +

1.000 * 1.000 * 13.278) + = 35.100
Total of 2 main streams to confluence:

Flow rates before confluence point:

24.187 14.278
Maximum flow rates at confluence using above data:

35.239 35.100
Area of streams before confluence:

8.430 4.420
Effective area values after confluence:

12.850 11.621
Results of confluence:

Total flow rate = 35.239(CFS)
Time of concentration = 14.386 min.

Effective stream area after confluence = 12.850(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total = 12.85(Ac.)
End of computations, Total Study Area = 12.85 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.100
Area averaged SCS curve number = 32.0
2413

PR EL I MI N A R Y HY DR O L OG Y REP O RT
5355 AIRPORT DRIVE
WE S T L A N D GR O U P , I N C .

APPENDIX C
UNIT HYDROGRAPH ANALYSIS (100-YEAR STORM, 24 HOUR)
2414

PR EL I MI N A R Y HY DR O L OG Y REP O RT
5355 AIRPORT DRIVE
WE S T L A N D GR O U P , I N C .

UNIT HYDROGRAPH ANALYSIS (100-YEAR STORM, 24 HOUR)

PRE-DEVELOPMENT CONDITION
2415
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 03/22/22
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Program License Serial Number 6277
--------------------------------------------------------------------- Job No. 2021-502
5355 Airport Drive
100 YR STORM UNIT HYDROGRAPH ANALYSIS

PRE-CONDITION, AREA A
-------------------------------------------------------------------- Storm Event Year = 100
Antecedent Moisture Condition = 3
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:

Sub-Area Duration Isohyetal
(Ac.) (hours) (In)
Rainfall data for year 100

12.85 1 1.31
-------------------------------------------------------------------- Rainfall data for year 100

12.85 6 3.15
-------------------------------------------------------------------- Rainfall data for year 100

12.85 24 5.74
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 2416
******** Area-averaged max loss rate, Fm ********
SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm
No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr)

32.0 52.0 12.85 1.000 0.785 0.080 0.063
Area-averaged adjusted loss rate Fm (In/Hr) = 0.063
********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC3) Yield Fr

1.03 0.080 32.0 52.0 9.23 0.201

11.82 0.920 98.0 98.0 0.20 0.959
Area-averaged catchment yield fraction, Y = 0.898
Area-averaged low loss fraction, Yb = 0.102
User entry of time of concentration = 0.237 (hours)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 12.85(Ac.)
Catchment Lag time = 0.189 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 44.0135
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.063(In/Hr)
Average low loss rate fraction (Yb) = 0.102 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.485(In)
Computed peak 30-minute rainfall = 0.993(In)
Specified peak 1-hour rainfall = 1.310(In)
Computed peak 3-hour rainfall = 2.243(In)
Specified peak 6-hour rainfall = 3.150(In)
Specified peak 24-hour rainfall = 5.740(In)
Rainfall depth area reduction factors:

Using a total area of 12.85(Ac.) (Ref: fig. E-4)
5-minute factor = 0.999 Adjusted rainfall = 0.485(In)
30-minute factor = 0.999 Adjusted rainfall = 0.992(In)
1-hour factor = 0.999 Adjusted rainfall = 1.309(In)
3-hour factor = 1.000 Adjusted rainfall = 2.243(In)
6-hour factor = 1.000 Adjusted rainfall = 3.150(In)
24-hour factor = 1.000 Adjusted rainfall = 5.740(In)
--------------------------------------------------------------------- U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 2417
Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
--------------------------------------------------------------------- (K = 155.40 (CFS))
1 3.600 5.594
2 23.452 30.851
3 58.156 53.932
4 83.690 39.680
5 94.204 16.340
6 97.970 5.853
7 98.950 1.522
8 100.000 0.761
--------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall
Number (In) (In)
1 0.4845 0.4845
2 0.6394 0.1548
3 0.7519 0.1126
4 0.8436 0.0917
5 0.9224 0.0788
6 0.9922 0.0698
7 1.0553 0.0631
8 1.1132 0.0579
9 1.1669 0.0537
10 1.2171 0.0502
11 1.2644 0.0473
12 1.3092 0.0448
13 1.3616 0.0524
14 1.4120 0.0504
15 1.4605 0.0486
16 1.5075 0.0469
17 1.5529 0.0455
18 1.5971 0.0441
19 1.6399 0.0429
20 1.6817 0.0418
21 1.7224 0.0407
22 1.7621 0.0397
23 1.8009 0.0388
24 1.8389 0.0380
25 1.8761 0.0372
26 1.9125 0.0364
27 1.9482 0.0357
28 1.9832 0.0350
29 2.0176 0.0344
30 2.0514 0.0338
31 2.0847 0.0332
32 2.1174 0.0327
33 2.1496 0.0322
34 2.1812 0.0317
2418
35 2.2125 0.0312
36 2.2432 0.0308
37 2.2735 0.0303
38 2.3034 0.0299
39 2.3329 0.0295
40 2.3620 0.0291
41 2.3907 0.0287
42 2.4191 0.0284
43 2.4472 0.0280
44 2.4749 0.0277
45 2.5022 0.0274
46 2.5293 0.0271
47 2.5561 0.0268
48 2.5826 0.0265
49 2.6088 0.0262
50 2.6347 0.0259
51 2.6604 0.0257
52 2.6858 0.0254
53 2.7110 0.0252
54 2.7359 0.0249
55 2.7606 0.0247
56 2.7851 0.0245
57 2.8094 0.0242
58 2.8334 0.0240
59 2.8572 0.0238
60 2.8808 0.0236
61 2.9042 0.0234
62 2.9275 0.0232
63 2.9505 0.0230
64 2.9733 0.0228
65 2.9960 0.0227
66 3.0185 0.0225
67 3.0408 0.0223
68 3.0629 0.0221
69 3.0849 0.0220
70 3.1067 0.0218
71 3.1284 0.0217
72 3.1499 0.0215
73 3.1687 0.0189
74 3.1875 0.0187
75 3.2060 0.0186
76 3.2245 0.0184
77 3.2428 0.0183
78 3.2609 0.0182
79 3.2790 0.0180
80 3.2969 0.0179
81 3.3146 0.0178
82 3.3323 0.0177
83 3.3498 0.0175
84 3.3672 0.0174
2419
85 3.3845 0.0173
86 3.4017 0.0172
87 3.4188 0.0171
88 3.4357 0.0170
89 3.4526 0.0168
90 3.4693 0.0167
91 3.4859 0.0166
92 3.5025 0.0165
93 3.5189 0.0164
94 3.5352 0.0163
95 3.5515 0.0162
96 3.5676 0.0161
97 3.5836 0.0160
98 3.5996 0.0159
99 3.6154 0.0159
100 3.6312 0.0158
101 3.6469 0.0157
102 3.6625 0.0156
103 3.6780 0.0155
104 3.6934 0.0154
105 3.7087 0.0153
106 3.7239 0.0152
107 3.7391 0.0152
108 3.7542 0.0151
109 3.7692 0.0150
110 3.7841 0.0149
111 3.7990 0.0149
112 3.8138 0.0148
113 3.8285 0.0147
114 3.8431 0.0146
115 3.8577 0.0146
116 3.8721 0.0145
117 3.8866 0.0144
118 3.9009 0.0143
119 3.9152 0.0143
120 3.9294 0.0142
121 3.9435 0.0141
122 3.9576 0.0141
123 3.9716 0.0140
124 3.9856 0.0139
125 3.9994 0.0139
126 4.0133 0.0138
127 4.0270 0.0138
128 4.0407 0.0137
129 4.0543 0.0136
130 4.0679 0.0136
131 4.0814 0.0135
132 4.0949 0.0135
133 4.1083 0.0134
134 4.1216 0.0133
2420
135 4.1349 0.0133
136 4.1481 0.0132
137 4.1613 0.0132
138 4.1744 0.0131
139 4.1875 0.0131
140 4.2005 0.0130
141 4.2135 0.0130
142 4.2264 0.0129
143 4.2392 0.0129
144 4.2521 0.0128
145 4.2648 0.0128
146 4.2775 0.0127
147 4.2902 0.0127
148 4.3028 0.0126
149 4.3153 0.0126
150 4.3279 0.0125
151 4.3403 0.0125
152 4.3527 0.0124
153 4.3651 0.0124
154 4.3774 0.0123
155 4.3897 0.0123
156 4.4020 0.0122
157 4.4142 0.0122
158 4.4263 0.0121
159 4.4384 0.0121
160 4.4505 0.0121
161 4.4625 0.0120
162 4.4745 0.0120
163 4.4864 0.0119
164 4.4983 0.0119
165 4.5101 0.0119
166 4.5220 0.0118
167 4.5337 0.0118
168 4.5455 0.0117
169 4.5572 0.0117
170 4.5688 0.0117
171 4.5804 0.0116
172 4.5920 0.0116
173 4.6035 0.0115
174 4.6150 0.0115
175 4.6265 0.0115
176 4.6379 0.0114
177 4.6493 0.0114
178 4.6607 0.0114
179 4.6720 0.0113
180 4.6833 0.0113
181 4.6945 0.0112
182 4.7057 0.0112
183 4.7169 0.0112
184 4.7280 0.0111
2421
185 4.7391 0.0111
186 4.7502 0.0111
187 4.7612 0.0110
188 4.7722 0.0110
189 4.7832 0.0110
190 4.7942 0.0109
191 4.8051 0.0109
192 4.8159 0.0109
193 4.8268 0.0108
194 4.8376 0.0108
195 4.8484 0.0108
196 4.8591 0.0107
197 4.8698 0.0107
198 4.8805 0.0107
199 4.8912 0.0107
200 4.9018 0.0106
201 4.9124 0.0106
202 4.9230 0.0106
203 4.9335 0.0105
204 4.9440 0.0105
205 4.9545 0.0105
206 4.9649 0.0104
207 4.9753 0.0104
208 4.9857 0.0104
209 4.9961 0.0104
210 5.0064 0.0103
211 5.0167 0.0103
212 5.0270 0.0103
213 5.0373 0.0103
214 5.0475 0.0102
215 5.0577 0.0102
216 5.0678 0.0102
217 5.0780 0.0101
218 5.0881 0.0101
219 5.0982 0.0101
220 5.1083 0.0101
221 5.1183 0.0100
222 5.1283 0.0100
223 5.1383 0.0100
224 5.1483 0.0100
225 5.1582 0.0099
226 5.1681 0.0099
227 5.1780 0.0099
228 5.1878 0.0099
229 5.1977 0.0098
230 5.2075 0.0098
231 5.2173 0.0098
232 5.2271 0.0098
233 5.2368 0.0097
234 5.2465 0.0097
2422
235 5.2562 0.0097
236 5.2659 0.0097
237 5.2755 0.0096
238 5.2851 0.0096
239 5.2947 0.0096
240 5.3043 0.0096
241 5.3139 0.0096
242 5.3234 0.0095
243 5.3329 0.0095
244 5.3424 0.0095
245 5.3519 0.0095
246 5.3613 0.0094
247 5.3707 0.0094
248 5.3801 0.0094
249 5.3895 0.0094
250 5.3989 0.0094
251 5.4082 0.0093
252 5.4175 0.0093
253 5.4268 0.0093
254 5.4361 0.0093
255 5.4454 0.0093
256 5.4546 0.0092
257 5.4638 0.0092
258 5.4730 0.0092
259 5.4822 0.0092
260 5.4913 0.0092
261 5.5005 0.0091
262 5.5096 0.0091
263 5.5187 0.0091
264 5.5277 0.0091
265 5.5368 0.0091
266 5.5458 0.0090
267 5.5548 0.0090
268 5.5638 0.0090
269 5.5728 0.0090
270 5.5818 0.0090
271 5.5907 0.0089
272 5.5996 0.0089
273 5.6085 0.0089
274 5.6174 0.0089
275 5.6263 0.0089
276 5.6351 0.0088
277 5.6440 0.0088
278 5.6528 0.0088
279 5.6616 0.0088
280 5.6703 0.0088
281 5.6791 0.0088
282 5.6878 0.0087
283 5.6966 0.0087
284 5.7053 0.0087
2423
285 5.7139 0.0087
286 5.7226 0.0087
287 5.7313 0.0087
288 5.7399 0.0086
--------------------------------------------------------------------- Unit Unit Unit Effective
Period Rainfall Soil-Loss Rainfall
(number) (In) (In) (In)
--------------------------------------------------------------------- 1 0.0086 0.0009 0.0078
2 0.0087 0.0009 0.0078
3 0.0087 0.0009 0.0078
4 0.0087 0.0009 0.0078
5 0.0087 0.0009 0.0078
6 0.0088 0.0009 0.0079
7 0.0088 0.0009 0.0079
8 0.0088 0.0009 0.0079
9 0.0088 0.0009 0.0079
10 0.0089 0.0009 0.0080
11 0.0089 0.0009 0.0080
12 0.0089 0.0009 0.0080
13 0.0090 0.0009 0.0080
14 0.0090 0.0009 0.0081
15 0.0090 0.0009 0.0081
16 0.0090 0.0009 0.0081
17 0.0091 0.0009 0.0081
18 0.0091 0.0009 0.0082
19 0.0091 0.0009 0.0082
20 0.0092 0.0009 0.0082
21 0.0092 0.0009 0.0083
22 0.0092 0.0009 0.0083
23 0.0093 0.0009 0.0083
24 0.0093 0.0009 0.0083
25 0.0093 0.0010 0.0084
26 0.0093 0.0010 0.0084
27 0.0094 0.0010 0.0084
28 0.0094 0.0010 0.0084
29 0.0094 0.0010 0.0085
30 0.0095 0.0010 0.0085
31 0.0095 0.0010 0.0085
32 0.0095 0.0010 0.0086
33 0.0096 0.0010 0.0086
34 0.0096 0.0010 0.0086
35 0.0096 0.0010 0.0087
36 0.0097 0.0010 0.0087
37 0.0097 0.0010 0.0087
38 0.0097 0.0010 0.0087
39 0.0098 0.0010 0.0088
40 0.0098 0.0010 0.0088
41 0.0099 0.0010 0.0089
2424
42 0.0099 0.0010 0.0089
43 0.0099 0.0010 0.0089
44 0.0100 0.0010 0.0089
45 0.0100 0.0010 0.0090
46 0.0100 0.0010 0.0090
47 0.0101 0.0010 0.0091
48 0.0101 0.0010 0.0091
49 0.0102 0.0010 0.0091
50 0.0102 0.0010 0.0092
51 0.0103 0.0010 0.0092
52 0.0103 0.0010 0.0092
53 0.0103 0.0011 0.0093
54 0.0104 0.0011 0.0093
55 0.0104 0.0011 0.0094
56 0.0104 0.0011 0.0094
57 0.0105 0.0011 0.0094
58 0.0105 0.0011 0.0095
59 0.0106 0.0011 0.0095
60 0.0106 0.0011 0.0095
61 0.0107 0.0011 0.0096
62 0.0107 0.0011 0.0096
63 0.0108 0.0011 0.0097
64 0.0108 0.0011 0.0097
65 0.0109 0.0011 0.0098
66 0.0109 0.0011 0.0098
67 0.0110 0.0011 0.0099
68 0.0110 0.0011 0.0099
69 0.0111 0.0011 0.0099
70 0.0111 0.0011 0.0100
71 0.0112 0.0011 0.0100
72 0.0112 0.0011 0.0101
73 0.0113 0.0012 0.0101
74 0.0113 0.0012 0.0102
75 0.0114 0.0012 0.0102
76 0.0114 0.0012 0.0103
77 0.0115 0.0012 0.0103
78 0.0115 0.0012 0.0104
79 0.0116 0.0012 0.0104
80 0.0117 0.0012 0.0105
81 0.0117 0.0012 0.0105
82 0.0118 0.0012 0.0106
83 0.0119 0.0012 0.0106
84 0.0119 0.0012 0.0107
85 0.0120 0.0012 0.0108
86 0.0120 0.0012 0.0108
87 0.0121 0.0012 0.0109
88 0.0121 0.0012 0.0109
89 0.0122 0.0012 0.0110
90 0.0123 0.0013 0.0110
91 0.0124 0.0013 0.0111
2425
92 0.0124 0.0013 0.0112
93 0.0125 0.0013 0.0112
94 0.0126 0.0013 0.0113
95 0.0127 0.0013 0.0114
96 0.0127 0.0013 0.0114
97 0.0128 0.0013 0.0115
98 0.0129 0.0013 0.0115
99 0.0130 0.0013 0.0116
100 0.0130 0.0013 0.0117
101 0.0131 0.0013 0.0118
102 0.0132 0.0013 0.0118
103 0.0133 0.0014 0.0119
104 0.0133 0.0014 0.0120
105 0.0135 0.0014 0.0121
106 0.0135 0.0014 0.0121
107 0.0136 0.0014 0.0122
108 0.0137 0.0014 0.0123
109 0.0138 0.0014 0.0124
110 0.0139 0.0014 0.0125
111 0.0140 0.0014 0.0126
112 0.0141 0.0014 0.0126
113 0.0142 0.0014 0.0128
114 0.0143 0.0015 0.0128
115 0.0144 0.0015 0.0129
116 0.0145 0.0015 0.0130
117 0.0146 0.0015 0.0131
118 0.0147 0.0015 0.0132
119 0.0149 0.0015 0.0133
120 0.0149 0.0015 0.0134
121 0.0151 0.0015 0.0135
122 0.0152 0.0015 0.0136
123 0.0153 0.0016 0.0138
124 0.0154 0.0016 0.0138
125 0.0156 0.0016 0.0140
126 0.0157 0.0016 0.0141
127 0.0159 0.0016 0.0142
128 0.0159 0.0016 0.0143
129 0.0161 0.0016 0.0145
130 0.0162 0.0017 0.0146
131 0.0164 0.0017 0.0148
132 0.0165 0.0017 0.0148
133 0.0167 0.0017 0.0150
134 0.0168 0.0017 0.0151
135 0.0171 0.0017 0.0153
136 0.0172 0.0018 0.0154
137 0.0174 0.0018 0.0156
138 0.0175 0.0018 0.0157
139 0.0178 0.0018 0.0160
140 0.0179 0.0018 0.0161
141 0.0182 0.0019 0.0163
2426
142 0.0183 0.0019 0.0164
143 0.0186 0.0019 0.0167
144 0.0187 0.0019 0.0168
145 0.0215 0.0022 0.0193
146 0.0217 0.0022 0.0194
147 0.0220 0.0022 0.0197
148 0.0221 0.0023 0.0199
149 0.0225 0.0023 0.0202
150 0.0227 0.0023 0.0203
151 0.0230 0.0023 0.0207
152 0.0232 0.0024 0.0209
153 0.0236 0.0024 0.0212
154 0.0238 0.0024 0.0214
155 0.0242 0.0025 0.0218
156 0.0245 0.0025 0.0220
157 0.0249 0.0025 0.0224
158 0.0252 0.0026 0.0226
159 0.0257 0.0026 0.0231
160 0.0259 0.0026 0.0233
161 0.0265 0.0027 0.0238
162 0.0268 0.0027 0.0240
163 0.0274 0.0028 0.0246
164 0.0277 0.0028 0.0249
165 0.0284 0.0029 0.0255
166 0.0287 0.0029 0.0258
167 0.0295 0.0030 0.0265
168 0.0299 0.0030 0.0268
169 0.0308 0.0031 0.0276
170 0.0312 0.0032 0.0280
171 0.0322 0.0033 0.0289
172 0.0327 0.0033 0.0294
173 0.0338 0.0034 0.0304
174 0.0344 0.0035 0.0309
175 0.0357 0.0036 0.0321
176 0.0364 0.0037 0.0327
177 0.0380 0.0039 0.0341
178 0.0388 0.0040 0.0349
179 0.0407 0.0042 0.0365
180 0.0418 0.0043 0.0375
181 0.0441 0.0045 0.0396
182 0.0455 0.0046 0.0408
183 0.0486 0.0050 0.0436
184 0.0504 0.0051 0.0452
185 0.0448 0.0046 0.0402
186 0.0473 0.0048 0.0425
187 0.0537 0.0052 0.0485
188 0.0579 0.0052 0.0527
189 0.0698 0.0052 0.0645
190 0.0788 0.0052 0.0735
191 0.1126 0.0052 0.1073
2427
192 0.1548 0.0052 0.1496
193 0.4845 0.0052 0.4793
194 0.0917 0.0052 0.0865
195 0.0631 0.0052 0.0579
196 0.0502 0.0051 0.0451
197 0.0524 0.0052 0.0472
198 0.0469 0.0048 0.0422
199 0.0429 0.0044 0.0385
200 0.0397 0.0041 0.0357
201 0.0372 0.0038 0.0334
202 0.0350 0.0036 0.0315
203 0.0332 0.0034 0.0298
204 0.0317 0.0032 0.0285
205 0.0303 0.0031 0.0272
206 0.0291 0.0030 0.0261
207 0.0280 0.0029 0.0252
208 0.0271 0.0028 0.0243
209 0.0262 0.0027 0.0235
210 0.0254 0.0026 0.0228
211 0.0247 0.0025 0.0222
212 0.0240 0.0025 0.0216
213 0.0234 0.0024 0.0210
214 0.0228 0.0023 0.0205
215 0.0223 0.0023 0.0200
216 0.0218 0.0022 0.0196
217 0.0189 0.0019 0.0169
218 0.0184 0.0019 0.0166
219 0.0180 0.0018 0.0162
220 0.0177 0.0018 0.0159
221 0.0173 0.0018 0.0155
222 0.0170 0.0017 0.0152
223 0.0166 0.0017 0.0149
224 0.0163 0.0017 0.0147
225 0.0160 0.0016 0.0144
226 0.0158 0.0016 0.0142
227 0.0155 0.0016 0.0139
228 0.0152 0.0016 0.0137
229 0.0150 0.0015 0.0135
230 0.0148 0.0015 0.0133
231 0.0146 0.0015 0.0131
232 0.0143 0.0015 0.0129
233 0.0141 0.0014 0.0127
234 0.0139 0.0014 0.0125
235 0.0138 0.0014 0.0124
236 0.0136 0.0014 0.0122
237 0.0134 0.0014 0.0120
238 0.0132 0.0013 0.0119
239 0.0131 0.0013 0.0117
240 0.0129 0.0013 0.0116
241 0.0128 0.0013 0.0115
2428
242 0.0126 0.0013 0.0113
243 0.0125 0.0013 0.0112
244 0.0123 0.0013 0.0111
245 0.0122 0.0012 0.0109
246 0.0121 0.0012 0.0108
247 0.0119 0.0012 0.0107
248 0.0118 0.0012 0.0106
249 0.0117 0.0012 0.0105
250 0.0116 0.0012 0.0104
251 0.0115 0.0012 0.0103
252 0.0114 0.0012 0.0102
253 0.0112 0.0011 0.0101
254 0.0111 0.0011 0.0100
255 0.0110 0.0011 0.0099
256 0.0109 0.0011 0.0098
257 0.0108 0.0011 0.0097
258 0.0107 0.0011 0.0097
259 0.0107 0.0011 0.0096
260 0.0106 0.0011 0.0095
261 0.0105 0.0011 0.0094
262 0.0104 0.0011 0.0093
263 0.0103 0.0011 0.0093
264 0.0102 0.0010 0.0092
265 0.0101 0.0010 0.0091
266 0.0101 0.0010 0.0090
267 0.0100 0.0010 0.0090
268 0.0099 0.0010 0.0089
269 0.0098 0.0010 0.0088
270 0.0098 0.0010 0.0088
271 0.0097 0.0010 0.0087
272 0.0096 0.0010 0.0086
273 0.0096 0.0010 0.0086
274 0.0095 0.0010 0.0085
275 0.0094 0.0010 0.0085
276 0.0094 0.0010 0.0084
277 0.0093 0.0009 0.0083
278 0.0092 0.0009 0.0083
279 0.0092 0.0009 0.0082
280 0.0091 0.0009 0.0082
281 0.0091 0.0009 0.0081
282 0.0090 0.0009 0.0081
283 0.0089 0.0009 0.0080
284 0.0089 0.0009 0.0080
285 0.0088 0.0009 0.0079
286 0.0088 0.0009 0.0079
287 0.0087 0.0009 0.0078
288 0.0087 0.0009 0.0078
-------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 0.51(In)
2429
Total effective rainfall = 5.23(In)
Peak flow rate in flood hydrograph = 37.10(CFS)
--------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0
----------------------------------------------------------------------- 0+ 5 0.0003 0.04 Q | | | |
0+10 0.0022 0.28 Q | | | |
0+15 0.0071 0.70 Q | | | |
0+20 0.0140 1.01 VQ | | | |
0+25 0.0219 1.14 VQ | | | |
0+30 0.0301 1.19 VQ | | | |
0+35 0.0384 1.20 VQ | | | |
0+40 0.0468 1.21 VQ | | | |
0+45 0.0551 1.22 VQ | | | |
0+50 0.0636 1.22 VQ | | | |
0+55 0.0720 1.23 VQ | | | |
1+ 0 0.0805 1.23 VQ | | | |
1+ 5 0.0890 1.23 VQ | | | |
1+10 0.0975 1.24 VQ | | | |
1+15 0.1060 1.24 VQ | | | |
1+20 0.1146 1.24 VQ | | | |
1+25 0.1232 1.25 VQ | | | |
1+30 0.1318 1.25 VQ | | | |
1+35 0.1405 1.26 |Q | | | |
1+40 0.1492 1.26 |Q | | | |
1+45 0.1579 1.27 |Q | | | |
1+50 0.1666 1.27 |Q | | | |
1+55 0.1754 1.27 |Q | | | |
2+ 0 0.1842 1.28 |Q | | | |
2+ 5 0.1930 1.28 |Q | | | |
2+10 0.2019 1.29 |Q | | | |
2+15 0.2108 1.29 |Q | | | |
2+20 0.2197 1.29 |Q | | | |
2+25 0.2286 1.30 |Q | | | |
2+30 0.2376 1.30 |Q | | | |
2+35 0.2466 1.31 |Q | | | |
2+40 0.2557 1.31 |Q | | | |
2+45 0.2647 1.32 |Q | | | |
2+50 0.2738 1.32 |Q | | | |
2+55 0.2830 1.33 |QV | | | |
3+ 0 0.2921 1.33 |QV | | | |
3+ 5 0.3013 1.34 |QV | | | |
3+10 0.3106 1.34 |QV | | | |
2430
3+15 0.3199 1.35 |QV | | | |
3+20 0.3292 1.35 |QV | | | |
3+25 0.3385 1.36 |QV | | | |
3+30 0.3479 1.36 |QV | | | |
3+35 0.3573 1.37 |QV | | | |
3+40 0.3667 1.37 |QV | | | |
3+45 0.3762 1.38 |QV | | | |
3+50 0.3857 1.38 |QV | | | |
3+55 0.3952 1.39 |QV | | | |
4+ 0 0.4048 1.39 |QV | | | |
4+ 5 0.4145 1.40 |QV | | | |
4+10 0.4241 1.40 |Q V | | | |
4+15 0.4338 1.41 |Q V | | | |
4+20 0.4436 1.41 |Q V | | | |
4+25 0.4533 1.42 |Q V | | | |
4+30 0.4631 1.43 |Q V | | | |
4+35 0.4730 1.43 |Q V | | | |
4+40 0.4829 1.44 |Q V | | | |
4+45 0.4928 1.44 |Q V | | | |
4+50 0.5028 1.45 |Q V | | | |
4+55 0.5128 1.45 |Q V | | | |
5+ 0 0.5229 1.46 |Q V | | | |
5+ 5 0.5330 1.47 |Q V | | | |
5+10 0.5431 1.47 |Q V | | | |
5+15 0.5533 1.48 |Q V | | | |
5+20 0.5636 1.49 |Q V | | | |
5+25 0.5738 1.49 |Q V | | | |
5+30 0.5841 1.50 |Q V | | | |
5+35 0.5945 1.51 |Q V | | | |
5+40 0.6049 1.51 |Q V | | | |
5+45 0.6154 1.52 |Q V | | | |
5+50 0.6259 1.53 |Q V | | | |
5+55 0.6365 1.53 |Q V | | | |
6+ 0 0.6471 1.54 |Q V | | | |
6+ 5 0.6577 1.55 |Q V | | | |
6+10 0.6684 1.55 |Q V | | | |
6+15 0.6792 1.56 |Q V | | | |
6+20 0.6900 1.57 |Q V | | | |
6+25 0.7008 1.58 |Q V | | | |
6+30 0.7117 1.58 |Q V | | | |
6+35 0.7227 1.59 |Q V | | | |
6+40 0.7337 1.60 |Q V | | | |
6+45 0.7448 1.61 |Q V | | | |
6+50 0.7559 1.62 |Q V | | | |
6+55 0.7671 1.62 |Q V | | | |
7+ 0 0.7783 1.63 |Q V | | | |
7+ 5 0.7896 1.64 |Q V | | | |
7+10 0.8010 1.65 |Q V | | | |
7+15 0.8124 1.66 |Q V | | | |
7+20 0.8239 1.67 |Q V | | | |
2431
7+25 0.8354 1.68 |Q V | | | |
7+30 0.8470 1.68 |Q V | | | |
7+35 0.8587 1.69 |Q V | | | |
7+40 0.8704 1.70 |Q V | | | |
7+45 0.8822 1.71 |Q V | | | |
7+50 0.8940 1.72 |Q V | | | |
7+55 0.9060 1.73 |Q V | | | |
8+ 0 0.9180 1.74 |Q V | | | |
8+ 5 0.9300 1.75 |Q V | | | |
8+10 0.9421 1.76 |Q V | | | |
8+15 0.9543 1.77 |Q V | | | |
8+20 0.9666 1.78 |Q V | | | |
8+25 0.9790 1.79 |Q V | | | |
8+30 0.9914 1.80 |Q V | | | |
8+35 1.0039 1.81 |Q V | | | |
8+40 1.0165 1.83 |Q V | | | |
8+45 1.0291 1.84 |Q V | | | |
8+50 1.0419 1.85 |Q V | | | |
8+55 1.0547 1.86 |Q V | | | |
9+ 0 1.0676 1.87 |Q V | | | |
9+ 5 1.0806 1.89 |Q V | | | |
9+10 1.0936 1.90 |Q V | | | |
9+15 1.1068 1.91 |Q V | | | |
9+20 1.1200 1.92 |Q V | | | |
9+25 1.1334 1.94 |Q V | | | |
9+30 1.1468 1.95 |Q V | | | |
9+35 1.1603 1.96 |Q V | | | |
9+40 1.1740 1.98 |Q V | | | |
9+45 1.1877 1.99 |Q V | | | |
9+50 1.2015 2.01 | Q V | | | |
9+55 1.2154 2.02 | Q V | | | |
10+ 0 1.2295 2.04 | Q V | | | |
10+ 5 1.2436 2.05 | Q V | | | |
10+10 1.2579 2.07 | Q V| | | |
10+15 1.2722 2.08 | Q V| | | |
10+20 1.2867 2.10 | Q V| | | |
10+25 1.3013 2.12 | Q V| | | |
10+30 1.3160 2.14 | Q V| | | |
10+35 1.3308 2.15 | Q V| | | |
10+40 1.3458 2.17 | Q V| | | |
10+45 1.3609 2.19 | Q V| | | |
10+50 1.3761 2.21 | Q V| | | |
10+55 1.3914 2.23 | Q V | | |
11+ 0 1.4069 2.25 | Q V | | |
11+ 5 1.4225 2.27 | Q V | | |
11+10 1.4383 2.29 | Q V | | |
11+15 1.4542 2.31 | Q V | | |
11+20 1.4703 2.33 | Q V | | |
11+25 1.4865 2.36 | Q V | | |
11+30 1.5029 2.38 | Q V | | |
2432
11+35 1.5195 2.40 | Q V | | |
11+40 1.5362 2.43 | Q |V | | |
11+45 1.5531 2.45 | Q |V | | |
11+50 1.5701 2.48 | Q |V | | |
11+55 1.5874 2.51 | Q |V | | |
12+ 0 1.6049 2.53 | Q |V | | |
12+ 5 1.6226 2.57 | Q |V | | |
12+10 1.6410 2.67 | Q |V | | |
12+15 1.6605 2.82 | Q |V | | |
12+20 1.6807 2.94 | Q | V | | |
12+25 1.7015 3.01 | Q | V | | |
12+30 1.7226 3.06 | Q | V | | |
12+35 1.7439 3.10 | Q | V | | |
12+40 1.7655 3.14 | Q | V | | |
12+45 1.7874 3.18 | Q | V | | |
12+50 1.8096 3.21 | Q | V | | |
12+55 1.8320 3.26 | Q | V | | |
13+ 0 1.8547 3.30 | Q | V | | |
13+ 5 1.8777 3.34 | Q | V | | |
13+10 1.9010 3.39 | Q | V | | |
13+15 1.9247 3.43 | Q | V | | |
13+20 1.9487 3.48 | Q | V | | |
13+25 1.9730 3.54 | Q | V | | |
13+30 1.9977 3.59 | Q | V | | |
13+35 2.0229 3.65 | Q | V | | |
13+40 2.0484 3.71 | Q | V | | |
13+45 2.0743 3.77 | Q | V | | |
13+50 2.1007 3.83 | Q | V | | |
13+55 2.1276 3.90 | Q | V | | |
14+ 0 2.1550 3.98 | Q | V | | |
14+ 5 2.1829 4.05 | Q | V | | |
14+10 2.2114 4.13 | Q | V | | |
14+15 2.2405 4.22 | Q | V | | |
14+20 2.2702 4.32 | Q | V | | |
14+25 2.3006 4.41 | Q | V | | |
14+30 2.3317 4.52 | Q | V | | |
14+35 2.3636 4.63 | Q | V | | |
14+40 2.3964 4.76 | Q | V | | |
14+45 2.4300 4.89 | Q | V | | |
14+50 2.4647 5.03 | Q | V | | |
14+55 2.5004 5.19 | Q | V | | |
15+ 0 2.5374 5.36 | Q | V | | |
15+ 5 2.5756 5.55 | Q | V | | |
15+10 2.6153 5.77 | Q | V | | |
15+15 2.6567 6.01 | Q | V| | |
15+20 2.6999 6.28 | Q | V| | |
15+25 2.7450 6.54 | Q | V| | |
15+30 2.7906 6.63 | Q | V | |
15+35 2.8360 6.59 | Q | V | |
15+40 2.8826 6.76 | Q | V | |
2433
15+45 2.9329 7.30 | Q | |V | |
15+50 2.9893 8.20 | Q | |V | |
15+55 3.0553 9.58 | Q| |V | |
16+ 0 3.1374 11.91 | |Q | V | |
16+ 5 3.2577 17.47 | | Q | V | |
16+10 3.4594 29.29 | | | V Q| |
16+15 3.7149 37.10 | | | V | Q |
16+20 3.9143 28.95 | | | Q | |
16+25 4.0324 17.13 | | Q | V | |
16+30 4.1077 10.95 | Q | V| |
16+35 4.1638 8.14 | Q | | V| |
16+40 4.2128 7.10 | Q | | V |
16+45 4.2556 6.23 | Q | | V |
16+50 4.2951 5.74 | Q | | V |
16+55 4.3319 5.34 | Q | | |V |
17+ 0 4.3664 5.01 | Q | | |V |
17+ 5 4.3990 4.73 | Q | | |V |
17+10 4.4299 4.50 | Q | | |V |
17+15 4.4595 4.29 | Q | | | V |
17+20 4.4879 4.11 | Q | | | V |
17+25 4.5151 3.96 | Q | | | V |
17+30 4.5414 3.82 | Q | | | V |
17+35 4.5668 3.69 | Q | | | V |
17+40 4.5914 3.58 | Q | | | V |
17+45 4.6153 3.47 | Q | | | V |
17+50 4.6386 3.37 | Q | | | V |
17+55 4.6612 3.29 | Q | | | V |
18+ 0 4.6833 3.20 | Q | | | V |
18+ 5 4.7047 3.11 | Q | | | V |
18+10 4.7252 2.97 | Q | | | V |
18+15 4.7444 2.79 | Q | | | V |
18+20 4.7626 2.64 | Q | | | V |
18+25 4.7801 2.54 | Q | | | V |
18+30 4.7971 2.48 | Q | | | V |
18+35 4.8138 2.42 | Q | | | V |
18+40 4.8301 2.37 | Q | | | V |
18+45 4.8462 2.33 | Q | | | V |
18+50 4.8619 2.28 | Q | | | V |
18+55 4.8773 2.24 | Q | | | V |
19+ 0 4.8925 2.20 | Q | | | V |
19+ 5 4.9074 2.17 | Q | | | V |
19+10 4.9221 2.13 | Q | | | V |
19+15 4.9365 2.10 | Q | | | V |
19+20 4.9507 2.06 | Q | | | V |
19+25 4.9647 2.03 | Q | | | V |
19+30 4.9785 2.00 | Q | | | V |
19+35 4.9921 1.97 |Q | | | V |
19+40 5.0055 1.95 |Q | | | V |
19+45 5.0187 1.92 |Q | | | V |
19+50 5.0318 1.89 |Q | | | V |
2434
19+55 5.0447 1.87 |Q | | | V |
20+ 0 5.0574 1.85 |Q | | | V |
20+ 5 5.0699 1.82 |Q | | | V |
20+10 5.0823 1.80 |Q | | | V |
20+15 5.0946 1.78 |Q | | | V |
20+20 5.1067 1.76 |Q | | | V |
20+25 5.1186 1.74 |Q | | | V |
20+30 5.1305 1.72 |Q | | | V |
20+35 5.1422 1.70 |Q | | | V |
20+40 5.1537 1.68 |Q | | | V |
20+45 5.1652 1.66 |Q | | | V |
20+50 5.1765 1.65 |Q | | | V |
20+55 5.1877 1.63 |Q | | | V |
21+ 0 5.1989 1.61 |Q | | | V |
21+ 5 5.2099 1.60 |Q | | | V |
21+10 5.2207 1.58 |Q | | | V |
21+15 5.2315 1.57 |Q | | | V |
21+20 5.2422 1.55 |Q | | | V |
21+25 5.2528 1.54 |Q | | | V |
21+30 5.2633 1.52 |Q | | | V |
21+35 5.2737 1.51 |Q | | | V |
21+40 5.2840 1.50 |Q | | | V |
21+45 5.2942 1.48 |Q | | | V |
21+50 5.3043 1.47 |Q | | | V |
21+55 5.3144 1.46 |Q | | | V |
22+ 0 5.3244 1.45 |Q | | | V |
22+ 5 5.3342 1.43 |Q | | | V |
22+10 5.3440 1.42 |Q | | | V |
22+15 5.3538 1.41 |Q | | | V |
22+20 5.3634 1.40 |Q | | | V |
22+25 5.3730 1.39 |Q | | | V |
22+30 5.3825 1.38 |Q | | | V |
22+35 5.3919 1.37 |Q | | | V |
22+40 5.4013 1.36 |Q | | | V |
22+45 5.4106 1.35 |Q | | | V |
22+50 5.4198 1.34 |Q | | | V |
22+55 5.4289 1.33 |Q | | | V|
23+ 0 5.4380 1.32 |Q | | | V|
23+ 5 5.4471 1.31 |Q | | | V|
23+10 5.4560 1.30 |Q | | | V|
23+15 5.4649 1.29 |Q | | | V|
23+20 5.4738 1.28 |Q | | | V|
23+25 5.4826 1.28 |Q | | | V|
23+30 5.4913 1.27 |Q | | | V|
23+35 5.5000 1.26 |Q | | | V|
23+40 5.5086 1.25 |Q | | | V|
23+45 5.5172 1.24 |Q | | | V|
23+50 5.5257 1.24 |Q | | | V|
23+55 5.5341 1.23 |Q | | | V|
24+ 0 5.5425 1.22 |Q | | | V|
2435

