11a. Class 32 Checklist Appendices — Anaheim City Council, August 9, 2022 (part 2 of 6)

3746550 3746560 3746570 3746580 3746590 3746600 3746610 3746540 3746550 3746560 3746570 3746580 3746590 3746600 408960 408970 408980 408990 409000 409010 409020 409030 409040 409050 408960 408970 408980 408990 409000 409010 409020 409030 409040 409050 33° 51' 21'' N
117° 59' 3'' W
33° 51' 21'' N
117° 58' 59'' W
33° 51' 18'' N
117° 59' 3'' W
33° 51' 18'' N
117° 58' 59'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 20 40 80 120
Feet
0 5 10 20 30
Meters
Map Scale: 1:491 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 Rating Polygons
Very Low (0.0 - 0.01)
Low (0.01 - 0.1)
Moderately Low (0.1 - 1)
Moderately High (1 - 10)
High (10 - 100)
Very High (100 - 705)
Not rated or not available
Soil Rating Lines
Very Low (0.0 - 0.01)
Low (0.01 - 0.1)
Moderately Low (0.1 - 1)
Moderately High (1 - 10)
High (10 - 100)
Very High (100 - 705)
Not rated or not available
Soil Rating Points
Very Low (0.0 - 0.01)
Low (0.01 - 0.1)
Moderately Low (0.1 - 1)
Moderately High (1 - 10)
High (10 - 100)
Very High (100 - 705)
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.

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

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

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

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

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

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

Soil Survey Area: Orange County and Part of Riverside County, California
Survey Area Data: Version 14, May 27, 2020
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Apr 13, 2018—Feb 8, 2019
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Saturated Hydraulic Conductivity (Ksat), Standard Classes—Orange County and Part of Riverside County, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/10/2021

Page 2 of 4 ends

Saturated Hydraulic Conductivity (Ksat), Standard
Classes
Map unit symbol Map unit name Rating (micrometers
per second)
Acres in AOI Percent of AOI
194 San Emigdio fine sandy
loam, 0 to 2 percent
slopes

28.2000 1.1 100.0%
Totals for Area of Interest 1.1 100.0%
Description
Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity is considered in the design of soil drainage systems and septic tank absorption fields.

For each soil layer, this attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A "representative" value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used.

The numeric Ksat values have been grouped according to standard Ksat class limits. The classes are:

Very low: 0.00 to 0.01
Low: 0.01 to 0.1
Moderately low: 0.1 to 1.0
Moderately high: 1 to 10
High: 10 to 100
Very high: 100 to 705
Rating Options
Units of Measure: micrometers per second
Aggregation Method: Dominant Component
Component Percent Cutoff: 15
Tie-break Rule: Fastest
Interpret Nulls as Zero: No
Saturated Hydraulic Conductivity (Ksat), Standard Classes—Orange County and Part of Riverside County, California
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/10/2021

Page 3 of 4 ends

Layer Options (Horizon Aggregation Method): Depth Range (Weighted Average) Top Depth: 0
Bottom Depth: 60
Units of Measure: Inches
Saturated Hydraulic Conductivity (Ksat), Standard Classes—Orange County and Part of Riverside County, California
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/10/2021

Page 4 of 4 ends

Table 2.7: Infiltration BMP Feasibility Worksheet
Infeasibility Criteria Yes No
1 Would Infiltration BMPs pose significant risk for
groundwater related concerns? Refer to Appendix
VII (Worksheet I) for guidance on groundwater-related
infiltration feasibility criteria.

X
Provide basis: None.

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 2 Would Infiltration BMPs pose significant risk of
increasing risk of geotechnical hazards that cannot
be mitigated to an acceptable level? (Yes if the
answer to any of the following questions is yes, as
established by a geotechnical expert):
 The BMP can only be located less than 50 feet
away from slopes steeper than 15 percent
 The BMP can only be located less than eight feet
from building foundations or an alternative setback.
 A study prepared by a geotechnical professional or
an available watershed study substantiates that
stormwater infiltration would potentially result in
significantly increased risks of geotechnical hazards
that cannot be mitigated to an acceptable level.

