Lake Forest City Council
October 15, 2024

SP-SC @0' to 30' - Quaternary Alluvium (Qal)
@0' - Silty SAND: dark brown, slightly moist EI,CR
R-1 5
6 6
111.8 12.1 SM @2.5' - Silty SAND: gray, moist, loose
R-2 2
3 3

98.2 14.2 @5' - Silty SAND: brown, very moist, loose
R-3 2
4 7
112.2 14.6 SC @7.5' - Clayey SAND: dark olive brown, very moist, loose
CN
R-4 2
2 3
101.8 21.8
CL
@10' - Clayey SAND: brown, very moist, loose -#200
SPT-1 2
2 3

26.2 @15' - Sandy CLAY: brown, wet, medium stiff;
groundwater
AL
R-5 11
12 11
112.7 15.1 SP-SM @20' - SAND with Silt: light brown, wet, medium dense -#200 SPT-2 5
11 12

18.4 @25' - Silty SAND: brown, wet, medium dense -#200 B-1 Last Edited: 4/25/2019 @30' to T.D. - Tertiary Capistrano Formation, Oso
Member (Tco)
SM
60 TEST TYPES: DSMD
SA
S&H

EI DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
55 50
45 40
35 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Date:

Project Name:

Project Number:

Elevation of Top of Hole:

Hole Location: See Geotechnical Map
Drilling Company:

Type of Rig:

Drop:

Drive Weight:

Hole Diameter:
30 CN CONSOLIDATION

CR CORROSION

AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE
THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. THE DESCRIPTIONS

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS.

SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
600
595
590
585
580
575
Geotechnical Boring Log Borehole HS-1
4/8/2019
~631' MSL
8"
Track Rig
30"
140 pounds
Cal Pac
Great Scott - Lake Forest
19035-01
Logged By BPP
Sampled By BPP
Checked By RLD

R-6 9
11 22
117.0 14.5 SC @30' - Clayey SAND with some gravel: gray-brown, wet, medium dense; extremely weathered bedrock
-#200
SPT-3 3
11 27

17.2 SM @35' - Silty SAND: yellowish brown, wet, dense
R-7 50/2" 105.4 24.8 SC @40' - Clayey SAND: gray-brown with iron oxide staining, wet, very dense; slightly weathered bedrock
SPT-4 50/6" 17.5 @45' - Clayey SAND: gray with iron oxide staining, wet, very dense
@47' - Auger Refusal
Total Depth = 50'
Groundwater Encountered at Approximately 15'
Backfilled with Cuttings on 4/8/2019
THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. THE DESCRIPTIONS

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS. CN CONSOLIDATION

CR CORROSION

AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE

DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
TEST TYPES: DSMD
SA
S&H
EI
SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
30 25
20 15
10 5
0 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:

Hole Location: See Geotechnical Map
Drop:

Type of Rig:

Project Number:

Elevation of Top of Hole: Drive Weight:

Drilling Company:

Project Name:

Date:
645
640
635
630
625
620
Geotechnical Boring Log Borehole HS-2
4/8/2019
~646' MSL
8"
Track Rig
30"
140 pounds
Cal Pac
Great Scott - Lake Forest
19035-01
Logged By BPP
Sampled By BPP
Checked By N/A

SM @0' to T.D. - Quaternary Young Alluvium (Qya)
@0' - Silty SAND with Gravel: brown and dry
RV
R-1 8
8 12
105.6 0.8 SP @2.5' - SAND: pinkish-brown, dry, medium dense R-2 7
7 9
100.0 2.4 @5' - SAND: light brown, dry, medium dense
R-3 7
9 12
103.0 1.1 @7.5' - SAND: yellowish brown, dry, medium dense R-4 7
13 14

91.4 0.7 @10' - SAND: pinkish gray, dry, medium dense
Total Depth = 10'
Groundwater Not Encountered
Backfilled with Cuttings on 4/8/2019 B-1 Last Edited: 4/25/2019 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. THE DESCRIPTIONS

PROVIDED ARE QUALITATIVE FIELD DESCRIPTIONS

AND ARE NOT BASED ON QUANTITATIVE
ENGINEERING ANALYSIS. CN CONSOLIDATION

CR CORROSION

AL ATTERBERG LIMITS CO COLLAPSE/SWELL RV R-VALUE
-#200 % PASSING # 200 SIEVE

DIRECT SHEAR MAXIMUM DENSITY

SIEVE ANALYSIS

SIEVE AND HYDROMETER

EXPANSION INDEX
TEST TYPES: DSMD
SA
S&H
EI
SAMPLE TYPES: B BULK SAMPLE R RING SAMPLE (CA Modified Sampler) G GRAB SAMPLE

SPT STANDARD PENETRATION

TEST SAMPLE GROUNDWATER TABLE
30 25
20 15
10 5
0 Elevation (ft) Depth (ft) Graphic Log Sample Number Blow Count Dry Density (pcf) Moisture (%) USCS Symbol DESCRIPTION Type of Test Hole Diameter:

Hole Location: See Geotechnical Map
Drop:

Type of Rig:

Project Number:

Elevation of Top of Hole: Drive Weight:

Drilling Company:

Project Name:

Date:
625
620
615
610
605
Geotechnical Boring Log Borehole I-1
4/8/2019
~630' MSL
8"
Track Rig
30"
140 pounds
Cal Pac
Great Scott - Lake Forest
19035-01
Logged By BPP
Sampled By BPP
Checked By N/A

@0' to T.D. - Quaternay Alluvium (Qal)
@0' - Silty SAND: brown and moist
R-1 2
2 3
110.6 10.2
SM
@2.5' - Silty SAND: gray-brown, wet, very loose
Total Depth = 5'
Groundwater Not Encountered
Backfilled with Cuttings on 4/8/2019 Last Edited: 4/25/2019 Appendix C
Laboratory Test Results
Project No. 19035‐01 C‐1 May, 2019

APPENDIX C
Laboratory Test Results
The laboratory testing program was directed towards providing quantitative data relating to the relevant engineering properties of the soils. Samples considered representative of site conditions were tested in general accordance with American Society for Testing and Materials (ASTM) procedure and/or California Test Methods (CTM), where applicable. The following summary is a brief outline of the test type and a table summarizing the test results.

Moisture and Density Determination Tests: Moisture content (ASTM D2216) and dry density determinations (ASTM D2937) were performed on driven samples obtained from the test borings. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from SPT or disturbed samples.

Grain Size Distribution/Fines Content: Representative samples were dried, weighed, and soaked in water until individual soil particles were separated (per ASTM D421) and then washed on a No. 200 sieve (ASTM D1140). Where applicable, the portion retained on the No. 200 sieve was dried and then sieved on a U.S. Standard brass sieve set in accordance with ASTM D6913 (sieve) or ASTM D422 (sieve and hydrometer).

Sample Location Description % Passing #
200 Sieve
HS‐1 @ 10 ft Clayey Sand 37
HS‐1 @ 20 ft Sand with Silt 6
HS‐1 @ 25 ft Silty Sand 16
HS‐1 @ 30 ft Clayey Sand with some Gravel 37
Atterberg Limits: The liquid and plastic limits (“Atterberg Limits”) were determined per ASTM D4318 for engineering classification of fine‐grained material and presented in the table below. The USCS soil classification indicated in the table below is based on the portion of sample passing the No. 40 sieve and may not necessarily be representative of the entire sample. The plot is provided in this Appendix.

Sample Location Liquid Limit
(%)
Plastic Limit
(%)
Plasticity
Index (%)
USCS
Soil
Classification
HS‐1 @ 15 ft 35 18 17 CL
APPENDIX C (Cont’d)
Laboratory Test Results
Project No. 19035‐01 C‐2 May, 2019
Consolidation: One consolidation test was performed per ASTM D2435. A sample (2.4 inches in diameter and 1 inch in height) was placed in a consolidometer and increasing loads were applied.

The sample was allowed to consolidate under “double drainage” and total deformation for each loading step was recorded. The percent consolidation for each load step was recorded as the ratio of the amount of vertical compression to the original sample height. The consolidation pressure curve is provided in this Appendix.

Expansion Index: The expansion potential of a selected representative sample was evaluated by the Expansion Index Test per ASTM D4829.

Sample
Location
Expansion
Index
Expansion
Potential*
HS‐1 @ 1‐5 ft 8 Very Low
* Per ASTM D4829
R‐value Test: R‐value test was performed in general accordance with California Test Method 301.

The plot is included in the Appendix.

Sample Location R‐value
HS‐2 @ 1‐5 ft 66
Soluble Sulfates: The soluble sulfate content of a selected sample was determined by standard geochemical methods (CTM 417). The test results are presented in the table below.

Sample Location Sulfate Content (%)
HS‐1 @ 1‐5 ft < 0.02
Chloride Content: Chloride content was tested per CTM 422. The results are presented below.

Sample Location Chloride Content (ppm)
HS‐1 @ 1‐5 ft 103
APPENDIX C (Cont’d)
Laboratory Test Results
Project No. 19035‐01 C‐3 May, 2019
Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with CTM 643 and standard geochemical methods. The results are presented in the table below.

Sample Location pH Minimum Resistivity (ohms‐
cm)
HS‐1 @ 1‐5 ft 8.2 857
HS-1 SPT-1 15 - 35 18 17 CL
Project Number:

Plasticity
Index (%)
PI
19035-01
Date: Apr-19
Symbol
Great Scott - Lake Forest
USCS Plastic Limit
(%) PL
Liquid Limit
(%) LL
Passing
No. 200
Sieve (%)
Depth (ft) Sample
No.: Location.:

ATTERBERG LIMITS
(ASTM D 4318)

PLASTICITY CHART - CLASSIFICATION OF FINE-GRAINED SOILS 0 10
20 30
40 50
60 70
0 20 40 60 80 100
Liquid Limit (L.L.)
Plasticity Index (P.I.)
Project Name: Tested By:G. Bathala Date: 04/10/19
Project No.: Checked By: J. Ward Date: 04/24/19
Boring No.: Depth (ft.):

Sample No.: Sample Type: Ring
Soil Identification:

2.415

1.000
199.51

45.62 0.9688
208.34
190.23

66.23 14.6
111.7
77 0.3164
269.38
250.41

71.40 14.22
114.5
81 0.2809

2.70 62.43

0.10 0.3158 0.9994 0.00 0.06 0.508 0.06

0.25 0.3128 0.9964 0.07 0.37 0.505 0.30

0.50 0.3098 0.9934 0.13 0.66 0.501 0.53

1.00 0.3068 0.9904 0.21 0.96 0.498 0.75

1.00 0.3068 0.9904 0.21 0.96 0.498 0.75

2.00 0.3038 0.9874 0.33 1.26 0.495 0.93

4.00 0.2969 0.9805 0.46 1.95 0.487 1.49

8.00 0.2857 0.9693 0.64 3.08 0.473 2.44

16.00 0.2702 0.9538 0.86 4.63 0.453 3.77

8.00 0.2721 0.9557 0.78 4.44 0.454 3.66

4.00 0.2743 0.9579 0.68 4.22 0.456 3.54

1.00 0.2788 0.9624 0.50 3.77 0.460 3.27

0.50 0.2809 0.9645 0.43 3.55 0.462 3.12
Lake Forest

ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435
Dark olive brown clayey sand (SC)

7.5 R-3
19035-01
HS-1
Weight of Container (g)
Final Moisture Content (%)
Water Density (pcf)
Final Dry Density (pcf)
Final Saturation (%)
Final Vertical Reading (in.)
Specific Gravity (assumed)
Initial Moisture Content (%)
Initial Dry Density (pcf)
Initial Saturation (%)
Initial Vertical Reading (in.)
Wt.of Wet Sample+Cont. (g)
Wt. of Dry Sample+Cont. (g)
Sample Diameter (in.)
Sample Thickness (in.)
Wt. of Sample + Ring (g)
Weight of Ring (g)
After Test
Height after consol. (in.)
Wt.Wet Sample+Cont. (g)
Wt.of Dry Sample+Cont. (g)
Weight of Container (g)
Before Test
Corrected
Deformation (%)
Time Readings
Date Time Elapsed
Time (min)
Square Root
of Time
Dial Rdgs.
(in.)
Pressure
(p)
(ksf)
Final
Reading
(in.)
Apparent
Thickness
(in.)
Load
Compliance
(%)
Deformation
% of
Sample
Thickness
Void
Ratio

0.450

0.460

0.470

0.480

0.490

0.500

0.510

0.520

0.10 1.00 10.00 100.

Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Initial Final Initial Final Initial Final Initial Final Boring
No.

Sample
No.

Depth
(ft.)
Moisture
Content (%)

ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435
HS-1 R-3 14.6 14.2 114.5
Soil Identification: Dark olive brown clayey sand (SC)
Project No.:

Lake Forest
04-19
19035-01
Time Readings
111.7 0.462 77 81
Degree of
Saturation (%) Dry Density (pcf)

0.509
Void Ratio

7.5 0.0000

0.1000

0.2000

0.3000

0.4000

0.5000

0.6000

0.7000

0.8000

0.9000

1.0000

0.1 1.0
Deformation Dial Reading (in.)
Log of Time (min.)

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)

0.0000

0.2000

0.4000

0.6000

0.8000

1.0000

1.2000

0.0 10.0
Square Root of Time (min.1/2)
Inundate with
Tap water

R-VALUE TEST RESULTS
DOT CA Test 301
PROJECT NAME: Lake Forest PROJECT NUMBER: 19035-01
BORING NUMBER: HS-2 DEPTH (FT.): 1-5
SAMPLE NUMBER: B-1 TECHNICIAN: S. Felter
SAMPLE DESCRIPTION: Brown silty sand with Gravel (SM) DATE COMPLETED: 4/16/2019 TEST SPECIMEN a b c
MOISTURE AT COMPACTION % 11.0 11.4 11.8
HEIGHT OF SAMPLE, Inches 2.49 2.50 2.59
DRY DENSITY, pcf 118.4 120.3 116.5
COMPACTOR PRESSURE, psi 350 300 250
EXUDATION PRESSURE, psi 588 406 275
EXPANSION, Inches x 10exp-4 25 11 9
STABILITY Ph 2,000 lbs (160 psi) 26 33 38
TURNS DISPLACEMENT 4.26 4.32 4.42
R-VALUE UNCORRECTED 75 69 64
R-VALUE CORRECTED 75 69 66
DESIGN CALCULATION DATA a b c
GRAVEL EQUIVALENT FACTOR 1.0 1.0 1.0
TRAFFIC INDEX 5.0 5.0 5.0
STABILOMETER THICKNESS, ft. 0.40 0.50 0.54
EXPANSION PRESSURE THICKNESS, ft. 0.83 0.37 0.30

EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
R-VALUE BY EXPANSION: 70
R-VALUE BY EXUDATION: 66
EQUILIBRIUM R-VALUE: 66

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
COVER THICKNESS BY STABILOMETER in feet
COVER THICKNESS BY EXPANSION in feet
0 10
20 30
40 50
60 70
80 90
800 700 600 500 400 300 200 100 0

R-VALUE
EXUDATION PRESSURE (psi)
Appendix D
Infiltration Test Data
Boring Number:

Test hole dimensions (if circular)
5 8
2 3.4 ft
Pre‐Test (Sandy Soil Criteria)*
1 8:37 9:02 25.0 2.54 2.92 0.38
2 9:02 9:27 25.0 2.60 2.93 0.33
Main Test Data
1 9:28 9:58 30.0 2.50 2.88 0.38 0.6
2 9:59 10:29 30.0 2.47 2.88 0.41 0.7
3 10:30 11:00 30.0 2.53 2.91 0.38 0.6
4 11:01 11:31 30.0 2.53 2.93 0.4 0.7
5 11:32 12:02 30.0 2.54 2.95 0.41 0.7
6 12:03 12:33 30.0 2.49 2.91 0.42 0.7
7 12:34 13:04 30.0 2.58 3.00 0.42 0.7
8 13:05 13:35 30.0 2.52 2.93 0.41 0.7
9 13:36 14:06 30.0 2.53 2.95 0.42 0.7
10 14:07 14:37 30.0 2.48 2.89 0.41 0.7
11 14:38 15:08 30.0 2.45 2.90 0.45 0.7
12 15:09 15:39 30.0 2.53 2.98 0.45 0.7
Factor of Safety 2.0

0.35 Sketch: Notes:

Infiltration Test Data Sheet
19035‐01
Boring Diameter (inches):

I‐1
LGC Geotechnical, Inc
131 Calle Iglesia Suite 200, San Clemente, CA 92672     tel. (949) 369‐6141 Project Name:

Boring Depth (feet)*: Pit Depth (feet):

Boring Depth ‐ (5 x Boring Radius) (What the sounder tape should read) (Shallow) The value on the sounder tape
should be close to this value during
testing for DEEP testing fill to 4 feet
below top of hole
Project Number:

Test pit dimensions (if rectangular)
Minimum test Head (Do):

Date:
*measured at time of test
4/4/2019
Great Scott ‐ Lake Forest
Pipe Diameter (inches): Pit Breadth (feet):

Spreadsheet Revised on: 10/26/2016
Calculated
Infiltration
Rate(in/hr)
*If two consecutive measurements show that six inches of water seeps away in less than 25 minutes, the test shall be run for an additional hour with measurements taken every 10 minutes. Otherwise, pre‐soak (fill) overnight, and then obtain at least twelve measurements per hole over at least six hours (approximately 30 minute intervals) with a precision of at least 0.25 inches Start Time
(24:HR)
Greater Than or
Equal to

0.5 feet (yes/no)
Stop Time
(24:HR)
No
Initial Depth to
Water  (feet)
Final Depth
to Water
(feet)
Trial No.