PR EL I MI N A R Y HY DR O L OG Y REP O RT
5355 AIRPORT DRIVE
WE S T L A N D GR O U P , I N C .

UNIT HYDROGRAPH ANALYSIS (100-YEAR STORM, 24 HOUR)

POST-DEVELOPMENT CONDITION
2436
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 03/23/22
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Program License Serial Number 6277
--------------------------------------------------------------------- Job No. 2021-502
5355 Airport Drive
100 YR STORM UNIT HYDROGRAPH ANALYSIS

POST-CONDITION, AREA A
-------------------------------------------------------------------- Storm Event Year = 100
Antecedent Moisture Condition = 3
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:

Sub-Area Duration Isohyetal
(Ac.) (hours) (In)
Rainfall data for year 100

12.85 1 1.31
-------------------------------------------------------------------- Rainfall data for year 100

12.85 6 3.15
-------------------------------------------------------------------- Rainfall data for year 100

12.85 24 5.74
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 2437
******** Area-averaged max loss rate, Fm ********
SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm
No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr)

32.0 52.0 12.85 1.000 0.785 0.110 0.086
Area-averaged adjusted loss rate Fm (In/Hr) = 0.086
********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC3) Yield Fr

1.41 0.110 32.0 52.0 9.23 0.201

11.44 0.890 98.0 98.0 0.20 0.959
Area-averaged catchment yield fraction, Y = 0.875
Area-averaged low loss fraction, Yb = 0.125
User entry of time of concentration = 0.240 (hours)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 12.85(Ac.)
Catchment Lag time = 0.192 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 43.4450
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.086(In/Hr)
Average low loss rate fraction (Yb) = 0.125 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.485(In)
Computed peak 30-minute rainfall = 0.993(In)
Specified peak 1-hour rainfall = 1.310(In)
Computed peak 3-hour rainfall = 2.243(In)
Specified peak 6-hour rainfall = 3.150(In)
Specified peak 24-hour rainfall = 5.740(In)
Rainfall depth area reduction factors:

Using a total area of 12.85(Ac.) (Ref: fig. E-4)
5-minute factor = 0.999 Adjusted rainfall = 0.485(In)
30-minute factor = 0.999 Adjusted rainfall = 0.992(In)
1-hour factor = 0.999 Adjusted rainfall = 1.309(In)
3-hour factor = 1.000 Adjusted rainfall = 2.243(In)
6-hour factor = 1.000 Adjusted rainfall = 3.150(In)
24-hour factor = 1.000 Adjusted rainfall = 5.740(In)
--------------------------------------------------------------------- U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 2438
Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
--------------------------------------------------------------------- (K = 155.40 (CFS))
1 3.515 5.462
2 22.886 30.103
3 57.004 53.022
4 82.983 40.372
5 93.828 16.853
6 97.846 6.245
7 98.883 1.611
8 99.657 1.203
9 100.000 0.533
--------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall
Number (In) (In)
1 0.4845 0.4845
2 0.6394 0.1548
3 0.7519 0.1126
4 0.8436 0.0917
5 0.9224 0.0788
6 0.9922 0.0698
7 1.0553 0.0631
8 1.1132 0.0579
9 1.1669 0.0537
10 1.2171 0.0502
11 1.2644 0.0473
12 1.3092 0.0448
13 1.3616 0.0524
14 1.4120 0.0504
15 1.4605 0.0486
16 1.5075 0.0469
17 1.5529 0.0455
18 1.5971 0.0441
19 1.6399 0.0429
20 1.6817 0.0418
21 1.7224 0.0407
22 1.7621 0.0397
23 1.8009 0.0388
24 1.8389 0.0380
25 1.8761 0.0372
26 1.9125 0.0364
27 1.9482 0.0357
28 1.9832 0.0350
29 2.0176 0.0344
30 2.0514 0.0338
31 2.0847 0.0332
32 2.1174 0.0327
33 2.1496 0.0322
2439
34 2.1812 0.0317
35 2.2125 0.0312
36 2.2432 0.0308
37 2.2735 0.0303
38 2.3034 0.0299
39 2.3329 0.0295
40 2.3620 0.0291
41 2.3907 0.0287
42 2.4191 0.0284
43 2.4472 0.0280
44 2.4749 0.0277
45 2.5022 0.0274
46 2.5293 0.0271
47 2.5561 0.0268
48 2.5826 0.0265
49 2.6088 0.0262
50 2.6347 0.0259
51 2.6604 0.0257
52 2.6858 0.0254
53 2.7110 0.0252
54 2.7359 0.0249
55 2.7606 0.0247
56 2.7851 0.0245
57 2.8094 0.0242
58 2.8334 0.0240
59 2.8572 0.0238
60 2.8808 0.0236
61 2.9042 0.0234
62 2.9275 0.0232
63 2.9505 0.0230
64 2.9733 0.0228
65 2.9960 0.0227
66 3.0185 0.0225
67 3.0408 0.0223
68 3.0629 0.0221
69 3.0849 0.0220
70 3.1067 0.0218
71 3.1284 0.0217
72 3.1499 0.0215
73 3.1687 0.0189
74 3.1875 0.0187
75 3.2060 0.0186
76 3.2245 0.0184
77 3.2428 0.0183
78 3.2609 0.0182
79 3.2790 0.0180
80 3.2969 0.0179
81 3.3146 0.0178
82 3.3323 0.0177
83 3.3498 0.0175
2440
84 3.3672 0.0174
85 3.3845 0.0173
86 3.4017 0.0172
87 3.4188 0.0171
88 3.4357 0.0170
89 3.4526 0.0168
90 3.4693 0.0167
91 3.4859 0.0166
92 3.5025 0.0165
93 3.5189 0.0164
94 3.5352 0.0163
95 3.5515 0.0162
96 3.5676 0.0161
97 3.5836 0.0160
98 3.5996 0.0159
99 3.6154 0.0159
100 3.6312 0.0158
101 3.6469 0.0157
102 3.6625 0.0156
103 3.6780 0.0155
104 3.6934 0.0154
105 3.7087 0.0153
106 3.7239 0.0152
107 3.7391 0.0152
108 3.7542 0.0151
109 3.7692 0.0150
110 3.7841 0.0149
111 3.7990 0.0149
112 3.8138 0.0148
113 3.8285 0.0147
114 3.8431 0.0146
115 3.8577 0.0146
116 3.8721 0.0145
117 3.8866 0.0144
118 3.9009 0.0143
119 3.9152 0.0143
120 3.9294 0.0142
121 3.9435 0.0141
122 3.9576 0.0141
123 3.9716 0.0140
124 3.9856 0.0139
125 3.9994 0.0139
126 4.0133 0.0138
127 4.0270 0.0138
128 4.0407 0.0137
129 4.0543 0.0136
130 4.0679 0.0136
131 4.0814 0.0135
132 4.0949 0.0135
133 4.1083 0.0134
2441
134 4.1216 0.0133
135 4.1349 0.0133
136 4.1481 0.0132
137 4.1613 0.0132
138 4.1744 0.0131
139 4.1875 0.0131
140 4.2005 0.0130
141 4.2135 0.0130
142 4.2264 0.0129
143 4.2392 0.0129
144 4.2521 0.0128
145 4.2648 0.0128
146 4.2775 0.0127
147 4.2902 0.0127
148 4.3028 0.0126
149 4.3153 0.0126
150 4.3279 0.0125
151 4.3403 0.0125
152 4.3527 0.0124
153 4.3651 0.0124
154 4.3774 0.0123
155 4.3897 0.0123
156 4.4020 0.0122
157 4.4142 0.0122
158 4.4263 0.0121
159 4.4384 0.0121
160 4.4505 0.0121
161 4.4625 0.0120
162 4.4745 0.0120
163 4.4864 0.0119
164 4.4983 0.0119
165 4.5101 0.0119
166 4.5220 0.0118
167 4.5337 0.0118
168 4.5455 0.0117
169 4.5572 0.0117
170 4.5688 0.0117
171 4.5804 0.0116
172 4.5920 0.0116
173 4.6035 0.0115
174 4.6150 0.0115
175 4.6265 0.0115
176 4.6379 0.0114
177 4.6493 0.0114
178 4.6607 0.0114
179 4.6720 0.0113
180 4.6833 0.0113
181 4.6945 0.0112
182 4.7057 0.0112
183 4.7169 0.0112
2442
184 4.7280 0.0111
185 4.7391 0.0111
186 4.7502 0.0111
187 4.7612 0.0110
188 4.7722 0.0110
189 4.7832 0.0110
190 4.7942 0.0109
191 4.8051 0.0109
192 4.8159 0.0109
193 4.8268 0.0108
194 4.8376 0.0108
195 4.8484 0.0108
196 4.8591 0.0107
197 4.8698 0.0107
198 4.8805 0.0107
199 4.8912 0.0107
200 4.9018 0.0106
201 4.9124 0.0106
202 4.9230 0.0106
203 4.9335 0.0105
204 4.9440 0.0105
205 4.9545 0.0105
206 4.9649 0.0104
207 4.9753 0.0104
208 4.9857 0.0104
209 4.9961 0.0104
210 5.0064 0.0103
211 5.0167 0.0103
212 5.0270 0.0103
213 5.0373 0.0103
214 5.0475 0.0102
215 5.0577 0.0102
216 5.0678 0.0102
217 5.0780 0.0101
218 5.0881 0.0101
219 5.0982 0.0101
220 5.1083 0.0101
221 5.1183 0.0100
222 5.1283 0.0100
223 5.1383 0.0100
224 5.1483 0.0100
225 5.1582 0.0099
226 5.1681 0.0099
227 5.1780 0.0099
228 5.1878 0.0099
229 5.1977 0.0098
230 5.2075 0.0098
231 5.2173 0.0098
232 5.2271 0.0098
233 5.2368 0.0097
2443
234 5.2465 0.0097
235 5.2562 0.0097
236 5.2659 0.0097
237 5.2755 0.0096
238 5.2851 0.0096
239 5.2947 0.0096
240 5.3043 0.0096
241 5.3139 0.0096
242 5.3234 0.0095
243 5.3329 0.0095
244 5.3424 0.0095
245 5.3519 0.0095
246 5.3613 0.0094
247 5.3707 0.0094
248 5.3801 0.0094
249 5.3895 0.0094
250 5.3989 0.0094
251 5.4082 0.0093
252 5.4175 0.0093
253 5.4268 0.0093
254 5.4361 0.0093
255 5.4454 0.0093
256 5.4546 0.0092
257 5.4638 0.0092
258 5.4730 0.0092
259 5.4822 0.0092
260 5.4913 0.0092
261 5.5005 0.0091
262 5.5096 0.0091
263 5.5187 0.0091
264 5.5277 0.0091
265 5.5368 0.0091
266 5.5458 0.0090
267 5.5548 0.0090
268 5.5638 0.0090
269 5.5728 0.0090
270 5.5818 0.0090
271 5.5907 0.0089
272 5.5996 0.0089
273 5.6085 0.0089
274 5.6174 0.0089
275 5.6263 0.0089
276 5.6351 0.0088
277 5.6440 0.0088
278 5.6528 0.0088
279 5.6616 0.0088
280 5.6703 0.0088
281 5.6791 0.0088
282 5.6878 0.0087
283 5.6966 0.0087
2444
284 5.7053 0.0087
285 5.7139 0.0087
286 5.7226 0.0087
287 5.7313 0.0087
288 5.7399 0.0086
--------------------------------------------------------------------- Unit Unit Unit Effective
Period Rainfall Soil-Loss Rainfall
(number) (In) (In) (In)
--------------------------------------------------------------------- 1 0.0086 0.0011 0.0076
2 0.0087 0.0011 0.0076
3 0.0087 0.0011 0.0076
4 0.0087 0.0011 0.0076
5 0.0087 0.0011 0.0076
6 0.0088 0.0011 0.0077
7 0.0088 0.0011 0.0077
8 0.0088 0.0011 0.0077
9 0.0088 0.0011 0.0077
10 0.0089 0.0011 0.0078
11 0.0089 0.0011 0.0078
12 0.0089 0.0011 0.0078
13 0.0090 0.0011 0.0078
14 0.0090 0.0011 0.0079
15 0.0090 0.0011 0.0079
16 0.0090 0.0011 0.0079
17 0.0091 0.0011 0.0079
18 0.0091 0.0011 0.0080
19 0.0091 0.0011 0.0080
20 0.0092 0.0011 0.0080
21 0.0092 0.0011 0.0080
22 0.0092 0.0011 0.0081
23 0.0093 0.0012 0.0081
24 0.0093 0.0012 0.0081
25 0.0093 0.0012 0.0082
26 0.0093 0.0012 0.0082
27 0.0094 0.0012 0.0082
28 0.0094 0.0012 0.0082
29 0.0094 0.0012 0.0083
30 0.0095 0.0012 0.0083
31 0.0095 0.0012 0.0083
32 0.0095 0.0012 0.0083
33 0.0096 0.0012 0.0084
34 0.0096 0.0012 0.0084
35 0.0096 0.0012 0.0084
36 0.0097 0.0012 0.0085
37 0.0097 0.0012 0.0085
38 0.0097 0.0012 0.0085
39 0.0098 0.0012 0.0086
40 0.0098 0.0012 0.0086
2445
41 0.0099 0.0012 0.0086
42 0.0099 0.0012 0.0087
43 0.0099 0.0012 0.0087
44 0.0100 0.0012 0.0087
45 0.0100 0.0012 0.0088
46 0.0100 0.0013 0.0088
47 0.0101 0.0013 0.0088
48 0.0101 0.0013 0.0089
49 0.0102 0.0013 0.0089
50 0.0102 0.0013 0.0089
51 0.0103 0.0013 0.0090
52 0.0103 0.0013 0.0090
53 0.0103 0.0013 0.0090
54 0.0104 0.0013 0.0091
55 0.0104 0.0013 0.0091
56 0.0104 0.0013 0.0091
57 0.0105 0.0013 0.0092
58 0.0105 0.0013 0.0092
59 0.0106 0.0013 0.0093
60 0.0106 0.0013 0.0093
61 0.0107 0.0013 0.0094
62 0.0107 0.0013 0.0094
63 0.0108 0.0013 0.0094
64 0.0108 0.0013 0.0095
65 0.0109 0.0014 0.0095
66 0.0109 0.0014 0.0095
67 0.0110 0.0014 0.0096
68 0.0110 0.0014 0.0096
69 0.0111 0.0014 0.0097
70 0.0111 0.0014 0.0097
71 0.0112 0.0014 0.0098
72 0.0112 0.0014 0.0098
73 0.0113 0.0014 0.0099
74 0.0113 0.0014 0.0099
75 0.0114 0.0014 0.0100
76 0.0114 0.0014 0.0100
77 0.0115 0.0014 0.0101
78 0.0115 0.0014 0.0101
79 0.0116 0.0014 0.0102
80 0.0117 0.0015 0.0102
81 0.0117 0.0015 0.0103
82 0.0118 0.0015 0.0103
83 0.0119 0.0015 0.0104
84 0.0119 0.0015 0.0104
85 0.0120 0.0015 0.0105
86 0.0120 0.0015 0.0105
87 0.0121 0.0015 0.0106
88 0.0121 0.0015 0.0106
89 0.0122 0.0015 0.0107
90 0.0123 0.0015 0.0107
2446
91 0.0124 0.0015 0.0108
92 0.0124 0.0015 0.0109
93 0.0125 0.0016 0.0110
94 0.0126 0.0016 0.0110
95 0.0127 0.0016 0.0111
96 0.0127 0.0016 0.0111
97 0.0128 0.0016 0.0112
98 0.0129 0.0016 0.0113
99 0.0130 0.0016 0.0113
100 0.0130 0.0016 0.0114
101 0.0131 0.0016 0.0115
102 0.0132 0.0016 0.0115
103 0.0133 0.0017 0.0116
104 0.0133 0.0017 0.0117
105 0.0135 0.0017 0.0118
106 0.0135 0.0017 0.0118
107 0.0136 0.0017 0.0119
108 0.0137 0.0017 0.0120
109 0.0138 0.0017 0.0121
110 0.0139 0.0017 0.0121
111 0.0140 0.0017 0.0123
112 0.0141 0.0018 0.0123
113 0.0142 0.0018 0.0124
114 0.0143 0.0018 0.0125
115 0.0144 0.0018 0.0126
116 0.0145 0.0018 0.0127
117 0.0146 0.0018 0.0128
118 0.0147 0.0018 0.0129
119 0.0149 0.0019 0.0130
120 0.0149 0.0019 0.0131
121 0.0151 0.0019 0.0132
122 0.0152 0.0019 0.0133
123 0.0153 0.0019 0.0134
124 0.0154 0.0019 0.0135
125 0.0156 0.0019 0.0136
126 0.0157 0.0020 0.0137
127 0.0159 0.0020 0.0139
128 0.0159 0.0020 0.0140
129 0.0161 0.0020 0.0141
130 0.0162 0.0020 0.0142
131 0.0164 0.0020 0.0144
132 0.0165 0.0021 0.0145
133 0.0167 0.0021 0.0147
134 0.0168 0.0021 0.0147
135 0.0171 0.0021 0.0149
136 0.0172 0.0021 0.0150
137 0.0174 0.0022 0.0152
138 0.0175 0.0022 0.0153
139 0.0178 0.0022 0.0156
140 0.0179 0.0022 0.0157
2447
141 0.0182 0.0023 0.0159
142 0.0183 0.0023 0.0160
143 0.0186 0.0023 0.0163
144 0.0187 0.0023 0.0164
145 0.0215 0.0027 0.0188
146 0.0217 0.0027 0.0190
147 0.0220 0.0027 0.0192
148 0.0221 0.0028 0.0194
149 0.0225 0.0028 0.0197
150 0.0227 0.0028 0.0198
151 0.0230 0.0029 0.0202
152 0.0232 0.0029 0.0203
153 0.0236 0.0029 0.0207
154 0.0238 0.0030 0.0208
155 0.0242 0.0030 0.0212
156 0.0245 0.0031 0.0214
157 0.0249 0.0031 0.0218
158 0.0252 0.0031 0.0220
159 0.0257 0.0032 0.0225
160 0.0259 0.0032 0.0227
161 0.0265 0.0033 0.0232
162 0.0268 0.0033 0.0234
163 0.0274 0.0034 0.0240
164 0.0277 0.0035 0.0243
165 0.0284 0.0035 0.0248
166 0.0287 0.0036 0.0252
167 0.0295 0.0037 0.0258
168 0.0299 0.0037 0.0262
169 0.0308 0.0038 0.0269
170 0.0312 0.0039 0.0273
171 0.0322 0.0040 0.0282
172 0.0327 0.0041 0.0286
173 0.0338 0.0042 0.0296
174 0.0344 0.0043 0.0301
175 0.0357 0.0045 0.0313
176 0.0364 0.0045 0.0319
177 0.0380 0.0047 0.0332
178 0.0388 0.0048 0.0340
179 0.0407 0.0051 0.0356
180 0.0418 0.0052 0.0365
181 0.0441 0.0055 0.0386
182 0.0455 0.0057 0.0398
183 0.0486 0.0061 0.0425
184 0.0504 0.0063 0.0441
185 0.0448 0.0056 0.0392
186 0.0473 0.0059 0.0414
187 0.0537 0.0067 0.0470
188 0.0579 0.0072 0.0507
189 0.0698 0.0072 0.0626
190 0.0788 0.0072 0.0716
2448
191 0.1126 0.0072 0.1054
192 0.1548 0.0072 0.1476
193 0.4845 0.0072 0.4774
194 0.0917 0.0072 0.0845
195 0.0631 0.0072 0.0559
196 0.0502 0.0063 0.0440
197 0.0524 0.0065 0.0459
198 0.0469 0.0059 0.0411
199 0.0429 0.0054 0.0375
200 0.0397 0.0050 0.0348
201 0.0372 0.0046 0.0325
202 0.0350 0.0044 0.0307
203 0.0332 0.0041 0.0291
204 0.0317 0.0040 0.0277
205 0.0303 0.0038 0.0265
206 0.0291 0.0036 0.0255
207 0.0280 0.0035 0.0245
208 0.0271 0.0034 0.0237
209 0.0262 0.0033 0.0229
210 0.0254 0.0032 0.0222
211 0.0247 0.0031 0.0216
212 0.0240 0.0030 0.0210
213 0.0234 0.0029 0.0205
214 0.0228 0.0028 0.0200
215 0.0223 0.0028 0.0195
216 0.0218 0.0027 0.0191
217 0.0189 0.0024 0.0165
218 0.0184 0.0023 0.0161
219 0.0180 0.0022 0.0158
220 0.0177 0.0022 0.0155
221 0.0173 0.0022 0.0151
222 0.0170 0.0021 0.0148
223 0.0166 0.0021 0.0146
224 0.0163 0.0020 0.0143
225 0.0160 0.0020 0.0140
226 0.0158 0.0020 0.0138
227 0.0155 0.0019 0.0136
228 0.0152 0.0019 0.0133
229 0.0150 0.0019 0.0131
230 0.0148 0.0018 0.0129
231 0.0146 0.0018 0.0127
232 0.0143 0.0018 0.0126
233 0.0141 0.0018 0.0124
234 0.0139 0.0017 0.0122
235 0.0138 0.0017 0.0120
236 0.0136 0.0017 0.0119
237 0.0134 0.0017 0.0117
238 0.0132 0.0017 0.0116
239 0.0131 0.0016 0.0114
240 0.0129 0.0016 0.0113
2449
241 0.0128 0.0016 0.0112
242 0.0126 0.0016 0.0110
243 0.0125 0.0016 0.0109
244 0.0123 0.0015 0.0108
245 0.0122 0.0015 0.0107
246 0.0121 0.0015 0.0106
247 0.0119 0.0015 0.0104
248 0.0118 0.0015 0.0103
249 0.0117 0.0015 0.0102
250 0.0116 0.0014 0.0101
251 0.0115 0.0014 0.0100
252 0.0114 0.0014 0.0099
253 0.0112 0.0014 0.0098
254 0.0111 0.0014 0.0098
255 0.0110 0.0014 0.0097
256 0.0109 0.0014 0.0096
257 0.0108 0.0014 0.0095
258 0.0107 0.0013 0.0094
259 0.0107 0.0013 0.0093
260 0.0106 0.0013 0.0092
261 0.0105 0.0013 0.0092
262 0.0104 0.0013 0.0091
263 0.0103 0.0013 0.0090
264 0.0102 0.0013 0.0089
265 0.0101 0.0013 0.0089
266 0.0101 0.0013 0.0088
267 0.0100 0.0012 0.0087
268 0.0099 0.0012 0.0087
269 0.0098 0.0012 0.0086
270 0.0098 0.0012 0.0085
271 0.0097 0.0012 0.0085
272 0.0096 0.0012 0.0084
273 0.0096 0.0012 0.0084
274 0.0095 0.0012 0.0083
275 0.0094 0.0012 0.0082
276 0.0094 0.0012 0.0082
277 0.0093 0.0012 0.0081
278 0.0092 0.0012 0.0081
279 0.0092 0.0011 0.0080
280 0.0091 0.0011 0.0080
281 0.0091 0.0011 0.0079
282 0.0090 0.0011 0.0079
283 0.0089 0.0011 0.0078
284 0.0089 0.0011 0.0078
285 0.0088 0.0011 0.0077
286 0.0088 0.0011 0.0077
287 0.0087 0.0011 0.0076
288 0.0087 0.0011 0.0076
-------------------------------------------------------------------- -------------------------------------------------------------------- 2450
Total soil rain loss = 0.63(In)
Total effective rainfall = 5.11(In)
Peak flow rate in flood hydrograph = 36.53(CFS)
--------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0
----------------------------------------------------------------------- 0+ 5 0.0003 0.04 Q | | | |
0+10 0.0021 0.27 Q | | | |
0+15 0.0068 0.67 Q | | | |
0+20 0.0135 0.98 Q | | | |
0+25 0.0211 1.11 VQ | | | |
0+30 0.0291 1.16 VQ | | | |
0+35 0.0372 1.17 VQ | | | |
0+40 0.0453 1.19 VQ | | | |
0+45 0.0536 1.19 VQ | | | |
0+50 0.0618 1.20 VQ | | | |
0+55 0.0701 1.20 VQ | | | |
1+ 0 0.0784 1.20 VQ | | | |
1+ 5 0.0867 1.21 VQ | | | |
1+10 0.0950 1.21 VQ | | | |
1+15 0.1034 1.22 VQ | | | |
1+20 0.1118 1.22 VQ | | | |
1+25 0.1203 1.22 VQ | | | |
1+30 0.1287 1.23 VQ | | | |
1+35 0.1372 1.23 |Q | | | |
1+40 0.1457 1.24 |Q | | | |
1+45 0.1542 1.24 |Q | | | |
1+50 0.1628 1.24 |Q | | | |
1+55 0.1714 1.25 |Q | | | |
2+ 0 0.1800 1.25 |Q | | | |
2+ 5 0.1887 1.26 |Q | | | |
2+10 0.1974 1.26 |Q | | | |
2+15 0.2061 1.26 |Q | | | |
2+20 0.2148 1.27 |Q | | | |
2+25 0.2236 1.27 |Q | | | |
2+30 0.2324 1.28 |Q | | | |
2+35 0.2412 1.28 |Q | | | |
2+40 0.2501 1.29 |Q | | | |
2+45 0.2590 1.29 |Q | | | |
2+50 0.2679 1.30 |Q | | | |
2+55 0.2768 1.30 |QV | | | |
3+ 0 0.2858 1.30 |QV | | | |
3+ 5 0.2948 1.31 |QV | | | |
2451
3+10 0.3039 1.31 |QV | | | |
3+15 0.3130 1.32 |QV | | | |
3+20 0.3221 1.32 |QV | | | |
3+25 0.3312 1.33 |QV | | | |
3+30 0.3404 1.33 |QV | | | |
3+35 0.3496 1.34 |QV | | | |
3+40 0.3589 1.34 |QV | | | |
3+45 0.3682 1.35 |QV | | | |
3+50 0.3775 1.35 |QV | | | |
3+55 0.3869 1.36 |QV | | | |
4+ 0 0.3963 1.36 |QV | | | |
4+ 5 0.4057 1.37 |QV | | | |
4+10 0.4152 1.37 |Q V | | | |
4+15 0.4247 1.38 |Q V | | | |
4+20 0.4342 1.39 |Q V | | | |
4+25 0.4438 1.39 |Q V | | | |
4+30 0.4534 1.40 |Q V | | | |
4+35 0.4631 1.40 |Q V | | | |
4+40 0.4727 1.41 |Q V | | | |
4+45 0.4825 1.41 |Q V | | | |
4+50 0.4923 1.42 |Q V | | | |
4+55 0.5021 1.43 |Q V | | | |
5+ 0 0.5119 1.43 |Q V | | | |
5+ 5 0.5218 1.44 |Q V | | | |
5+10 0.5318 1.44 |Q V | | | |
5+15 0.5418 1.45 |Q V | | | |
5+20 0.5518 1.46 |Q V | | | |
5+25 0.5619 1.46 |Q V | | | |
5+30 0.5720 1.47 |Q V | | | |
5+35 0.5821 1.48 |Q V | | | |
5+40 0.5923 1.48 |Q V | | | |
5+45 0.6026 1.49 |Q V | | | |
5+50 0.6129 1.50 |Q V | | | |
5+55 0.6232 1.50 |Q V | | | |
6+ 0 0.6336 1.51 |Q V | | | |
6+ 5 0.6441 1.52 |Q V | | | |
6+10 0.6545 1.52 |Q V | | | |
6+15 0.6651 1.53 |Q V | | | |
6+20 0.6757 1.54 |Q V | | | |
6+25 0.6863 1.54 |Q V | | | |
6+30 0.6970 1.55 |Q V | | | |
6+35 0.7077 1.56 |Q V | | | |
6+40 0.7185 1.57 |Q V | | | |
6+45 0.7294 1.58 |Q V | | | |
6+50 0.7403 1.58 |Q V | | | |
6+55 0.7512 1.59 |Q V | | | |
7+ 0 0.7623 1.60 |Q V | | | |
7+ 5 0.7733 1.61 |Q V | | | |
7+10 0.7845 1.62 |Q V | | | |
7+15 0.7956 1.62 |Q V | | | |
2452
7+20 0.8069 1.63 |Q V | | | |
7+25 0.8182 1.64 |Q V | | | |
7+30 0.8296 1.65 |Q V | | | |
7+35 0.8410 1.66 |Q V | | | |
7+40 0.8525 1.67 |Q V | | | |
7+45 0.8640 1.68 |Q V | | | |
7+50 0.8756 1.69 |Q V | | | |
7+55 0.8873 1.70 |Q V | | | |
8+ 0 0.8991 1.71 |Q V | | | |
8+ 5 0.9109 1.72 |Q V | | | |
8+10 0.9228 1.73 |Q V | | | |
8+15 0.9347 1.74 |Q V | | | |
8+20 0.9468 1.75 |Q V | | | |
8+25 0.9589 1.76 |Q V | | | |
8+30 0.9710 1.77 |Q V | | | |
8+35 0.9833 1.78 |Q V | | | |
8+40 0.9956 1.79 |Q V | | | |
8+45 1.0080 1.80 |Q V | | | |
8+50 1.0205 1.81 |Q V | | | |
8+55 1.0330 1.82 |Q V | | | |
9+ 0 1.0457 1.84 |Q V | | | |
9+ 5 1.0584 1.85 |Q V | | | |
9+10 1.0712 1.86 |Q V | | | |
9+15 1.0841 1.87 |Q V | | | |
9+20 1.0971 1.88 |Q V | | | |
9+25 1.1102 1.90 |Q V | | | |
9+30 1.1233 1.91 |Q V | | | |
9+35 1.1366 1.92 |Q V | | | |
9+40 1.1499 1.94 |Q V | | | |
9+45 1.1634 1.95 |Q V | | | |
9+50 1.1769 1.97 |Q V | | | |
9+55 1.1906 1.98 |Q V | | | |
10+ 0 1.2043 2.00 |Q V | | | |
10+ 5 1.2182 2.01 | Q V | | | |
10+10 1.2321 2.03 | Q V| | | |
10+15 1.2462 2.04 | Q V| | | |
10+20 1.2604 2.06 | Q V| | | |
10+25 1.2747 2.08 | Q V| | | |
10+30 1.2891 2.09 | Q V| | | |
10+35 1.3036 2.11 | Q V| | | |
10+40 1.3182 2.13 | Q V| | | |
10+45 1.3330 2.15 | Q V| | | |
10+50 1.3479 2.16 | Q V| | | |
10+55 1.3630 2.18 | Q V| | | |
11+ 0 1.3781 2.20 | Q V | | |
11+ 5 1.3934 2.22 | Q V | | |
11+10 1.4089 2.24 | Q V | | |
11+15 1.4245 2.26 | Q V | | |
11+20 1.4402 2.29 | Q V | | |
11+25 1.4561 2.31 | Q V | | |
2453
11+30 1.4722 2.33 | Q V | | |
11+35 1.4884 2.35 | Q V | | |
11+40 1.5048 2.38 | Q |V | | |
11+45 1.5213 2.40 | Q |V | | |
11+50 1.5381 2.43 | Q |V | | |
11+55 1.5550 2.46 | Q |V | | |
12+ 0 1.5721 2.48 | Q |V | | |
12+ 5 1.5894 2.52 | Q |V | | |
12+10 1.6074 2.62 | Q |V | | |
12+15 1.6265 2.76 | Q |V | | |
12+20 1.6463 2.88 | Q | V | | |
12+25 1.6666 2.95 | Q | V | | |
12+30 1.6873 3.00 | Q | V | | |
12+35 1.7082 3.03 | Q | V | | |
12+40 1.7293 3.07 | Q | V | | |
12+45 1.7507 3.11 | Q | V | | |
12+50 1.7724 3.15 | Q | V | | |
12+55 1.7944 3.19 | Q | V | | |
13+ 0 1.8166 3.23 | Q | V | | |
13+ 5 1.8392 3.27 | Q | V | | |
13+10 1.8620 3.32 | Q | V | | |
13+15 1.8852 3.36 | Q | V | | |
13+20 1.9087 3.41 | Q | V | | |
13+25 1.9325 3.46 | Q | V | | |
13+30 1.9567 3.52 | Q | V | | |
13+35 1.9813 3.57 | Q | V | | |
13+40 2.0063 3.63 | Q | V | | |
13+45 2.0317 3.69 | Q | V | | |
13+50 2.0576 3.75 | Q | V | | |
13+55 2.0839 3.82 | Q | V | | |
14+ 0 2.1107 3.89 | Q | V | | |
14+ 5 2.1381 3.97 | Q | V | | |
14+10 2.1659 4.05 | Q | V | | |
14+15 2.1944 4.13 | Q | V | | |
14+20 2.2235 4.23 | Q | V | | |
14+25 2.2533 4.32 | Q | V | | |
14+30 2.2837 4.42 | Q | V | | |
14+35 2.3150 4.54 | Q | V | | |
14+40 2.3470 4.65 | Q | V | | |
14+45 2.3800 4.78 | Q | V | | |
14+50 2.4139 4.92 | Q | V | | |
14+55 2.4489 5.08 | Q | V | | |
15+ 0 2.4850 5.25 | Q | V | | |
15+ 5 2.5224 5.43 | Q | V | | |
15+10 2.5613 5.64 | Q | V | | |
15+15 2.6017 5.87 | Q | V| | |
15+20 2.6440 6.14 | Q | V| | |
15+25 2.6881 6.40 | Q | V| | |
15+30 2.7328 6.49 | Q | V | |
15+35 2.7772 6.45 | Q | V | |
2454
15+40 2.8227 6.61 | Q | V | |
15+45 2.8716 7.10 | Q | |V | |
15+50 2.9264 7.95 | Q | |V | |
15+55 2.9903 9.28 | Q| |V | |
16+ 0 3.0701 11.59 | |Q | V | |
16+ 5 3.1875 17.05 | | Q | V | |
16+10 3.3849 28.67 | | | V Q | |
16+15 3.6365 36.53 | | | V | Q |
16+20 3.8365 29.04 | | | VQ| |
16+25 3.9550 17.21 | | Q | V | |
16+30 4.0308 11.00 | |Q | V| |
16+35 4.0867 8.12 | Q | | V| |
16+40 4.1365 7.23 | Q | | V |
16+45 4.1803 6.37 | Q | | V |
16+50 4.2194 5.67 | Q | | V |
16+55 4.2556 5.26 | Q | | |V |
17+ 0 4.2895 4.93 | Q | | |V |
17+ 5 4.3216 4.66 | Q | | |V |
17+10 4.3521 4.43 | Q | | |V |
17+15 4.3812 4.22 | Q | | | V |
17+20 4.4091 4.05 | Q | | | V |
17+25 4.4358 3.89 | Q | | | V |
17+30 4.4617 3.75 | Q | | | V |
17+35 4.4866 3.63 | Q | | | V |
17+40 4.5108 3.51 | Q | | | V |
17+45 4.5343 3.41 | Q | | | V |
17+50 4.5571 3.31 | Q | | | V |
17+55 4.5793 3.23 | Q | | | V |
18+ 0 4.6010 3.15 | Q | | | V |
18+ 5 4.6221 3.06 | Q | | | V |
18+10 4.6422 2.92 | Q | | | V |
18+15 4.6611 2.74 | Q | | | V |
18+20 4.6789 2.59 | Q | | | V |
18+25 4.6962 2.50 | Q | | | V |
18+30 4.7129 2.43 | Q | | | V |
18+35 4.7293 2.38 | Q | | | V |
18+40 4.7453 2.33 | Q | | | V |
18+45 4.7611 2.28 | Q | | | V |
18+50 4.7765 2.24 | Q | | | V |
18+55 4.7916 2.20 | Q | | | V |
19+ 0 4.8065 2.16 | Q | | | V |
19+ 5 4.8212 2.13 | Q | | | V |
19+10 4.8356 2.09 | Q | | | V |
19+15 4.8497 2.06 | Q | | | V |
19+20 4.8637 2.02 | Q | | | V |
19+25 4.8774 1.99 |Q | | | V |
19+30 4.8909 1.96 |Q | | | V |
19+35 4.9043 1.94 |Q | | | V |
19+40 4.9174 1.91 |Q | | | V |
19+45 4.9304 1.88 |Q | | | V |
2455
19+50 4.9432 1.86 |Q | | | V |
19+55 4.9558 1.83 |Q | | | V |
20+ 0 4.9683 1.81 |Q | | | V |
20+ 5 4.9806 1.79 |Q | | | V |
20+10 4.9927 1.77 |Q | | | V |
20+15 5.0048 1.74 |Q | | | V |
20+20 5.0166 1.72 |Q | | | V |
20+25 5.0284 1.70 |Q | | | V |
20+30 5.0400 1.69 |Q | | | V |
20+35 5.0515 1.67 |Q | | | V |
20+40 5.0628 1.65 |Q | | | V |
20+45 5.0741 1.63 |Q | | | V |
20+50 5.0852 1.61 |Q | | | V |
20+55 5.0962 1.60 |Q | | | V |
21+ 0 5.1071 1.58 |Q | | | V |
21+ 5 5.1179 1.57 |Q | | | V |
21+10 5.1285 1.55 |Q | | | V |
21+15 5.1391 1.54 |Q | | | V |
21+20 5.1496 1.52 |Q | | | V |
21+25 5.1600 1.51 |Q | | | V |
21+30 5.1703 1.49 |Q | | | V |
21+35 5.1805 1.48 |Q | | | V |
21+40 5.1906 1.47 |Q | | | V |
21+45 5.2006 1.45 |Q | | | V |
21+50 5.2105 1.44 |Q | | | V |
21+55 5.2204 1.43 |Q | | | V |
22+ 0 5.2301 1.42 |Q | | | V |
22+ 5 5.2398 1.41 |Q | | | V |
22+10 5.2494 1.40 |Q | | | V |
22+15 5.2590 1.38 |Q | | | V |
22+20 5.2684 1.37 |Q | | | V |
22+25 5.2778 1.36 |Q | | | V |
22+30 5.2871 1.35 |Q | | | V |
22+35 5.2964 1.34 |Q | | | V |
22+40 5.3056 1.33 |Q | | | V |
22+45 5.3147 1.32 |Q | | | V |
22+50 5.3237 1.31 |Q | | | V |
22+55 5.3327 1.30 |Q | | | V|
23+ 0 5.3416 1.29 |Q | | | V|
23+ 5 5.3505 1.29 |Q | | | V|
23+10 5.3593 1.28 |Q | | | V|
23+15 5.3680 1.27 |Q | | | V|
23+20 5.3767 1.26 |Q | | | V|
23+25 5.3853 1.25 |Q | | | V|
23+30 5.3939 1.24 |Q | | | V|
23+35 5.4024 1.24 |Q | | | V|
23+40 5.4108 1.23 |Q | | | V|
23+45 5.4192 1.22 |Q | | | V|
23+50 5.4276 1.21 |Q | | | V|
23+55 5.4359 1.20 |Q | | | V|
2456
24+ 0 5.4441 1.20 |Q | | | V|
----------------------------------------------------------------------- 2457