X
Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 3 Would infiltration of the DCV from drainage area violate downstream water rights? X
Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

Table 2.7: Infiltration BMP Feasibility Worksheet (continued) Partial Infeasibility Criteria Yes No
4 Is proposed infiltration facility located on HSG D soils or the site geotechnical investigation identifies presence of soil characteristics which support categorization as D soils? X
Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 5 Is measured infiltration rate below proposed facility less than 0.3 inches per hour? This calculation shall be based on the methods described in Appendix VII.

X
Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 6 Would reduction of over predeveloped conditions cause impairments to downstream beneficial uses, such as
change of seasonality of ephemeral washes or
increased discharge of contaminated groundwater to
surface waters?
X
Provide citation to applicable study and summarize findings relative to the amount of infiltration that is permissible:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 7 Would an increase in infiltration over predeveloped
conditions cause impairments to downstream
beneficial uses, such as change of seasonality of
ephemeral washes or increased discharge of
contaminated groundwater to surface waters?
X
Provide citation to applicable study and summarize findings relative to the amount of infiltration that is permissible:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

Table 2.7: Infiltration BMP Feasibility Worksheet (continued) Infiltration Screening Results (check box corresponding to result):
8 Is there substantial evidence that infiltration from the project would result in a significant increase in I&I to the sanitary sewer that cannot be sufficiently mitigated? (See Appendix XVII)
Provide narrative discussion and supporting evidence:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

N/A
9 If any answer from row 1-3 is yes: infiltration of any volume is not feasible within the DMA or equivalent.

Provide basis: None, confirm with infiltration test.

Summarize findings of infeasibility screening
N/A
10 If any answer from row 4-7 is yes, infiltration is permissible but is not presumed to be feasible for the entire DCV.

Criteria for designing biotreatment BMPs to achieve the maximum feasible infiltration and ET shall apply.

Provide basis:

Summarize findings of infeasibility screening
N/A
11 If all answers to rows 1 through 11 are no, infiltration of the full DCV is potentially feasible, BMPs must be designed to infiltrate the full DCV to the maximum extent practicable.

N/A

Worksheet A: Hydrologic Source Control Calculation Form Drainage area ID
Total drainage area acres
Total drainage area Impervious Area (IAtotal) acres

HSC ID
HSC Type/ Description/
Reference BMP Fact Sheet
Effect of
individual HSCi
per criteria in
BMP Fact
Sheets (XIV.1)
(dHSCi)
1 Impervious Area
Tributary to HSCi
(IAi) di × IAi

Box 1: ∑ di × IAi =
Box 2: IAtotal =
[Box 1]/[Box 2]: dHSC total =

Percent Capture Provided by HSCs
(Table III.1)
1 - For HSCs meeting criteria to be considered self-retaining, enter the DCV for the project.

N/A to the project sue to low infiltration rates.

TECHNICAL GUIDANCE DOCUMENT APPENDICES
VIII-13 May 19, 2011
Worksheet I: Summary of Groundwater-related Feasibility Criteria 1 Is project large or small? (as defined by Table VIII.2) circle one
Large Small
2 What is the tributary area to the BMP? A acres
3 What type of BMP is proposed?
4 What is the infiltrating surface area of the proposed BMP? ABMP sq-ft 5 What land use activities are present in the tributary area (list all) 6 What land use-based risk category is applicable? L M H 7 If M or H, what pretreatment and source isolation BMPs have been considered and are proposed (describe all):
8 What minimum separation to mounded seasonally high
groundwater applies to the proposed BMP?
See Section VIII.2 (circle one)
5 ft 10 ft
9 Provide rationale for selection of applicable minimum separation to seasonally high mounded groundwater:
10 What is separation from the infiltrating surface to seasonally high groundwater? SHGWT ft
11 What is separation from the infiltrating surface to mounded seasonally high groundwater?
Mounded
SHGWT ft
12 Describe assumptions and methods used for mounding analysis:
13 Is the site within a plume protection boundary (See Figure Y N N/A

0.93 Infiltration or Biofiltration
3,360
The project site is a proposed Residential.

Cartridge filter unit for pre-treatment.

According to the Soils Report, groundwater was encountered at depths from 25 below existing grade. Historical groundwater is expected to be at 18 below.