Based on Guidelines from: Orange County 05/19/2011
Pit Length (feet):

Initial Depth to
Water, Do (feet)
Final Depth
to Water, Df
(feet)
Calculated Infiltration Rate (With Factor of Safety)
Trial No. Time Interval, t
(min)
Start Time
(24:HR)
Stop Time
(24:HR)
No
Total Change
in Water Level
(feet)
Calculated Infiltration Rate (No factors of safety) 0.7 Change in
Water Level,
D (feet)
Time Interval
(min)
Appendix E
Liquefaction Analysis

LIQUEFACTION EVALUATION
Based on Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils , Technical Report NCEER-97-0022, December 31, 1997 and Evaluation of Settlments in Sand due to Earthquake Shaking, Tokimatsu and Seed, 1987 Seismic Event Profile Constants Depth to GWT Project Name Great Scott M.V. Moment Magnitude 6.9 Total Unit Weight (lb/ft3) 120 During Investigation (ft) 15 Project Number 19035-01 Peak Ground Acceleration 0.53 g Unit Weight of Water (lbs/ft3 62.4 During Design Event (ft) 10 Boring HS- 1 Determination of Cyclic Resitance Ratio
Thickness Total Stress Pore Pressure Effective Sampler SPT Overburden Energy Borehole Rod Length Sampler Type Fines Depth (ft) Depth (m) SPT Rings (ft) Stress (psf) Pressure (psf) Stress (psf) Diameter Nm CN CE CB CR CS (N1)60 Content (N1)60cs K CRR7.5

2.5 0.8 12 3.75 420 0 420 0.62 7.44 1.70 1.25 1.00 0.75 1.00 11.86 5 11.9 1.000 0.128 5 1.5 6 2.5 720 0 720 0.62 3.72 1.70 1.25 1.00 0.75 1.00 5.94 25 10.9 1.000 0.118

7.5 2.3 11 3.75 1020 0 1020 0.62 6.82 1.43 1.25 1.00 0.75 1.00 9.15 25 14.5 1.000 0.157 10 3.0 5 2.5 1320 0 1320 0.62 3.10 1.26 1.25 1.00 0.75 1.00 3.66 37 9.4 1.000 0.102 15 4.6 55 1920 0 1920 1.00 5.00 1.04 1.25 1.00 0.85 1.10 6.09 50 12.3 1.000 0.133 20 6.1 23 5 2520 312 2208 0.62 14.26 0.97 1.25 1.00 0.95 1.00 16.47 6 16.6 0.986 0.17625 7.6 23 5 3120 624 2496 1.00 23.00 0.91 1.25 1.00 0.95 1.10 27.48 16 31.7 0.965 SPT >30 NF30 9.1 33 5 3720 936 2784 0.62 20.46 0.87 1.25 1.00 0.95 1.00 21.04 37 30.2 0.946 SPT >30 NF35 10.7 38 5 4320 1248 3072 1.00 38.00 0.82 1.25 1.00 1.00 1.10 43.08 15 47.6 0.927 SPT >30 NF40 12.2 100 5 4920 1560 3360 0.62 62.00 0.79 1.25 1.00 1.00 1.00 61.09 15 66.5 0.910 SPT >30 NF45 13.7 100 2.5 5520 1872 3648 1.00 100.00 0.76 1.25 1.00 1.00 1.10 104.03 15 111.5 0.893 SPT >30 NF Determination of Cyclic Stress Ratio
Total Stress Pore Pressure Effective
Depth (ft) Depth (m) SPT Rings Thickness Stress (psf) Pressure (psf) Stress (psf)

2.5 0.76 12 3.75 300 0 300 0.99615 0.343174 1.238 Above GWT 5 1.52 6 2.5 600 0 600 0.99024 0.341136 1.238 Above GWT

7.5 2.29 11 3.75 900 0 900 0.98456 0.339181 1.238 Above GWT 10 3.05 5 2.5 1200 0 1200 0.97914 0.337314 1.238 0.37
15 4.57 5 5 1800 312 1488 0.96856 0.403631 1.238 Bray-Clay20 6.10 23 5 2400 624 1776 0.9569 0.445474 1.238 0.4925 7.62 23 5 3000 936 2064 0.94183 0.471601 1.238 Corr. SPT>30 30 9.14 33 5 3600 1248 2352 0.92058 0.485417 1.238 Corr. SPT>3035 10.67 38 5 4200 1560 2640 0.89062 0.488119 1.238 Corr. SPT>3040 12.19 100 5 4800 1872 2928 0.85103 0.480625 1.238 Corr. SPT>3045 13.72 100 2.5 5400 2184 3216 0.80363 0.464861 1.238 Corr. SPT>30 Blow Count
Sampling Data During Investigation Sampling Correction Factors Blow Count
Sampling Data During Design Event
rd CSR MSF FS
5/24/2019
Appendix F
General Earthwork and Grading Specifications for
Rough Grading
LGC Geotechnical, Inc.

General Earthwork and Grading Specifications

General Earthwork and Grading Specifications for Rough Grading

1.0 General

1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s).

1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ a qualified Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading.

Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing.

During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions.

If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required.

The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to confirm that the attained level of compaction is being accomplished as specified. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis.

1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill.

The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the project plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of “equipment” of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the LGC Geotechnical, Inc.

General Earthwork and Grading Specifications

2/27/07
Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate personnel will be available for observation and testing. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations.

The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. It is the contractor’s sole responsibility to provide proper fill compaction.

2.0 Preparation of Areas to be Filled

2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant.

The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). Nesting of the organic materials shall not be allowed.

If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area.

As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. The contractor is responsible for all hazardous waste relating to his work. The Geotechnical Consultant does not have expertise in this area. If hazardous waste is a concern, then the Client should acquire the services of a qualified environmental assessor.

2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section.

Scarification shall continue until soils are broken down and free of oversize material and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction.

LGC Geotechnical, Inc.

General Earthwork and Grading Specifications

2/27/07

2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading.

2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant.

Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill.

2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches.

3.0 Fill Material

3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material.

3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant.

Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill.

Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction.

3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of the geotechnical consultant. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed.

LGC Geotechnical, Inc.

General Earthwork and Grading Specifications

2/27/07

4.0 Fill Placement and Compaction

4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout.

4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum.

Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557).

4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity.

4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557.

4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches).

4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met.

4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided.

LGC Geotechnical, Inc.

General Earthwork and Grading Specifications

2/27/07

5.0 Subdrain Installation
Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys.

6.0 Excavation
Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant.

7.0 Trench Backfills

7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations.

7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface.

7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant.

7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill.

7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method.

United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Orange County and
Part of Riverside
County, California
Natural
Resources
Conservation
Service
December 6, 2019
Preface
Soil surveys contain information that affects land use planning in survey areas.

They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers.

Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment.

Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions.

The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations.

Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951).

Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations.

The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey.

Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer.
3 Contents
Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map.................................................................................................................. 8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................12 Map Unit Descriptions........................................................................................ 12 Orange County and Part of Riverside County, California................................14 142—Cieneba sandy loam, 30 to 75 percent slopes, eroded..................... 14 176—Myford sandy loam, 15 to 30 percent slopes.....................................15 191—Riverwash..........................................................................................16 207—Sorrento loam, 2 to 9 percent slopes, warm MAAT, MLRA 19...........17 References............................................................................................................20 4 How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity.

Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA.

The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape.

Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries.

Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units).

Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research.

The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas.

Soil scientists make many field observations in the process of producing a soil map.

The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded.

These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape.

Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties.

While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management.

Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil.

Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date.

After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report
6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately.

Custom Soil Resource Report
7 Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9
Custom Soil Resource Report
Soil Map
3724650 3724700 3724750 3724800 3724850 3724900 3724950 3724650 3724700 3724750 3724800 3724850 3724900 3724950 437150 437200 437250 437300 437350 437400 437450 437500 437550 437600 437650 437150 437200 437250 437300 437350 437400 437450 437500 437550 437600 437650 33° 39' 46'' N
117° 40' 41'' W
33° 39' 46'' N
117° 40' 20'' W
33° 39' 34'' N
117° 40' 41'' W
33° 39' 34'' N
117° 40' 20'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 100 200 400 600
Feet
0 35 70 140 210
Meters
Map Scale: 1:2,460 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
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: Orange County and Part of Riverside County, California
Survey Area Data: Version 13, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Jan 3, 2015—Jan 17, 2015
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Custom Soil Resource Report
10 MAP LEGEND MAP INFORMATION
imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Custom Soil Resource Report
11 Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 142 Cieneba sandy loam, 30 to 75
percent slopes, eroded

0.3 3.9%
176 Myford sandy loam, 15 to 30
percent slopes

0.1 1.1%
191 Riverwash 4.6 57.3%
207 Sorrento loam, 2 to 9 percent
slopes, warm MAAT, MLRA
19 3.0 37.7%
Totals for Area of Interest 8.0 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit.

A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class.

Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils.

Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape.

Custom Soil Resource Report
12 The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas.

An identifying symbol precedes the map unit name in the map unit descriptions.

Each description includes general facts about the unit and gives important soil properties and qualities.

Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement.

Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.

Some map units are made up of two or more major soils or miscellaneous areas.

These map units are complexes, associations, or undifferentiated groups.

A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.

The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.

An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.

An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.

Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example.

Custom Soil Resource Report
13 Orange County and Part of Riverside County, California 142—Cieneba sandy loam, 30 to 75 percent slopes, eroded Map Unit Setting
National map unit symbol: hcml
Elevation: 500 to 4,000 feet
Mean annual precipitation: 12 to 35 inches
Mean annual air temperature: 57 to 64 degrees F
Frost-free period: 200 to 300 days
Farmland classification: Not prime farmland
Map Unit Composition
Cieneba and similar soils: 65 percent
Minor components: 35 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Cieneba
Setting
Landform: Hills
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Concave, convex
Across-slope shape: Convex
Parent material: Residuum weathered from granite
Typical profile
H1 - 0 to 7 inches: sandy loam
H2 - 7 to 59 inches: weathered bedrock
Properties and qualities
Slope: 30 to 75 percent
Depth to restrictive feature: 4 to 20 inches to paralithic bedrock Natural drainage class: Somewhat excessively drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 1.1 inches) Interpretive groups
Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: D
Ecological site: SHALLOW LOAMY (1975) (R019XD060CA)
Hydric soil rating: No
Minor Components
Cieneba, uneroded
Percent of map unit: 10 percent
Hydric soil rating: No
Custom Soil Resource Report
14 Vista, sandy loam
Percent of map unit: 5 percent
Hydric soil rating: No
San andreas, sandy loam
Percent of map unit: 5 percent
Hydric soil rating: No
Soper, cobbly loam
Percent of map unit: 5 percent
Hydric soil rating: No
Calleguas, clay loam
Percent of map unit: 5 percent
Hydric soil rating: No
Tollhouse
Percent of map unit: 2 percent
Hydric soil rating: No
Rock outcrop
Percent of map unit: 2 percent
Hydric soil rating: No
Blasingame, loam
Percent of map unit: 1 percent
Hydric soil rating: No
176—Myford sandy loam, 15 to 30 percent slopes
Map Unit Setting
National map unit symbol: hcnp
Elevation: 1,500 feet
Mean annual precipitation: 12 to 20 inches
Mean annual air temperature: 63 degrees F
Frost-free period: 270 to 350 days
Farmland classification: Not prime farmland
Map Unit Composition
Myford and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Myford
Setting
Landform: Terraces
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Riser
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Alluvium derived from mixed
Custom Soil Resource Report
15 Typical profile
H1 - 0 to 12 inches: sandy loam
H2 - 12 to 18 inches: sandy clay
H3 - 18 to 28 inches: sandy clay loam
H4 - 28 to 71 inches: sandy clay loam
H5 - 71 to 79 inches: sandy loam
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: About 12 inches to abrupt textural change Natural drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 5 percent
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water storage in profile: Very low (about 1.4 inches) Interpretive groups
Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: D
Ecological site: CLAYPAN (1975) (R019XD061CA)
Hydric soil rating: No
Minor Components
Myford, sandy loam, eroded
Percent of map unit: 5 percent
Hydric soil rating: No
Myford, less sloping or steeper
Percent of map unit: 5 percent
Hydric soil rating: No
Cieneba, sandy loam
Percent of map unit: 3 percent
Hydric soil rating: No
Yorba, gravelly sandy loam
Percent of map unit: 2 percent
Hydric soil rating: No
191—Riverwash
Map Unit Composition
Riverwash: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Custom Soil Resource Report
16 Description of Riverwash
Setting
Landform: Fans
Parent material: Sandy and gravelly alluvium
Typical profile
C1 - 0 to 6 inches: gravelly sand
C2 - 6 to 60 inches: stratified gravelly coarse sand to sandy loam Properties and qualities
Slope: 0 to 5 percent
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr)
Depth to water table: About 0 to 24 inches
Frequency of flooding: Frequent
Available water storage in profile: Very low (about 2.9 inches) Interpretive groups
Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8w
Hydric soil rating: Yes
207—Sorrento loam, 2 to 9 percent slopes, warm MAAT, MLRA 19 Map Unit Setting
National map unit symbol: 2tz0c
Elevation: 0 to 1,340 feet
Mean annual precipitation: 12 to 18 inches
Mean annual air temperature: 62 to 66 degrees F
Frost-free period: 320 to 365 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Sorrento and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Sorrento
Setting
Landform: Alluvial fans
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Alluvium derived from sedimentary rock Typical profile
A - 0 to 12 inches: loam
AB - 12 to 37 inches: silty clay loam
Bk - 37 to 62 inches: silty clay loam
Custom Soil Resource Report
17 2C - 62 to 72 inches: sandy loam
Properties and qualities
Slope: 2 to 9 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 5 percent
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water storage in profile: High (about 11.6 inches) Interpretive groups
Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: LOAMY (1975) (R019XD029CA)
Hydric soil rating: No
Minor Components
Mocho
Percent of map unit: 7 percent
Landform: Alluvial fans
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
Botella
Percent of map unit: 2 percent
Landform: Alluvial fans
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: LOAMY (1975) (R019XD029CA)
Hydric soil rating: No
Pico
Percent of map unit: 2 percent
Landform: Alluvial fans
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
Garretson
Percent of map unit: 2 percent
Landform: Alluvial fans
Custom Soil Resource Report
18 Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
Anacapa
Percent of map unit: 2 percent
Landform: Alluvial fans
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Base slope
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
Custom Soil Resource Report
19 References
American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition.

American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00.

Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31.

Federal Register. July 13, 1994. Changes in hydric soils of the United States.

Federal Register. September 18, 2002. Hydric soils of the United States.

Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States.

National Research Council. 1995. Wetlands: Characteristics and boundaries.

Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.

U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section.

United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1.

United States Department of Agriculture, Natural Resources Conservation Service.

National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.

National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 20 United States Department of Agriculture, Natural Resources Conservation Service.

National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report
21 Griffiths Ranch, LLC Section VII
North OC Priority WQMP Template August 17 2011 Page 31
Appendix D
BMP Design Details

ORANGE COUNTY RIVERSIDE COUNTY

ORANGE COUNTY SAN BERNARDINO COUNTY

ORANGE COUNTY

LOS ANGELES COUNTY

ORANGE COUNTY ORANGE COUNTY LOS ANGELES COUNTY LOS ANGELES COUNTY

1.05 0.7

0.95 1

0.9 0.85

0.8 0.75

0.7 0.65

0.95 0.7

0.9 0.9

0.75 P:\9526E\6-GIS\Mxds\Reports\InfiltrationFeasability_20110215\9526E_FigureXVI-1_RainfallZones_20110215.mxd FIGURE JOB TITLE SCALE 1" = 1.8 miles DESIGNED

DRAWINGCHECKED
BMP
04/22/10
DATEJOB NO.

THTH9526-E

ORANGE COUNTY

TECHNICAL GUIDANCE

DOCUMENT
ORANGE CO. CA

RAINFALL ZONES
SUBJECT TO FURTHER REVISION 0 1.8 3.6 7.2
Miles
036 12
Kilometers
LEGEND
Orange County Precipitation Stations
24 Hour, 85th Percentile Rainfall (Inches)
24 Hour, 85th Percentile Rainfall (Inches) - Extrapolated City Boundaries
Rainfall Zones
Design Capture Storm Depth (inches)

0.65"

0.7 0.75

0.80 0.85

0.90 0.95

1.00 1.10"
Note: Events defined as 24-hour periods (calendar days) with greater than 0.1 inches of rainfall.

For areas outside of available data coverage, professional judgment shall be applied.

XVI-1 PROJECT LOCATION

DESIGN CAPTURE STORM DEPTH -

0.90 INCHES

TECHNICAL GUIDANCE DOCUMENT APPENDICES
III-34 December 20, 2013
Worksheet F: Determining Capture Efficiency of a Flow-based BMP based on Treatment Capacity
Graphical Operations
Provide supporting graphical operations.

0.26 IN/HR

ASSUMED
5 MIN TC
A B C

0.9 0.9 0.9
14,353 62,820 9,671
8,409 45,020 5,706
5,944 17,800 3,965
59% 72% 59%

0.00 0.00 0.00

0.00 0.00 0.00
634 3,239 430

0.26 0.26 0.26

0.05 0.26 0.03
A B C

0.0100 0.0100 0.0100

0.43 2.20 0.29

2.00 3.00 2.00

0.13 0.33 0.10

0.17 0.21 0.15
102 128 89
Length Provided (100 ft min), ft 150 180 140
Design Capture Volume and Flow Rate
V=C x d x A x 43560 sf/ac x 1/12 in/ft
Pervious Area (SF)
% Impervious
Design Capture Storm Depth
Drainage Area (SF)
Impervious Area (SF)
Required Length, ft
swale slope (ft/ft)
DMA
Required bottom width, b, (ft)
Provided bottom width (2 ft min) (ft)
Design flow depth, y, (ft)
Design Flow Velocity, VWQ
Vegetated Swale (per OC TGD BIO-2)
Design Infiltration Rate (in/hr)
Design Capture Volume (CF)
i (design intensity) (inches/hr)
Design Treatment Flow Rate (CFS)
Eff. Ret. Depth of HSC (in)
C = 0.75 x imp + 0.15
Q = C x i x A
DMA
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