PR EL I MI N A R Y HY DR O L OG Y REP O RT
5355 AIRPORT DRIVE
WE S T L A N D GR O U P , I N C .

APPENDIX D

BASIN ROUTING ANALYSIS
2458
Date: 03-22-2022
Project Name: 5355 Airport Drive
City / County: Ontario
State: California
Designed By: JL
Company: WLG
=Adjustable Input Cells Telephone:

Out-to-out length (ft): 615.0 Backfill Porosity (%): 40% System Diameter (in): 96 Out-to-out width (ft): 30.0 Depth Above Pipe (in): 12.0 Pipe Spacing (in): 2 Number of Manifolds (ea): 1.0 Depth Below Pipe (in): 12.0 Incremental Analysis (in): 2 Number of Barrels (ea): 3.0 Width At Ends (ft): 2.0 System Invert (Elevation): 966 Width At Sides (ft): 2.0
Depth (ft) Elevation (ft)
Incremental
Storage (cf)
Cumulative
Storage (cf)
Incremental
Storage (cf)
Cumulative
Storage (cf)
Incremental
Storage (cf)
Cumulative
Storage (cf)
Percent Open
Storage (%)
Ave. Surface
Area (sf)
Cumulative
Storage (Ac-ft)
Outflow
(cfs)

0.00 966.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0% 8,418.4

0.17 966.16 0.0 0.0 1,403.1 1,403.1 1,403.1 1,403.1 0.0% 8,418.4

0.33 966.33 0.0 0.0 1,403.1 2,806.1 1,403.1 2,806.1 0.0% 8,418.4

0.50 966.50 0.0 0.0 1,403.1 4,209.2 1,403.1 4,209.2 0.0% 8,418.4

0.67 966.66 0.0 0.0 1,403.1 5,612.3 1,403.1 5,612.3 0.0% 8,418.4

0.83 966.83 0.0 0.0 1,403.1 7,015.3 1,403.1 7,015.3 0.0% 8,418.4

1.00 967.00 0.0 0.0 1,403.1 8,418.4 1,403.1 8,418.4 0.0% 8,418.4 0.19 0.00

1.17 967.16 472.0 472.0 1,214.3 9,632.7 1,686.3 10,104.7 4.7% 10,956.4

1.33 967.33 854.5 1,326.5 1,061.3 10,693.9 1,915.8 12,020.4 11.0% 11,969.2

1.50 967.50 1,094.7 2,421.2 965.2 11,659.1 2,059.9 14,080.3 17.2% 12,719.7

1.67 967.66 1,282.1 3,703.3 890.2 12,549.4 2,172.3 16,252.6 22.8% 13,329.7

1.83 967.83 1,437.8 5,141.1 827.9 13,377.3 2,265.8 18,518.4 27.8% 13,846.6

2.00 968.00 1,571.5 6,712.6 774.5 14,151.7 2,346.0 20,864.4 32.2% 14,295.1 0.48 0.00

2.17 968.16 1,688.4 8,401.0 727.7 14,879.5 2,416.1 23,280.5 36.1% 14,690.0

2.33 968.33 1,791.8 10,192.8 686.4 15,565.8 2,478.1 25,758.6 39.6% 15,040.7

2.50 968.50 1,883.9 12,076.6 649.5 16,215.3 2,533.4 28,292.0 42.7% 15,354.1

2.67 968.66 1,966.3 14,042.9 616.5 16,831.9 2,582.8 30,874.8 45.5% 15,634.9

2.83 968.83 2,040.2 16,083.2 587.0 17,418.9 2,627.2 33,502.0 48.0% 15,886.9

3.00 969.00 2,106.5 18,189.7 560.4 17,979.3 2,667.0 36,169.0 50.3% 16,112.9 0.83 0.00

3.17 969.16 2,166.0 20,355.7 536.7 18,516.0 2,702.6 38,871.7 52.4% 16,315.0

3.33 969.33 2,219.0 22,574.7 515.5 19,031.5 2,734.5 41,606.1 54.3% 16,495.2

3.50 969.50 2,266.2 24,840.9 496.6 19,528.1 2,762.8 44,368.9 56.0% 16,654.8

3.67 969.66 2,307.8 27,148.7 479.9 20,008.0 2,787.8 47,156.7 57.6% 16,795.1

3.83 969.83 2,344.2 29,492.9 465.4 20,473.4 2,809.6 49,966.3 59.0% 16,916.9

4.00 970.00 2,375.6 31,868.4 452.8 20,926.2 2,828.4 52,794.7 60.4% 17,021.1 1.21 0.00

4.17 970.16 2,402.1 34,270.6 442.2 21,368.4 2,844.3 55,639.0 61.6% 17,108.2

4.33 970.33 2,424.0 36,694.6 433.5 21,801.9 2,857.5 58,496.5 62.7% 17,178.9

4.50 970.50 2,441.4 39,136.0 426.5 22,228.4 2,867.9 61,364.4 63.8% 17,233.5

4.67 970.66 2,454.4 41,590.4 421.3 22,649.7 2,875.7 64,240.1 64.7% 17,272.3

4.83 970.83 2,463.0 44,053.4 417.9 23,067.6 2,880.9 67,121.0 65.6% 17,295.5

5.00 971.00 2,467.3 46,520.7 416.2 23,483.7 2,883.4 70,004.4 66.5% 17,303.2 1.61 4.00

5.17 971.16 2,467.3 48,988.0 416.2 23,899.9 2,883.4 72,887.9 67.2% 17,295.5

5.33 971.33 2,463.0 51,451.0 417.9 24,317.7 2,880.9 75,768.7 67.9% 17,272.3

5.50 971.50 2,454.4 53,905.4 421.3 24,739.0 2,875.7 78,644.4 68.5% 17,233.5

5.67 971.66 2,441.4 56,346.8 426.5 25,165.5 2,867.9 81,512.4 69.1% 17,178.9

5.83 971.83 2,424.0 58,770.8 433.5 25,599.0 2,857.5 84,369.8 69.7% 17,108.2

6.00 972.00 2,402.1 61,173.0 442.2 26,041.2 2,844.3 87,214.2 70.1% 17,021.1 2.00 4.00

6.17 972.16 2,375.6 63,548.5 452.8 26,494.1 2,828.4 90,042.6 70.6% 16,916.9

6.33 972.33 2,344.2 65,892.7 465.4 26,959.4 2,809.6 92,852.2 71.0% 16,795.1

6.50 972.50 2,307.8 68,200.5 479.9 27,439.4 2,787.8 95,639.9 71.3% 16,654.8

6.67 972.66 2,266.2 70,466.7 496.6 27,936.0 2,762.8 98,402.7 71.6% 16,495.2

6.83 972.83 2,219.0 72,685.8 515.5 28,451.4 2,734.5 101,137.2 71.9% 16,315.0

7.00 973.00 2,166.0 74,851.7 536.7 28,988.1 2,702.6 103,839.8 72.1% 16,112.9 2.38 4.00

7.17 973.16 2,106.5 76,958.3 560.4 29,548.6 2,667.0 106,506.8 72.3% 15,886.9

7.33 973.33 2,040.2 78,998.5 587.0 30,135.5 2,627.2 109,134.0 72.4% 15,634.9

7.50 973.50 1,966.3 80,964.8 616.5 30,752.1 2,582.8 111,716.9 72.5% 15,354.1

7.67 973.66 1,883.9 82,848.6 649.5 31,401.6 2,533.4 114,250.2 72.5% 15,040.7

7.83 973.83 1,791.8 84,640.4 686.4 32,088.0 2,478.1 116,728.4 72.5% 14,690.0

8.00 974.00 1,688.4 86,328.8 727.7 32,815.7 2,416.1 119,144.5 72.5% 14,295.1 2.74 4.00

8.17 974.16 1,571.5 87,900.3 774.5 33,590.2 2,346.0 121,490.4 72.4% 13,846.6

8.33 974.33 1,437.8 89,338.1 827.9 34,418.1 2,265.8 123,756.2 72.2% 13,329.7

8.50 974.50 1,282.1 90,620.2 890.2 35,308.3 2,172.3 125,928.5 72.0% 12,719.7

8.67 974.66 1,094.7 91,714.9 965.2 36,273.5 2,059.9 127,988.4 71.7% 11,969.2

8.83 974.83 854.5 92,569.4 1,061.3 37,334.8 1,915.8 129,904.2 71.3% 10,956.4

9.00 975.00 472.0 93,041.4 1,214.3 38,549.0 1,686.3 131,590.4 70.7% 8,418.4 3.02 4.00 System Pipe Stone Total System Miscellaneous
Storage Volume Estimation
Staging
Contech Engineered Solutions, LLC is pleased to offer the following estimate of storage volume for the above named project. The results are submitted as an estimate only, without liability on the part of Contech Engineered Solutions, LLC for accuracy or suitability to any particular applicaton and are subject to verification of the Engineer of Record. This tool is only applicable for rectangular shaped systems.

CMP: Underground Detention System
Storage Volume Estimation
Summary of Inputs
System Information Backfill Information Pipe & Analysis Information These results are submitted to you as a guideline only, without liability on the part of CONTECH Engineered Solutions, LLC for accuracy or suitability to any particular application, and are subject to your verification. 2459 2460

CHAMBER SECTION DETAIL
2461

FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005
Study date: 03/23/22
--------------------------------------------------------------------- Job No. 2021-502
5355 Airport Drive
100 YR BASIN ROUTING ANALYSIS
UNDERGROUND INFILTRATION CHAMBER No. 1
-------------------------------------------------------------------- Program License Serial Number 6277
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 2021502UH100POST.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 296
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 36.529 (CFS)
Total volume = 5.464 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
*********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 16.000 **** RETARDING BASIN ROUTING ****
______________________________________________________________________ User entry of depth-outflow-storage data
-------------------------------------------------------------------- Total number of inflow hydrograph intervals = 296
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
-------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
2462
--------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data:

Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2)
(Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------------

0.000 0.000 0.000 0.000 0.000

1.000 0.190 0.001 0.190 0.190

2.000 0.480 0.001 0.480 0.480

3.000 0.830 0.001 0.830 0.830

4.000 1.210 0.001 1.210 1.210

5.000 1.610 4.000 1.596 1.624

6.000 2.000 4.000 1.986 2.014

7.000 2.380 4.000 2.366 2.394

8.000 2.740 4.000 2.726 2.754

9.000 3.020 4.000 3.006 3.034
-------------------------------------------------------------------- Hydrograph Detention Basin Routing
--------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth
(Hours) (CFS) (CFS) (Ac.Ft) .0 9.1 18.26 27.40 36.53 (Ft.)