Underground infiltration system will be used.

Bottom of infiltration system at 5' below surface.Mounding assumed to be starting at 8' below surface. Assumed 0.2 for specific yield, 20ft for saturated zone thickness, and 10 days for duration of infiltration period. 13 2.06

TECHNICAL GUIDANCE DOCUMENT APPENDICES
VIII-14 May 19, 2011
Worksheet I: Summary of Groundwater-related Feasibility Criteria VIII.2)?
14 Is the site within a selenium source area or other natural plume area (See Figure VIII.2)? Y N N/A
15 Is the site within 250 feet of a contaminated site? Y N N/A 16 If site-specific study has been prepared, provide citation and briefly summarize relevant findings:
17 Is the site within 100 feet of a water supply well, spring, septic system? Y N N/A
18 Is infiltration feasible on the site relative to groundwaterrelated criteria? Y N Provide rationale for feasibility determination:

Note: if a single criterion or group of criteria would render infiltration infeasible, it is not necessary to evaluate every question in this worksheet.

An infiltration test will be provided with Final to confirm the design infiltration rates.

Infiltration may be feasible based on minimum infiltration rate of 0.3 in/hr. use consistent units (e.g. feet & days or inches & hours) Conversion Table Input Values inch/hour feet/day

0.3000 R Recharge (infiltration) rate (feet/day) 0.67 1.33

0.200 Sy Specific yield, Sy (dimensionless, between 0 and 1)

3.00 K Horizontal hydraulic conductivity, Kh (feet/day)* 2.00 4.00

15.000 x 1/2 length of basin (x direction, in feet)

25.000 y 1/2 width of basin (y direction, in feet) hours days

10.000 t duration of infiltration period (days) 36 1.50

20.000 hi(0) initial thickness of saturated zone (feet)

22.057 h(max) maximum thickness of saturated zone (beneath center of basin at end of infiltration period)

2.057 Δh(max) maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground‐
water
Mounding, in
feet
Distance from
center of basin
in x direction, in
feet

2.057 0

1.509 20

0.895 40

0.691 50

0.533 60

0.410 70

0.313 80

0.238 90

0.180 100

0.100 120
Disclaim er
This spreadsheet solving the Hantush (1967) equation for ground-water m ounding beneath an infiltration basin is m ade available to the general public as a convenience for those wishing to replicate values docum ented in the USGS Scientific I nvestigations Report 2010-5102 "Groundwater m ounding beneath hypothetical storm water infiltration basins" or to calculate values based on user-specified site conditions. Any changes m ade to the spreadsheet (other than values identified as user-specified) after transm ission from the USGS could have unintended, undesirable consequences. These consequences could include, but m ay not be lim ited to: erroneous output, num erical instabilities, and violations of underlying assum ptions that are inherent in results presented in the accom panying USGS published report. The USGS assum es no responsibility for the consequences of any changes m ade to the spreadsheet. I f changes are m ade to the spreadsheet, the user is responsible for docum enting the changes and justifying the results and conclusions.

This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010‐5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins".

The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y).

For a rectangular basin, if the user wants the water‐table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin.

Users can change the distances from the center of the basin at which water‐table aquifer thickness are calculated.

Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user‐specified inputs. The user MUST click the blue "Re‐Calculate Now" button each time ANY of the user‐specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet
(USGS SIR 2010‐5102), vertical soil permeability
(ft/d) is assumed to be one‐tenth horizontal
hydraulic conductivity (ft/d).

Re‐Calculate Now

0.000

0.500

1.000

1.500

2.000

2.500
0 20 40 60 80 100 120 140
Groundwater Mounding, in feet
370 Amapola Avenue, Suite 212, Torrance, CA 90501 TEL: (310) 320‐5100 Anaheim – Irvine – Ontario – San Diego – Torrance
www.GroupDelta.com
Bonanni Development November 9, 2021
5500 Bolsa Avenue, Suite 120 Group Delta Project No. IR771 Huntington Beach, CA, 92649
Attention: Mr. Brett Bonanni

Subject: Geotechnical Recommendations – Addendum No. 1
Storm Water Infiltration Feasibility
1442 North Dale Avenue
Anaheim, California
Dear Mr. Bonanni,
Group Delta Consultants, Inc. (Group Delta) submits this addendum to our geotechnical recommendations for the feasibility of the storm water infiltration to be installed at the Project Site. Group Delta previously provided geotechnical recommendations for the project in a report, entitled “Geotechnical Design Report, Proposed Residential Development” dated July 29, 2021, 2020. The project site is located at 1442 North Dale Avenue, Anaheim, California. The report was approved by the City of Anaheim Department of Public Works Development Services on October 26, 2021.