Huitt-Zollars, Inc.
2603 Main Street, Suite 400
Irvine, CA. 92614
949-988-5815
************************** DESCRIPTION OF STUDY ************************** * GREAT SCOTT RATIONAL METHOD *
* 2 YEAR EXISTING STORM CONDITION *
* CG *
************************************************************************** FILE NAME: GS2E.DAT
TIME/DATE OF STUDY: 10:18 08/22/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 2.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN
UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 127.00
ELEVATION DATA: UPSTREAM(FEET) = 650.00 DOWNSTREAM(FEET) = 644.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.025
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.613
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL FAIR COVER
"OPEN BRUSH" D 0.25 0.20 1.000 67 9.03
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 0.32
TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 0.32
**************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 104.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 644.00 DOWNSTREAM(FEET) = 613.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 596.00 CHANNEL SLOPE = 0.0520 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.32
FLOW VELOCITY(FEET/SEC) = 3.42 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.90 Tc(MIN.) = 11.93
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 104.00 = 723.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 11.93
RAINFALL INTENSITY(INCH/HR) = 1.37
AREA-AVERAGED Fm(INCH/HR) = 0.20
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 0.25
TOTAL STREAM AREA(ACRES) = 0.25
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.32
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN.) = 10.41 RAINFALL INTENSITY(INCH/HR) = 1.49
EFFECTIVE AREA(ACRES) = 2.16
TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 2.93
AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES.
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 10.41
RAINFALL INTENSITY(INCH/HR) = 1.49
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.16
TOTAL STREAM AREA(ACRES) = 2.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.93
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 0.32 11.93 1.374 0.20( 0.20) 1.00 0.2 400.00
2 2.93 10.41 1.486 0.20( 0.02) 0.10 2.2 104.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.23 10.41 1.486 0.20( 0.04) 0.18 2.4 104.00
2 3.02 11.93 1.374 0.20( 0.04) 0.19 2.4 400.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 3.23 Tc(MIN.) = 10.41
EFFECTIVE AREA(ACRES) = 2.38 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 2.5
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 104.00 = 723.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 504.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 613.00 DOWNSTREAM(FEET) = 610.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 128.00 CHANNEL SLOPE = 0.0234 CHANNEL FLOW THRU SUBAREA(CFS) = 3.23
FLOW VELOCITY(FEET/SEC) = 2.92 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 11.14
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 504.00 = 851.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 246.00
ELEVATION DATA: UPSTREAM(FEET) = 645.00 DOWNSTREAM(FEET) = 638.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.170
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.841
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" D 0.33 0.20 0.500 57 7.17
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 0.52
TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 0.52
**************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 638.00 DOWNSTREAM(FEET) = 630.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 227.00 CHANNEL SLOPE = 0.0352 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.52
FLOW VELOCITY(FEET/SEC) = 2.82 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 8.51
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 473.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.51
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.668
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" D 0.35 0.20 0.500 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 0.49
EFFECTIVE AREA(ACRES) = 0.68 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 0.96
**************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 630.00 DOWNSTREAM(FEET) = 627.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 179.00 CHANNEL SLOPE = 0.0168 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.96
FLOW VELOCITY(FEET/SEC) = 1.94 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 10.05
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 503.00 = 652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.05
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.516
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"1 DWELLING/ACRE" D 0.36 0.20 0.800 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800
SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.44
EFFECTIVE AREA(ACRES) = 1.04 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 1.31
**************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 627.00 DOWNSTREAM(FEET) = 610.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 107.00 CHANNEL SLOPE = 0.1589 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 1.31
FLOW VELOCITY(FEET/SEC) = 4.99 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 10.41
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 759.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1.31 10.41 1.486 0.20( 0.12) 0.60 1.0 500.00
LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 759.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.23 11.14 1.429 0.20( 0.04) 0.18 2.4 104.00
2 3.02 12.67 1.328 0.20( 0.04) 0.19 2.4 400.00
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 504.00 = 851.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.45 10.41 1.486 0.20( 0.06) 0.32 3.3 500.00
2 4.49 11.14 1.429 0.20( 0.06) 0.31 3.4 104.00
3 4.18 12.67 1.328 0.20( 0.06) 0.32 3.5 400.00
TOTAL AREA(ACRES) = 3.5
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 4.49 Tc(MIN.) = 11.140
EFFECTIVE AREA(ACRES) = 3.42 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 3.5
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 504.00 = 851.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 603.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 610.00 DOWNSTREAM(FEET) = 608.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 76.00 CHANNEL SLOPE = 0.0263 CHANNEL FLOW THRU SUBAREA(CFS) = 4.49
FLOW VELOCITY(FEET/SEC) = 3.34 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 11.52
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 603.00 = 927.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 310.00
ELEVATION DATA: UPSTREAM(FEET) = 643.00 DOWNSTREAM(FEET) = 635.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.422
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.805
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS D 0.33 0.20 0.350 57 7.42
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 0.52
TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 0.52
**************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 635.00 DOWNSTREAM(FEET) = 629.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 166.00 CHANNEL SLOPE = 0.0361 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.52
FLOW VELOCITY(FEET/SEC) = 2.85 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 8.39
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 476.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 8.39
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.682
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" D 0.38 0.20 0.500 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 0.54
EFFECTIVE AREA(ACRES) = 0.71 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.02
**************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 629.00 DOWNSTREAM(FEET) = 608.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0750 CHANNEL FLOW THRU SUBAREA(CFS) = 1.02
FLOW VELOCITY(FEET/SEC) = 4.12 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 9.52
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 756.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1.02 9.52 1.564 0.20( 0.09) 0.43 0.7 600.00
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 756.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.45 10.79 1.456 0.20( 0.06) 0.32 3.3 500.00
2 4.49 11.52 1.402 0.20( 0.06) 0.31 3.4 104.00
3 4.18 13.06 1.305 0.20( 0.06) 0.32 3.5 400.00
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 603.00 = 927.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.25 9.52 1.564 0.20( 0.07) 0.34 3.6 600.00
2 5.40 10.79 1.456 0.20( 0.07) 0.34 4.0 500.00
3 5.39 11.52 1.402 0.20( 0.07) 0.33 4.1 104.00
4 5.02 13.06 1.305 0.20( 0.07) 0.34 4.2 400.00
TOTAL AREA(ACRES) = 4.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 5.40 Tc(MIN.) = 10.787
EFFECTIVE AREA(ACRES) = 3.97 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 4.2
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 603.00 = 927.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 4.2 TC(MIN.) = 10.79
EFFECTIVE AREA(ACRES) = 3.97 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.337 PEAK FLOW RATE(CFS) = 5.40
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.25 9.52 1.564 0.20( 0.07) 0.34 3.6 600.00
2 5.40 10.79 1.456 0.20( 0.07) 0.34 4.0 500.00
3 5.39 11.52 1.402 0.20( 0.07) 0.33 4.1 104.00
4 5.02 13.06 1.305 0.20( 0.07) 0.34 4.2 400.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

Huitt-Zollars, Inc.
2603 Main Street, Suite 400
Irvine, CA. 92614
949-988-5815
************************** DESCRIPTION OF STUDY ************************** * GREAT SCOTT OFFSITE RATIONAL METHOD *
* 2 YEAR EXISTING CONDITION *
* 8/16/2023 CG *
************************************************************************** FILE NAME: GSOFF2.DAT
TIME/DATE OF STUDY: 10:06 08/22/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 2.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN
UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 182.00
ELEVATION DATA: UPSTREAM(FEET) = 645.00 DOWNSTREAM(FEET) = 640.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.002
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.263
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.46 0.20 0.100 57 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.93
TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 0.93
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 640.00 DOWNSTREAM ELEVATION(FEET) = 631.00 STREET LENGTH(FEET) = 699.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 8.78
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76
STREET FLOW TRAVEL TIME(MIN.) = 4.90 Tc(MIN.) = 9.91
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.529
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 1.70 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.31
EFFECTIVE AREA(ACRES) = 2.16 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 2.93
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.35 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 625.00 DOWNSTREAM(FEET) = 624.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.02
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.93
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.94
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 901.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 624.00 DOWNSTREAM(FEET) = 615.00 FLOW LENGTH(FEET) = 230.23 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.23
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.93
PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 10.41
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1131.23 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 2.2 TC(MIN.) = 10.41
EFFECTIVE AREA(ACRES) = 2.16 AREA-AVERAGED Fm(INCH/HR)= 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 2.93
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

Huitt-Zollars, Inc.
2603 Main Street, Suite 400
Irvine, CA. 92614
949-988-5815
************************** DESCRIPTION OF STUDY ************************** * Great Scott- Lake Forest Proposed Hydrology *
* RATIONAL METHOD 2-YR STORM EVENT *
* CG *
************************************************************************** FILE NAME: GS2P.DAT
TIME/DATE OF STUDY: 10:18 08/22/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 2.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 155.00
ELEVATION DATA: UPSTREAM(FEET) = 651.00 DOWNSTREAM(FEET) = 642.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.974
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.870
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL POOR COVER
"BARREN" D 0.23 0.20 1.000 83 6.97

URBAN FAIR COVER
"TURF" D 0.01 0.20 1.000 66 9.38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 0.36
TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 0.36
**************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 637.00 DOWNSTREAM(FEET) = 636.00 FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.66
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.36
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 7.19
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.00 = 202.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 636.00 DOWNSTREAM(FEET) = 624.00 FLOW LENGTH(FEET) = 463.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.92
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.36
PIPE TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = 9.16
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 403.00 = 665.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.16
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.599
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.18 0.20 0.100 57

URBAN FAIR COVER
"TURF" D 0.09 0.20 1.000 66

NATURAL POOR COVER
"BARREN" D 0.86 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.857
SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 1.45
EFFECTIVE AREA(ACRES) = 1.37 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.88 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 1.75
**************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 624.00 DOWNSTREAM(FEET) = 623.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.75
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 9.39
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 404.00 = 735.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 623.00 DOWNSTREAM(FEET) = 614.00 FLOW LENGTH(FEET) = 49.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.45
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.75
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.46
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.46
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.570
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

URBAN FAIR COVER
"TURF" D 0.01 0.20 1.000 66

NATURAL POOR COVER
"BARREN" D 0.62 0.20 1.000 83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 0.78
EFFECTIVE AREA(ACRES) = 2.00 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.92 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 2.50
**************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 9.46
RAINFALL INTENSITY(INCH/HR) = 1.57
AREA-AVERAGED Fm(INCH/HR) = 0.18
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.92
EFFECTIVE STREAM AREA(ACRES) = 2.00
TOTAL STREAM AREA(ACRES) = 2.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.50
**************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN.) = 10.41 RAINFALL INTENSITY(INCH/HR) = 1.49
EFFECTIVE AREA(ACRES) = 2.16
TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 2.93
AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES.
**************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 10.41
RAINFALL INTENSITY(INCH/HR) = 1.49
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.16
TOTAL STREAM AREA(ACRES) = 2.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.93
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 2.50 9.46 1.570 0.20( 0.18) 0.92 2.0 400.00
2 2.93 10.41 1.486 0.20( 0.02) 0.10 2.2 405.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.31 9.46 1.570 0.20( 0.10) 0.51 4.0 400.00
2 5.27 10.41 1.486 0.20( 0.10) 0.49 4.2 405.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 5.31 Tc(MIN.) = 9.46
EFFECTIVE AREA(ACRES) = 3.96 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 4.2
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 614.00 DOWNSTREAM(FEET) = 613.00 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.31
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.31
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 9.82
LONGEST FLOWPATH FROM NODE 400.00 TO NODE 104.00 = 898.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 4.2 TC(MIN.) = 9.82
EFFECTIVE AREA(ACRES) = 3.96 AREA-AVERAGED Fm(INCH/HR)= 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.513 PEAK FLOW RATE(CFS) = 5.31
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.31 9.82 1.537 0.20( 0.10) 0.51 4.0 400.00
2 5.27 10.77 1.457 0.20( 0.10) 0.49 4.2 405.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986)
(c) Copyright 1989-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

Huitt-Zollars, Inc.
2603 Main Street, Suite 400
Irvine, CA. 92614
949-988-5815
************************** DESCRIPTION OF STUDY ************************** * GREAT SCOTT *
* 2 YR STORM EX. *
* CGULLIXSON REV HHTUN *
************************************************************************** FILE NAME: GSFR2E.DAT
TIME/DATE OF STUDY: 10:21 08/23/2023
The Small Area Unit Hydrograph Procedures in Section J
of the Hydrology Manual provides estimates of runoff
hydrograph and runoff volume for watersheds whose time of concentration is less than 25 minutes. The PROGRAM User should check the applicability of using the small area unit hydrograph procedures, and follow the guidelines in
Sections J and K.5 in complex watershed modeling.
**************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 603.00 IS CODE = 1.2 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (SMALL AREA UNIT-HYDROGRAPH ANALYSIS) <<<<< ============================================================================ (SMALL AREA UNIT-HYDROGRAPH ADDED TO STREAM #1)
RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90
TOTAL CATCHMENT AREA(ACRES) = 2.00
SOIL-LOSS RATE, Fm,(INCH/HR) = 0.118
LOW LOSS FRACTION = 0.522
TIME OF CONCENTRATION(MIN.) = 10.79

SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED:

RETURN FREQUENCY(YEARS) = 2
5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.19
30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.40
1-HOUR POINT RAINFALL VALUE(INCHES) = 0.53
3-HOUR POINT RAINFALL VALUE(INCHES) = 0.89
6-HOUR POINT RAINFALL VALUE(INCHES) = 1.22
24-HOUR POINT RAINFALL VALUE(INCHES) = 2.05
---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.17
TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.17
----------------------------------------------------------------------------

============================================================================ 2 4 - 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 ONE-MINUTE UNIT INTERVALS(CFS)
(Notes: Time indicated is at END of Each Unit Intervals.

Peak 5-minute rainfall intensity is modeled as
a constant value for entire 5-minute period.)
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 0.6 1.2 1.8 2.4
----------------------------------------------------------------------------

0.017 0.0000 0.00 Q . . . .

0.033 0.0000 0.00 Q . . . .

0.050 0.0000 0.01 Q . . . .

0.067 0.0000 0.01 Q . . . .

0.083 0.0000 0.01 Q . . . .

0.100 0.0001 0.01 Q . . . .

0.117 0.0001 0.02 Q . . . .

0.133 0.0001 0.02 Q . . . .

0.150 0.0001 0.02 Q . . . .

0.167 0.0002 0.02 Q . . . .

0.183 0.0002 0.03 Q . . . .

0.200 0.0003 0.03 Q . . . .

0.217 0.0003 0.03 Q . . . .

0.233 0.0003 0.03 Q . . . .

0.250 0.0004 0.03 Q . . . .

0.267 0.0004 0.03 Q . . . .

0.283 0.0004 0.03 Q . . . .

0.300 0.0005 0.03 Q . . . .

0.317 0.0005 0.03 Q . . . .

0.333 0.0006 0.03 Q . . . .

0.350 0.0006 0.03 Q . . . .

0.367 0.0006 0.03 Q . . . .

0.383 0.0007 0.03 Q . . . .

0.400 0.0007 0.03 Q . . . .

0.417 0.0008 0.03 Q . . . .

0.433 0.0008 0.03 Q . . . .

0.450 0.0008 0.03 Q . . . .

0.467 0.0009 0.03 Q . . . .

0.483 0.0009 0.03 Q . . . .

0.500 0.0009 0.03 Q . . . .

0.517 0.0010 0.03 Q . . . .

0.533 0.0010 0.03 Q . . . .

0.550 0.0011 0.03 Q . . . .

0.567 0.0011 0.03 Q . . . .

0.583 0.0011 0.03 Q . . . .

0.600 0.0012 0.03 Q . . . .

0.617 0.0012 0.03 Q . . . .

0.633 0.0013 0.03 Q . . . .

0.650 0.0013 0.03 Q . . . .

0.667 0.0013 0.03 Q . . . .

0.683 0.0014 0.03 Q . . . .

0.700 0.0014 0.03 Q . . . .

0.717 0.0014 0.03 Q . . . .

0.733 0.0015 0.03 Q . . . .

0.750 0.0015 0.03 Q . . . .

0.767 0.0016 0.03 Q . . . .

0.783 0.0016 0.03 Q . . . .

0.800 0.0016 0.03 Q . . . .

0.817 0.0017 0.03 Q . . . .

0.833 0.0017 0.03 Q . . . .

0.850 0.0018 0.03 Q . . . .

0.867 0.0018 0.03 Q . . . .

0.883 0.0018 0.03 Q . . . .

0.900 0.0019 0.03 Q . . . .

0.917 0.0019 0.03 Q . . . .

0.933 0.0020 0.03 Q . . . .

0.950 0.0020 0.03 Q . . . .

0.967 0.0020 0.03 Q . . . .

0.983 0.0021 0.03 Q . . . .

1.000 0.0021 0.03 Q . . . .

1.017 0.0021 0.03 Q . . . .

1.033 0.0022 0.03 Q . . . .

1.050 0.0022 0.03 Q . . . .

1.067 0.0023 0.03 Q . . . .

1.083 0.0023 0.03 Q . . . .

1.100 0.0023 0.03 Q . . . .

1.117 0.0024 0.03 Q . . . .

1.133 0.0024 0.03 Q . . . .

1.150 0.0025 0.03 Q . . . .

1.167 0.0025 0.03 Q . . . .

1.183 0.0025 0.03 Q . . . .

1.200 0.0026 0.03 Q . . . .

1.217 0.0026 0.03 Q . . . .

1.233 0.0027 0.03 Q . . . .

1.250 0.0027 0.03 Q . . . .

1.267 0.0027 0.03 Q . . . .

1.283 0.0028 0.03 Q . . . .

1.300 0.0028 0.03 Q . . . .

1.317 0.0029 0.03 Q . . . .

1.333 0.0029 0.03 Q . . . .

1.350 0.0029 0.03 Q . . . .

1.367 0.0030 0.03 Q . . . .

1.383 0.0030 0.03 Q . . . .

1.400 0.0031 0.03 Q . . . .

1.417 0.0031 0.03 Q . . . .

1.433 0.0031 0.03 Q . . . .

1.450 0.0032 0.03 Q . . . .

1.467 0.0032 0.03 Q . . . .

1.483 0.0033 0.03 Q . . . .

1.500 0.0033 0.03 Q . . . .

1.517 0.0033 0.03 Q . . . .

1.533 0.0034 0.03 Q . . . .

1.550 0.0034 0.03 Q . . . .

1.567 0.0035 0.03 Q . . . .

1.583 0.0035 0.03 Q . . . .

1.600 0.0035 0.03 Q . . . .

1.617 0.0036 0.03 Q . . . .

1.633 0.0036 0.03 Q . . . .

1.650 0.0037 0.03 Q . . . .

1.667 0.0037 0.03 Q . . . .

1.683 0.0037 0.03 Q . . . .

1.700 0.0038 0.03 Q . . . .

1.717 0.0038 0.03 Q . . . .

1.733 0.0039 0.03 Q . . . .

1.750 0.0039 0.03 Q . . . .

1.767 0.0039 0.03 Q . . . .

1.783 0.0040 0.03 Q . . . .

1.800 0.0040 0.03 Q . . . .

1.817 0.0041 0.03 Q . . . .

1.833 0.0041 0.03 Q . . . .

1.850 0.0041 0.03 Q . . . .

1.867 0.0042 0.03 Q . . . .

1.883 0.0042 0.03 Q . . . .

1.900 0.0043 0.03 QV . . . .

1.917 0.0043 0.03 QV . . . .

1.933 0.0043 0.03 QV . . . .

1.950 0.0044 0.03 QV . . . .

1.967 0.0044 0.03 QV . . . .

1.983 0.0045 0.03 QV . . . .

2.000 0.0045 0.03 QV . . . .

2.017 0.0046 0.03 QV . . . .

2.033 0.0046 0.03 QV . . . .

2.050 0.0046 0.03 QV . . . .

2.067 0.0047 0.03 QV . . . .

2.083 0.0047 0.03 QV . . . .

2.100 0.0048 0.03 QV . . . .

2.117 0.0048 0.03 QV . . . .

2.133 0.0048 0.03 QV . . . .

2.150 0.0049 0.03 QV . . . .

2.167 0.0049 0.03 QV . . . .

2.183 0.0050 0.03 QV . . . .

2.200 0.0050 0.03 QV . . . .

2.217 0.0050 0.03 QV . . . .

2.233 0.0051 0.03 QV . . . .

2.250 0.0051 0.03 QV . . . .

2.267 0.0052 0.03 QV . . . .

2.283 0.0052 0.03 QV . . . .

2.300 0.0053 0.03 QV . . . .

2.317 0.0053 0.03 QV . . . .

2.333 0.0053 0.03 QV . . . .

2.350 0.0054 0.03 QV . . . .

2.367 0.0054 0.03 QV . . . .

2.383 0.0055 0.03 QV . . . .

2.400 0.0055 0.03 QV . . . .

2.417 0.0055 0.03 QV . . . .

2.433 0.0056 0.03 QV . . . .

2.450 0.0056 0.03 QV . . . .

2.467 0.0057 0.03 QV . . . .

2.483 0.0057 0.03 QV . . . .

2.500 0.0058 0.03 QV . . . .

2.517 0.0058 0.03 QV . . . .

2.533 0.0058 0.03 QV . . . .

2.550 0.0059 0.03 QV . . . .

2.567 0.0059 0.03 QV . . . .

2.583 0.0060 0.03 QV . . . .

2.600 0.0060 0.03 QV . . . .

2.617 0.0060 0.03 QV . . . .

2.633 0.0061 0.03 QV . . . .

2.650 0.0061 0.03 QV . . . .

2.667 0.0062 0.03 QV . . . .

2.683 0.0062 0.03 QV . . . .

2.700 0.0063 0.03 QV . . . .

2.717 0.0063 0.03 QV . . . .

2.733 0.0063 0.03 QV . . . .

2.750 0.0064 0.03 QV . . . .

2.767 0.0064 0.03 QV . . . .

2.783 0.0065 0.03 QV . . . .

2.800 0.0065 0.03 QV . . . .

2.817 0.0066 0.03 QV . . . .

2.833 0.0066 0.03 QV . . . .

2.850 0.0066 0.03 QV . . . .

2.867 0.0067 0.03 QV . . . .

2.883 0.0067 0.03 QV . . . .

2.900 0.0068 0.03 QV . . . .

2.917 0.0068 0.03 QV . . . .

2.933 0.0069 0.03 QV . . . .

2.950 0.0069 0.03 QV . . . .

2.967 0.0069 0.03 QV . . . .

2.983 0.0070 0.03 QV . . . .

3.000 0.0070 0.03 QV . . . .

3.017 0.0071 0.03 QV . . . .