0.083 0.04 0.00 0.000 O | | | | 0.00

0.167 0.27 0.00 0.001 O | | | | 0.01

0.250 0.67 0.00 0.004 O | | | | 0.02

0.333 0.98 0.00 0.010 O | | | | 0.05

0.417 1.11 0.00 0.017 O | | | | 0.09

0.500 1.16 0.00 0.025 OI | | | | 0.13

0.583 1.17 0.00 0.033 OI | | | | 0.17

0.667 1.19 0.00 0.041 OI | | | | 0.22

0.750 1.19 0.00 0.049 OI | | | | 0.26

0.833 1.20 0.00 0.058 OI | | | | 0.30

0.917 1.20 0.00 0.066 OI | | | | 0.35

1.000 1.20 0.00 0.074 OI | | | | 0.39

1.083 1.21 0.00 0.083 OI | | | | 0.43

1.167 1.21 0.00 0.091 OI | | | | 0.48

1.250 1.22 0.00 0.099 OI | | | | 0.52

1.333 1.22 0.00 0.108 OI | | | | 0.57

1.417 1.22 0.00 0.116 OI | | | | 0.61

1.500 1.23 0.00 0.124 OI | | | | 0.66

1.583 1.23 0.00 0.133 OI | | | | 0.70

1.667 1.24 0.00 0.141 OI | | | | 0.74

1.750 1.24 0.00 0.150 OI | | | | 0.79

1.833 1.24 0.00 0.158 OI | | | | 0.83

1.917 1.25 0.00 0.167 OI | | | | 0.88

2.000 1.25 0.00 0.176 OI | | | | 0.92

2.083 1.26 0.00 0.184 OI | | | | 0.97

2.167 1.26 0.00 0.193 OI | | | | 1.01
2463

2.250 1.26 0.00 0.202 OI | | | | 1.04

2.333 1.27 0.00 0.210 OI | | | | 1.07

2.417 1.27 0.00 0.219 OI | | | | 1.10

2.500 1.28 0.00 0.228 OI | | | | 1.13

2.583 1.28 0.00 0.237 OI | | | | 1.16

2.667 1.29 0.00 0.246 OI | | | | 1.19

2.750 1.29 0.00 0.254 OI | | | | 1.22

2.833 1.30 0.00 0.263 OI | | | | 1.25

2.917 1.30 0.00 0.272 OI | | | | 1.28

3.000 1.30 0.00 0.281 OI | | | | 1.31

3.083 1.31 0.00 0.290 OI | | | | 1.35

3.167 1.31 0.00 0.299 OI | | | | 1.38

3.250 1.32 0.00 0.308 OI | | | | 1.41

3.333 1.32 0.00 0.317 OI | | | | 1.44

3.417 1.33 0.00 0.326 OI | | | | 1.47

3.500 1.33 0.00 0.336 OI | | | | 1.50

3.583 1.34 0.00 0.345 OI | | | | 1.53

3.667 1.34 0.00 0.354 OI | | | | 1.57

3.750 1.35 0.00 0.363 OI | | | | 1.60

3.833 1.35 0.00 0.373 OI | | | | 1.63

3.917 1.36 0.00 0.382 OI | | | | 1.66

4.000 1.36 0.00 0.391 OI | | | | 1.69

4.083 1.37 0.00 0.401 OI | | | | 1.73

4.167 1.37 0.00 0.410 OI | | | | 1.76

4.250 1.38 0.00 0.420 OI | | | | 1.79

4.333 1.39 0.00 0.429 OI | | | | 1.82

4.417 1.39 0.00 0.439 OI | | | | 1.86

4.500 1.40 0.00 0.448 OI | | | | 1.89

4.583 1.40 0.00 0.458 OI | | | | 1.92

4.667 1.41 0.00 0.468 OI | | | | 1.96

4.750 1.41 0.00 0.477 OI | | | | 1.99

4.833 1.42 0.00 0.487 OI | | | | 2.02

4.917 1.43 0.00 0.497 OI | | | | 2.05

5.000 1.43 0.00 0.507 OI | | | | 2.08

5.083 1.44 0.00 0.517 OI | | | | 2.10

5.167 1.44 0.00 0.526 OI | | | | 2.13

5.250 1.45 0.00 0.536 OI | | | | 2.16

5.333 1.46 0.00 0.546 OI | | | | 2.19

5.417 1.46 0.00 0.556 OI | | | | 2.22

5.500 1.47 0.00 0.567 OI | | | | 2.25

5.583 1.48 0.00 0.577 OI | | | | 2.28

5.667 1.48 0.00 0.587 OI | | | | 2.31

5.750 1.49 0.00 0.597 OI | | | | 2.33

5.833 1.50 0.00 0.607 OI | | | | 2.36

5.917 1.50 0.00 0.618 OI | | | | 2.39

6.000 1.51 0.00 0.628 OI | | | | 2.42

6.083 1.52 0.00 0.638 OI | | | | 2.45

6.167 1.52 0.00 0.649 OI | | | | 2.48

6.250 1.53 0.00 0.659 OI | | | | 2.51

6.333 1.54 0.00 0.670 OI | | | | 2.54
2464

6.417 1.54 0.00 0.681 OI | | | | 2.57

6.500 1.55 0.00 0.691 OI | | | | 2.60

6.583 1.56 0.00 0.702 OI | | | | 2.63

6.667 1.57 0.00 0.713 OI | | | | 2.66

6.750 1.58 0.00 0.724 OI | | | | 2.70

6.833 1.58 0.00 0.734 OI | | | | 2.73

6.917 1.59 0.00 0.745 OI | | | | 2.76

7.000 1.60 0.00 0.756 OI | | | | 2.79

7.083 1.61 0.00 0.767 OI | | | | 2.82

7.167 1.62 0.00 0.778 OI | | | | 2.85

7.250 1.62 0.00 0.790 OI | | | | 2.88

7.333 1.63 0.00 0.801 OI | | | | 2.92

7.417 1.64 0.00 0.812 OI | | | | 2.95

7.500 1.65 0.00 0.823 OI | | | | 2.98

7.583 1.66 0.00 0.835 OI | | | | 3.01

7.667 1.67 0.00 0.846 OI | | | | 3.04

7.750 1.68 0.00 0.858 OI | | | | 3.07

7.833 1.69 0.00 0.869 OI | | | | 3.10

7.917 1.70 0.00 0.881 OI | | | | 3.13

8.000 1.71 0.00 0.893 OI | | | | 3.16

8.083 1.72 0.00 0.904 OI | | | | 3.20

8.167 1.73 0.00 0.916 OI | | | | 3.23

8.250 1.74 0.00 0.928 OI | | | | 3.26

8.333 1.75 0.00 0.940 OI | | | | 3.29

8.417 1.76 0.00 0.952 OI | | | | 3.32

8.500 1.77 0.00 0.964 OI | | | | 3.35

8.583 1.78 0.00 0.977 OI | | | | 3.39

8.667 1.79 0.00 0.989 OI | | | | 3.42

8.750 1.80 0.00 1.001 OI | | | | 3.45

8.833 1.81 0.00 1.014 OI | | | | 3.48

8.917 1.82 0.00 1.026 OI | | | | 3.52

9.000 1.84 0.00 1.039 OI | | | | 3.55

9.083 1.85 0.00 1.051 OI | | | | 3.58

9.167 1.86 0.00 1.064 OI | | | | 3.62

9.250 1.87 0.00 1.077 OI | | | | 3.65

9.333 1.88 0.00 1.090 OI | | | | 3.68

9.417 1.90 0.00 1.103 OI | | | | 3.72

9.500 1.91 0.00 1.116 OI | | | | 3.75

9.583 1.92 0.00 1.129 OI | | | | 3.79

9.667 1.94 0.00 1.143 OI | | | | 3.82

9.750 1.95 0.00 1.156 OI | | | | 3.86

9.833 1.97 0.00 1.169 OI | | | | 3.89

9.917 1.98 0.00 1.183 OI | | | | 3.93

10.000 2.00 0.00 1.197 OI | | | | 3.96

10.083 2.01 0.01 1.210 OI | | | | 4.00

10.167 2.03 0.14 1.224 OI | | | | 4.03

10.250 2.04 0.27 1.236 OI | | | | 4.07

10.333 2.06 0.38 1.248 OI | | | | 4.10

10.417 2.08 0.50 1.260 OI | | | | 4.12

10.500 2.09 0.60 1.270 OI | | | | 4.15
2465

10.583 2.11 0.70 1.280 OI | | | | 4.18

10.667 2.13 0.80 1.290 OI | | | | 4.20

10.750 2.15 0.89 1.298 OI | | | | 4.22

10.833 2.16 0.97 1.307 OI | | | | 4.24

10.917 2.18 1.05 1.315 OI | | | | 4.26

11.000 2.20 1.13 1.323 OI | | | | 4.28

11.083 2.22 1.20 1.330 |O | | | | 4.30

11.167 2.24 1.27 1.337 |O | | | | 4.32

11.250 2.26 1.33 1.343 |O | | | | 4.33

11.333 2.29 1.40 1.350 |OI | | | | 4.35

11.417 2.31 1.46 1.356 |OI | | | | 4.36

11.500 2.33 1.51 1.361 |OI | | | | 4.38

11.583 2.35 1.57 1.367 |OI | | | | 4.39

11.667 2.38 1.62 1.372 |OI | | | | 4.41

11.750 2.40 1.67 1.377 |OI | | | | 4.42

11.833 2.43 1.72 1.382 |OI | | | | 4.43

11.917 2.46 1.77 1.387 |OI | | | | 4.44

12.000 2.48 1.82 1.392 |OI | | | | 4.45

12.083 2.52 1.86 1.396 |OI | | | | 4.47

12.167 2.62 1.91 1.401 |OI | | | | 4.48

12.250 2.76 1.96 1.406 |OI | | | | 4.49

12.333 2.88 2.02 1.412 |OI | | | | 4.50

12.417 2.95 2.08 1.418 |OI | | | | 4.52

12.500 3.00 2.14 1.424 |OI | | | | 4.53

12.583 3.03 2.20 1.430 |OI | | | | 4.55

12.667 3.07 2.25 1.435 |OI | | | | 4.56

12.750 3.11 2.31 1.441 | O | | | | 4.58

12.833 3.15 2.36 1.446 | O | | | | 4.59

12.917 3.19 2.42 1.452 | O | | | | 4.60

13.000 3.23 2.47 1.457 | O | | | | 4.62

13.083 3.27 2.52 1.462 | O | | | | 4.63

13.167 3.32 2.57 1.467 | O | | | | 4.64

13.250 3.36 2.62 1.472 | O | | | | 4.66

13.333 3.41 2.68 1.478 | O | | | | 4.67

13.417 3.46 2.73 1.483 | OI | | | | 4.68

13.500 3.52 2.78 1.488 | OI | | | | 4.69

13.583 3.57 2.83 1.493 | OI | | | | 4.71

13.667 3.63 2.88 1.498 | OI | | | | 4.72

13.750 3.69 2.93 1.503 | OI | | | | 4.73

13.833 3.75 2.98 1.508 | OI | | | | 4.75

13.917 3.82 3.04 1.514 | OI | | | | 4.76

14.000 3.89 3.09 1.519 | OI | | | | 4.77

14.083 3.97 3.15 1.525 | OI | | | | 4.79

14.167 4.05 3.20 1.530 | OI | | | | 4.80

14.250 4.13 3.26 1.536 | OI | | | | 4.82

14.333 4.23 3.32 1.542 | OI | | | | 4.83

14.417 4.32 3.39 1.549 | OI | | | | 4.85

14.500 4.42 3.45 1.555 | O | | | | 4.86

14.583 4.54 3.52 1.562 | O | | | | 4.88

14.667 4.65 3.59 1.569 | OI | | | | 4.90
2466

14.750 4.78 3.67 1.577 | OI | | | | 4.92

14.833 4.92 3.75 1.585 | OI | | | | 4.94

14.917 5.08 3.83 1.593 | OI | | | | 4.96

15.000 5.25 3.92 1.602 | OI | | | | 4.98

15.083 5.43 4.00 1.611 | OI | | | | 5.00

15.167 5.64 4.00 1.622 | OI | | | | 5.03

15.250 5.87 4.00 1.634 | O I | | | | 5.06

15.333 6.14 4.00 1.648 | O I | | | | 5.10

15.417 6.40 4.00 1.664 | O I | | | | 5.14

15.500 6.49 4.00 1.680 | O I | | | | 5.18

15.583 6.45 4.00 1.697 | O I | | | | 5.22

15.667 6.61 4.00 1.715 | O I | | | | 5.27

15.750 7.10 4.00 1.735 | O I | | | | 5.32

15.833 7.95 4.00 1.759 | O I | | | | 5.38

15.917 9.28 4.00 1.791 | O I | | | 5.46

16.000 11.59 4.00 1.835 | O | I | | | 5.58

16.083 17.05 4.00 1.906 | O | I | | | 5.76

16.167 28.67 4.00 2.036 | O | | |I | 6.09

16.250 36.53 4.00 2.233 | O | | | I 6.61

16.333 29.04 4.00 2.431 | O | | |I | 7.14

16.417 17.21 4.00 2.563 | O | I| | | 7.51

16.500 11.00 4.00 2.632 | O |I | | | 7.70

16.583 8.12 4.00 2.671 | O I| | | | 7.81

16.667 7.23 4.00 2.696 | O I | | | | 7.88

16.750 6.37 4.00 2.715 | O I | | | | 7.93

16.833 5.67 4.00 2.729 | OI | | | | 7.97

16.917 5.26 4.00 2.739 | OI | | | | 8.00

17.000 4.93 4.00 2.747 | OI | | | | 8.02

17.083 4.66 4.00 2.752 | OI | | | | 8.04

17.167 4.43 4.00 2.756 | O | | | | 8.06

17.250 4.22 4.00 2.758 | O | | | | 8.06

17.333 4.05 4.00 2.759 | O | | | | 8.07

17.417 3.89 4.00 2.759 | O | | | | 8.07

17.500 3.75 4.00 2.758 | O | | | | 8.06

17.583 3.63 4.00 2.755 | O | | | | 8.06

17.667 3.51 4.00 2.752 | O | | | | 8.04

17.750 3.41 4.00 2.749 | IO | | | | 8.03

17.833 3.31 4.00 2.744 | IO | | | | 8.02

17.917 3.23 4.00 2.739 | IO | | | | 8.00

18.000 3.15 4.00 2.734 | IO | | | | 7.98

18.083 3.06 4.00 2.728 | IO | | | | 7.97

18.167 2.92 4.00 2.721 | IO | | | | 7.95

18.250 2.74 4.00 2.713 | IO | | | | 7.92

18.333 2.59 4.00 2.703 | IO | | | | 7.90

18.417 2.50 4.00 2.693 | IO | | | | 7.87

18.500 2.43 4.00 2.683 | IO | | | | 7.84

18.583 2.38 4.00 2.672 | IO | | | | 7.81

18.667 2.33 4.00 2.660 | IO | | | | 7.78

18.750 2.28 4.00 2.649 | IO | | | | 7.75

18.833 2.24 4.00 2.637 |I O | | | | 7.71
2467

18.917 2.20 4.00 2.625 |I O | | | | 7.68

19.000 2.16 4.00 2.612 |I O | | | | 7.64

19.083 2.13 4.00 2.599 |I O | | | | 7.61

19.167 2.09 4.00 2.586 |I O | | | | 7.57

19.250 2.06 4.00 2.573 |I O | | | | 7.54

19.333 2.02 4.00 2.559 |I O | | | | 7.50

19.417 1.99 4.00 2.546 |I O | | | | 7.46

19.500 1.96 4.00 2.532 |I O | | | | 7.42

19.583 1.94 4.00 2.518 |I O | | | | 7.38

19.667 1.91 4.00 2.503 |I O | | | | 7.34

19.750 1.88 4.00 2.489 |I O | | | | 7.30

19.833 1.86 4.00 2.474 |I O | | | | 7.26

19.917 1.83 4.00 2.459 |I O | | | | 7.22

20.000 1.81 4.00 2.444 |I O | | | | 7.18

20.083 1.79 4.00 2.429 |I O | | | | 7.14

20.167 1.77 4.00 2.414 |I O | | | | 7.09

20.250 1.74 4.00 2.398 |I O | | | | 7.05

20.333 1.72 4.00 2.383 |I O | | | | 7.01

20.417 1.70 4.00 2.367 |I O | | | | 6.97

20.500 1.69 4.00 2.351 |I O | | | | 6.92

20.583 1.67 4.00 2.335 |I O | | | | 6.88

20.667 1.65 4.00 2.319 |I O | | | | 6.84

20.750 1.63 4.00 2.303 |I O | | | | 6.80

20.833 1.61 4.00 2.287 |I O | | | | 6.75

20.917 1.60 4.00 2.270 |I O | | | | 6.71

21.000 1.58 4.00 2.253 |I O | | | | 6.67

21.083 1.57 4.00 2.237 |I O | | | | 6.62

21.167 1.55 4.00 2.220 |I O | | | | 6.58

21.250 1.54 4.00 2.203 |I O | | | | 6.53

21.333 1.52 4.00 2.186 |I O | | | | 6.49

21.417 1.51 4.00 2.169 |I O | | | | 6.44

21.500 1.49 4.00 2.152 |I O | | | | 6.40

21.583 1.48 4.00 2.134 |I O | | | | 6.35

21.667 1.47 4.00 2.117 |I O | | | | 6.31

21.750 1.45 4.00 2.099 |I O | | | | 6.26

21.833 1.44 4.00 2.082 |I O | | | | 6.22

21.917 1.43 4.00 2.064 |I O | | | | 6.17

22.000 1.42 4.00 2.046 |I O | | | | 6.12

22.083 1.41 4.00 2.029 |I O | | | | 6.08

22.167 1.40 4.00 2.011 |I O | | | | 6.03

22.250 1.38 4.00 1.993 |I O | | | | 5.98

22.333 1.37 4.00 1.975 |I O | | | | 5.94

22.417 1.36 4.00 1.957 |I O | | | | 5.89

22.500 1.35 4.00 1.938 |I O | | | | 5.84

22.583 1.34 4.00 1.920 |I O | | | | 5.80

22.667 1.33 4.00 1.902 |I O | | | | 5.75

22.750 1.32 4.00 1.883 |I O | | | | 5.70

22.833 1.31 4.00 1.865 |I O | | | | 5.65

22.917 1.30 4.00 1.846 |I O | | | | 5.61

23.000 1.29 4.00 1.828 |I O | | | | 5.56
2468

23.083 1.29 4.00 1.809 |I O | | | | 5.51

23.167 1.28 4.00 1.790 |I O | | | | 5.46

23.250 1.27 4.00 1.772 |I O | | | | 5.41

23.333 1.26 4.00 1.753 |I O | | | | 5.37

23.417 1.25 4.00 1.734 |I O | | | | 5.32

23.500 1.24 4.00 1.715 |I O | | | | 5.27

23.583 1.24 4.00 1.696 |I O | | | | 5.22

23.667 1.23 4.00 1.677 |I O | | | | 5.17

23.750 1.22 4.00 1.658 |I O | | | | 5.12

23.833 1.21 4.00 1.639 |I O | | | | 5.07

23.917 1.20 4.00 1.619 |I O | | | | 5.02

24.000 1.20 3.90 1.600 |I O | | | | 4.98

24.083 1.15 3.72 1.582 |I O | | | | 4.93

24.167 0.91 3.54 1.564 I O | | | | 4.89

24.250 0.51 3.35 1.545 I O | | | | 4.84

24.333 0.20 3.15 1.525 I O | | | | 4.79

24.417 0.07 2.95 1.505 I O | | | | 4.74

24.500 0.03 2.76 1.486 I O | | | | 4.69

24.583 0.01 2.58 1.468 I O | | | | 4.64

24.667 0.00 2.41 1.451 I O | | | | 4.60

24.750 0.00 2.25 1.435 IO | | | | 4.56

24.833 0.00 2.10 1.420 IO | | | | 4.52

24.917 0.00 1.96 1.406 IO | | | | 4.49

25.000 0.00 1.83 1.393 IO | | | | 4.46

25.083 0.00 1.71 1.381 IO | | | | 4.43

25.167 0.00 1.59 1.369 IO | | | | 4.40

25.250 0.00 1.49 1.359 IO | | | | 4.37

25.333 0.00 1.39 1.349 IO | | | | 4.35

25.417 0.00 1.30 1.339 IO | | | | 4.32

25.500 0.00 1.21 1.331 IO | | | | 4.30

25.583 0.00 1.13 1.323 O | | | | 4.28

25.667 0.00 1.05 1.315 O | | | | 4.26

25.750 0.00 0.98 1.308 O | | | | 4.25

25.833 0.00 0.92 1.302 O | | | | 4.23

25.917 0.00 0.86 1.296 O | | | | 4.21

26.000 0.00 0.80 1.290 O | | | | 4.20

26.083 0.00 0.75 1.285 O | | | | 4.19

26.167 0.00 0.70 1.280 O | | | | 4.17

26.250 0.00 0.65 1.275 O | | | | 4.16

26.333 0.00 0.61 1.271 O | | | | 4.15

26.417 0.00 0.57 1.267 O | | | | 4.14

26.500 0.00 0.53 1.263 O | | | | 4.13

26.583 0.00 0.49 1.259 O | | | | 4.12

26.667 0.00 0.46 1.256 O | | | | 4.11

26.750 0.00 0.43 1.253 O | | | | 4.11

26.833 0.00 0.40 1.250 O | | | | 4.10

26.917 0.00 0.37 1.247 O | | | | 4.09

27.000 0.00 0.35 1.245 O | | | | 4.09

27.083 0.00 0.33 1.243 O | | | | 4.08

27.167 0.00 0.30 1.240 O | | | | 4.08
2469

27.250 0.00 0.28 1.238 O | | | | 4.07

27.333 0.00 0.27 1.236 O | | | | 4.07

27.417 0.00 0.25 1.235 O | | | | 4.06

27.500 0.00 0.23 1.233 O | | | | 4.06

27.583 0.00 0.22 1.232 O | | | | 4.05

27.667 0.00 0.20 1.230 O | | | | 4.05

27.750 0.00 0.19 1.229 O | | | | 4.05

27.833 0.00 0.18 1.227 O | | | | 4.04

27.917 0.00 0.16 1.226 O | | | | 4.04

28.000 0.00 0.15 1.225 O | | | | 4.04

28.083 0.00 0.14 1.224 O | | | | 4.04

28.167 0.00 0.13 1.223 O | | | | 4.03

28.250 0.00 0.12 1.222 O | | | | 4.03

28.333 0.00 0.12 1.222 O | | | | 4.03

28.417 0.00 0.11 1.221 O | | | | 4.03

28.500 0.00 0.10 1.220 O | | | | 4.03

28.583 0.00 0.09 1.219 O | | | | 4.02

28.667 0.00 0.09 1.219 O | | | | 4.02

28.750 0.00 0.08 1.218 O | | | | 4.02

28.833 0.00 0.08 1.218 O | | | | 4.02

28.917 0.00 0.07 1.217 O | | | | 4.02

29.000 0.00 0.07 1.217 O | | | | 4.02

29.083 0.00 0.06 1.216 O | | | | 4.02

29.167 0.00 0.06 1.216 O | | | | 4.01

29.250 0.00 0.05 1.215 O | | | | 4.01

29.333 0.00 0.05 1.215 O | | | | 4.01

29.417 0.00 0.05 1.215 O | | | | 4.01

29.500 0.00 0.04 1.214 O | | | | 4.01

29.583 0.00 0.04 1.214 O | | | | 4.01

29.667 0.00 0.04 1.214 O | | | | 4.01

29.750 0.00 0.04 1.214 O | | | | 4.01

29.833 0.00 0.03 1.213 O | | | | 4.01

29.917 0.00 0.03 1.213 O | | | | 4.01

30.000 0.00 0.03 1.213 O | | | | 4.01

30.083 0.00 0.03 1.213 O | | | | 4.01

30.167 0.00 0.03 1.212 O | | | | 4.01

30.250 0.00 0.02 1.212 O | | | | 4.01

30.333 0.00 0.02 1.212 O | | | | 4.01

30.417 0.00 0.02 1.212 O | | | | 4.00

30.500 0.00 0.02 1.212 O | | | | 4.00

30.583 0.00 0.02 1.212 O | | | | 4.00

30.667 0.00 0.02 1.212 O | | | | 4.00

30.750 0.00 0.02 1.211 O | | | | 4.00

30.833 0.00 0.01 1.211 O | | | | 4.00

30.917 0.00 0.01 1.211 O | | | | 4.00

31.000 0.00 0.01 1.211 O | | | | 4.00

31.083 0.00 0.01 1.211 O | | | | 4.00

31.167 0.00 0.01 1.211 O | | | | 4.00

31.250 0.00 0.01 1.211 O | | | | 4.00

31.333 0.00 0.01 1.211 O | | | | 4.00
2470

31.417 0.00 0.01 1.211 O | | | | 4.00

31.500 0.00 0.01 1.211 O | | | | 4.00

31.583 0.00 0.01 1.211 O | | | | 4.00

31.667 0.00 0.01 1.211 O | | | | 4.00

31.750 0.00 0.01 1.211 O | | | | 4.00

31.833 0.00 0.01 1.211 O | | | | 4.00

31.917 0.00 0.01 1.211 O | | | | 4.00

32.000 0.00 0.01 1.210 O | | | | 4.00

32.083 0.00 0.01 1.210 O | | | | 4.00

32.167 0.00 0.00 1.210 O | | | | 4.00

32.250 0.00 0.00 1.210 O | | | | 4.00

32.333 0.00 0.00 1.210 O | | | | 4.00

32.417 0.00 0.00 1.210 O | | | | 4.00

32.500 0.00 0.00 1.210 O | | | | 4.00

32.583 0.00 0.00 1.210 O | | | | 4.00

32.667 0.00 0.00 1.210 O | | | | 4.00

32.750 0.00 0.00 1.210 O | | | | 4.00

32.833 0.00 0.00 1.210 O | | | | 4.00

32.917 0.00 0.00 1.210 O | | | | 4.00

33.000 0.00 0.00 1.210 O | | | | 4.00

33.083 0.00 0.00 1.210 O | | | | 4.00

33.167 0.00 0.00 1.210 O | | | | 4.00

33.250 0.00 0.00 1.210 O | | | | 4.00

33.333 0.00 0.00 1.210 O | | | | 4.00

33.417 0.00 0.00 1.210 O | | | | 4.00

33.500 0.00 0.00 1.210 O | | | | 4.00

33.583 0.00 0.00 1.210 O | | | | 4.00

33.667 0.00 0.00 1.210 O | | | | 4.00

33.750 0.00 0.00 1.210 O | | | | 4.00

33.833 0.00 0.00 1.210 O | | | | 4.00

33.917 0.00 0.00 1.210 O | | | | 4.00

34.000 0.00 0.00 1.210 O | | | | 4.00

34.083 0.00 0.00 1.210 O | | | | 4.00

34.167 0.00 0.00 1.210 O | | | | 4.00
Remaining water in basin = 1.21 (Ac.Ft)
****************************HYDROGRAPH DATA**************************** Number of intervals = 410
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 4.000 (CFS)
Total volume = 4.254 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