Recommendations for storm water infiltration feasibility provided in this letter was evaluated based on the soils condition and laboratory tests.

1.0 TARGET INFILTRATION LAYER
The field explorations performed at the site indicate that the site soils consist of about 3 to 4 feet of existing artificial fill. The fill soils are underlain by medium dense silty sand to a depth of about 15 feet and a sand layer to a depth of about 25 feet. Groundwater was encountered at a depth of 25 feet below existing ground surface.

The storm water infiltration may not be feasible within the existing fill soils. In addition, in accordance with Section VIII.2 of the Technical Guidance Document Appendices by California Water Boards, separation to mounded seasonally high groundwater shall be at least 10 feet for infiltration devices. Accordingly, the target layer which may be feasible for storm water infiltration is between 4 to 15 feet below the existing ground.

2.0 INFILTRATION RATE EVALUATION
Infiltration rate may be estimated based on the hydraulic conductivity of the soils. We have estimated the soil hydraulic conductivity using Hazen equation as shown below:

𝐾ൌ𝐶 ൈ ሺ𝐷ଵ଴ሻ
ଶ
Geotechnical Recommendations – Addendum No. 1 November 9, 2021 Feasibility of Storm Water Infiltration   page 2
1442 North Dale Avenue, Anaheim, California
Group Delta Project No. IR771
IR771 Bonanni - 1442 N Dale Avenue_Geotech Design_Addendum 1.docx Where K   = Hydraulic Conductivity in cm/s
C   = 1, Hazen’s Empirical Coefficient
D10 = Grain Diameter in mm Corresponding to 10% Passing The computed hydraulic conductivity may then be assumed to be the infiltration rate of the soils.

We have evaluated the infiltration rate based on grain size of a sample obtained from the target infiltration layer. The results of the laboratory tests are presented in the attachment.

The design infiltration rate can be determined by the computed percolation rate divided by a reduction factor (RFt). We recommend that the following RFt may be used for design infiltration rate:
 Laboratory Grain Size Analyses: RFt = 2
 Site variability, number of tests, and thoroughness of subsurface investigation: RFt = 2  Long‐term siltation, plugging, and maintenance: RFt = 2 Accordingly, we recommend that a reduction of 6 may be used in design. A The infiltration rate based on grain‐size analyses are shown in Table 1.

Table 1. Infiltration Rate based on Laboratory Grain Size Analyses Sample No. Soil Type
D10
(mm)
Computed
Infiltration Rate
(inch/hour)
Design
Infiltration
Rate
(inch/hour)
B‐2@11’ Silty Sand 0.015 0.32 0.05

3.0 CONCLUSION
The design infiltration rate of the soil estimated from a sample collected from the target infiltration layer is about 0.05 inch per hour. This infiltration rate is less than the minimum requirement of 0.3 inch per hour. Therefore, we recommend that storm water infiltration is not considered feasible at the project site.

Geotechnical Recommendations – Addendum No. 1 November 9, 2021 Feasibility of Storm Water Infiltration page 3
1442 North Dale Avenue, Anaheim, California
Group Delta Project No. IR771
IR771 Bonanni - 1442 N Dale Avenue_Geotech Design_Addendum 1.docx

4.0 CLOSING
The recommendations were developed in accordance with generally accepted geotechnical engineering principles and practice. The professional engineering work and judgments presented in this memorandum meet the standard of care of our profession at thistime. No other warranty, expressed or implied, is made.

Sincerely,
Group Delta Consultants, Inc.

Ethan Tsai, G.E.