3.033 0.0071 0.03 QV . . . .

3.050 0.0072 0.03 QV . . . .

3.067 0.0072 0.03 QV . . . .

3.083 0.0072 0.03 QV . . . .

3.100 0.0073 0.03 QV . . . .

3.117 0.0073 0.03 QV . . . .

3.133 0.0074 0.03 QV . . . .

3.150 0.0074 0.03 QV . . . .

3.167 0.0075 0.03 QV . . . .

3.183 0.0075 0.03 QV . . . .

3.200 0.0075 0.03 QV . . . .

3.217 0.0076 0.03 QV . . . .

3.233 0.0076 0.03 QV . . . .

3.250 0.0077 0.03 QV . . . .

3.267 0.0077 0.03 QV . . . .

3.283 0.0078 0.03 QV . . . .

3.300 0.0078 0.03 QV . . . .

3.317 0.0078 0.03 QV . . . .

3.333 0.0079 0.03 QV . . . .

3.350 0.0079 0.03 QV . . . .

3.367 0.0080 0.03 QV . . . .

3.383 0.0080 0.03 QV . . . .

3.400 0.0081 0.03 QV . . . .

3.417 0.0081 0.03 QV . . . .

3.433 0.0081 0.03 QV . . . .

3.450 0.0082 0.03 QV . . . .

3.467 0.0082 0.03 QV . . . .

3.483 0.0083 0.03 QV . . . .

3.500 0.0083 0.03 QV . . . .

3.517 0.0084 0.03 QV . . . .

3.533 0.0084 0.03 QV . . . .

3.550 0.0085 0.03 QV . . . .

3.567 0.0085 0.03 Q V . . . .

3.583 0.0085 0.03 Q V . . . .

3.600 0.0086 0.03 Q V . . . .

3.617 0.0086 0.03 Q V . . . .

3.633 0.0087 0.03 Q V . . . .

3.650 0.0087 0.03 Q V . . . .

3.667 0.0088 0.03 Q V . . . .

3.683 0.0088 0.03 Q V . . . .

3.700 0.0089 0.03 Q V . . . .

3.717 0.0089 0.03 Q V . . . .

3.733 0.0089 0.03 Q V . . . .

3.750 0.0090 0.03 Q V . . . .

3.767 0.0090 0.03 Q V . . . .

3.783 0.0091 0.03 Q V . . . .

3.800 0.0091 0.03 Q V . . . .

3.817 0.0092 0.03 Q V . . . .

3.833 0.0092 0.03 Q V . . . .

3.850 0.0093 0.03 Q V . . . .

3.867 0.0093 0.03 Q V . . . .

3.883 0.0093 0.03 Q V . . . .

3.900 0.0094 0.03 Q V . . . .

3.917 0.0094 0.03 Q V . . . .

3.933 0.0095 0.03 Q V . . . .

3.950 0.0095 0.03 Q V . . . .

3.967 0.0096 0.03 Q V . . . .

3.983 0.0096 0.03 Q V . . . .

4.000 0.0097 0.03 Q V . . . .

4.017 0.0097 0.03 Q V . . . .

4.033 0.0097 0.03 Q V . . . .

4.050 0.0098 0.03 Q V . . . .

4.067 0.0098 0.03 Q V . . . .

4.083 0.0099 0.03 Q V . . . .

4.100 0.0099 0.03 Q V . . . .

4.117 0.0100 0.03 Q V . . . .

4.133 0.0100 0.03 Q V . . . .

4.150 0.0101 0.03 Q V . . . .

4.167 0.0101 0.03 Q V . . . .

4.183 0.0102 0.03 Q V . . . .

4.200 0.0102 0.03 Q V . . . .

4.217 0.0102 0.03 Q V . . . .

4.233 0.0103 0.03 Q V . . . .

4.250 0.0103 0.03 Q V . . . .

4.267 0.0104 0.03 Q V . . . .

4.283 0.0104 0.03 Q V . . . .

4.300 0.0105 0.03 Q V . . . .

4.317 0.0105 0.03 Q V . . . .

4.333 0.0106 0.03 Q V . . . .

4.350 0.0106 0.03 Q V . . . .

4.367 0.0107 0.03 Q V . . . .

4.383 0.0107 0.03 Q V . . . .

4.400 0.0108 0.03 Q V . . . .

4.417 0.0108 0.03 Q V . . . .

4.433 0.0108 0.03 Q V . . . .

4.450 0.0109 0.03 Q V . . . .

4.467 0.0109 0.03 Q V . . . .

4.483 0.0110 0.03 Q V . . . .

4.500 0.0110 0.03 Q V . . . .

4.517 0.0111 0.03 Q V . . . .

4.533 0.0111 0.03 Q V . . . .

4.550 0.0112 0.03 Q V . . . .

4.567 0.0112 0.03 Q V . . . .

4.583 0.0113 0.03 Q V . . . .

4.600 0.0113 0.03 Q V . . . .

4.617 0.0114 0.03 Q V . . . .

4.633 0.0114 0.03 Q V . . . .

4.650 0.0114 0.03 Q V . . . .

4.667 0.0115 0.03 Q V . . . .

4.683 0.0115 0.03 Q V . . . .

4.700 0.0116 0.03 Q V . . . .

4.717 0.0116 0.03 Q V . . . .

4.733 0.0117 0.03 Q V . . . .

4.750 0.0117 0.03 Q V . . . .

4.767 0.0118 0.03 Q V . . . .

4.783 0.0118 0.03 Q V . . . .

4.800 0.0119 0.03 Q V . . . .

4.817 0.0119 0.03 Q V . . . .

4.833 0.0120 0.03 Q V . . . .

4.850 0.0120 0.03 Q V . . . .

4.867 0.0121 0.03 Q V . . . .

4.883 0.0121 0.03 Q V . . . .

4.900 0.0121 0.03 Q V . . . .

4.917 0.0122 0.03 Q V . . . .

4.933 0.0122 0.03 Q V . . . .

4.950 0.0123 0.03 Q V . . . .

4.967 0.0123 0.03 Q V . . . .

4.983 0.0124 0.03 Q V . . . .

5.000 0.0124 0.03 Q V . . . .

5.017 0.0125 0.03 Q V . . . .

5.033 0.0125 0.03 Q V . . . .

5.050 0.0126 0.03 Q V . . . .

5.067 0.0126 0.03 Q V . . . .

5.083 0.0127 0.03 Q V . . . .

5.100 0.0127 0.03 Q V . . . .

5.117 0.0128 0.03 Q V . . . .

5.133 0.0128 0.03 Q V . . . .

5.150 0.0129 0.03 Q V . . . .

5.167 0.0129 0.03 Q V . . . .

5.183 0.0130 0.03 Q V . . . .

5.200 0.0130 0.03 Q V . . . .

5.217 0.0131 0.03 Q V . . . .

5.233 0.0131 0.03 Q V . . . .

5.250 0.0132 0.03 Q V . . . .

5.267 0.0132 0.03 Q V . . . .

5.283 0.0132 0.04 Q V . . . .

5.300 0.0133 0.04 Q V . . . .

5.317 0.0133 0.04 Q V . . . .

5.333 0.0134 0.04 Q V . . . .

5.350 0.0134 0.04 Q V . . . .

5.367 0.0135 0.04 Q V . . . .

5.383 0.0135 0.04 Q V . . . .

5.400 0.0136 0.04 Q V . . . .

5.417 0.0136 0.04 Q V . . . .

5.433 0.0137 0.04 Q V . . . .

5.450 0.0137 0.04 Q V . . . .

5.467 0.0138 0.04 Q V . . . .

5.483 0.0138 0.04 Q V . . . .

5.500 0.0139 0.04 Q V . . . .

5.517 0.0139 0.04 Q V . . . .

5.533 0.0140 0.04 Q V . . . .

5.550 0.0140 0.04 Q V . . . .

5.567 0.0141 0.04 Q V . . . .

5.583 0.0141 0.04 Q V . . . .

5.600 0.0142 0.04 Q V . . . .

5.617 0.0142 0.04 Q V . . . .

5.633 0.0143 0.04 Q V . . . .

5.650 0.0143 0.04 Q V . . . .

5.667 0.0144 0.04 Q V . . . .

5.683 0.0144 0.04 Q V . . . .

5.700 0.0145 0.04 Q V . . . .

5.717 0.0145 0.04 Q V . . . .

5.733 0.0146 0.04 Q V . . . .

5.750 0.0146 0.04 Q V . . . .

5.767 0.0147 0.04 Q V . . . .

5.783 0.0147 0.04 Q V . . . .

5.800 0.0148 0.04 Q V . . . .

5.817 0.0148 0.04 Q V . . . .

5.833 0.0149 0.04 Q V . . . .

5.850 0.0149 0.04 Q V . . . .

5.867 0.0150 0.04 Q V . . . .

5.883 0.0150 0.04 Q V . . . .

5.900 0.0151 0.04 Q V . . . .

5.917 0.0151 0.04 Q V . . . .

5.933 0.0152 0.04 Q V . . . .

5.950 0.0152 0.04 Q V . . . .

5.967 0.0153 0.04 Q V . . . .

5.983 0.0153 0.04 Q V . . . .

6.000 0.0154 0.04 Q V . . . .

6.017 0.0154 0.04 Q V . . . .

6.033 0.0155 0.04 Q V . . . .

6.050 0.0155 0.04 Q V . . . .

6.067 0.0156 0.04 Q V . . . .

6.083 0.0156 0.04 Q V . . . .

6.100 0.0157 0.04 Q V . . . .

6.117 0.0157 0.04 Q V . . . .

6.133 0.0158 0.04 Q V . . . .

6.150 0.0158 0.04 Q V . . . .

6.167 0.0159 0.04 Q V . . . .

6.183 0.0159 0.04 Q V . . . .

6.200 0.0160 0.04 Q V . . . .

6.217 0.0160 0.04 Q V . . . .

6.233 0.0161 0.04 Q V . . . .

6.250 0.0161 0.04 Q V . . . .

6.267 0.0162 0.04 Q V . . . .

6.283 0.0162 0.04 Q V . . . .

6.300 0.0163 0.04 Q V . . . .

6.317 0.0163 0.04 Q V . . . .

6.333 0.0164 0.04 Q V . . . .

6.350 0.0164 0.04 Q V . . . .

6.367 0.0165 0.04 Q V . . . .

6.383 0.0165 0.04 Q V . . . .

6.400 0.0166 0.04 Q V . . . .

6.417 0.0166 0.04 Q V . . . .

6.433 0.0167 0.04 Q V . . . .

6.450 0.0167 0.04 Q V . . . .

6.467 0.0168 0.04 Q V . . . .

6.483 0.0169 0.04 Q V . . . .

6.500 0.0169 0.04 Q V . . . .

6.517 0.0170 0.04 Q V . . . .

6.533 0.0170 0.04 Q V . . . .

6.550 0.0171 0.04 Q V . . . .

6.567 0.0171 0.04 Q V . . . .

6.583 0.0172 0.04 Q V . . . .

6.600 0.0172 0.04 Q V . . . .

6.617 0.0173 0.04 Q V . . . .

6.633 0.0173 0.04 Q V . . . .

6.650 0.0174 0.04 Q V . . . .

6.667 0.0174 0.04 Q V . . . .

6.683 0.0175 0.04 Q V . . . .

6.700 0.0175 0.04 Q V . . . .

6.717 0.0176 0.04 Q V . . . .

6.733 0.0176 0.04 Q V . . . .

6.750 0.0177 0.04 Q V . . . .

6.767 0.0177 0.04 Q V . . . .

6.783 0.0178 0.04 Q V . . . .

6.800 0.0178 0.04 Q V . . . .

6.817 0.0179 0.04 Q V . . . .

6.833 0.0180 0.04 Q V . . . .

6.850 0.0180 0.04 Q V . . . .

6.867 0.0181 0.04 Q V . . . .

6.883 0.0181 0.04 Q V . . . .

6.900 0.0182 0.04 Q V . . . .

6.917 0.0182 0.04 Q V . . . .

6.933 0.0183 0.04 Q V . . . .

6.950 0.0183 0.04 Q V . . . .

6.967 0.0184 0.04 Q V . . . .

6.983 0.0184 0.04 Q V . . . .

7.000 0.0185 0.04 Q V . . . .

7.017 0.0185 0.04 Q V . . . .

7.033 0.0186 0.04 Q V . . . .

7.050 0.0187 0.04 Q V . . . .

7.067 0.0187 0.04 Q V . . . .

7.083 0.0188 0.04 Q V . . . .

7.100 0.0188 0.04 Q V . . . .

7.117 0.0189 0.04 Q V . . . .

7.133 0.0189 0.04 Q V . . . .

7.150 0.0190 0.04 Q V . . . .

7.167 0.0190 0.04 Q V . . . .

7.183 0.0191 0.04 Q V . . . .

7.200 0.0191 0.04 Q V . . . .

7.217 0.0192 0.04 Q V . . . .

7.233 0.0192 0.04 Q V . . . .

7.250 0.0193 0.04 Q V . . . .

7.267 0.0194 0.04 Q V . . . .

7.283 0.0194 0.04 Q V . . . .

7.300 0.0195 0.04 Q V . . . .

7.317 0.0195 0.04 Q V . . . .

7.333 0.0196 0.04 Q V . . . .

7.350 0.0196 0.04 Q V . . . .

7.367 0.0197 0.04 Q V . . . .

7.383 0.0197 0.04 Q V . . . .

7.400 0.0198 0.04 Q V . . . .

7.417 0.0199 0.04 Q V . . . .

7.433 0.0199 0.04 Q V . . . .

7.450 0.0200 0.04 Q V . . . .

7.467 0.0200 0.04 Q V . . . .

7.483 0.0201 0.04 Q V . . . .

7.500 0.0201 0.04 Q V . . . .

7.517 0.0202 0.04 Q V . . . .

7.533 0.0202 0.04 Q V . . . .

7.550 0.0203 0.04 Q V . . . .

7.567 0.0204 0.04 Q V . . . .

7.583 0.0204 0.04 Q V . . . .

7.600 0.0205 0.04 Q V . . . .

7.617 0.0205 0.04 Q V . . . .

7.633 0.0206 0.04 Q V . . . .

7.650 0.0206 0.04 Q V . . . .

7.667 0.0207 0.04 Q V . . . .

7.683 0.0207 0.04 Q V . . . .

7.700 0.0208 0.04 Q V . . . .

7.717 0.0209 0.04 Q V . . . .

7.733 0.0209 0.04 Q V . . . .

7.750 0.0210 0.04 Q V . . . .

7.767 0.0210 0.04 Q V . . . .

7.783 0.0211 0.04 Q V . . . .

7.800 0.0211 0.04 Q V . . . .

7.817 0.0212 0.04 Q V . . . .

7.833 0.0213 0.04 Q V . . . .

7.850 0.0213 0.04 Q V . . . .

7.867 0.0214 0.04 Q V . . . .

7.883 0.0214 0.04 Q V . . . .

7.900 0.0215 0.04 Q V . . . .

7.917 0.0215 0.04 Q V . . . .

7.933 0.0216 0.04 Q V . . . .

7.950 0.0217 0.04 Q V . . . .

7.967 0.0217 0.04 Q V . . . .

7.983 0.0218 0.04 Q V . . . .

8.000 0.0218 0.04 Q V . . . .

8.017 0.0219 0.04 Q V . . . .

8.033 0.0219 0.04 Q V . . . .

8.050 0.0220 0.04 Q V . . . .

8.067 0.0221 0.04 Q V . . . .

8.083 0.0221 0.04 Q V . . . .

8.100 0.0222 0.04 Q V . . . .

8.117 0.0222 0.04 Q V . . . .

8.133 0.0223 0.04 Q V . . . .

8.150 0.0224 0.04 Q V . . . .

8.167 0.0224 0.04 Q V . . . .

8.183 0.0225 0.04 Q V . . . .

8.200 0.0225 0.04 Q V . . . .

8.217 0.0226 0.04 Q V . . . .

8.233 0.0226 0.04 Q V . . . .

8.250 0.0227 0.04 Q V . . . .

8.267 0.0228 0.04 Q V . . . .

8.283 0.0228 0.04 Q V . . . .

8.300 0.0229 0.04 Q V . . . .

8.317 0.0229 0.04 Q V . . . .

8.333 0.0230 0.04 Q V . . . .

8.350 0.0231 0.04 Q V . . . .

8.367 0.0231 0.04 Q V . . . .

8.383 0.0232 0.04 Q V . . . .

8.400 0.0232 0.04 Q V . . . .

8.417 0.0233 0.04 Q V . . . .

8.433 0.0234 0.04 Q V . . . .

8.450 0.0234 0.04 Q V . . . .

8.467 0.0235 0.04 Q V . . . .

8.483 0.0235 0.04 Q V . . . .

8.500 0.0236 0.04 Q V . . . .

8.517 0.0237 0.04 Q V . . . .

8.533 0.0237 0.04 Q V . . . .

8.550 0.0238 0.04 Q V . . . .

8.567 0.0238 0.04 Q V . . . .

8.583 0.0239 0.04 Q V . . . .

8.600 0.0240 0.04 Q V . . . .

8.617 0.0240 0.04 Q V . . . .

8.633 0.0241 0.04 Q V . . . .

8.650 0.0241 0.04 Q V . . . .

8.667 0.0242 0.04 Q V . . . .

8.683 0.0243 0.04 Q V . . . .

8.700 0.0243 0.04 Q V . . . .

8.717 0.0244 0.04 Q V . . . .

8.733 0.0245 0.04 Q V . . . .

8.750 0.0245 0.04 Q V . . . .

8.767 0.0246 0.04 Q V . . . .

8.783 0.0246 0.04 Q V . . . .

8.800 0.0247 0.04 Q V . . . .

8.817 0.0248 0.04 Q V . . . .

8.833 0.0248 0.04 Q V . . . .

8.850 0.0249 0.04 Q V . . . .

8.867 0.0249 0.04 Q V . . . .

8.883 0.0250 0.05 Q V . . . .

8.900 0.0251 0.05 Q V . . . .

8.917 0.0251 0.05 Q V . . . .

8.933 0.0252 0.05 Q V . . . .

8.950 0.0253 0.05 Q V . . . .

8.967 0.0253 0.05 Q V . . . .

8.983 0.0254 0.05 Q V . . . .

9.000 0.0254 0.05 Q V . . . .

9.017 0.0255 0.05 Q V . . . .

9.033 0.0256 0.05 Q V . . . .

9.050 0.0256 0.05 Q V . . . .

9.067 0.0257 0.05 Q V . . . .

9.083 0.0258 0.05 Q V . . . .

9.100 0.0258 0.05 Q V . . . .

9.117 0.0259 0.05 Q V . . . .

9.133 0.0259 0.05 Q V . . . .

9.150 0.0260 0.05 Q V . . . .

9.167 0.0261 0.05 Q V . . . .

9.183 0.0261 0.05 Q V . . . .

9.200 0.0262 0.05 Q V . . . .

9.217 0.0263 0.05 Q V . . . .

9.233 0.0263 0.05 Q V . . . .

9.250 0.0264 0.05 Q V . . . .

9.267 0.0265 0.05 Q V . . . .

9.283 0.0265 0.05 Q V . . . .

9.300 0.0266 0.05 Q V . . . .

9.317 0.0267 0.05 Q V . . . .

9.333 0.0267 0.05 Q V . . . .

9.350 0.0268 0.05 Q V . . . .

9.367 0.0268 0.05 Q V . . . .

9.383 0.0269 0.05 Q V . . . .