*********************************************************************** 2471

PR EL I MI N A R Y HY DR O L OG Y REP O RT
5355 AIRPORT DRIVE
WE S T L A N D GR O U P , I N C .

APPENDIX E

SUPPORTING DOCUMENTS
2472

PR EL I MI N A R Y HY DR O L OG Y REP O RT
5355 AIRPORT DRIVE
WE S T L A N D GR O U P , I N C .

SOILS MAP
2473
Hydrologic Soil Group—San Bernardino County Southwestern Part, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/1/2022

Page 1 of 4 ends

3768900 3769000 3769100 3769200 3769300 3769400 3769500 3769600 3769700 3768900 3769000 3769100 3769200 3769300 3769400 3769500 3769600 3769700 450100 450200 450300 450400 450500 450600 450700 450800 450900 451000 451100 451200 451300 450100 450200 450300 450400 450500 450600 450700 450800 450900 451000 451100 451200 451300 34° 4' 3'' N
117° 32' 30'' W
34° 4' 3'' N
117° 31' 37'' W
34° 3' 34'' N
117° 32' 30'' W
34° 3' 34'' N
117° 31' 37'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 300 600 1200 1800
Feet
0 50 100 200 300
Meters
Map Scale: 1:6,230 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.
2474

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map
measurements.

Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: San Bernardino County Southwestern Part, California
Survey Area Data: Version 13, Sep 13, 2021
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Dec 5, 2020—Feb 6, 2021
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Hydrologic Soil Group—San Bernardino County Southwestern Part, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/1/2022

Page 2 of 4 ends

Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Db Delhi fine sand A 143.7 76.2%
TuB Tujunga loamy sand, 0
to 5 percent slopes
A 44.9 23.8%
Totals for Area of Interest 188.6 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options
Aggregation Method: Dominant Condition
Hydrologic Soil Group—San Bernardino County Southwestern Part, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/1/2022

Page 3 of 4 ends

2476
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—San Bernardino County Southwestern Part, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/1/2022

Page 4 of 4 ends

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PR EL I MI N A R Y HY DR O L OG Y REP O RT
5355 AIRPORT DRIVE
WE S T L A N D GR O U P , I N C .

NOAA ATLAS 14 DATA
2478
3/1/22, 2:56 PM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.0635&lon=-117.5335&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 6, Version 2
Location name: Ontario, California, USA*
Latitude: 34.0635°, Longitude: -117.5335°
Elevation: 983.19 ft**
* source: ESRI Maps
** source: USGS

POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches) 1 Duration
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.104
(0.087‑0.126)

0.137
(0.114‑0.166)

0.181
(0.150‑0.220)

0.216
(0.178‑0.265)

0.265
(0.210‑0.336)

0.302
(0.235‑0.392)

0.341
(0.258‑0.454)

0.381
(0.281‑0.522)

0.436
(0.307‑0.623)

0.479
(0.326‑0.710)
10-min 0.149
(0.124‑0.180)

0.196
(0.164‑0.238)

0.259
(0.215‑0.315)

0.310
(0.255‑0.380)

0.379
(0.302‑0.482)

0.433
(0.337‑0.562)

0.488
(0.370‑0.650)

0.546
(0.402‑0.748)

0.624
(0.441‑0.894)

0.686
(0.467‑1.02)
15-min 0.180
(0.150‑0.218)

0.237
(0.198‑0.288)

0.313
(0.260‑0.381)

0.375
(0.308‑0.460)

0.459
(0.365‑0.583)

0.524
(0.408‑0.680)

0.591
(0.448‑0.787)

0.660
(0.486‑0.905)

0.755
(0.533‑1.08)

0.830
(0.565‑1.23)
30-min 0.270
(0.225‑0.327)

0.356
(0.297‑0.432)

0.470
(0.390‑0.571)

0.562
(0.463‑0.690)

0.689
(0.548‑0.875)

0.786
(0.612‑1.02)

0.886
(0.672‑1.18)

0.991
(0.730‑1.36)

1.13 (0.800‑1.62)

1.25 (0.848‑1.85)
60-min 0.399
(0.332‑0.483)

0.526
(0.438‑0.638)

0.693
(0.576‑0.843)

0.830
(0.683‑1.02)

1.02 (0.808‑1.29)

1.16 (0.903‑1.51)

1.31 (0.993‑1.74)

1.46 (1.08‑2.00)

1.67 (1.18‑2.39)

1.84 (1.25‑2.73)
2-hr 0.598
(0.498‑0.724)

0.777
(0.647‑0.943)

1.01 (0.838‑1.23)

1.20 (0.986‑1.47)

1.45 (1.15‑1.84)

1.65 (1.28‑2.14)

1.84 (1.40‑2.45)

2.05 (1.51‑2.80)

2.32 (1.64‑3.32)

2.54 (1.73‑3.76)
3-hr 0.757
(0.631‑0.917)

0.979
(0.815‑1.19)

1.26 (1.05‑1.54)

1.49 (1.23‑1.83)

1.80 (1.43‑2.29)

2.04 (1.58‑2.64)

2.27 (1.72‑3.02)

2.51 (1.85‑3.45)

2.84 (2.00‑4.06)

3.09 (2.11‑4.58)
6-hr 1.08
(0.898‑1.31)

1.39 (1.16‑1.69)

1.79 (1.49‑2.18)

2.11 (1.73‑2.58)

2.52 (2.01‑3.21)

2.84 (2.21‑3.68)

3.15 (2.39‑4.20)

3.47 (2.55‑4.75)

3.89 (2.74‑5.56)

4.20 (2.86‑6.24)
12-hr 1.42
(1.18‑1.72)

1.85 (1.54‑2.24)

2.39 (1.98‑2.90)

2.81 (2.31‑3.45)

3.36 (2.67‑4.26)

3.76 (2.93‑4.88)

4.15 (3.15‑5.53)

4.55 (3.35‑6.23)

5.06 (3.57‑7.24)

5.43 (3.70‑8.06)
24-hr 1.89
(1.67‑2.18)

2.51 (2.22‑2.89)

3.27 (2.89‑3.79)

3.87 (3.39‑4.51)

4.64 (3.93‑5.59)

5.20 (4.31‑6.39)

5.74 (4.65‑7.24)

6.28 (4.95‑8.13)

6.97 (5.27‑9.40)

7.48 (5.47‑10.4)
2-day 2.31
(2.04‑2.66)

3.13 (2.77‑3.61)

4.17 (3.68‑4.83)

4.99 (4.37‑5.82)

6.07 (5.14‑7.32)

6.87 (5.70‑8.45)

7.66 (6.21‑9.66)

8.46 (6.66‑11.0)

9.50 (7.18‑12.8)

10.3 (7.52‑14.3)
3-day 2.52
(2.23‑2.91)

3.47 (3.07‑4.01)

4.70 (4.14‑5.44)

5.68 (4.97‑6.63)

6.99 (5.92‑8.43)

7.98 (6.62‑9.82)

8.98 (7.27‑11.3)

9.99 (7.87‑12.9)

11.3 (8.58‑15.3)

12.4 (9.05‑17.3)
4-day 2.76
(2.44‑3.18)

3.84 (3.39‑4.43)

5.23 (4.62‑6.06)

6.36 (5.57‑7.42)

7.89 (6.68‑9.51)

9.05 (7.51‑11.1)

10.2 (8.29‑12.9)

11.4 (9.01‑14.8)

13.1 (9.88‑17.6)

14.3 (10.5‑20.0)
7-day 3.24
(2.87‑3.74)

4.54 (4.02‑5.24)

6.26 (5.52‑7.24)

7.66 (6.70‑8.93)

9.57 (8.10‑11.5)

11.0 (9.16‑13.6)

12.6 (10.2‑15.8)

14.1 (11.1‑18.3)

16.2 (12.3‑21.9)

17.9 (13.1‑25.0)
10-day 3.50
(3.10‑4.03)

4.93 (4.36‑5.69)

6.83 (6.03‑7.91)

8.40 (7.35‑9.80)

10.6 (8.93‑12.7)

12.2 (10.1‑15.0)

13.9 (11.3‑17.6)

15.7 (12.4‑20.4)

18.2 (13.8‑24.5)

20.1 (14.7‑28.1)
20-day 4.07
(3.60‑4.69)

5.82 (5.15‑6.72)

8.18 (7.22‑9.47)

10.2 (8.89‑11.9)

12.9 (10.9‑15.6)

15.1 (12.5‑18.6)

17.4 (14.1‑21.9)

19.8 (15.6‑25.6)

23.2 (17.5‑31.2)

25.8 (18.9‑36.1)
30-day 4.80
(4.25‑5.54)

6.90 (6.10‑7.96)

9.75 (8.60‑11.3)

12.2 (10.6‑14.2)

15.6 (13.2‑18.8)

18.3 (15.2‑22.5)

21.2 (17.1‑26.7)

24.2 (19.1‑31.4)

28.5 (21.6‑38.5)

32.0 (23.4‑44.6)
45-day 5.71
(5.05‑6.58)

8.17 (7.22‑9.43)

11.6 (10.2‑13.4)

14.5 (12.6‑16.9)

18.6 (15.7‑22.4)

21.9 (18.2‑27.0)

25.5 (20.6‑32.1)

29.3 (23.1‑37.9)

34.7 (26.3‑46.8)

39.1 (28.6‑54.6)
60-day 6.64
(5.88‑7.65)

9.42 (8.33‑10.9)

13.3 (11.7‑15.4)

16.6 (14.5‑19.4)

21.4 (18.1‑25.8)

25.3 (21.0‑31.1)

29.5 (23.9‑37.1)

33.9 (26.7‑44.0)

40.4 (30.5‑54.5)

45.7 (33.4‑63.7)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).

Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.

Please refer to NOAA Atlas 14 document for more information.

Back to Top
PF graphical
2479
3/1/22, 2:56 PM Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.0635&lon=-117.5335&data=depth&units=english&series=pds 2/4 Back to Top
Maps & aerials
Small scale terrain
2480

PR EL I MI N A R Y HY DR O L OG Y REP O RT
5355 AIRPORT DRIVE
WE S T L A N D GR O U P , I N C .

APPENDIX F

INFILTRATION REPORT
2481
22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com March 9, 2022
Prologis
17777 Center Court Drive North, Suite 100
Cerritos, California 90703
Attention: Mr. John Carter
Director, Project Management
Project No.: 22G128-2
Subject: Results of Infiltration Testing
Proposed Warehouse
5355 East Airport Drive
Ontario, California
Reference: Geotechnical Investigation, Proposed Warehouse, 5355 East Airport Drive, Ontario, California, prepared by Southern California Geotechnical, Inc. (SCG) for Prologis, SCG Project No. 22G128-1, dated March 9, 2022.

Dear Mr. Carter:

In accordance with your request, we have conducted infiltration testing at the subject site. We are pleased to present this report summarizing the results of the infiltration testing and our design recommendations.

Scope of Services
The scope of services performed for this project was in general accordance with our Proposal No. 22P129, dated January 21, 2022. The scope of services included site reconnaissance, subsurface exploration, field testing, and engineering analysis to determine the infiltration rates of the onsite soils. The infiltration testing was performed in general accordance with the guidelines published in the Riverside County – Low Impact Development BMP Design Handbook – Section

2.3 of Appendix A, prepared for the Riverside County Department of Environmental Health (RCDEH), dated December, 2013. The San Bernardino County standards defer to the guidelines published by the RCDEH.

Site and Project Description
The subject site is located on the north side of East Airport Drive, 1,310± feet east of the intersection of South Wineville Avenue and East Airport Drive in Ontario, California. The site is also referenced by the street address 5355 East Airport Drive. The site is bounded to the north by Union Pacific railroad tracks, to the east and west by an industrial development, and to the south by East Airport Drive. The general location of the site is illustrated on the Site Location Map, enclosed as Plate 1 of this report.

The site consists of an irregular-shaped property, 14.58± acres in size. The site is developed to manufacture and store animal feed grains. The development includes several buildings and shed structures ranging in size from 2,200± ft2to 20,175± ft2, and several silos and above-ground 2482
Proposed Warehouse – Ontario, CA
Project No. 22G128-2

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storage tanks (ASTs) primarily located in the north-central region of the site. The existing structures are generally of concrete tilt-up and/or metal-framed construction, and are presumed to be supported on conventional shallow foundations with concrete slab-on-grade floors. The existing structures are generally surrounded by asphaltic concrete (AC) pavements, with isolated areas of Portland cement concrete (PCC), aggregate base pavements, and exposed soils in the south-central portion of the site. The existing pavements are in poor condition, with moderate to severe cracking throughout. Two medium-size trees are present in the south-central region of the site.

Detailed topographic information was not available at the time of this report. Based on elevations obtained from Google Earth and visual observations made at the time of the subsurface investigation, the site slopes gently to the south-southeast at a gradient of less than 1 percent.

Proposed Development
A preliminary site plan, identified as Scheme 01 and prepared by RGA, for the proposed development was provided to our office by the client. Based on this plan, the subject site will be developed with a 259,189± ft² warehouse, located in the north-central region of the site. Dockhigh doors will be constructed along a portion of the south building wall. The proposed building is expected to be surrounded by AC pavements in the parking and drive areas, PCC pavements in the loading dock area, and concrete flatwork and landscaped planters throughout the site.

We understand that the proposed development will include on-site stormwater infiltration. Based on our experience with similar projects in the area, the infiltration systems are expected to be below-grade chambers. The bottoms of the infiltration systems are expected to be 10 to 12± feet below the existing site grades.

Concurrent Study
SCG concurrently conducted a geotechnical investigation at the subject site, referenced above.

As a part of this study, five (5) borings (identified as Boring Nos. B-1 through B-5) were advanced to depths of 20 to 30± feet below the existing site grades.

AC pavements were encountered at the ground surface of Boring Nos. B-1 through B-4. The pavement sections generally consist of 0 to 2½± inches of AC, underlain by 1 to 3½± inches of aggregate base. Artificial fill soils were encountered beneath the existing pavements at Boring Nos. B-1 through B-4 and at the ground surface at Boring No. B-5, extending to depths of 2½ to 6½± feet below the existing site grades. The fill soils generally consist of loose to medium dense sands and silty sands, with occasional dense silty sands. Native alluvium was encountered beneath the artificial fill soils at all of the boring locations, extending to at least the maximum depth explored of 30± feet. The near-surface alluvium generally consists of loose to medium dense sands and sandy silts, extending to depths of 6½ to 12± feet. At greater depths, the alluvium generally consists of medium dense to dense sands, silty sands and sandy silts. Boring No. B-3 encountered a stratum of dense silty sands at a depth of 14½ to 17± feet. Boring No. B5 encountered a stratum of loose well-graded sands at a depth of 12 to 17± feet. 2483
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Project No. 22G128-2

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Groundwater
Free water was not encountered during the drilling of any of the borings. Based on the lack of any water within the borings, and the moisture contents of the recovered soil samples, the static groundwater table is considered to have existed at a depth in excess of 30± feet at the time of the subsurface exploration.

As part of our research, we reviewed available groundwater data in order to determine groundwater levels for the site. Water level data was obtained from the California Department of Water Resources Water Data Library website, https://wdl.water.ca.gov/waterdatalibrary/. The nearest monitoring well on record (identified as State Well Number: 01S06W29H001S) is located 3,400± feet southeast of the project site. Water level readings within this monitoring well indicate a high groundwater level of 277± feet below the ground surface in April 2019.

Subsurface Exploration
Scope of Exploration
The subsurface exploration conducted for the infiltration testing consisted of six (6) infiltration test borings, advanced to depths of 10 to 12± feet below the existing site grades. The infiltration borings were advanced using a truck-mounted drilling rig, equipped with 8-inch-diameter hollowstem augers and were logged during drilling by a member of our staff. The approximate locations of the infiltration test borings (identified as I-1 through I-6) are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report.

Upon the completion of the infiltration borings, the bottom of each test boring was covered with 2± inches of clean ¾-inch gravel. A sufficient length of 3-inch-diameter perforated PVC casing was then placed into each test hole so that the PVC casing extended from the bottom of the test hole to the ground surface. Clean ¾-inch gravel was then installed in the annulus surrounding the PVC casing.

Geotechnical Conditions
AC pavements were encountered at the ground surface of Infiltration Test Nos. I-1 through I-5.

The pavement sections generally consist of 0 to 6± inches of AC, underlain by 0 to 9± inches of aggregate base. An 8±-inch-thick PCC section was encountered at the ground surface at Infiltration Test Nos. I-6. Steel reinforcement was not encountered at this location. Artificial fill soils were encountered beneath the existing pavements at all of the infiltration boring location, extending to depths of 3 to 4± feet below the existing site grades. The fill soils generally consist of medium dense to dense silty sands, with occasional loose sands. The fill soils possess a disturbed mottled appearance resulting in their classification as artificial fill. Native alluvial soils were encountered beneath the fill soils at all of the infiltration boring locations, extending to at least the maximum depth explored of 12± feet. The alluvium generally consists of loose sands, silty sands and silty sands to sandy silts, with occasional medium dense silty sands. The Boring Logs, which illustrate the conditions encountered at the boring locations, are included with this report.
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Proposed Warehouse – Ontario, CA
Project No. 22G128-2

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Infiltration Testing
As previously mentioned, the infiltration testing was performed in general accordance with the guidelines published in Riverside County – Low Impact Development BMP Design Handbook – Section 2.3 of Appendix A, which apply to San Bernardino County.

Pre-soaking
In accordance with the county infiltration standards for sandy soils, all infiltration test borings were pre-soaked 2 hours prior to the infiltration testing or until all of the water had percolated through the test holes. The pre-soaking process consisted of filling test borings by inverting a full 5-gallon bottle of clear water supported over each hole so that the water flow into the hole holds constant at a level at least 5 times the hole’s radius above the gravel at the bottom of each hole.