Associate Geotechnical Engineer

COARSE FINE COARSE MEDIUM FINE SILT AND

GRAVEL SAND CLAY
SAMPLE B-2 UNIFIED SOIL CLASSIFICATION: SM ATTERBERG LIMITS SAMPLE NUMBER: R-4 LIQUID LIMIT: 0
SAMPLE DEPTH: 11' DESCRIPTION: SILTY SAND PLASTIC LIMIT: 0 PLASTICITY INDEX: 0
Laboratory No. SO6127
SOIL CLASSIFICATION Project No. IR771
FIGURE B-1.1
100 100 99
84 62
46 40
35 3'' 1½'' 3/4'' 3/8'' #4 #10 #20 #40 #60 #100 #140 #200 ←0% Gravel 65% Sand ↔ 35% Fines→
0 10
20 30
40 50
60 70
80 90
100
100 10 1 0.1 0.01 0.001
Grain Size in Millimeters
U.S. Standard Sieve Sizes
Percent Finer by Weight
Worksheet J: Summary of Harvested Water Demand and Feasibility 1 What demands for harvested water exist in the tributary area (check all that apply):
2 Toilet and urinal flushing X
3 Landscape irrigation X
4 Other:______________________________________________________ _
□
5 What is the design capture storm depth? (Figure III.1) d 0.95 inches 6 What is the project size? A 0.93 ac
7 What is the acreage of impervious area? IA 0.78 ac
For projects with multiple types of demand (toilet flushing, irrigation demand, and/or other demand)
8 What is the minimum use required for partial capture? (Table X.6) N/A gpd
9 What is the project estimated wet season total daily use (Section X.2)? N/A gpd
10 Is partial capture potentially feasible? (Line 9 > Line 8?) N/A For projects with only toilet flushing demand
11 What is the minimum TUTIA for partial capture? (Table X.7) 91 12 What is the project estimated TUTIA? 72
13 Is partial capture potentially feasible? (Line 12 > Line 11?) No For projects with only irrigation demand
14 What is the minimum irrigation area required based on conservation landscape design? (Table X.8) 0.83 ac
15 What is the proposed project irrigated area? (multiply conservation landscaping by 1; multiply active turf by 2) 0.15 ac 16 Is partial capture potentially feasible? (Line 15 > Line 14?) No Provide supporting assumptions and citations for controlling demand calculation:

Item 11 – From table X.7 – 117 users/imp acres x 0.78 = 91 users Item 12 – Estimated based on current use (estimate) = 72 users Item 14 – From table X.8 – k1 = 0.35, depth 0.95 Santa Ana Item 15 – 0.15 ac x 1.0 = 0.15 ac
Since the irrigation demand is less than the minimum base the project does not have the demand necessary to consider harvest and use feasible.

ORANGE COUNTY RIVERSIDE COUNTY

ORANGE COUNTY SAN BERNARDINO COUNTY

ORANGE COUNTY

LOS ANGELES COUNTY

ORANGE COUNTY LOS ANGELES COUNTY
P:\9526E\6-G IS\Mxd s\Re p o rts\Infiltra tio nFe a sa b ility_20110215\9526E_Fig ure XVI-2c _La nd slid e s_20110215.mxd FIGURE
XVI-2c JOB TITLE SCALE 1" = 1.25 miles DESIGNED DRAWING CHECKED BMP 02/09/11 DATE JOB NO. THTH9526-E ORANGE COUNTY INFILTRATION STUDY ORANGE CO. CA HYDROLOGIC SOIL GROUP TYPE D NRCS SOIL SURVEY

SUBJECT TO FURTHER REVISION
Source:

Seismic Hazard Zone Maps
Division of Mines and Geology, California Geology Survey, Publication Date: 2005; Data Downloaded 02-09-2011
I!
0 1.83.6 7.2
Miles
0 2.5510
Kilometers
LEGEND
City Boundaries
Seismic Hazards
Potential Landslide Area
http://www.conservation.ca.gov/cgs/shzp/Pages/Index.aspx SITE