9.400 0.0270 0.05 Q V . . . .

9.417 0.0270 0.05 Q V . . . .

9.433 0.0271 0.05 Q V . . . .

9.450 0.0272 0.05 Q V . . . .

9.467 0.0272 0.05 Q V . . . .

9.483 0.0273 0.05 Q V . . . .

9.500 0.0274 0.05 Q V . . . .

9.517 0.0274 0.05 Q V . . . .

9.533 0.0275 0.05 Q V . . . .

9.550 0.0276 0.05 Q V . . . .

9.567 0.0276 0.05 Q V . . . .

9.583 0.0277 0.05 Q V . . . .

9.600 0.0278 0.05 Q V . . . .

9.617 0.0278 0.05 Q V . . . .

9.633 0.0279 0.05 Q V . . . .

9.650 0.0280 0.05 Q V . . . .

9.667 0.0280 0.05 Q V . . . .

9.683 0.0281 0.05 Q V . . . .

9.700 0.0282 0.05 Q V . . . .

9.717 0.0282 0.05 Q V . . . .

9.733 0.0283 0.05 Q V . . . .

9.750 0.0284 0.05 Q V . . . .

9.767 0.0284 0.05 Q V . . . .

9.783 0.0285 0.05 Q V . . . .

9.800 0.0286 0.05 Q V . . . .

9.817 0.0286 0.05 Q V . . . .

9.833 0.0287 0.05 Q V . . . .

9.850 0.0288 0.05 Q V . . . .

9.867 0.0288 0.05 Q V . . . .

9.883 0.0289 0.05 Q V . . . .

9.900 0.0290 0.05 Q V . . . .

9.917 0.0290 0.05 Q V . . . .

9.933 0.0291 0.05 Q V . . . .

9.950 0.0292 0.05 Q V . . . .

9.967 0.0292 0.05 Q V . . . .

9.983 0.0293 0.05 Q V . . . .

10.000 0.0294 0.05 Q V . . . .

10.017 0.0295 0.05 Q V . . . .

10.033 0.0295 0.05 Q V . . . .

10.050 0.0296 0.05 Q V . . . .

10.067 0.0297 0.05 Q V . . . .

10.083 0.0297 0.05 Q V . . . .

10.100 0.0298 0.05 Q V . . . .

10.117 0.0299 0.05 Q V . . . .

10.133 0.0299 0.05 Q V . . . .

10.150 0.0300 0.05 Q V . . . .

10.167 0.0301 0.05 Q V . . . .

10.183 0.0302 0.05 Q V . . . .

10.200 0.0302 0.05 Q V . . . .

10.217 0.0303 0.05 Q V . . . .

10.233 0.0304 0.05 Q V . . . .

10.250 0.0304 0.05 Q V . . . .

10.267 0.0305 0.05 Q V . . . .

10.283 0.0306 0.05 Q V . . . .

10.300 0.0306 0.05 Q V . . . .

10.317 0.0307 0.05 Q V . . . .

10.333 0.0308 0.05 Q V . . . .

10.350 0.0309 0.05 Q V . . . .

10.367 0.0309 0.05 Q V . . . .

10.383 0.0310 0.05 Q V . . . .

10.400 0.0311 0.05 Q V . . . .

10.417 0.0311 0.05 Q V . . . .

10.433 0.0312 0.05 Q V . . . .

10.450 0.0313 0.05 Q V . . . .

10.467 0.0314 0.05 Q V . . . .

10.483 0.0314 0.05 Q V . . . .

10.500 0.0315 0.05 Q V . . . .

10.517 0.0316 0.05 Q V . . . .

10.533 0.0317 0.05 Q V . . . .

10.550 0.0317 0.05 Q V . . . .

10.567 0.0318 0.05 Q V . . . .

10.583 0.0319 0.05 Q V . . . .

10.600 0.0319 0.05 Q V . . . .

10.617 0.0320 0.05 Q V . . . .

10.633 0.0321 0.05 Q V . . . .

10.650 0.0322 0.05 Q V . . . .

10.667 0.0322 0.05 Q V . . . .

10.683 0.0323 0.05 Q V . . . .

10.700 0.0324 0.05 Q V . . . .

10.717 0.0325 0.05 Q V . . . .

10.733 0.0325 0.05 Q V . . . .

10.750 0.0326 0.05 Q V . . . .

10.767 0.0327 0.05 Q V . . . .

10.783 0.0328 0.05 Q V . . . .

10.800 0.0328 0.05 Q V . . . .

10.817 0.0329 0.05 Q V . . . .

10.833 0.0330 0.05 Q V . . . .

10.850 0.0331 0.05 Q V . . . .

10.867 0.0331 0.06 Q V . . . .

10.883 0.0332 0.06 Q V . . . .

10.900 0.0333 0.06 Q V . . . .

10.917 0.0334 0.06 Q V . . . .

10.933 0.0334 0.06 Q V . . . .

10.950 0.0335 0.06 Q V . . . .

10.967 0.0336 0.06 Q V . . . .

10.983 0.0337 0.06 Q V . . . .

11.000 0.0338 0.06 Q V . . . .

11.017 0.0338 0.06 Q V . . . .

11.033 0.0339 0.06 Q V . . . .

11.050 0.0340 0.06 Q V . . . .

11.067 0.0341 0.06 Q V . . . .

11.083 0.0341 0.06 Q V . . . .

11.100 0.0342 0.06 Q V . . . .

11.117 0.0343 0.06 Q V . . . .

11.133 0.0344 0.06 Q V . . . .

11.150 0.0345 0.06 Q V . . . .

11.167 0.0345 0.06 Q V . . . .

11.183 0.0346 0.06 Q V . . . .

11.200 0.0347 0.06 Q V . . . .

11.217 0.0348 0.06 Q V . . . .

11.233 0.0348 0.06 Q V . . . .

11.250 0.0349 0.06 Q V . . . .

11.267 0.0350 0.06 Q V . . . .

11.283 0.0351 0.06 Q V . . . .

11.300 0.0352 0.06 Q V . . . .

11.317 0.0352 0.06 Q V . . . .

11.333 0.0353 0.06 Q V . . . .

11.350 0.0354 0.06 Q V . . . .

11.367 0.0355 0.06 Q V . . . .

11.383 0.0356 0.06 Q V . . . .

11.400 0.0356 0.06 Q V . . . .

11.417 0.0357 0.06 Q V . . . .

11.433 0.0358 0.06 Q V . . . .

11.450 0.0359 0.06 Q V . . . .

11.467 0.0360 0.06 Q V . . . .

11.483 0.0361 0.06 Q V . . . .

11.500 0.0361 0.06 Q V . . . .

11.517 0.0362 0.06 Q V . . . .

11.533 0.0363 0.06 Q V . . . .

11.550 0.0364 0.06 Q V . . . .

11.567 0.0365 0.06 .Q V . . . .

11.583 0.0366 0.06 .Q V . . . .

11.600 0.0366 0.06 .Q V . . . .

11.617 0.0367 0.06 .Q V . . . .

11.633 0.0368 0.06 .Q V . . . .

11.650 0.0369 0.06 .Q V . . . .

11.667 0.0370 0.06 .Q V . . . .

11.683 0.0371 0.06 .Q V . . . .

11.700 0.0371 0.06 .Q V . . . .

11.717 0.0372 0.06 .Q V . . . .

11.733 0.0373 0.06 .Q V . . . .

11.750 0.0374 0.06 .Q V . . . .

11.767 0.0375 0.06 .Q V . . . .

11.783 0.0376 0.06 .Q V . . . .

11.800 0.0376 0.06 .Q V . . . .

11.817 0.0377 0.06 .Q V . . . .

11.833 0.0378 0.06 .Q V . . . .

11.850 0.0379 0.06 .Q V . . . .

11.867 0.0380 0.06 .Q V . . . .

11.883 0.0381 0.06 .Q V . . . .

11.900 0.0382 0.06 .Q V . . . .

11.917 0.0383 0.06 .Q V. . . .

11.933 0.0383 0.06 .Q V. . . .

11.950 0.0384 0.06 .Q V. . . .

11.967 0.0385 0.06 .Q V. . . .

11.983 0.0386 0.06 .Q V. . . .

12.000 0.0387 0.06 .Q V. . . .

12.017 0.0388 0.06 .Q V. . . .

12.033 0.0389 0.06 .Q V. . . .

12.050 0.0390 0.06 .Q V. . . .

12.067 0.0390 0.07 .Q V. . . .

12.083 0.0391 0.07 .Q V. . . .

12.100 0.0392 0.07 .Q V. . . .

12.117 0.0393 0.07 .Q V. . . .

12.133 0.0394 0.07 .Q V. . . .

12.150 0.0395 0.07 .Q V. . . .

12.167 0.0396 0.07 .Q V. . . .

12.183 0.0397 0.08 .Q V. . . .

12.200 0.0398 0.08 .Q V. . . .

12.217 0.0400 0.08 .Q V. . . .

12.233 0.0401 0.08 .Q V. . . .

12.250 0.0402 0.08 .Q V. . . .

12.267 0.0403 0.08 .Q V. . . .

12.283 0.0404 0.08 .Q V. . . .

12.300 0.0405 0.08 .Q V. . . .

12.317 0.0406 0.08 .Q V. . . .

12.333 0.0407 0.08 .Q V. . . .

12.350 0.0408 0.08 .Q V. . . .

12.367 0.0410 0.08 .Q V. . . .

12.383 0.0411 0.08 .Q V. . . .

12.400 0.0412 0.08 .Q V. . . .

12.417 0.0413 0.08 .Q V. . . .

12.433 0.0414 0.08 .Q V. . . .

12.450 0.0415 0.08 .Q V. . . .

12.467 0.0416 0.08 .Q V. . . .

12.483 0.0418 0.08 .Q V. . . .

12.500 0.0419 0.08 .Q V. . . .

12.517 0.0420 0.08 .Q V. . . .

12.533 0.0421 0.08 .Q V. . . .

12.550 0.0422 0.08 .Q V. . . .

12.567 0.0423 0.08 .Q V. . . .

12.583 0.0425 0.08 .Q V. . . .

12.600 0.0426 0.09 .Q V . . .

12.617 0.0427 0.09 .Q V . . .

12.633 0.0428 0.09 .Q V . . .

12.650 0.0429 0.09 .Q V . . .

12.667 0.0430 0.09 .Q V . . .

12.683 0.0432 0.09 .Q V . . .

12.700 0.0433 0.09 .Q V . . .

12.717 0.0434 0.09 .Q V . . .

12.733 0.0435 0.09 .Q V . . .

12.750 0.0436 0.09 .Q V . . .

12.767 0.0438 0.09 .Q V . . .

12.783 0.0439 0.09 .Q V . . .

12.800 0.0440 0.09 .Q V . . .

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20.000 0.1581 0.04 Q . . . V .

20.017 0.1582 0.04 Q . . . V .

20.033 0.1582 0.04 Q . . . V .

20.050 0.1583 0.04 Q . . . V .

20.067 0.1584 0.04 Q . . . V .

20.083 0.1584 0.04 Q . . . V .

20.100 0.1585 0.04 Q . . . V .

20.117 0.1585 0.04 Q . . . V .

20.133 0.1586 0.04 Q . . . V .

20.150 0.1587 0.04 Q . . . V .

20.167 0.1587 0.04 Q . . . V .

20.183 0.1588 0.04 Q . . . V .

20.200 0.1588 0.04 Q . . . V .

20.217 0.1589 0.04 Q . . . V .

20.233 0.1590 0.04 Q . . . V .

20.250 0.1590 0.04 Q . . . V .

20.267 0.1591 0.04 Q . . . V .

20.283 0.1591 0.04 Q . . . V .

20.300 0.1592 0.04 Q . . . V .

20.317 0.1592 0.04 Q . . . V .

20.333 0.1593 0.04 Q . . . V .

20.350 0.1594 0.04 Q . . . V .

20.367 0.1594 0.04 Q . . . V .

20.383 0.1595 0.04 Q . . . V .

20.400 0.1595 0.04 Q . . . V .

20.417 0.1596 0.04 Q . . . V .

20.433 0.1596 0.04 Q . . . V .

20.450 0.1597 0.04 Q . . . V .

20.467 0.1597 0.04 Q . . . V .

20.483 0.1598 0.04 Q . . . V .

20.500 0.1599 0.04 Q . . . V .

20.517 0.1599 0.04 Q . . . V .

20.533 0.1600 0.04 Q . . . V .

20.550 0.1600 0.04 Q . . . V .

20.567 0.1601 0.04 Q . . . V .

20.583 0.1601 0.04 Q . . . V .

20.600 0.1602 0.04 Q . . . V .

20.617 0.1602 0.04 Q . . . V .

20.633 0.1603 0.04 Q . . . V .

20.650 0.1604 0.04 Q . . . V .

20.667 0.1604 0.04 Q . . . V .

20.683 0.1605 0.04 Q . . . V .

20.700 0.1605 0.04 Q . . . V .

20.717 0.1606 0.04 Q . . . V .

20.733 0.1606 0.04 Q . . . V .

20.750 0.1607 0.04 Q . . . V .

20.767 0.1607 0.04 Q . . . V .

20.783 0.1608 0.04 Q . . . V .

20.800 0.1608 0.04 Q . . . V .

20.817 0.1609 0.04 Q . . . V .

20.833 0.1609 0.04 Q . . . V .

20.850 0.1610 0.04 Q . . . V .

20.867 0.1610 0.04 Q . . . V .

20.883 0.1611 0.04 Q . . . V .

20.900 0.1612 0.04 Q . . . V .

20.917 0.1612 0.04 Q . . . V .

20.933 0.1613 0.04 Q . . . V .

20.950 0.1613 0.04 Q . . . V .

20.967 0.1614 0.04 Q . . . V .

20.983 0.1614 0.04 Q . . . V .

21.000 0.1615 0.04 Q . . . V .

21.017 0.1615 0.04 Q . . . V .

21.033 0.1616 0.04 Q . . . V .

21.050 0.1616 0.04 Q . . . V .

21.067 0.1617 0.04 Q . . . V .

21.083 0.1617 0.04 Q . . . V .

21.100 0.1618 0.04 Q . . . V .

21.117 0.1618 0.04 Q . . . V .

21.133 0.1619 0.04 Q . . . V .

21.150 0.1619 0.04 Q . . . V .

21.167 0.1620 0.04 Q . . . V .

21.183 0.1620 0.04 Q . . . V .

21.200 0.1621 0.04 Q . . . V .

21.217 0.1621 0.04 Q . . . V .

21.233 0.1622 0.04 Q . . . V .

21.250 0.1622 0.04 Q . . . V .

21.267 0.1623 0.04 Q . . . V .

21.283 0.1623 0.04 Q . . . V .

21.300 0.1624 0.04 Q . . . V .

21.317 0.1624 0.04 Q . . . V .

21.333 0.1625 0.04 Q . . . V .

21.350 0.1625 0.04 Q . . . V .

21.367 0.1626 0.04 Q . . . V .

21.383 0.1626 0.04 Q . . . V .

21.400 0.1627 0.04 Q . . . V .

21.417 0.1627 0.04 Q . . . V .

21.433 0.1628 0.04 Q . . . V .

21.450 0.1628 0.04 Q . . . V .

21.467 0.1629 0.04 Q . . . V .

21.483 0.1629 0.04 Q . . . V .

21.500 0.1630 0.04 Q . . . V .

21.517 0.1630 0.04 Q . . . V .

21.533 0.1631 0.04 Q . . . V .

21.550 0.1631 0.04 Q . . . V .

21.567 0.1632 0.04 Q . . . V .

21.583 0.1632 0.04 Q . . . V .

21.600 0.1633 0.04 Q . . . V .

21.617 0.1633 0.03 Q . . . V .

21.633 0.1634 0.03 Q . . . V .

21.650 0.1634 0.03 Q . . . V .

21.667 0.1635 0.03 Q . . . V .

21.683 0.1635 0.03 Q . . . V .

21.700 0.1636 0.03 Q . . . V .

21.717 0.1636 0.03 Q . . . V .

21.733 0.1636 0.03 Q . . . V .

21.750 0.1637 0.03 Q . . . V .

21.767 0.1637 0.03 Q . . . V .

21.783 0.1638 0.03 Q . . . V .

21.800 0.1638 0.03 Q . . . V .

21.817 0.1639 0.03 Q . . . V .

21.833 0.1639 0.03 Q . . . V .

21.850 0.1640 0.03 Q . . . V .

21.867 0.1640 0.03 Q . . . V .

21.883 0.1641 0.03 Q . . . V .

21.900 0.1641 0.03 Q . . . V .

21.917 0.1642 0.03 Q . . . V .

21.933 0.1642 0.03 Q . . . V .

21.950 0.1643 0.03 Q . . . V .

21.967 0.1643 0.03 Q . . . V .

21.983 0.1643 0.03 Q . . . V .

22.000 0.1644 0.03 Q . . . V .

22.017 0.1644 0.03 Q . . . V .

22.033 0.1645 0.03 Q . . . V .

22.050 0.1645 0.03 Q . . . V .

22.067 0.1646 0.03 Q . . . V .

22.083 0.1646 0.03 Q . . . V .

22.100 0.1647 0.03 Q . . . V .

22.117 0.1647 0.03 Q . . . V .

22.133 0.1648 0.03 Q . . . V .

22.150 0.1648 0.03 Q . . . V .

22.167 0.1649 0.03 Q . . . V .

22.183 0.1649 0.03 Q . . . V .

22.200 0.1649 0.03 Q . . . V .

22.217 0.1650 0.03 Q . . . V .

22.233 0.1650 0.03 Q . . . V .

22.250 0.1651 0.03 Q . . . V .

22.267 0.1651 0.03 Q . . . V .

22.283 0.1652 0.03 Q . . . V .

22.300 0.1652 0.03 Q . . . V .

22.317 0.1653 0.03 Q . . . V .

22.333 0.1653 0.03 Q . . . V .

22.350 0.1653 0.03 Q . . . V .

22.367 0.1654 0.03 Q . . . V .

22.383 0.1654 0.03 Q . . . V .

22.400 0.1655 0.03 Q . . . V .

22.417 0.1655 0.03 Q . . . V .

22.433 0.1656 0.03 Q . . . V .

22.450 0.1656 0.03 Q . . . V.

22.467 0.1657 0.03 Q . . . V.

22.483 0.1657 0.03 Q . . . V.

22.500 0.1657 0.03 Q . . . V.

22.517 0.1658 0.03 Q . . . V.

22.533 0.1658 0.03 Q . . . V.

22.550 0.1659 0.03 Q . . . V.

22.567 0.1659 0.03 Q . . . V.

22.583 0.1660 0.03 Q . . . V.

22.600 0.1660 0.03 Q . . . V.

22.617 0.1660 0.03 Q . . . V.

22.633 0.1661 0.03 Q . . . V.

22.650 0.1661 0.03 Q . . . V.

22.667 0.1662 0.03 Q . . . V.

22.683 0.1662 0.03 Q . . . V.

22.700 0.1663 0.03 Q . . . V.

22.717 0.1663 0.03 Q . . . V.

22.733 0.1663 0.03 Q . . . V.

22.750 0.1664 0.03 Q . . . V.

22.767 0.1664 0.03 Q . . . V.

22.783 0.1665 0.03 Q . . . V.

22.800 0.1665 0.03 Q . . . V.

22.817 0.1666 0.03 Q . . . V.

22.833 0.1666 0.03 Q . . . V.

22.850 0.1666 0.03 Q . . . V.

22.867 0.1667 0.03 Q . . . V.