Pre-soaking was completed after all of the water had percolated through the test holes.

Infiltration Testing
Following the pre-soaking process of the infiltration test borings, SCG performed the infiltration testing. Each test hole was filled with water to a depth of at least 5 times the hole’s radius above the gravel at the bottom of the test holes. In accordance with the Riverside County guidelines, since “sandy soils” (where 6 inches of water infiltrated into the surrounding soils in less than 25 minutes for two consecutive readings) were encountered at the bottom of the infiltration test borings, readings were taken at 10-minute intervals for a total of 1 hour. After each reading, water was added to the borings so that the depth of the water was at least 5 times the radius of the hole. The water level readings are presented on the spreadsheets enclosed with this report.

The infiltration rates for each of the timed intervals are also tabulated on the spreadsheets.

The infiltration rates from the tests are tabulated in inches per hour. In accordance with the typically accepted practice, it is recommended that the most conservative reading from the latter part of the infiltration tests be used as the design infiltration rate. The rates are summarized below:

Infiltration
Test No.

Depth
(feet) Soil Description Infiltration Rate (inches/hour) I-1 10 Silty fine Sand, little medium Sand 3.9
I-2 12 Silty fine to medium Sand 3.0
I-3 12 Silty fine to medium Sand, trace coarse Sand 4.6 I-4 12 Silty fine Sand to fine Sandy Silt, trace medium Sand 3.1
I-5 10 Silty fine Sand, little medium Sand, trace fine
Gravel 3.5
I-6 10 Silty fine Sand to fine Sandy Silt, trace medium Sand, trace fine Gravel 3.0
2485
Proposed Warehouse – Ontario, CA
Project No. 22G128-2

Page 5 ends

Laboratory Testing
Moisture Content
The moisture contents for the recovered soil samples within the borings were determined in accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs.

Grain Size Analysis
The grain size distribution of selected soils collected from the base of each infiltration test boring have been determined using a range of wire mesh screens. These tests were performed in general accordance with ASTM D-422 and/or ASTM D-1140. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of these tests are presented on Plates C-1 through C-6 of this report.

Design Recommendations
Six (6) infiltration tests were performed at the subject site. As noted above, the infiltration rates at these locations vary from 3.0 to 4.6 inches per hour. The major factor affecting the difference in infiltration rates at the infiltration test locations is the presence of silt in the soils at the tested depths. Based on the infiltration test results, we recommend an infiltration rate of 3.0 inches per hour be used in the design of the infiltration systems, if the bottom of the infiltration systems extend between 10 to 12± feet below the existing site grades.

The design of the storm water infiltration systems should be performed by the project civil engineer, in accordance with the City of Ontario and/or County of San Bernardino guidelines. It is recommended that the system be constructed so as to facilitate removal of silt and clay, or other deleterious materials from any water that may enter the systems. The presence of such materials would decrease the effective infiltration rates. It is recommended that the project civil engineer apply an appropriate factor of safety. The infiltration rates recommended above is based on the assumption that only clean water will be introduced to the subsurface profile. Any fines, debris, or organic materials could significantly impact the infiltration rate. It should be noted that the recommended infiltration rates are based on infiltration testing at six (6) discrete locations and that the overall infiltration rates of the proposed infiltration systems could vary considerably.

Infiltration Rate Considerations
The infiltration rates presented herein was determined in accordance with the San Bernardino County guidelines and are considered valid only for the time and place of the actual test. Varying subsurface conditions will exist in other areas of the site, which could alter the recommended infiltration rates presented above. The infiltration rates will decline over time between maintenance cycles as silt or clay particles accumulate on the BMP surface. The infiltration rate is highly dependent upon a number of factors, including density, silt and clay content, grainsize distribution throughout the range of particle sizes, and particle shape. Small changes in these factors can cause large changes in the infiltration rates. 2486
Proposed Warehouse – Ontario, CA
Project No. 22G128-2

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Infiltration rates are based on unsaturated flow. As water is introduced into soils by infiltration, the soils become saturated and the wetting front advances from the unsaturated zone to the saturated zone. Once the soils become saturated, infiltration rates become zero, and water can only move through soils by hydraulic conductivity at a rate determined by pressure head and soil permeability. Changes in soil moisture content will affect the infiltration rate. Infiltration rates should be expected to decrease until the soils become saturated. Soil permeability values will then govern groundwater movement. Permeability values may be on the order of 10 to 20 times less than infiltration rates. The system designer should incorporate adequate factors of safety and allow for overflow design into appropriate traditional storm drain systems, which would transport storm water off-site.

Construction Considerations
The infiltration rates presented in this report are specific to the tested locations and tested depths.

Infiltration rates can be significantly reduced if the soils are exposed to excessive disturbance or compaction during construction. Compaction of the soils at the bottom of the infiltration system can significantly reduce the infiltration ability of the basins. Therefore, the subgrade soils within proposed infiltration system areas should not be over-excavated, undercut or compacted in any significant manner. It is recommended that a note to this effect be added to the project plans and/or specifications.

We recommend that a representative from the geotechnical engineer be on-site during the construction of the proposed infiltration systems to identify the soil classification at the base of each system. It should be confirmed that the soils at the base of the proposed infiltration systems correspond with those presented in this report to ensure that the performance of the systems will be consistent with the rates reported herein.

We recommend that scrapers and other rubber-tired heavy equipment not be operated on the basin bottom, or at levels lower than 2 feet above the bottom of the system, particularly within basins. As such, the bottom 24 inches of the infiltration systems should be excavated with nonrubber-tired equipment, such as excavators.

Basin Maintenance
The proposed project may include infiltration basins. Water flowing into these basins will carry some level of sediment. Wind-blown sediments and erosion of the basin side walls will also contribute to sediment deposition at the bottom of the basin. This layer has the potential to significantly reduce the infiltration rate of the basin subgrade soils. Therefore, a formal basin maintenance program should be established to ensure that these silt and clay deposits are removed from the basin on a regular basis. Appropriate vegetation on the basin sidewalls and bottom may reduce erosion and sediment deposition.

Basin maintenance should also include measures to prevent animal burrows, and to repair any burrows or damage caused by such. Animal burrows in the basin sidewalls can significantly increase the risk of erosion and piping failures.
2487
Proposed Warehouse – Ontario, CA
Project No. 22G128-2

Page 7 ends

Location of Infiltration Systems
The use of on-site storm water infiltration systems carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibility, resulting in a change in the designed engineering properties. Overlying structures and pavements in the infiltration area could potentially be damaged due to saturation of the subgrade soils. The proposed infiltration systems for this site should be located at least 25 feet away from any structures, including retaining walls. Even with this provision of locating the infiltration system at least 25 feet from the building(s), it is possible that infiltrating water into the subsurface soils could have an adverse effect on the proposed or existing structures. It should also be noted that utility trenches which happen to collect storm water can also serve as conduits to transmit storm water toward the structure, depending on the slope of the utility trench. Therefore, consideration should also be given to the proposed locations of underground utilities which may pass near the proposed infiltration system.

The infiltration system designer should also give special consideration to the effect that the proposed infiltration systems may have on nearby subterranean structures, open excavations, or descending slopes. In particular, infiltration systems should not be located near the crest of descending slopes, particularly where the slopes are comprised of granular soils. Such systems will require specialized design and analysis to evaluate the potential for slope instability, piping failures and other phenomena that typically apply to earthen dam design. This type of analysis is beyond the scope of this infiltration test report, but these factors should be considered by the infiltration system designer when locating the infiltration systems.

General Comments
This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project.

However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or civil engineer. The design of the proposed storm water infiltration system is the responsibility of the civil engineer.

The role of the geotechnical engineer is limited to determination of infiltration rate only. By using the design infiltration rate contained herein, the civil engineer agrees to indemnify, defend, and hold harmless the geotechnical engineer for all aspects of the design and performance of the proposed storm water infiltration system. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur.

The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and testing depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein.
2488
Proposed Warehouse – Ontario, CA
Project No. 22G128-2

Page 8 ends

This report has been based on assumed or provided characteristics of the proposed development.

It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed.

Closure
We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.

Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNICAL, INC.

Joseph Lozano Leon Robert G. Trazo, GE 2655
Staff Engineer Principal Engineer

Distribution: (1) Addressee
Enclosures: Plate 1 - Site Location Map
Plate 2 - Infiltration Test Location Plan
Boring Log Legend and Logs (8 pages)
Infiltration Test Results Spreadsheets (6 pages)
Grain Size Distribution Graphs (6 pages)
2489
SITE

PROPOSED WAREHOUSE
SCALE: 1" = 2000' DRAWN: JLL CHKD: RGT SCG PROJECT
22G128-2 PLATE 1

SITE LOCATION MAP

ONTARIO, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THE GUASTI QUADRANGLE, SAN BERNARDINO COUNTY, CALIFORNIA, 2021. 2490
B-1 B-2 B-3 B-4 B-5 I-3 I-4 I-5 I-6 I-1 I-2 PROPOSED BUILDING 259,189 SF EAST AIRPORT DRIVE N.A.P. N.A.P. N.A.P.

N.A.P.

N.A.P. SCALE: 1" = 80' DRAWN: JLL CHKD: RGT PLATE 2 SCG PROJECT 22G128-2 PROPOSED WAREHOUSE INFILTRATION TEST LOCATION PLAN SoCalGeo NORTH ONTARIO, CALIFORNIA NOTE: PRELIMINARY SITE PLAN PREPARED BY RGA. AERIAL PHOTOGRAPH OBTAINED FROM GOOGLE EARTH. APPROXIMATE INFILTRATION TEST LOCATION GEOTECHNICAL LEGEND APPROXIMATE BORING LOCATION FROM CONCURRENT STUDY (SCG PROJECT NO. 22G128-1) PROPERTY LINE 2491

BORING LOG LEGEND

SAMPLE TYPE GRAPHICAL

SYMBOL SAMPLE DESCRIPTION

AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE
ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A
DIAMOND-TIPPED CORE BARREL. TYPICALLY USED
ONLY IN HIGHLY CONSOLIDATED BEDROCK.

GRAB 1 SOIL SAMPLE TAKEN WITH NO SPECIALIZED

EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE
GROUND SURFACE. (DISTURBED)
CS
CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL
SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.

DRIVEN WITH SPT HAMMER. (RELATIVELY

UNDISTURBED)
NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT

RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR
ROCK MATERIAL.

SPT
STANDARD PENETRATION TEST: SAMPLER IS A 1.4
INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18
INCHES WITH THE SPT HAMMER. (DISTURBED)
SH
SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED.
(UNDISTURBED)
VANE
VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING
A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT
CLAYS-NO SAMPLE RECOVERED.

COLUMN DESCRIPTIONS
DEPTH: Distance in feet below the ground surface.

SAMPLE: Sample Type as depicted above.

BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more.

POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer.

GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page.

DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3 .

MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.

LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.

PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.

PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve.

UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state. 2492
SM
SP
COARSE

GRAINED
SOILS
SW

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO
FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

GRAPH LETTER

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES
GC
GM
GP
GW

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO
FINES
SILTS
AND
CLAYS
MORE THAN 50%

OF MATERIAL IS

LARGER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF MATERIAL IS

SMALLER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%

OF COARSE

FRACTION
PASSING ON NO.
4 SIEVE
MORE THAN 50%

OF COARSE

FRACTION
RETAINED ON NO.
4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES
FINE

GRAINED
SOILS

SYMBOLS MAJOR DIVISIONS

SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML

CLEAN SANDS
SC

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS,

LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS
SILTS
AND
CLAYS

GRAVELS WITH
FINES
SAND
AND
SANDY

SOILS (LITTLE OR NO FINES)

SANDS WITH
FINES

LIQUID LIMIT
LESS THAN 50

LIQUID LIMIT
GREATER THAN 50

HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL
AND

GRAVELLY
SOILS
(APPRECIABLE

AMOUNT OF FINES)
(APPRECIABLE

AMOUNT OF FINES)
(LITTLE OR NO FINES)

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES
CLEAN

GRAVELS
2493
10 4
5 8± inches Aggregate Base
FILL: Gray Brown Sility fine to coarse Sand, little fine Gravel, medium dense-moist
ALLUVIUM: Light Brown to Brown Silty fine Sand, loose-damp @ 8½ feet, little medium Sand
Boring Terminated at 10'
26 7
9 31

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

GRAPHIC LOG
BORING NO.

I-1
POCKET PEN.(TSF)
DRILLING DATE: 2/10/22
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Joseph Lozano Leon
DEPTH (FEET)DRY DENSITY(PCF)MOISTURECONTENT (%)ORGANICCONTENT (%) JOB NO.: 22G128-2
PROJECT: Proposed Warehouse
LOCATION: Ontario, California
PLATE B-1
5 10

LABORATORY RESULTS

COMMENTS

TEST BORING LOG BLOW COUNT
PASSING#200 SIEVE (%)

DESCRIPTION
SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
TBL 22G128-2.GPJ SOCALGEO.GDT 3/9/22
2494
2 6
7 8
5½± inches Aggregate Base
FILL: Brown Silty fine Sand, little medium Sand, trace coarse Sand, trace fine Gravel, dense-dry to damp
ALLUVIUM: Gray Brown Silty fine Sand, little medium Sand, trace coarse Sand, loose-damp
Brown Silty fine Sand, trace medium Sand, loose-damp to moist Brown Silty fine to medium Sand, medium dense-moist
Boring Terminated at 12'
30 4
6 23 33

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

GRAPHIC LOG
BORING NO.

I-2
POCKET PEN.(TSF)
DRILLING DATE: 2/10/22
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Joseph Lozano Leon
DEPTH (FEET)DRY DENSITY(PCF)MOISTURECONTENT (%)ORGANICCONTENT (%) JOB NO.: 22G128-2
PROJECT: Proposed Warehouse
LOCATION: Ontario, California
PLATE B-2
5 10

LABORATORY RESULTS

COMMENTS

TEST BORING LOG BLOW COUNT
PASSING#200 SIEVE (%)

DESCRIPTION
SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
TBL 22G128-2.GPJ SOCALGEO.GDT 3/9/22
2495
7 5
5 7
6± inches Asphaltic Concrete
FILL: Brown fine to medium Sand, little Silt, loose-damp to moist ALLUVIUM: Brown fine to medium Sand, little Silt, loose-damp Brown to Dark Brown Silty fine to medium Sand, trace coarse Sand, loose-damp to moist
Boring Terminated at 12'
8 4
7 6 20

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

GRAPHIC LOG
BORING NO.

I-3
POCKET PEN.(TSF)
DRILLING DATE: 2/10/22
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Joseph Lozano Leon
DEPTH (FEET)DRY DENSITY(PCF)MOISTURECONTENT (%)ORGANICCONTENT (%) JOB NO.: 22G128-2
PROJECT: Proposed Warehouse
LOCATION: Ontario, California
PLATE B-3
5 10

LABORATORY RESULTS

COMMENTS

TEST BORING LOG BLOW COUNT
PASSING#200 SIEVE (%)

DESCRIPTION
SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
TBL 22G128-2.GPJ SOCALGEO.GDT 3/9/22
2496
5 7
7 13
3± inches Asphaltic Concrete, 9± inches of Aggregate Base FILL: Gray Brown Silty fine to medium Sand, trace coarse Sand, medium dense-damp
ALLUVIUM: Gray Brown Silty fine Sand, little medium Sand, loose, damp to moist
Gray Brown Silty fine Sand to fine Sandy Silt, trace medium Sand, loose-very moist
Boring Terminated at 12'
19 4
9 6 52

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

GRAPHIC LOG
BORING NO.

I-4
POCKET PEN.(TSF)
DRILLING DATE: 2/10/22
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Joseph Lozano Leon
DEPTH (FEET)DRY DENSITY(PCF)MOISTURECONTENT (%)ORGANICCONTENT (%) JOB NO.: 22G128-2
PROJECT: Proposed Warehouse
LOCATION: Ontario, California
PLATE B-4
5 10

LABORATORY RESULTS

COMMENTS

TEST BORING LOG BLOW COUNT
PASSING#200 SIEVE (%)

DESCRIPTION
SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
TBL 22G128-2.GPJ SOCALGEO.GDT 3/9/22
2497
8 6
14 9
2½± inches Asphaltic Concrete, 3½± inches of Aggregate Base FILL: Brown Silty fine Sand, trace to little medium Sand, trace coarse Sand, medium dense-moist
ALLUVIUM: Brown Silty fine Sand, trace to little medium Sand, loose-damp
Gray Brown to Dark Gray Brown Silty fine Sand to fine Sandy Silt, loose-very moist
Gray Brown Silty fine Sand, little medium Sand, trace fine Gravel, loose-moist
Boring Terminated at 10'
12 4
9 24

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

GRAPHIC LOG
BORING NO.

I-5
POCKET PEN.(TSF)
DRILLING DATE: 2/10/22
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Joseph Lozano Leon
DEPTH (FEET)DRY DENSITY(PCF)MOISTURECONTENT (%)ORGANICCONTENT (%) JOB NO.: 22G128-2
PROJECT: Proposed Warehouse
LOCATION: Ontario, California
PLATE B-5
5 10

LABORATORY RESULTS

COMMENTS

TEST BORING LOG BLOW COUNT
PASSING#200 SIEVE (%)

DESCRIPTION
SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
TBL 22G128-2.GPJ SOCALGEO.GDT 3/9/22
2498
9 9
14 8± inches Portland Cement Concrete
FILL: Gray Brown Silty fine Sand, little medium Sand, trace coarse Sand, dense-moist
ALLUVIUM: Gray Brown Silty fine Sand, trace medium Sand, loose-moist
Gray Brown Silty fine Sand to fine Sandy Silt, trace medium Sand, trace fine Gravel, loose-very moist
Boring Terminated at 10'
43 8
6 43

FIELD RESULTS
WATER DEPTH: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion

GRAPHIC LOG
BORING NO.

I-6
POCKET PEN.(TSF)
DRILLING DATE: 2/10/22
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Joseph Lozano Leon
DEPTH (FEET)DRY DENSITY(PCF)MOISTURECONTENT (%)ORGANICCONTENT (%) JOB NO.: 22G128-2
PROJECT: Proposed Warehouse
LOCATION: Ontario, California
PLATE B-6
5 10

LABORATORY RESULTS

COMMENTS

TEST BORING LOG BLOW COUNT
PASSING#200 SIEVE (%)

DESCRIPTION
SAMPLE
SURFACE ELEVATION: --- MSL

LIQUIDLIMITPLASTICLIMIT
TBL 22G128-2.GPJ SOCALGEO.GDT 3/9/22
2499

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 10.20 (ft)
Infiltration Test Hole I-1
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or NonSandy Soils?
Initial 8:28 AM 8.10
Final 8:53 AM 10.10
Initial 8:55 AM 8.10
Final 9:20 AM 10.10
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 9:21 AM 8.20
Final 9:31 AM 9.00
Initial 9:31 AM 8.20
Final 9:41 AM 8.90
Initial 9:41 AM 8.20
Final 9:51 AM 8.80
Initial 9:51 AM 8.30
Final 10:01 AM 8.90
Initial 10:01 AM 8.20
Final 10:11 AM 8.80
Initial 10:11 AM 8.20
Final 10:21 AM 8.80
Initial 10:21 AM 8.20
Final 10:31 AM 8.80
Per County Standards, Infiltration Rate calculated as follows: Where:

Q = Infiltration Rate (in inches per hour)
∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
7 10.00 0.60 1.70 3.86
6 10.00 0.60 1.70 3.86
Test Data
4 10.00 0.60 1.60 4.08
5 10.00 0.60 1.70 3.86
2 10.00 0.70 1.65 4.62
3 10.00 0.60 1.70 3.86
1 25.00 24.00 YES
2 Soil Criteria Test

25.00 24.00 YES SANDY SOILS
1 10.00 0.80 1.60 5.43
Proposed Warehouse
Ontario, California
22G128-2
Caleb Brackett

SANDY SOILS
)2Ht(r
H(60r) Q
 avg


)2Ht(r
H(60r) Q
 avg


2500

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 12.00 (ft)
Infiltration Test Hole I-2
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or NonSandy Soils?
Initial 7:07 AM 9.00
Final 7:32 AM 11.00
Initial 7:33 AM 9.00
Final 7:58 AM 10.90
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 7:58 AM 9.00
Final 8:08 AM 9.80
Initial 8:09 AM 9.00
Final 8:19 AM 9.80
Initial 8:20 AM 9.00
Final 8:30 AM 9.70
Initial 8:30 AM 9.00
Final 8:40 AM 9.80
Initial 8:40 AM 9.00
Final 8:50 AM 9.70
Initial 8:50 AM 9.00
Final 9:00 AM 9.70
Per County Standards, Infiltration Rate calculated as follows: Where:

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 12.40 (ft)
Infiltration Test Hole I-3
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or NonSandy Soils?
Initial 10:15 AM 10.40
Final 10:40 AM 12.40
Initial 10:42 AM 10.40
Final 11:07 AM 12.40
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 11:08 AM 10.40
Final 11:18 AM 11.20
Initial 11:20 AM 10.40
Final 11:30 AM 11.30
Initial 11:31 AM 10.40
Final 11:41 AM 11.20
Initial 11:42 AM 10.40
Final 11:52 AM 11.20
Initial 11:55 AM 10.40
Final 12:05 PM 11.10
Initial 12:06 PM 10.40
Final 12:16 PM 11.10
Initial 12:18 PM 10.40
Final 12:28 PM 11.10
Initial 12:29 PM 10.40
Final 12:39 PM 11.10
Per County Standards, Infiltration Rate calculated as follows: Where:

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 11.70 (ft)
Infiltration Test Hole I-4
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or NonSandy Soils?
Initial 7:56 AM 10.00
Final 8:21 AM 11.70
Initial 8:22 AM 10.00
Final 8:47 AM 11.70
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 8:48 AM 10.30
Final 8:58 AM 10.80
Initial 8:59 AM 10.30
Final 9:09 AM 10.70
Initial 9:10 AM 10.30
Final 9:20 AM 10.60
Initial 9:20 AM 10.30
Final 9:30 AM 10.50
Initial 9:31 AM 10.10
Final 9:41 AM 10.60
Initial 9:42 AM 10.10
Final 9:52 AM 10.50
Initial 9:24 AM 10.10
Final 9:34 AM 10.50
Per County Standards, Infiltration Rate calculated as follows: Where:

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 10.20 (ft)
Infiltration Test Hole I-5
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or NonSandy Soils?
Initial 7:42 AM 8.10
Final 8:07 AM 9.80
Initial 8:08 AM 8.10
Final 8:33 AM 9.90
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 8:35 AM 8.30
Final 8:45 AM 9.10
Initial 8:46 AM 8.80
Final 8:56 AM 9.40
Initial 8:57 AM 8.80
Final 9:07 AM 9.30
Initial 9:08 AM 8.80
Final 9:18 AM 9.30
Initial 9:19 AM 8.80
Final 9:29 AM 9.20
Initial 9:30 AM 8.80
Final 9:40 AM 9.20
Initial 9:42 AM 8.80
Final 9:52 AM 9.20
Initial 9:53 AM 8.80
Final 10:03 AM 9.20
Per County Standards, Infiltration Rate calculated as follows: Where:

INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 10.20 (ft)
Infiltration Test Hole I-6
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(in)
Did 6 inches of water
seep away in less than
25 minutes?
Sandy Soils or NonSandy Soils?
Initial 7:49 AM 8.10
Final 8:14 AM 9.70
Initial 8:15 AM 8.10
Final 8:40 AM 9.80
Interval
Number Time Time Interval
(min)
Water Depth
(ft)
Change in
Water Level
(ft)
Average Head Height
(ft)
Infiltration Rate Q
(in/hr)
Initial 10:17 AM 8.10
Final 10:27 AM 8.70
Initial 10:28 AM 8.10
Final 10:38 AM 8.80
Initial 10:39 AM 8.10
Final 10:49 AM 8.60
Initial 10:50 AM 8.10
Final 11:00 AM 8.70
Initial 11:05 AM 8.10
Final 11:15 AM 8.60
Initial 11:16 AM 8.10
Final 11:26 AM 8.60
Initial 11:27 AM 8.10
Final 11:37 AM 8.60
Per County Standards, Infiltration Rate calculated as follows: Where:

Q = Infiltration Rate (in inches per hour)
∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
Proposed Warehouse
Ontario, California
22G128-2
Sam Bergeland
Soil Criteria Test
1 25.00 19.20 YES SANDY SOILS
2 25.00 20.40 YES SANDY SOILS
Test Data
1 10.00 0.60 1.80 3.66
2 10.00 0.70 1.75 4.38
3 10.00 0.50 1.85 2.98
4 10.00 0.60 1.80 3.66
5 10.00 0.50 1.85 2.98
6 10.00 0.50 1.85 2.98
7 10.00 0.50 1.85 2.98
)2Ht(r
H(60r) Q
 avg


)2Ht(r
H(60r) Q
 avg


2505
Sample Description I-1 @ 8½'
Soil Classification Light Brown to Brown Silty fine Sand, little medium Sand Proposed Warehouse
Ontario, California
Project No. 22G128-2
PLATE C- 1
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 2506
Sample Description I-2 @ 10½'
Soil Classification Brown Silty fine to medium Sand
Proposed Warehouse
Ontario, California
Project No. 22G128-2
PLATE C- 2
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 2507
Sample Description I-3 @ 10½'
Soil Classification Brown to Dark Brown Silty fine to medium Sand, trace coarse Sand Proposed Warehouse
Ontario, California
Project No. 22G128-2
PLATE C- 3
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 2508
Sample Description I-4 @ 10½'
Soil Classification Gray Brown Silty fine Sand to fine Sandy Silt, trace medium Sand Proposed Warehouse
Ontario, California
Project No. 22G128-2
PLATE C- 4
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 2509
Sample Description I-5 @ 9½'
Soil Classification Gray Brown Silty fine Sand, little medium Sand, trace fine Gravel Proposed Warehouse
Ontario, California
Project No. 22G128-2
PLATE C- 5
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 2510
Sample Description I-6 @ 8½'
Soil Classification Gray Brown Silty fine Sand to fine Sandy Silt, trace medium Sand, trace fine Gravel Proposed Warehouse
Ontario, California
Project No. 22G128-2
PLATE C- 6
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 2511
1 Preliminary Water Quality Management Plan
(PWQMP)
For compliance with Santa Ana Regional Water Quality Control Board Order Number R8-2010-0036 (NPDES Permit No. CAS618036)
for
Project Name: 5355 Airport Drive
Ontario Project #:

Project Description: Proposed Industrial Building
Applicant Name: Prologis (John Carter)
Applicant Address: 3546 Concours St. #100, Ontario Ca 91764 Project Address: 5355 E. Airport Dr. Ontario, CA 91761
Size of Development: 12.85 Acres
Submittal Date: ____March 2022_____
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2 Preliminary Water Quality Management Plan (PWQMP)

1. Introduction
The Preliminary Water Quality Management Plan (PWQMP) is a planning tool to improve integration of required water quality elements, stormwater management, water conservation, rainwater harvesting and re-use, and flood management in land use planning and the City’s development process. The Preliminary WQMP will assist project applicants and planners in properly designing and laying out project sites so that water quality may be incorporated in the most effective manner and at the lowest cost for the developer.

The San Bernardino County Municipal Separate Storm Sewer System Permit (MS4 Permit) requires project-specific Water Quality Management plans (WQMP) to be prepared for all priority new development and significant redevelopment projects listed in Section 2 of this document. The MS4 Permit stipulates that the City of Ontario require priority project applicants to submit a Preliminary project-specific WQMP, as early as possible, during the environmental review or planning phase of a development project and that the Preliminary WQMP be approved prior to the issuance of land use entitlement.

2. Priority Projects (requiring a Preliminary WQMP)
Land Use entitlement shall not be issued for any of the listed projects, below, until a Preliminary WQMP has been approved by the City’s Engineering Department. For construction projects not going through entitlement, a Preliminary and Final project-specific WQMP shall be approved, prior to the issuance of construction permits:

Check the appropriate project category below, for this project:

Check
below Project Categories

1. All significant re-development projects. Significant re-development is defined as the addition or replacement of 5,000 or more square feet of impervious surface on an already developed site subject to discretionary approval of the Permittee. Redevelopment does not include routine maintenance activities that are conducted to maintain original line and grade, hydraulic capacity, original purpose of the facility, or emergency redevelopment activity required to protect public health and safety. Where redevelopment results in an increase of less than fifty percent of the impervious surfaces of a previously existing developed site, and the existing development was not subject to WQMP requirements, the numeric sizing criteria discussed below applies only to the addition or replacement, and not to the entire developed site. Where redevelopment results in an increase of fifty percent or more of the impervious surfaces of a previously existing developed site, the numeric sizing criteria applies to the entire development (new and existing).
2513
3 Check
below Project Categories


2. New development projects that create 10,000 square feet or more of impervious surface (collectively over the entire project site) including commercial, industrial, residential housing subdivisions (i.e., detached single family home subdivisions, multi-family attached subdivisions or townhomes, condominiums, apartments, etc.), mixed-use, and public projects. This category includes development projects on public and private land, which fall under the planning and building authority of the permitting agency.

3. Automotive repair shops (with SIC codes 5013, 5014, 5541, 7532- 7534, 7536-7539).

4. Restaurants and Food Service Establishments where the land area of development is 5,000 square feet or more.

5. Developments of 2,500 square feet of impervious surface or more adjacent to (within 200 feet) or discharging directly into environmentally sensitive areas (ESA’s) such as areas designated in the Ocean Plan as areas of special biological significance or waterbodies listed on the CWA Section 303(d) list of impaired waters.


6. Parking lots of 5,000 square feet or more exposed to storm water. Parking lot is defined as land area or facility for the temporary storage of motor vehicles.

7. Retail Gasoline Outlets (RGOs) that are either 5,000 sq ft or more, or have a projected average daily traffic of 100 or more vehicles per day.

8. *This project is not covered under any of the categories listed above. * If the development is not covered under any of the project categories listed in Section 2, the project is not required to design and install Site Design/LID BMPs or Treatment Control BMPs to treat the design storm event (Design Capture Volume) described in Section 4.

3. Preliminary WQMP Objectives
Through a combination of Site Design/LID BMPs (where feasible), Source Control, and/or Treatment Control BMPs, project-specific WQMPs shall address all identified pollutants and hydrologic conditions of concern from new development and significant re-development projects for the categories of projects (priority projects) listed in Section 2. Under each type of BMP, listed below, please indicate which BMPs are planned to be implemented and included in the Final WQMP for the project:

A. Site Design/LID (Low Impact Design) for Reducing Stormwater Runoff:

The MS4 Permit requires each priority development project to infiltrate, harvest and use, evapotranspire, or bio-treat the runoff from a 2-yr, 24-hour storm event (Design Capture Volume). If site conditions do not permit infiltration, harvest and use, evapotranspiration, and/or bio-treatment of the entire Design Capture Volume, at the project site, Site Design/LID techniques are required to be implemented to the Maximum Extent Practicable, at the project site, and the remainder of the DCV shall be infiltrated, harvested, bio-treated or treated by alternative measures.
2514
4 Project applicants shall submit a Preliminary WQMP that documents the LID/Site Design BMPs, proposed for the project. Please indicate, in the table below, which Site Design/LID BMPs will be utilized on this project to accomplish this requirement:

Site Design/LID Practice Planned Not
Planned
Provide at least the minimum effective area required for LID BMPs, to comply with the WQMP (see Table 3-1
below).

Grade parking lot areas/drive aisles/roof drains to sheet flow runoff into landscaped swales, via curb cuts or
zero-face curbs or otherwise disconnect direct drainage from MS4.

Design landscaped areas as swales and grade to
accept runoff from building roofs, parking lots and
project roadways.

Install surface retention basins or infiltration trenches to receive impervious area runoff.

Install pervious pavement in parking stalls, alleys,
driveways, gutters, walkways, trails or patios. 
Install underground stormwater retention chambers
where downstream landscaped areas are limited. 
Install approved Stormwater Drywells in detention
areas.

Construct streets, sidewalks, and parking lot stalls to the minimum widths necessary. 
Install on-site Biotreatment basins/trenches with
underdrains, where soil type is poorly draining. 
Install “Engineered Soil” to increase uptake/soil storage capacity and/or evapotranspiration.

Install Rainwater Harvesting/Use Equipment. 
Utilize approved off-site retention/infiltration,
biotreatment or proprietary treatment, where it is
infeasible to install, on-site.

Table 3-1 Minimum Effective Area1 Required for LID BMPs (surface + subsurface facilities) for Project WQMP to Demonstrate Infeasibility2 (% of site) Project Type New
Development
ReDevelopment
SF/MF Residential < 7 du/ac 10% 5%
SF/MF Residential < 7 - 18 du/ac 7% 3.5%
SF/MF Residential > 18 du/ac 5% 2.5%
Mixed Use, Commercial/Industrial w/FAR< 1.0 10% 5%
2515
5 Mixed Use, Commercial/Industrial w/FAR 1.0-

2.0 7% 3.5%
Mixed Use, Commercial/Industrial w/FAR> 2.0 5% 2.5%
Podium (parking under > 75% of project) 3% 1.5%
Zoning allowing development to property lines 2% 1%
Transit Oriented Development3 5% 2.5%
Parking 5% 2.5%
1 “Effective area” is defined as land area which 1) is suitable for a retention/infiltration BMP (based on infeasibility criteria) and 2) is located down-gradient from building roof or paved areas, so that it may receive gravity flow runoff.
2 Criteria only required if the project WQMP seeks to demonstrate that the full DCV cannot be feasibly managed on-site.
3 Transit oriented development is defined as a project with development center within one half mile of a mass transit center.

Key: du/ac = dwelling units/acre, FAR = Floor Area Ratio = ratio of gross floor area of building to gross lot area, MF = Multi Family, SF = Single Family B. Source Control BMPs – The following BMPs are designed to control stormwater pollutants and runoff water at the location where it is generated. Please indicate which of the listed BMPs are planned to be implemented for the project:

Source Control BMPs Planned Not
Planned
Minimize non-stormwater site runoff through efficient
irrigation system design and controllers.

Minimize trash and debris in storm runoff through a
regular parking lot, storage yard and roadway sweeping
program.

Provide proper covers/roofs and secondary containment
for outside material storage & work areas. 
Provide solid roofs over all trash enclosures. 
Site Owner(s)/Property Manager/HOA or POA will be
familiar with the project WQMP and stormwater BMPs. 
Owner or HOA or POA to provide Education/Training of
site occupants and employees on stormwater BMPs. 
Install stormwater placards/stenciled messages with a
“No Dumping” message on all on-site/off-site storm
drain inlets.

Provide contained equipment/vehicle wash rack areas
that discharge to sanitary sewer. 
C. Treatment Control BMPs – The following BMPs are designed to control stormwater pollutants where it is not feasible to install on-site Site Design/LID BMPs, with the requisite capacity to treat the Design Capture Volume for identified Pollutants of Concern or where pretreatment of stormwater runoff is required, ahead of infiltration BMPs. Please indicate which of the listed BMPs are planned to be implemented for the project:
2516
6 Treatment Control BMP Planned Not
Planned
Gravity Separator devices for pretreatment of sediment, trash/litter or Oil & Grease

Proprietary Biofiltration vaults/devices 
Media Cartridge Filtration Vaults 
Proprietary Filter Inserts for on-site storm drain inlets or retention basin/trench overflow drains

Regional Treatment facilities are installed or are planned for installation, off-site, and provide a superior level of treatment or clear advantage to on-site treatment BMPs


4. Volume-based calculation (approximate) for sizing on-site or off-site Stormwater Retention/Infiltration, Harvest & Re-Use or Biotreatment facilities 1) Calculate the “Watershed Imperviousness Ratio”, i, which is equal to the percent of impervious area in the BMP Drainage Area divided by 100. 2) Calculate the composite runoff coefficient CBMP for the Drainage Area above using the following equation:

CBMP = 0.858i
3 – 0.78i
2 + 0.774i + 0.04
where: CBMP = composite runoff coefficient; and,
i = watershed imperviousness ratio.
3) Determine the area-averaged “6-hour Mean Storm Rainfall”, P6, for the Drainage Area.

This is calculated by multiplying the area averaged 2-year 1-hour value (0.55”-0.6”) by the appropriate regression coefficient from Table 1 (1.4807). The 2-yr, 1-hr value for southern Ontario is approximately to 0.5” (P6 = 0.5*1.4807 = 0.74 and northern Ontario is approximately 0.6” in/hr (P6 = 0.6*1.4807 = 0.89).
4) Determine the appropriate drawdown time. Use the regression constant a = 1.582 for 24 hours and a = 1.963 for 48 hours. Note: Regression constants are provided for both 24 hour and 48 hour drawdown times; however, 48 hour drawdown times should be used in most areas of California. Drawdown times in excess of 48 hours should be used with caution as vector breeding can be a problem after water has stood in excess of 72 hours. (Use of the 24 hour drawdown time should be limited to drainage areas with coarse soils (Class ‘A’ soils, that readily drain.) 5) Calculate the “Maximized Detention Volume”, P0, using the following equation:

P0 = a · CBMP · P6
where: P0 = Maximized Detention Volume, in inches
2517
7 a = 1.582 for 24 hour and a = 1.963 for 48 hour drawdown, CBMP = composite runoff coefficient; and,
P6 = 6-hour Mean Storm Rainfall, in inches
6) Calculate the “Target Capture Volume”, V0, using the following equation:

V0 = (P0 · A) / 12
where: V0 = Target Capture Volume, in acre-feet
P0 = Maximized Detention Volume, in inches; and,
A = BMP Drainage Area, in acres
Project Volume-based calculation (approximate) for planned on-site or off-site Stormwater Retention/Infiltration, Harvest & Re-Use or Biotreatment facilities:

Variable Factor/Formula Area 1
Result
Area 2
Result
Area 3
Result
Area 4
Result
Ratio of impervious
surface/total site
surface
(i)
89%

CBMP= runoff
coefficient 0.858i
3 –0.78i
2 +0.774i +0.04
=

0.716

P6 **P6 = 2-yr,1- hr
depth*1.4807 = 0.78
Detention Volumeacre inchesP0 = a * CBMP * P6 = 1.09
Drawdown rate of
basin/trench (a)

1.582 for 24-hr drawdown or

1.963 for 48-hr drawdown =

1.963
Project Total Area
(ac)
(A) 12.85
Design Capture
Volume, cu. ft. (DCV)
V0 = [(P0 * A)/12]*43560 = 51,054
Water Volume
infiltrated in first 3 hrs
of storm
Vol= in/hr/12 x ft2 of
infiltration area x 3 hrs

Retention/treatment
Volume provided, cu.
ft.

Retention capacity of
basins, trenches,
underground system or
biotreatment proposed
140,009

**For P6 value, use site coordinates and NOAA website to determine project’s average 2-yr, 1-hr rainfall depth, at: http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html .

5. Hydrologic Conditions of Concern (HCOC) and use of the on-line San Bernardino County HCOC Map for determining necessary mitigation steps necessary if there are HCOCs downstream of a project:

N/A
2518
8 Project applicants may access the on-line HCOC Map at:
http://sbcounty.permitrack.com/WAP/ . The map will indicate any hydrology concerns with downstream waterways that are hydraulically connected to the project and will indicate if there are any approved regional projects downstream that could be utilized for off-site mitigation of HCOCs. Please indicate here if the project will or will not be able to retain/infilter, harvest and use or biotreat and detain the DCV, on-site, as calculated in Section 4 and if there are HCOCs identified downstream of the project:

Retain or Harvest/Use the DCV on site? Yes No
Biotreat the DCV but not infilter the runoff? Yes No 
HCOCs identified downstream of site? Yes No 
If the entire DCV will not be retained on site, the DCV is biotreated but not infiltered or additional detention capacity is needed to address identified HCOCs, downstream of the site, please list here, what additional mitigation measures will be utilized (on-site or off-site) to address HCOCs (see Section 4.2.1-4.2.3 of the SB County WQMP Technical Guidance):

The entire DCV is retained on site.

6. Site Plan and Conceptual Grading/Drainage Plan requirements for submission with the Preliminary WQMP:

Provide a Site Plan and Conceptual Grading/Drainage Plan along with this Preliminary WQMP, which conceptually shows the proposed locations of buildings, homes, parking lots, parks, new paved roadways, landscaped areas, drainage patterns and drainage sub-areas, methods of conveyance, proposed retention/infiltration, harvest & use or biotreatment facilities that are planned for installation. Where it is determined to be infeasible to capture and detain design storm runoff volumes, on-site, please include other design features, as described in Section 3, above. Include numbered or lettered notes on the Site Plan with a legend detailing other BMPs, as described in Section 3. 
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PR EL I MI N A R Y WA T E R QU A L I T Y MA N A G E M EN T PL A N 2021-502 5355 AIRPORT DRIVE
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Appendices
Appendix A – Preliminary WQMP Exhibit
Appendix B – WAP Report
Appendix C – Soils Map
Appendix D – NOAA Precipitation Data
Appendix E – Preliminary BMP Details
Appendix F – Infiltration Report
Appendix G – Preliminary Grading Plan
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APPENDIX A

PRELIMINARY WQMP EXHIBIT
2521

SITE VICINITY MAP ETIWANDA AVE
INTERSTATE 10 FREEWAY WINEVILLE AVE

AIRPORT DRIVE
2522
AIRPORT DRIVE PROPOSED INDUSTRIAL BUILDING FFE = 982.50 SOUTHERN PACIFIC TRANSPORTATION COMPANY (RR) PROPOSED UNDERGROUND 96" CMP LEGEND AREA A ___________________________________________________________ SITE AREA: 12.85 ACRE SOIL GROUP: A IMPERVIOUS: 89% ISOHYETALS: 0.526" CN NUMBER: 32 FREQUENCY: 100 YEAR METHOD: SAN BERNARDINO COUNTY TGD - SANTA ANA RIVER ___________________________________________________________ GENERAL NOTES ABBREVIATIONS PROJECT SITE SUMMARY BMP SUMMARY TABLE CHAMBER SECTION DETAIL 2523
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APPENDIX B

WAP REPORT
2524
WQMP Project Report
County of San Bernardino Stormwater Program
Santa Ana River Watershed Geodatabase
Tuesday, March 22, 2022
Note: The information provided in this report and on the Stormwater Geodatabase for the County of San Bernardino Stormwater Program is intended to provide basic guidance in the preparation of the applicant’s Water Quality Management Plan (WQMP) and should not be relied upon without independent verification.

Project Site Parcel Number(s): 023805229, 023805208, 023805220 Project Site Acreage: 35.408
HCOC Exempt Area: Yes. Verify that the project is completely with the HCOC exemption area.

Closest Receiving Waters:
(Applicant to verify based on local drainage facilities and topography.) System Number - 701
Facility Name - Lower Etiwanda Creek Channel
Owner - OTHERS
Closest channel segment’s susceptibility to Hydromodification: EHM Highest downstream hydromodification susceptibility: EHM Is this drainage segment subject to TMDLs? No
Are there downstream drainage segments subject to TMDLs? No Is this drainage segment a 303d listed stream? No
Are there 303d listed streams downstream? No
Are there unlined downstream waterbodies? No
Project Site Onsite Soil Group(s): A
Environmentally Sensitive Areas within 200': Grassland/Remanent RAFSS,DELHI SANDS Groundwater Depth (FT): -329
Parcels with potential septic tanks within 1000': No
Known Groundwater Contamination Plumes within 1000': Yes Studies and Reports Related to Project Site: City of Ontario Water Quality Report Chino Basin Recharge Master Plan
Chino Basin Water Master 32nd Annual Report
Sphere of Influence General Plan Amendment
CSDP Project No. 1
CSDP 1 Comprehensive Storm Drain
CSDP Drainage Study Calculations
Review Report of the District Engineer
Proposed East Etiwanda Channel Planning Study
San Sevaine - Boyle Map 0001
San Sevaine - Boyle Map 0002
San Sevaine - Boyle Map 0003
SBCounty CSDP Project No.2 Volume 1
SBCounty CSDP Project No.2 Volume 2
Volume 2 Map
SBCounty CSDP Project No.3 Volume I
SBCounty CSDP Project No.3 Volume II
San Bernardino - WAP Report Page 1 of 1
http://permitrack.sbcounty.gov/wap_report/report.asp?septic=No&SECAREA=Grassland/... 3/22/2022 2525
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Appendix C

SOILS MAP
2526
Hydrologic Soil Group—San Bernardino County Southwestern Part, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/1/2022

Page 1 of 4 ends

Ontario City CouncilNovember 19, 2024

Ontario City Council
November 19, 2024