ORANGE COUNTY RIVERSIDE COUNTY

ORANGE COUNTY SAN BERNARDINO COUNTY

ORANGE COUNTY

LOS ANGELES COUNTY

ORANGE COUNTY LOS ANGELES COUNTY
P:\9526E\6-G IS\Mxd s\Re p o rts\Infiltra tio nFe a sa b ility_20110215\9526E_Fig ure XVI-2b _D-So ils_20110215.mxd FIGURE
XVI-2b JOB TITLE SCALE 1" = 1.8 miles DESIGNED DRAWING CHECKED BMP 02/09/11 DATE JOB NO. THTH9526-E ORANGE COUNTY INFILTRATION STUDY ORANGE CO. CA HYDROLOGIC SOIL GROUP TYPE D NRCS SOIL SURVEY

SUBJECT TO FURTHER REVISION
Source:

D Soils: Natural Resources Conservation Service (NRCS)
Soil Survey - soil_ca678, Orange County & Western Riverside Date of publication: 2006-02-08
I!
0 1.83.6 7.2
Miles
0 2.5510
Kilometers
LEGEND
City Boundaries
Hydrologic Soil Groups
D Soils
http://websoilsurvey.nrcs.usda.gov/app/HomePage.htm
SITE

ORANGE COUNTY RIVERSIDE COUNTY

ORANGE COUNTY SAN BERNARDINO COUNTY

ORANGE COUNTY

LOS ANGELES COUNTY

ORANGE COUNTY LOS ANGELES COUNTY
P:\9526E\6-G IS\Mxd s\Re p o rts\Infiltra tio nFe a sa b ility_20110215\9526E_Fig ure XVI-2g _Infiltra tio nFina l_20110215.mxd FIGURE
XVI-2g JOB TITLE SCALE 1" = 1.8 miles DESIGNED DRAWING CHECKED BMP 04/22/10 DATE JOB NO. THTH 9526-E

ORANGE COUNTY

INFILTRATION STUDY
ORANGE CO. CA

INFILTRATION ANALYSIS

OVERLAPPING CONSTRAINT

LOCATIONS

SUBJECT TO FURTHER REVISION
Analysis Layers Included: 1. Hydrologic Soil Group D, 2. Landslide Hazard Zone, 3. Groundwater Protection Areas 4. Approximate Selinium Area, 5. Depth to Groundwater <= 5'
Note: Screening datasets are not exhaustive. The applicant should always conduct a review of available site-specific information relative to infiltration constraints as part of assessing the feasibility of stormwater infiltration.

Source;
Infiltration Constraint Analysis: PACE/Geosyntec
0 1.83.6 7.2
Miles
0 2.5510
Kilometers
LEGEND
OCWD Groundwater Basin Protection Boundary
City Boundaries
Infiltration Constraints
1 Constraint
2 Overlapping Constraints
3 Overlapping Constraints
4 Overlapping Constraints
SITE

ORANGE COUNTY RIVERSIDE COUNTY

ORANGE COUNTY SAN BERNARDINO COUNTY

ORANGE COUNTY

LOS ANGELES COUNTY

ORANGE COUNTY LOS ANGELES COUNTY
P:\9526E\6-G IS\Mxd s\Re p o rts\Infiltra tio nFe a sa b ility_20110215\9526E_Fig ure XVI-2f_No rthO CG ro und wa te rPro te c tio nAre a sStre e tMa p _20110215.mxd FIGURE
XVI-2f JOB TITLE SCALE 1" = 1.25 miles DESIGNED DRAWING CHECKED BMP 04/22/10 DATE JOB NO. THTH 9526-E

ORANGE COUNTY

INFILTRATION STUDY
ORANGE CO. CA

NORTH ORANGE COUNTY

GROUNDWATER PROTECTION
AREAS

SUBJECT TO FURTHER REVISION
Note: Individual contamination sites are not plotted.

See State Water Resources Control Board Geotracker database (http://geotracker.waterboards.ca.gov),
Department of Toxic Substance Control Envirostor database (http://www.envirostor.dtsc.ca.gov) and other applicable sources for current listing of active contaminated sites.