22.883 0.1667 0.03 Q . . . V.

22.900 0.1668 0.03 Q . . . V.

22.917 0.1668 0.03 Q . . . V.

22.933 0.1669 0.03 Q . . . V.

22.950 0.1669 0.03 Q . . . V.

22.967 0.1669 0.03 Q . . . V.

22.983 0.1670 0.03 Q . . . V.

23.000 0.1670 0.03 Q . . . V.

23.017 0.1671 0.03 Q . . . V.

23.033 0.1671 0.03 Q . . . V.

23.050 0.1672 0.03 Q . . . V.

23.067 0.1672 0.03 Q . . . V.

23.083 0.1672 0.03 Q . . . V.

23.100 0.1673 0.03 Q . . . V.

23.117 0.1673 0.03 Q . . . V.

23.133 0.1674 0.03 Q . . . V.

23.150 0.1674 0.03 Q . . . V.

23.167 0.1674 0.03 Q . . . V.

23.183 0.1675 0.03 Q . . . V.

23.200 0.1675 0.03 Q . . . V.

23.217 0.1676 0.03 Q . . . V.

23.233 0.1676 0.03 Q . . . V.

23.250 0.1676 0.03 Q . . . V.

23.267 0.1677 0.03 Q . . . V.

23.283 0.1677 0.03 Q . . . V.

23.300 0.1678 0.03 Q . . . V.

23.317 0.1678 0.03 Q . . . V.

23.333 0.1678 0.03 Q . . . V.

23.350 0.1679 0.03 Q . . . V.

23.367 0.1679 0.03 Q . . . V.

23.383 0.1680 0.03 Q . . . V.

23.400 0.1680 0.03 Q . . . V.

23.417 0.1681 0.03 Q . . . V.

23.433 0.1681 0.03 Q . . . V.

23.450 0.1681 0.03 Q . . . V.

23.467 0.1682 0.03 Q . . . V.

23.483 0.1682 0.03 Q . . . V.

23.500 0.1683 0.03 Q . . . V.

23.517 0.1683 0.03 Q . . . V.

23.533 0.1683 0.03 Q . . . V.

23.550 0.1684 0.03 Q . . . V.

23.567 0.1684 0.03 Q . . . V.

23.583 0.1685 0.03 Q . . . V.

23.600 0.1685 0.03 Q . . . V.

23.617 0.1685 0.03 Q . . . V.

23.633 0.1686 0.03 Q . . . V.

23.650 0.1686 0.03 Q . . . V.

23.667 0.1686 0.03 Q . . . V.

23.683 0.1687 0.03 Q . . . V.

23.700 0.1687 0.03 Q . . . V.

23.717 0.1688 0.03 Q . . . V.

23.733 0.1688 0.03 Q . . . V.

23.750 0.1688 0.03 Q . . . V.

23.767 0.1689 0.03 Q . . . V.

23.783 0.1689 0.03 Q . . . V.

23.800 0.1690 0.03 Q . . . V.

23.817 0.1690 0.03 Q . . . V.

23.833 0.1690 0.03 Q . . . V.

23.850 0.1691 0.03 Q . . . V.

23.867 0.1691 0.03 Q . . . V.

23.883 0.1692 0.03 Q . . . V.

23.900 0.1692 0.03 Q . . . V.

23.917 0.1692 0.03 Q . . . V.

23.933 0.1693 0.03 Q . . . V.

23.950 0.1693 0.03 Q . . . V.

23.967 0.1693 0.03 Q . . . V.

23.983 0.1694 0.03 Q . . . V.

24.000 0.1694 0.03 Q . . . V.

24.017 0.1695 0.03 Q . . . V.

24.033 0.1695 0.03 Q . . . V.

24.050 0.1695 0.03 Q . . . V.

24.067 0.1696 0.03 Q . . . V.

24.083 0.1696 0.03 Q . . . V.

24.100 0.1697 0.03 Q . . . V.

24.117 0.1697 0.03 Q . . . V.

24.133 0.1697 0.02 Q . . . V.

24.150 0.1697 0.02 Q . . . V.

24.167 0.1698 0.02 Q . . . V.

24.183 0.1698 0.01 Q . . . V.

24.200 0.1698 0.01 Q . . . V.

24.217 0.1698 0.01 Q . . . V.
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1453.0
10% 245.0
20% 145.0
30% 95.0
40% 80.0
50% 70.0
60% 55.0
70% 40.0
80% 25.0
90% 15.0
============================================================================ END OF FLOODSCx ROUTING ANALYSIS
____________________________________________________________________________ ****************************************************************************

F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF ORANGE(1986)
(c) Copyright 1989-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

Huitt-Zollars, Inc.
2603 Main Street, Suite 400
Irvine, CA. 92614
949-988-5815
************************** DESCRIPTION OF STUDY ************************** * GREAT SCOTT *
* 2 YR STORM PROP - NO DET. SYSTEM *
* CGULLIXSON REV HHTUN *
************************************************************************** FILE NAME: GSFR2.DAT
TIME/DATE OF STUDY: 09:32 08/23/2023
The Small Area Unit Hydrograph Procedures in Section J
of the Hydrology Manual provides estimates of runoff
hydrograph and runoff volume for watersheds whose time of concentration is less than 25 minutes. The PROGRAM User should check the applicability of using the small area unit hydrograph procedures, and follow the guidelines in
Sections J and K.5 in complex watershed modeling.
**************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 1.2 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (SMALL AREA UNIT-HYDROGRAPH ANALYSIS) <<<<< ============================================================================ (SMALL AREA UNIT-HYDROGRAPH ADDED TO STREAM #1)
RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90
TOTAL CATCHMENT AREA(ACRES) = 2.00
SOIL-LOSS RATE, Fm,(INCH/HR) = 0.184
LOW LOSS FRACTION = 0.612
TIME OF CONCENTRATION(MIN.) = 8.80

SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED:

RETURN FREQUENCY(YEARS) = 2
5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.19
30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.40
1-HOUR POINT RAINFALL VALUE(INCHES) = 0.53
3-HOUR POINT RAINFALL VALUE(INCHES) = 0.89
6-HOUR POINT RAINFALL VALUE(INCHES) = 1.22
24-HOUR POINT RAINFALL VALUE(INCHES) = 2.05
---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.14
TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.20
----------------------------------------------------------------------------

============================================================================ 2 4 - 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 ONE-MINUTE UNIT INTERVALS(CFS)
(Notes: Time indicated is at END of Each Unit Intervals.

Peak 5-minute rainfall intensity is modeled as
a constant value for entire 5-minute period.)
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 0.7 1.3 2.0 2.6
----------------------------------------------------------------------------

0.017 0.0000 0.00 Q . . . .

0.033 0.0000 0.00 Q . . . .

0.050 0.0000 0.01 Q . . . .

0.067 0.0000 0.01 Q . . . .

0.083 0.0000 0.01 Q . . . .

0.100 0.0001 0.01 Q . . . .

0.117 0.0001 0.02 Q . . . .

0.133 0.0001 0.02 Q . . . .

0.150 0.0001 0.02 Q . . . .

0.167 0.0002 0.02 Q . . . .

0.183 0.0002 0.02 Q . . . .

0.200 0.0002 0.02 Q . . . .

0.217 0.0003 0.02 Q . . . .

0.233 0.0003 0.02 Q . . . .

0.250 0.0003 0.02 Q . . . .

0.267 0.0003 0.02 Q . . . .

0.283 0.0004 0.02 Q . . . .

0.300 0.0004 0.02 Q . . . .

0.317 0.0004 0.02 Q . . . .

0.333 0.0005 0.02 Q . . . .

0.350 0.0005 0.02 Q . . . .

0.367 0.0005 0.02 Q . . . .

0.383 0.0006 0.02 Q . . . .

0.400 0.0006 0.02 Q . . . .

0.417 0.0006 0.02 Q . . . .

0.433 0.0007 0.02 Q . . . .

0.450 0.0007 0.02 Q . . . .

0.467 0.0007 0.02 Q . . . .

0.483 0.0007 0.02 Q . . . .

0.500 0.0008 0.02 Q . . . .

0.517 0.0008 0.02 Q . . . .

0.533 0.0008 0.02 Q . . . .

0.550 0.0009 0.02 Q . . . .

0.567 0.0009 0.02 Q . . . .

0.583 0.0009 0.02 Q . . . .

0.600 0.0010 0.02 Q . . . .

0.617 0.0010 0.02 Q . . . .

0.633 0.0010 0.02 Q . . . .

0.650 0.0011 0.02 Q . . . .

0.667 0.0011 0.02 Q . . . .

0.683 0.0011 0.02 Q . . . .

0.700 0.0012 0.02 Q . . . .

0.717 0.0012 0.02 Q . . . .

0.733 0.0012 0.02 Q . . . .

0.750 0.0013 0.02 Q . . . .

0.767 0.0013 0.02 Q . . . .

0.783 0.0013 0.02 Q . . . .

0.800 0.0013 0.02 Q . . . .

0.817 0.0014 0.02 Q . . . .

0.833 0.0014 0.02 Q . . . .

0.850 0.0014 0.02 Q . . . .

0.867 0.0015 0.02 Q . . . .

0.883 0.0015 0.02 Q . . . .

0.900 0.0015 0.02 Q . . . .

0.917 0.0016 0.02 Q . . . .

0.933 0.0016 0.02 Q . . . .

0.950 0.0016 0.02 Q . . . .

0.967 0.0017 0.02 Q . . . .

0.983 0.0017 0.02 Q . . . .

1.000 0.0017 0.02 Q . . . .

1.017 0.0018 0.02 Q . . . .

1.033 0.0018 0.02 Q . . . .

1.050 0.0018 0.02 Q . . . .

1.067 0.0019 0.02 Q . . . .

1.083 0.0019 0.02 Q . . . .

1.100 0.0019 0.02 Q . . . .

1.117 0.0020 0.02 Q . . . .

1.133 0.0020 0.02 Q . . . .

1.150 0.0020 0.02 Q . . . .

1.167 0.0020 0.02 Q . . . .

1.183 0.0021 0.02 Q . . . .

1.200 0.0021 0.02 Q . . . .

1.217 0.0021 0.02 Q . . . .

1.233 0.0022 0.02 Q . . . .

1.250 0.0022 0.02 Q . . . .

1.267 0.0022 0.02 Q . . . .

1.283 0.0023 0.02 Q . . . .

1.300 0.0023 0.02 Q . . . .

1.317 0.0023 0.02 Q . . . .

1.333 0.0024 0.02 Q . . . .

1.350 0.0024 0.02 Q . . . .

1.367 0.0024 0.02 Q . . . .

1.383 0.0025 0.02 Q . . . .

1.400 0.0025 0.02 Q . . . .

1.417 0.0025 0.02 Q . . . .

1.433 0.0026 0.02 Q . . . .

1.450 0.0026 0.02 Q . . . .

1.467 0.0026 0.02 Q . . . .

1.483 0.0027 0.02 Q . . . .

1.500 0.0027 0.02 Q . . . .

1.517 0.0027 0.02 Q . . . .

1.533 0.0028 0.02 Q . . . .

1.550 0.0028 0.02 Q . . . .

1.567 0.0028 0.02 Q . . . .

1.583 0.0029 0.02 Q . . . .

1.600 0.0029 0.02 Q . . . .

1.617 0.0029 0.02 Q . . . .

1.633 0.0030 0.02 Q . . . .

1.650 0.0030 0.02 Q . . . .

1.667 0.0030 0.02 Q . . . .

1.683 0.0031 0.02 Q . . . .

1.700 0.0031 0.02 Q . . . .

1.717 0.0031 0.02 Q . . . .

1.733 0.0032 0.02 Q . . . .

1.750 0.0032 0.02 Q . . . .

1.767 0.0032 0.02 Q . . . .

1.783 0.0032 0.02 Q . . . .

1.800 0.0033 0.02 Q . . . .

1.817 0.0033 0.02 Q . . . .

1.833 0.0033 0.02 Q . . . .

1.850 0.0034 0.02 Q . . . .

1.867 0.0034 0.02 Q . . . .

1.883 0.0034 0.02 Q . . . .

1.900 0.0035 0.02 Q . . . .

1.917 0.0035 0.02 Q . . . .

1.933 0.0035 0.02 QV . . . .

1.950 0.0036 0.02 QV . . . .

1.967 0.0036 0.02 QV . . . .

1.983 0.0036 0.02 QV . . . .

2.000 0.0037 0.02 QV . . . .

2.017 0.0037 0.02 QV . . . .

2.033 0.0037 0.02 QV . . . .

2.050 0.0038 0.02 QV . . . .

2.067 0.0038 0.02 QV . . . .

2.083 0.0038 0.02 QV . . . .

2.100 0.0039 0.02 QV . . . .

2.117 0.0039 0.02 QV . . . .

2.133 0.0039 0.02 QV . . . .

2.150 0.0040 0.02 QV . . . .

2.167 0.0040 0.02 QV . . . .

2.183 0.0040 0.02 QV . . . .

2.200 0.0041 0.02 QV . . . .

2.217 0.0041 0.02 QV . . . .

2.233 0.0041 0.02 QV . . . .

2.250 0.0042 0.02 QV . . . .

2.267 0.0042 0.02 QV . . . .

2.283 0.0042 0.02 QV . . . .

2.300 0.0043 0.02 QV . . . .

2.317 0.0043 0.02 QV . . . .

2.333 0.0044 0.02 QV . . . .

2.350 0.0044 0.02 QV . . . .

2.367 0.0044 0.02 QV . . . .

2.383 0.0045 0.02 QV . . . .

2.400 0.0045 0.02 QV . . . .

2.417 0.0045 0.02 QV . . . .

2.433 0.0046 0.02 QV . . . .

2.450 0.0046 0.02 QV . . . .

2.467 0.0046 0.02 QV . . . .

2.483 0.0047 0.02 QV . . . .

2.500 0.0047 0.02 QV . . . .

2.517 0.0047 0.02 QV . . . .

2.533 0.0048 0.02 QV . . . .

2.550 0.0048 0.02 QV . . . .

2.567 0.0048 0.02 QV . . . .

2.583 0.0049 0.02 QV . . . .

2.600 0.0049 0.02 QV . . . .

2.617 0.0049 0.02 QV . . . .

2.633 0.0050 0.02 QV . . . .

2.650 0.0050 0.02 QV . . . .

2.667 0.0050 0.02 QV . . . .

2.683 0.0051 0.02 QV . . . .

2.700 0.0051 0.02 QV . . . .

2.717 0.0051 0.02 QV . . . .

2.733 0.0052 0.02 QV . . . .

2.750 0.0052 0.02 QV . . . .

2.767 0.0052 0.02 QV . . . .

2.783 0.0053 0.02 QV . . . .

2.800 0.0053 0.03 QV . . . .

2.817 0.0053 0.03 QV . . . .

2.833 0.0054 0.03 QV . . . .

2.850 0.0054 0.03 QV . . . .

2.867 0.0054 0.03 QV . . . .

2.883 0.0055 0.03 QV . . . .

2.900 0.0055 0.03 QV . . . .

2.917 0.0055 0.03 QV . . . .

2.933 0.0056 0.03 QV . . . .

2.950 0.0056 0.03 QV . . . .

2.967 0.0057 0.03 QV . . . .

2.983 0.0057 0.03 QV . . . .

3.000 0.0057 0.03 QV . . . .

3.017 0.0058 0.03 QV . . . .

3.033 0.0058 0.03 QV . . . .

3.050 0.0058 0.03 QV . . . .

3.067 0.0059 0.03 QV . . . .

3.083 0.0059 0.03 QV . . . .

3.100 0.0059 0.03 QV . . . .

3.117 0.0060 0.03 QV . . . .

3.133 0.0060 0.03 QV . . . .

3.150 0.0060 0.03 QV . . . .

3.167 0.0061 0.03 QV . . . .

3.183 0.0061 0.03 QV . . . .

3.200 0.0061 0.03 QV . . . .

3.217 0.0062 0.03 QV . . . .

3.233 0.0062 0.03 QV . . . .

3.250 0.0062 0.03 QV . . . .

3.267 0.0063 0.03 QV . . . .

3.283 0.0063 0.03 QV . . . .

3.300 0.0064 0.03 QV . . . .

3.317 0.0064 0.03 QV . . . .

3.333 0.0064 0.03 QV . . . .

3.350 0.0065 0.03 QV . . . .

3.367 0.0065 0.03 QV . . . .

3.383 0.0065 0.03 QV . . . .

3.400 0.0066 0.03 QV . . . .

3.417 0.0066 0.03 QV . . . .

3.433 0.0066 0.03 QV . . . .

3.450 0.0067 0.03 QV . . . .

3.467 0.0067 0.03 QV . . . .

3.483 0.0067 0.03 QV . . . .

3.500 0.0068 0.03 QV . . . .

3.517 0.0068 0.03 QV . . . .

3.533 0.0069 0.03 QV . . . .

3.550 0.0069 0.03 QV . . . .

3.567 0.0069 0.03 QV . . . .

3.583 0.0070 0.03 QV . . . .

3.600 0.0070 0.03 QV . . . .

3.617 0.0070 0.03 QV . . . .

3.633 0.0071 0.03 QV . . . .

3.650 0.0071 0.03 Q V . . . .

3.667 0.0071 0.03 Q V . . . .

3.683 0.0072 0.03 Q V . . . .

3.700 0.0072 0.03 Q V . . . .

3.717 0.0072 0.03 Q V . . . .

3.733 0.0073 0.03 Q V . . . .

3.750 0.0073 0.03 Q V . . . .

3.767 0.0074 0.03 Q V . . . .

3.783 0.0074 0.03 Q V . . . .

3.800 0.0074 0.03 Q V . . . .

3.817 0.0075 0.03 Q V . . . .

3.833 0.0075 0.03 Q V . . . .

3.850 0.0075 0.03 Q V . . . .

3.867 0.0076 0.03 Q V . . . .

3.883 0.0076 0.03 Q V . . . .

3.900 0.0076 0.03 Q V . . . .

3.917 0.0077 0.03 Q V . . . .

3.933 0.0077 0.03 Q V . . . .

3.950 0.0078 0.03 Q V . . . .

3.967 0.0078 0.03 Q V . . . .

3.983 0.0078 0.03 Q V . . . .

4.000 0.0079 0.03 Q V . . . .

4.017 0.0079 0.03 Q V . . . .

4.033 0.0079 0.03 Q V . . . .

4.050 0.0080 0.03 Q V . . . .

4.067 0.0080 0.03 Q V . . . .

4.083 0.0080 0.03 Q V . . . .

4.100 0.0081 0.03 Q V . . . .

4.117 0.0081 0.03 Q V . . . .

4.133 0.0082 0.03 Q V . . . .

4.150 0.0082 0.03 Q V . . . .

4.167 0.0082 0.03 Q V . . . .

4.183 0.0083 0.03 Q V . . . .

4.200 0.0083 0.03 Q V . . . .

4.217 0.0083 0.03 Q V . . . .

4.233 0.0084 0.03 Q V . . . .

4.250 0.0084 0.03 Q V . . . .

4.267 0.0085 0.03 Q V . . . .

4.283 0.0085 0.03 Q V . . . .

4.300 0.0085 0.03 Q V . . . .

4.317 0.0086 0.03 Q V . . . .

4.333 0.0086 0.03 Q V . . . .

4.350 0.0086 0.03 Q V . . . .

4.367 0.0087 0.03 Q V . . . .

4.383 0.0087 0.03 Q V . . . .

4.400 0.0088 0.03 Q V . . . .

4.417 0.0088 0.03 Q V . . . .

4.433 0.0088 0.03 Q V . . . .

4.450 0.0089 0.03 Q V . . . .

4.467 0.0089 0.03 Q V . . . .

4.483 0.0089 0.03 Q V . . . .

4.500 0.0090 0.03 Q V . . . .

4.517 0.0090 0.03 Q V . . . .

4.533 0.0091 0.03 Q V . . . .

4.550 0.0091 0.03 Q V . . . .

4.567 0.0091 0.03 Q V . . . .

4.583 0.0092 0.03 Q V . . . .

4.600 0.0092 0.03 Q V . . . .

4.617 0.0092 0.03 Q V . . . .

4.633 0.0093 0.03 Q V . . . .

4.650 0.0093 0.03 Q V . . . .

4.667 0.0094 0.03 Q V . . . .

4.683 0.0094 0.03 Q V . . . .

4.700 0.0094 0.03 Q V . . . .

4.717 0.0095 0.03 Q V . . . .

4.733 0.0095 0.03 Q V . . . .

4.750 0.0095 0.03 Q V . . . .

4.767 0.0096 0.03 Q V . . . .

4.783 0.0096 0.03 Q V . . . .

4.800 0.0097 0.03 Q V . . . .

4.817 0.0097 0.03 Q V . . . .

4.833 0.0097 0.03 Q V . . . .

4.850 0.0098 0.03 Q V . . . .

4.867 0.0098 0.03 Q V . . . .

4.883 0.0098 0.03 Q V . . . .

4.900 0.0099 0.03 Q V . . . .

4.917 0.0099 0.03 Q V . . . .

4.933 0.0100 0.03 Q V . . . .

4.950 0.0100 0.03 Q V . . . .

4.967 0.0100 0.03 Q V . . . .

4.983 0.0101 0.03 Q V . . . .

5.000 0.0101 0.03 Q V . . . .

5.017 0.0102 0.03 Q V . . . .

5.033 0.0102 0.03 Q V . . . .

5.050 0.0102 0.03 Q V . . . .

5.067 0.0103 0.03 Q V . . . .

5.083 0.0103 0.03 Q V . . . .

5.100 0.0104 0.03 Q V . . . .

5.117 0.0104 0.03 Q V . . . .

5.133 0.0104 0.03 Q V . . . .

5.150 0.0105 0.03 Q V . . . .

5.167 0.0105 0.03 Q V . . . .

5.183 0.0105 0.03 Q V . . . .

5.200 0.0106 0.03 Q V . . . .

5.217 0.0106 0.03 Q V . . . .

5.233 0.0107 0.03 Q V . . . .

5.250 0.0107 0.03 Q V . . . .

5.267 0.0107 0.03 Q V . . . .

5.283 0.0108 0.03 Q V . . . .

5.300 0.0108 0.03 Q V . . . .

5.317 0.0109 0.03 Q V . . . .

5.333 0.0109 0.03 Q V . . . .

5.350 0.0109 0.03 Q V . . . .

5.367 0.0110 0.03 Q V . . . .

5.383 0.0110 0.03 Q V . . . .

5.400 0.0111 0.03 Q V . . . .

5.417 0.0111 0.03 Q V . . . .

5.433 0.0111 0.03 Q V . . . .

5.450 0.0112 0.03 Q V . . . .

5.467 0.0112 0.03 Q V . . . .

5.483 0.0113 0.03 Q V . . . .

5.500 0.0113 0.03 Q V . . . .

5.517 0.0113 0.03 Q V . . . .

5.533 0.0114 0.03 Q V . . . .

5.550 0.0114 0.03 Q V . . . .

5.567 0.0115 0.03 Q V . . . .

5.583 0.0115 0.03 Q V . . . .

5.600 0.0115 0.03 Q V . . . .

5.617 0.0116 0.03 Q V . . . .

5.633 0.0116 0.03 Q V . . . .

5.650 0.0117 0.03 Q V . . . .

5.667 0.0117 0.03 Q V . . . .

5.683 0.0117 0.03 Q V . . . .

5.700 0.0118 0.03 Q V . . . .

5.717 0.0118 0.03 Q V . . . .

5.733 0.0119 0.03 Q V . . . .

5.750 0.0119 0.03 Q V . . . .

5.767 0.0119 0.03 Q V . . . .

5.783 0.0120 0.03 Q V . . . .

5.800 0.0120 0.03 Q V . . . .

5.817 0.0121 0.03 Q V . . . .

5.833 0.0121 0.03 Q V . . . .

5.850 0.0121 0.03 Q V . . . .

5.867 0.0122 0.03 Q V . . . .

5.883 0.0122 0.03 Q V . . . .

5.900 0.0123 0.03 Q V . . . .

5.917 0.0123 0.03 Q V . . . .

5.933 0.0123 0.03 Q V . . . .

5.950 0.0124 0.03 Q V . . . .

5.967 0.0124 0.03 Q V . . . .

5.983 0.0125 0.03 Q V . . . .

6.000 0.0125 0.03 Q V . . . .

6.017 0.0125 0.03 Q V . . . .

6.033 0.0126 0.03 Q V . . . .

6.050 0.0126 0.03 Q V . . . .

6.067 0.0127 0.03 Q V . . . .

6.083 0.0127 0.03 Q V . . . .

6.100 0.0128 0.03 Q V . . . .

6.117 0.0128 0.03 Q V . . . .

6.133 0.0128 0.03 Q V . . . .

6.150 0.0129 0.03 Q V . . . .

6.167 0.0129 0.03 Q V . . . .

6.183 0.0130 0.03 Q V . . . .

6.200 0.0130 0.03 Q V . . . .

6.217 0.0130 0.03 Q V . . . .

6.233 0.0131 0.03 Q V . . . .

6.250 0.0131 0.03 Q V . . . .

6.267 0.0132 0.03 Q V . . . .

6.283 0.0132 0.03 Q V . . . .

6.300 0.0132 0.03 Q V . . . .

6.317 0.0133 0.03 Q V . . . .

6.333 0.0133 0.03 Q V . . . .

6.350 0.0134 0.03 Q V . . . .

6.367 0.0134 0.03 Q V . . . .

6.383 0.0135 0.03 Q V . . . .

6.400 0.0135 0.03 Q V . . . .

6.417 0.0135 0.03 Q V . . . .

6.433 0.0136 0.03 Q V . . . .

6.450 0.0136 0.03 Q V . . . .

6.467 0.0137 0.03 Q V . . . .

6.483 0.0137 0.03 Q V . . . .

6.500 0.0138 0.03 Q V . . . .

6.517 0.0138 0.03 Q V . . . .

6.533 0.0138 0.03 Q V . . . .

6.550 0.0139 0.03 Q V . . . .

6.567 0.0139 0.03 Q V . . . .

6.583 0.0140 0.03 Q V . . . .

6.600 0.0140 0.03 Q V . . . .

6.617 0.0140 0.03 Q V . . . .

6.633 0.0141 0.03 Q V . . . .

6.650 0.0141 0.03 Q V . . . .

6.667 0.0142 0.03 Q V . . . .

6.683 0.0142 0.03 Q V . . . .

6.700 0.0143 0.03 Q V . . . .

6.717 0.0143 0.03 Q V . . . .

6.733 0.0143 0.03 Q V . . . .

6.750 0.0144 0.03 Q V . . . .

6.767 0.0144 0.03 Q V . . . .

6.783 0.0145 0.03 Q V . . . .

6.800 0.0145 0.03 Q V . . . .

6.817 0.0146 0.03 Q V . . . .

6.833 0.0146 0.03 Q V . . . .

6.850 0.0147 0.03 Q V . . . .

6.867 0.0147 0.03 Q V . . . .

6.883 0.0147 0.03 Q V . . . .

6.900 0.0148 0.03 Q V . . . .

6.917 0.0148 0.03 Q V . . . .

6.933 0.0149 0.03 Q V . . . .

6.950 0.0149 0.03 Q V . . . .

6.967 0.0150 0.03 Q V . . . .

6.983 0.0150 0.03 Q V . . . .

7.000 0.0150 0.03 Q V . . . .

7.017 0.0151 0.03 Q V . . . .

7.033 0.0151 0.03 Q V . . . .

7.050 0.0152 0.03 Q V . . . .

7.067 0.0152 0.03 Q V . . . .

7.083 0.0153 0.03 Q V . . . .

7.100 0.0153 0.03 Q V . . . .

7.117 0.0153 0.03 Q V . . . .

7.133 0.0154 0.03 Q V . . . .

7.150 0.0154 0.03 Q V . . . .

7.167 0.0155 0.03 Q V . . . .

7.183 0.0155 0.03 Q V . . . .

7.200 0.0156 0.03 Q V . . . .

7.217 0.0156 0.03 Q V . . . .

7.233 0.0157 0.03 Q V . . . .

7.250 0.0157 0.03 Q V . . . .

7.267 0.0157 0.03 Q V . . . .

7.283 0.0158 0.03 Q V . . . .

7.300 0.0158 0.03 Q V . . . .

7.317 0.0159 0.03 Q V . . . .

7.333 0.0159 0.03 Q V . . . .

7.350 0.0160 0.03 Q V . . . .

7.367 0.0160 0.03 Q V . . . .

7.383 0.0161 0.03 Q V . . . .

7.400 0.0161 0.03 Q V . . . .

7.417 0.0162 0.03 Q V . . . .

7.433 0.0162 0.03 Q V . . . .

7.450 0.0162 0.03 Q V . . . .

7.467 0.0163 0.03 Q V . . . .

7.483 0.0163 0.03 Q V . . . .

7.500 0.0164 0.03 Q V . . . .

7.517 0.0164 0.03 Q V . . . .

7.533 0.0165 0.03 Q V . . . .

7.550 0.0165 0.03 Q V . . . .

7.567 0.0166 0.03 Q V . . . .

7.583 0.0166 0.03 Q V . . . .

7.600 0.0166 0.03 Q V . . . .

7.617 0.0167 0.03 Q V . . . .

7.633 0.0167 0.03 Q V . . . .

7.650 0.0168 0.03 Q V . . . .

7.667 0.0168 0.03 Q V . . . .

7.683 0.0169 0.03 Q V . . . .

7.700 0.0169 0.03 Q V . . . .

7.717 0.0170 0.03 Q V . . . .

7.733 0.0170 0.03 Q V . . . .

7.750 0.0171 0.03 Q V . . . .

7.767 0.0171 0.03 Q V . . . .

7.783 0.0172 0.03 Q V . . . .

7.800 0.0172 0.03 Q V . . . .

7.817 0.0172 0.03 Q V . . . .

7.833 0.0173 0.03 Q V . . . .

7.850 0.0173 0.03 Q V . . . .

7.867 0.0174 0.03 Q V . . . .

7.883 0.0174 0.03 Q V . . . .

7.900 0.0175 0.03 Q V . . . .

7.917 0.0175 0.03 Q V . . . .

7.933 0.0176 0.03 Q V . . . .

7.950 0.0176 0.03 Q V . . . .

7.967 0.0177 0.03 Q V . . . .

7.983 0.0177 0.03 Q V . . . .

8.000 0.0178 0.03 Q V . . . .

8.017 0.0178 0.03 Q V . . . .

8.033 0.0179 0.03 Q V . . . .

8.050 0.0179 0.03 Q V . . . .

8.067 0.0180 0.03 Q V . . . .

8.083 0.0180 0.03 Q V . . . .

8.100 0.0180 0.03 Q V . . . .

8.117 0.0181 0.03 Q V . . . .

8.133 0.0181 0.03 Q V . . . .

8.150 0.0182 0.03 Q V . . . .

8.167 0.0182 0.03 Q V . . . .

8.183 0.0183 0.03 Q V . . . .

8.200 0.0183 0.03 Q V . . . .

8.217 0.0184 0.03 Q V . . . .

8.233 0.0184 0.03 Q V . . . .

8.250 0.0185 0.03 Q V . . . .

8.267 0.0185 0.03 Q V . . . .

8.283 0.0186 0.03 Q V . . . .

8.300 0.0186 0.03 Q V . . . .

8.317 0.0187 0.03 Q V . . . .

8.333 0.0187 0.03 Q V . . . .

8.350 0.0188 0.04 Q V . . . .

8.367 0.0188 0.04 Q V . . . .

8.383 0.0189 0.04 Q V . . . .

8.400 0.0189 0.04 Q V . . . .

8.417 0.0190 0.04 Q V . . . .

8.433 0.0190 0.04 Q V . . . .

8.450 0.0191 0.04 Q V . . . .

8.467 0.0191 0.04 Q V . . . .

8.483 0.0192 0.04 Q V . . . .

8.500 0.0192 0.04 Q V . . . .

8.517 0.0192 0.04 Q V . . . .

8.533 0.0193 0.04 Q V . . . .

8.550 0.0193 0.04 Q V . . . .

8.567 0.0194 0.04 Q V . . . .

8.583 0.0194 0.04 Q V . . . .

8.600 0.0195 0.04 Q V . . . .

8.617 0.0195 0.04 Q V . . . .

8.633 0.0196 0.04 Q V . . . .

8.650 0.0196 0.04 Q V . . . .

8.667 0.0197 0.04 Q V . . . .

8.683 0.0197 0.04 Q V . . . .

8.700 0.0198 0.04 Q V . . . .

8.717 0.0198 0.04 Q V . . . .

8.733 0.0199 0.04 Q V . . . .

8.750 0.0199 0.04 Q V . . . .

8.767 0.0200 0.04 Q V . . . .

8.783 0.0200 0.04 Q V . . . .

8.800 0.0201 0.04 Q V . . . .

8.817 0.0201 0.04 Q V . . . .

8.833 0.0202 0.04 Q V . . . .

8.850 0.0202 0.04 Q V . . . .

8.867 0.0203 0.04 Q V . . . .

8.883 0.0203 0.04 Q V . . . .

8.900 0.0204 0.04 Q V . . . .

8.917 0.0204 0.04 Q V . . . .

8.933 0.0205 0.04 Q V . . . .

8.950 0.0205 0.04 Q V . . . .

8.967 0.0206 0.04 Q V . . . .

8.983 0.0206 0.04 Q V . . . .

9.000 0.0207 0.04 Q V . . . .

9.017 0.0207 0.04 Q V . . . .

9.033 0.0208 0.04 Q V . . . .

9.050 0.0209 0.04 Q V . . . .

9.067 0.0209 0.04 Q V . . . .

9.083 0.0210 0.04 Q V . . . .

9.100 0.0210 0.04 Q V . . . .

9.117 0.0211 0.04 Q V . . . .

9.133 0.0211 0.04 Q V . . . .

9.150 0.0212 0.04 Q V . . . .

9.167 0.0212 0.04 Q V . . . .

9.183 0.0213 0.04 Q V . . . .

9.200 0.0213 0.04 Q V . . . .

9.217 0.0214 0.04 Q V . . . .

9.233 0.0214 0.04 Q V . . . .

9.250 0.0215 0.04 Q V . . . .

9.267 0.0215 0.04 Q V . . . .

9.283 0.0216 0.04 Q V . . . .

9.300 0.0216 0.04 Q V . . . .

9.317 0.0217 0.04 Q V . . . .

9.333 0.0217 0.04 Q V . . . .

9.350 0.0218 0.04 Q V . . . .

9.367 0.0218 0.04 Q V . . . .

9.383 0.0219 0.04 Q V . . . .

9.400 0.0219 0.04 Q V . . . .

9.417 0.0220 0.04 Q V . . . .

9.433 0.0221 0.04 Q V . . . .

9.450 0.0221 0.04 Q V . . . .

9.467 0.0222 0.04 Q V . . . .

9.483 0.0222 0.04 Q V . . . .

9.500 0.0223 0.04 Q V . . . .

9.517 0.0223 0.04 Q V . . . .

9.533 0.0224 0.04 Q V . . . .

9.550 0.0224 0.04 Q V . . . .

9.567 0.0225 0.04 Q V . . . .

9.583 0.0225 0.04 Q V . . . .

9.600 0.0226 0.04 Q V . . . .

9.617 0.0226 0.04 Q V . . . .

9.633 0.0227 0.04 Q V . . . .

9.650 0.0227 0.04 Q V . . . .

9.667 0.0228 0.04 Q V . . . .

9.683 0.0229 0.04 Q V . . . .

9.700 0.0229 0.04 Q V . . . .

9.717 0.0230 0.04 Q V . . . .

9.733 0.0230 0.04 Q V . . . .

9.750 0.0231 0.04 Q V . . . .

9.767 0.0231 0.04 Q V . . . .

9.783 0.0232 0.04 Q V . . . .

9.800 0.0232 0.04 Q V . . . .

9.817 0.0233 0.04 Q V . . . .

9.833 0.0234 0.04 Q V . . . .

9.850 0.0234 0.04 Q V . . . .

9.867 0.0235 0.04 Q V . . . .

9.883 0.0235 0.04 Q V . . . .

9.900 0.0236 0.04 Q V . . . .

9.917 0.0236 0.04 Q V . . . .

9.933 0.0237 0.04 Q V . . . .

9.950 0.0237 0.04 Q V . . . .

9.967 0.0238 0.04 Q V . . . .

9.983 0.0239 0.04 Q V . . . .

10.000 0.0239 0.04 Q V . . . .

10.017 0.0240 0.04 Q V . . . .

10.033 0.0240 0.04 Q V . . . .

10.050 0.0241 0.04 Q V . . . .

10.067 0.0241 0.04 Q V . . . .

10.083 0.0242 0.04 Q V . . . .

10.100 0.0242 0.04 Q V . . . .

10.117 0.0243 0.04 Q V . . . .

10.133 0.0244 0.04 Q V . . . .

10.150 0.0244 0.04 Q V . . . .

10.167 0.0245 0.04 Q V . . . .

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17.400 0.1210 0.08 .Q . . . V .

17.417 0.1211 0.08 .Q . . . V .

17.433 0.1212 0.08 .Q . . . V .

17.450 0.1213 0.08 .Q . . . V .

17.467 0.1214 0.08 .Q . . . V .

17.483 0.1216 0.08 .Q . . . V .

17.500 0.1217 0.08 .Q . . . V .

17.517 0.1218 0.08 .Q . . . V .

17.533 0.1219 0.08 .Q . . . V .

17.550 0.1220 0.08 .Q . . . V .

17.567 0.1221 0.08 .Q . . . V .

17.583 0.1222 0.08 .Q . . . V .

17.600 0.1223 0.08 .Q . . . V .

17.617 0.1224 0.08 .Q . . . V .

17.633 0.1225 0.08 .Q . . . V .

17.650 0.1226 0.08 .Q . . . V .

17.667 0.1227 0.07 .Q . . . V .

17.683 0.1228 0.07 .Q . . . V .

17.700 0.1229 0.07 .Q . . . V .

17.717 0.1230 0.07 .Q . . . V .

17.733 0.1231 0.07 .Q . . . V .

17.750 0.1232 0.07 .Q . . . V .

17.767 0.1233 0.07 .Q . . . V .

17.783 0.1234 0.07 .Q . . . V .

17.800 0.1235 0.07 .Q . . . V .

17.817 0.1236 0.07 .Q . . . V .

17.833 0.1237 0.07 .Q . . . V .

17.850 0.1238 0.07 .Q . . . V .

17.867 0.1239 0.07 .Q . . . V .

17.883 0.1240 0.07 .Q . . . V .

17.900 0.1241 0.07 .Q . . . V .

17.917 0.1242 0.07 .Q . . . V .

17.933 0.1243 0.07 .Q . . . V .

17.950 0.1244 0.07 .Q . . . V .

17.967 0.1245 0.07 .Q . . . V .

17.983 0.1246 0.07 .Q . . . V .

18.000 0.1247 0.07 .Q . . . V .

18.017 0.1248 0.07 .Q . . . V .

18.033 0.1249 0.07 .Q . . . V .

18.050 0.1249 0.07 .Q . . . V .

18.067 0.1250 0.07 Q . . . V .

18.083 0.1251 0.06 Q . . . V .

18.100 0.1252 0.06 Q . . . V .

18.117 0.1253 0.06 Q . . . V .

18.133 0.1254 0.06 Q . . . V .

18.150 0.1254 0.06 Q . . . V .

18.167 0.1255 0.06 Q . . . V .

18.183 0.1256 0.05 Q . . . V .

18.200 0.1257 0.05 Q . . . V .

18.217 0.1257 0.05 Q . . . V .

18.233 0.1258 0.05 Q . . . V .

18.250 0.1259 0.05 Q . . . V .

18.267 0.1260 0.05 Q . . . V .

18.283 0.1260 0.05 Q . . . V .

18.300 0.1261 0.05 Q . . . V .

18.317 0.1262 0.05 Q . . . V .

18.333 0.1262 0.05 Q . . . V .

18.350 0.1263 0.05 Q . . . V .

18.367 0.1264 0.05 Q . . . V .

18.383 0.1264 0.05 Q . . . V .

18.400 0.1265 0.05 Q . . . V .

18.417 0.1266 0.05 Q . . . V .

18.433 0.1266 0.05 Q . . . V .

18.450 0.1267 0.05 Q . . . V .

18.467 0.1268 0.05 Q . . . V .

18.483 0.1268 0.05 Q . . . V .

18.500 0.1269 0.05 Q . . . V .

18.517 0.1270 0.05 Q . . . V .

18.533 0.1270 0.05 Q . . . V .

18.550 0.1271 0.05 Q . . . V .

18.567 0.1272 0.05 Q . . . V .

18.583 0.1272 0.05 Q . . . V .

18.600 0.1273 0.05 Q . . . V .

18.617 0.1274 0.05 Q . . . V .

18.633 0.1274 0.05 Q . . . V .

18.650 0.1275 0.05 Q . . . V .

18.667 0.1276 0.05 Q . . . V .

18.683 0.1276 0.05 Q . . . V .

18.700 0.1277 0.05 Q . . . V .

18.717 0.1277 0.05 Q . . . V .

18.733 0.1278 0.05 Q . . . V .

18.750 0.1279 0.04 Q . . . V .

18.767 0.1279 0.04 Q . . . V .

18.783 0.1280 0.04 Q . . . V .

18.800 0.1280 0.04 Q . . . V .

18.817 0.1281 0.04 Q . . . V .

18.833 0.1282 0.04 Q . . . V .

18.850 0.1282 0.04 Q . . . V .

18.867 0.1283 0.04 Q . . . V .

18.883 0.1283 0.04 Q . . . V .

18.900 0.1284 0.04 Q . . . V .

18.917 0.1285 0.04 Q . . . V .

18.933 0.1285 0.04 Q . . . V .

18.950 0.1286 0.04 Q . . . V .

18.967 0.1286 0.04 Q . . . V .

18.983 0.1287 0.04 Q . . . V .

19.000 0.1288 0.04 Q . . . V .

19.017 0.1288 0.04 Q . . . V .

19.033 0.1289 0.04 Q . . . V .

19.050 0.1289 0.04 Q . . . V .

19.067 0.1290 0.04 Q . . . V .

19.083 0.1291 0.04 Q . . . V .

19.100 0.1291 0.04 Q . . . V .

19.117 0.1292 0.04 Q . . . V .

19.133 0.1292 0.04 Q . . . V .

19.150 0.1293 0.04 Q . . . V .

19.167 0.1293 0.04 Q . . . V .

19.183 0.1294 0.04 Q . . . V .

19.200 0.1294 0.04 Q . . . V .

19.217 0.1295 0.04 Q . . . V .

19.233 0.1296 0.04 Q . . . V .

19.250 0.1296 0.04 Q . . . V .

19.267 0.1297 0.04 Q . . . V .

19.283 0.1297 0.04 Q . . . V .

19.300 0.1298 0.04 Q . . . V .

19.317 0.1298 0.04 Q . . . V .

19.333 0.1299 0.04 Q . . . V .

19.350 0.1299 0.04 Q . . . V .

19.367 0.1300 0.04 Q . . . V .

19.383 0.1301 0.04 Q . . . V .

19.400 0.1301 0.04 Q . . . V .

19.417 0.1302 0.04 Q . . . V .

19.433 0.1302 0.04 Q . . . V .

19.450 0.1303 0.04 Q . . . V .

19.467 0.1303 0.04 Q . . . V .

19.483 0.1304 0.04 Q . . . V .

19.500 0.1304 0.04 Q . . . V .

19.517 0.1305 0.04 Q . . . V .

19.533 0.1305 0.04 Q . . . V .

19.550 0.1306 0.04 Q . . . V .

19.567 0.1306 0.04 Q . . . V .

19.583 0.1307 0.04 Q . . . V .

19.600 0.1307 0.04 Q . . . V .

19.617 0.1308 0.04 Q . . . V .

19.633 0.1308 0.04 Q . . . V .

19.650 0.1309 0.04 Q . . . V .

19.667 0.1309 0.04 Q . . . V .

19.683 0.1310 0.04 Q . . . V .

19.700 0.1310 0.04 Q . . . V .

19.717 0.1311 0.04 Q . . . V .

19.733 0.1311 0.04 Q . . . V .

19.750 0.1312 0.04 Q . . . V .

19.767 0.1312 0.04 Q . . . V .

19.783 0.1313 0.04 Q . . . V .

19.800 0.1314 0.04 Q . . . V .

19.817 0.1314 0.04 Q . . . V .

19.833 0.1315 0.04 Q . . . V .

19.850 0.1315 0.04 Q . . . V .

19.867 0.1315 0.04 Q . . . V .

19.883 0.1316 0.04 Q . . . V .

19.900 0.1316 0.04 Q . . . V .

19.917 0.1317 0.04 Q . . . V .

19.933 0.1317 0.04 Q . . . V .

19.950 0.1318 0.04 Q . . . V .

19.967 0.1318 0.04 Q . . . V .

19.983 0.1319 0.04 Q . . . V .

20.000 0.1319 0.04 Q . . . V .

20.017 0.1320 0.04 Q . . . V .

20.033 0.1320 0.03 Q . . . V .

20.050 0.1321 0.03 Q . . . V .

20.067 0.1321 0.03 Q . . . V .

20.083 0.1322 0.03 Q . . . V .

20.100 0.1322 0.03 Q . . . V .

20.117 0.1323 0.03 Q . . . V .

20.133 0.1323 0.03 Q . . . V .

20.150 0.1324 0.03 Q . . . V .

20.167 0.1324 0.03 Q . . . V .

20.183 0.1325 0.03 Q . . . V .

20.200 0.1325 0.03 Q . . . V .

20.217 0.1326 0.03 Q . . . V .

20.233 0.1326 0.03 Q . . . V .

20.250 0.1327 0.03 Q . . . V .

20.267 0.1327 0.03 Q . . . V .

20.283 0.1327 0.03 Q . . . V .

20.300 0.1328 0.03 Q . . . V .

20.317 0.1328 0.03 Q . . . V .

20.333 0.1329 0.03 Q . . . V .

20.350 0.1329 0.03 Q . . . V .

20.367 0.1330 0.03 Q . . . V .

20.383 0.1330 0.03 Q . . . V .

20.400 0.1331 0.03 Q . . . V .

20.417 0.1331 0.03 Q . . . V .

20.433 0.1332 0.03 Q . . . V .

20.450 0.1332 0.03 Q . . . V .

20.467 0.1332 0.03 Q . . . V .

20.483 0.1333 0.03 Q . . . V .

20.500 0.1333 0.03 Q . . . V .

20.517 0.1334 0.03 Q . . . V .

20.533 0.1334 0.03 Q . . . V .

20.550 0.1335 0.03 Q . . . V .

20.567 0.1335 0.03 Q . . . V .

20.583 0.1336 0.03 Q . . . V .

20.600 0.1336 0.03 Q . . . V .

20.617 0.1336 0.03 Q . . . V .

20.633 0.1337 0.03 Q . . . V .

20.650 0.1337 0.03 Q . . . V .

20.667 0.1338 0.03 Q . . . V .

20.683 0.1338 0.03 Q . . . V .

20.700 0.1339 0.03 Q . . . V .

20.717 0.1339 0.03 Q . . . V .

20.733 0.1340 0.03 Q . . . V .

20.750 0.1340 0.03 Q . . . V .

20.767 0.1340 0.03 Q . . . V .

20.783 0.1341 0.03 Q . . . V .

20.800 0.1341 0.03 Q . . . V .

20.817 0.1342 0.03 Q . . . V .

20.833 0.1342 0.03 Q . . . V .

20.850 0.1343 0.03 Q . . . V .

20.867 0.1343 0.03 Q . . . V .

20.883 0.1343 0.03 Q . . . V .

20.900 0.1344 0.03 Q . . . V .

20.917 0.1344 0.03 Q . . . V .

20.933 0.1345 0.03 Q . . . V .

20.950 0.1345 0.03 Q . . . V .

20.967 0.1346 0.03 Q . . . V .

20.983 0.1346 0.03 Q . . . V .

21.000 0.1346 0.03 Q . . . V .

21.017 0.1347 0.03 Q . . . V .

21.033 0.1347 0.03 Q . . . V .

21.050 0.1348 0.03 Q . . . V .

21.067 0.1348 0.03 Q . . . V .

21.083 0.1348 0.03 Q . . . V .

21.100 0.1349 0.03 Q . . . V .

21.117 0.1349 0.03 Q . . . V .

21.133 0.1350 0.03 Q . . . V .

21.150 0.1350 0.03 Q . . . V .

21.167 0.1351 0.03 Q . . . V .

21.183 0.1351 0.03 Q . . . V .

21.200 0.1351 0.03 Q . . . V .

21.217 0.1352 0.03 Q . . . V .

21.233 0.1352 0.03 Q . . . V .

21.250 0.1353 0.03 Q . . . V .

21.267 0.1353 0.03 Q . . . V .

21.283 0.1353 0.03 Q . . . V .

21.300 0.1354 0.03 Q . . . V .

21.317 0.1354 0.03 Q . . . V .

21.333 0.1355 0.03 Q . . . V .

21.350 0.1355 0.03 Q . . . V .

21.367 0.1355 0.03 Q . . . V .

21.383 0.1356 0.03 Q . . . V .

21.400 0.1356 0.03 Q . . . V .

21.417 0.1357 0.03 Q . . . V .

21.433 0.1357 0.03 Q . . . V .

21.450 0.1357 0.03 Q . . . V .

21.467 0.1358 0.03 Q . . . V .

21.483 0.1358 0.03 Q . . . V .

21.500 0.1359 0.03 Q . . . V .

21.517 0.1359 0.03 Q . . . V .

21.533 0.1359 0.03 Q . . . V .

21.550 0.1360 0.03 Q . . . V .

21.567 0.1360 0.03 Q . . . V .

21.583 0.1361 0.03 Q . . . V .

21.600 0.1361 0.03 Q . . . V .

21.617 0.1361 0.03 Q . . . V .

21.633 0.1362 0.03 Q . . . V .

21.650 0.1362 0.03 Q . . . V .

21.667 0.1362 0.03 Q . . . V .

21.683 0.1363 0.03 Q . . . V .

21.700 0.1363 0.03 Q . . . V .

21.717 0.1364 0.03 Q . . . V .

21.733 0.1364 0.03 Q . . . V .

21.750 0.1364 0.03 Q . . . V .

21.767 0.1365 0.03 Q . . . V .

21.783 0.1365 0.03 Q . . . V .

21.800 0.1366 0.03 Q . . . V .

21.817 0.1366 0.03 Q . . . V .

21.833 0.1366 0.03 Q . . . V .

21.850 0.1367 0.03 Q . . . V .

21.867 0.1367 0.03 Q . . . V .

21.883 0.1367 0.03 Q . . . V .

21.900 0.1368 0.03 Q . . . V .

21.917 0.1368 0.03 Q . . . V .

21.933 0.1369 0.03 Q . . . V .

21.950 0.1369 0.03 Q . . . V .

21.967 0.1369 0.03 Q . . . V .

21.983 0.1370 0.03 Q . . . V .

22.000 0.1370 0.03 Q . . . V .

22.017 0.1370 0.03 Q . . . V .

22.033 0.1371 0.03 Q . . . V .

22.050 0.1371 0.03 Q . . . V .

22.067 0.1372 0.03 Q . . . V .

22.083 0.1372 0.03 Q . . . V .

22.100 0.1372 0.03 Q . . . V .

22.117 0.1373 0.03 Q . . . V .

22.133 0.1373 0.03 Q . . . V .

22.150 0.1373 0.03 Q . . . V .

22.167 0.1374 0.03 Q . . . V .

22.183 0.1374 0.03 Q . . . V .

22.200 0.1375 0.03 Q . . . V .

22.217 0.1375 0.03 Q . . . V .

22.233 0.1375 0.03 Q . . . V .

22.250 0.1376 0.03 Q . . . V .

22.267 0.1376 0.03 Q . . . V .

22.283 0.1376 0.03 Q . . . V .

22.300 0.1377 0.03 Q . . . V .

22.317 0.1377 0.03 Q . . . V .

22.333 0.1377 0.03 Q . . . V .

22.350 0.1378 0.03 Q . . . V .

22.367 0.1378 0.03 Q . . . V.

22.383 0.1378 0.03 Q . . . V.

22.400 0.1379 0.03 Q . . . V.

22.417 0.1379 0.03 Q . . . V.

22.433 0.1380 0.03 Q . . . V.

22.450 0.1380 0.03 Q . . . V.

22.467 0.1380 0.03 Q . . . V.

22.483 0.1381 0.03 Q . . . V.

22.500 0.1381 0.03 Q . . . V.

22.517 0.1381 0.03 Q . . . V.

22.533 0.1382 0.03 Q . . . V.

22.550 0.1382 0.03 Q . . . V.

22.567 0.1382 0.03 Q . . . V.

22.583 0.1383 0.03 Q . . . V.

22.600 0.1383 0.03 Q . . . V.

22.617 0.1383 0.03 Q . . . V.

22.633 0.1384 0.03 Q . . . V.

22.650 0.1384 0.03 Q . . . V.

22.667 0.1385 0.03 Q . . . V.

22.683 0.1385 0.03 Q . . . V.

22.700 0.1385 0.03 Q . . . V.

22.717 0.1386 0.03 Q . . . V.

22.733 0.1386 0.03 Q . . . V.

22.750 0.1386 0.03 Q . . . V.

22.767 0.1387 0.03 Q . . . V.

22.783 0.1387 0.03 Q . . . V.

22.800 0.1387 0.03 Q . . . V.

22.817 0.1388 0.02 Q . . . V.

22.833 0.1388 0.02 Q . . . V.

22.850 0.1388 0.02 Q . . . V.

22.867 0.1389 0.02 Q . . . V.

22.883 0.1389 0.02 Q . . . V.

22.900 0.1389 0.02 Q . . . V.

22.917 0.1390 0.02 Q . . . V.

22.933 0.1390 0.02 Q . . . V.

22.950 0.1390 0.02 Q . . . V.

22.967 0.1391 0.02 Q . . . V.

22.983 0.1391 0.02 Q . . . V.

23.000 0.1391 0.02 Q . . . V.

23.017 0.1392 0.02 Q . . . V.

23.033 0.1392 0.02 Q . . . V.

23.050 0.1392 0.02 Q . . . V.

23.067 0.1393 0.02 Q . . . V.

23.083 0.1393 0.02 Q . . . V.

23.100 0.1393 0.02 Q . . . V.

23.117 0.1394 0.02 Q . . . V.

23.133 0.1394 0.02 Q . . . V.

23.150 0.1394 0.02 Q . . . V.

23.167 0.1395 0.02 Q . . . V.

23.183 0.1395 0.02 Q . . . V.

23.200 0.1395 0.02 Q . . . V.

23.217 0.1396 0.02 Q . . . V.

23.233 0.1396 0.02 Q . . . V.

23.250 0.1396 0.02 Q . . . V.

23.267 0.1397 0.02 Q . . . V.

23.283 0.1397 0.02 Q . . . V.

23.300 0.1397 0.02 Q . . . V.

23.317 0.1398 0.02 Q . . . V.

23.333 0.1398 0.02 Q . . . V.

23.350 0.1398 0.02 Q . . . V.

23.367 0.1399 0.02 Q . . . V.

23.383 0.1399 0.02 Q . . . V.

23.400 0.1399 0.02 Q . . . V.

23.417 0.1400 0.02 Q . . . V.

23.433 0.1400 0.02 Q . . . V.

23.450 0.1400 0.02 Q . . . V.

23.467 0.1401 0.02 Q . . . V.

23.483 0.1401 0.02 Q . . . V.

23.500 0.1401 0.02 Q . . . V.

23.517 0.1402 0.02 Q . . . V.

23.533 0.1402 0.02 Q . . . V.

23.550 0.1402 0.02 Q . . . V.

23.567 0.1403 0.02 Q . . . V.

23.583 0.1403 0.02 Q . . . V.

23.600 0.1403 0.02 Q . . . V.

23.617 0.1404 0.02 Q . . . V.

23.633 0.1404 0.02 Q . . . V.

23.650 0.1404 0.02 Q . . . V.

23.667 0.1405 0.02 Q . . . V.

23.683 0.1405 0.02 Q . . . V.

23.700 0.1405 0.02 Q . . . V.

23.717 0.1405 0.02 Q . . . V.

23.733 0.1406 0.02 Q . . . V.

23.750 0.1406 0.02 Q . . . V.

23.767 0.1406 0.02 Q . . . V.

23.783 0.1407 0.02 Q . . . V.

23.800 0.1407 0.02 Q . . . V.

23.817 0.1407 0.02 Q . . . V.

23.833 0.1408 0.02 Q . . . V.

23.850 0.1408 0.02 Q . . . V.

23.867 0.1408 0.02 Q . . . V.

23.883 0.1409 0.02 Q . . . V.

23.900 0.1409 0.02 Q . . . V.

23.917 0.1409 0.02 Q . . . V.

23.933 0.1410 0.02 Q . . . V.

23.950 0.1410 0.02 Q . . . V.

23.967 0.1410 0.02 Q . . . V.

23.983 0.1410 0.02 Q . . . V.

24.000 0.1411 0.02 Q . . . V.

24.017 0.1411 0.02 Q . . . V.

24.033 0.1411 0.02 Q . . . V.

24.050 0.1412 0.02 Q . . . V.

24.067 0.1412 0.02 Q . . . V.

24.083 0.1412 0.02 Q . . . V.

24.100 0.1413 0.02 Q . . . V.

24.117 0.1413 0.02 Q . . . V.

24.133 0.1413 0.01 Q . . . V.

24.150 0.1413 0.01 Q . . . V.

24.167 0.1413 0.01 Q . . . V.
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1450.0
10% 165.0
20% 105.0
30% 75.0
40% 65.0
50% 55.0
60% 45.0
70% 35.0
80% 25.0
90% 10.0
============================================================================ END OF FLOODSCx ROUTING ANALYSIS
Griffiths Ranch, LLC Section VII
North OC Priority WQMP Template August 17 2011 Page 32
Appendix E
O&M

 


 

     




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