Groundwater basin and plume protection boundaries for
South Orange County are not shown on this exhibit
at this time
I!
0 1.252.55
Miles
0248
Kilometers
LEGEND
City Boundaries
OCWD Groundwater Basin Protection Boundary
Plume Protection Boundaries
North Basin Groundwater Protection Project
South Basin Groundwater Protection Project
El Toro Marine Base
Tustin Marine Air Base
Approximate Selenium Contamination Area
SITE

ORANGE COUNTY RIVERSIDE COUNTY

ORANGE COUNTY SAN BERNARDINO COUNTY

ORANGE COUNTY

LOS ANGELES COUNTY

ORANGE COUNTY LOS ANGELES COUNTY
10 10
3 5
10 30
10 30
10 20
10 10
5 50
3 30
30 30 30 20
5 10
20 30
50 10
30 20
P:\9526E\6-G IS\Mxd s\Re p o rts\Infiltra tio nFe a sa b ility_20110215\9526E_Fig ure XVI-2d _De p thTo G ro und wa te rO ve rvie w_20110215.mxd FIGURE
XVI-2d JOB TITLE SCALE 1" = 1.25 miles DESIGNED DRAWING CHECKED BMP 02/09/11 DATE JOB NO. THTH 9526-E

ORANGE COUNTY

INFILTRATION STUDY
ORANGE CO. CA

NORTH ORANGE COUNTY

MAPPED DEPTH TO FIRST

GROUNDWATER

SUBJECT TO FURTHER REVISION
Note: Data are not available for South Orange County at this time.

Source:

Sprotte, Fuller and Greenwood, 1980.

California Division of Mines and Geology;
California Geological Survey
I!
0 1.252.55
Miles
0248
Kilometers
LEGEND
Depth To First Groundwater Contours
City Boundaries
OCWD Groundwater Basin Protection Boundary
SITE

ORANGE COUNTY RIVERSIDE COUNTY

ORANGE COUNTY SAN BERNARDINO COUNTY

ORANGE COUNTY

LOS ANGELES COUNTY

ORANGE COUNTY LOS ANGELES COUNTY
P:\9526E\6-G IS\Mxd s\Re p o rts\Infiltra tio nFe a sa b ility_20110215\9526E_Fig ure XVI-2e _De p thTo G ro und wa te rLt5ft_20110215.m xd FIGURE
XVI-2e JOB TITLE SCALE 1" = 1.25 miles DESIGNED DRAWING CHECKED BMP 02/09/11 DATE JOB NO. THTH9526-E ORANGE COUNTY INFILTRATION STUDY ORANGE CO. CA NORTH ORANGE COUNTY MAPPED SHALLOW GROUNDWATER

SUBJECT TO FURTHER REVISION
Note: Data are not available for South Orange County at this time.

Source:

Sprotte, Fuller and Greenwood, 1980.

California Division of Mines and Geology;
California Geological Survey
I!
0 1.252.55
Miles
0248
Kilometers
LEGEND
City Boundaries
OCWD Groundwater Basin Protection Boundary
Depth To Groundwater
<= 5'
5-10'
SITE

ORANGE COUNTY RIVERSIDE COUNTY

ORANGE COUNTY SAN BERNARDINO COUNTY

ORANGE COUNTY

LOS ANGELES COUNTY

ORANGE COUNTY LOS ANGELES COUNTY
P:\9526E\6-G IS\Mxd s\Re p o rts\Infiltra tio nFe a sa b ility_20110215\9526E_Fig ure XVI-2a _Hyd ro So ils_20110215.m xd FIGURE
XVI-2a JOB TITLE SCALE 1" = 1.8 miles DESIGNED DRAWING CHECKED BMP 02/09/11 DATE JOB NO. THTH9526-E ORANGE COUNTY INFILTRATION STUDY ORANGE CO. CA NRCS HYDROLOGIC SOILS GROUPS

SUBJECT TO FURTHER REVISION
Source:

Soils: Natural Resources Conservation Service (NRCS)
Soil Survey - soil_ca678, Orange County & Western Riverside Date of publication: 2006-02-08
I!
0 1.83.6 7.2
Miles
0 2.5510
Kilometers
LEGEND
City Boundaries
Hydrologic Soil Groups
A Soils
B Soils
C Soils
D Soils
http://websoilsurvey.nrcs.usda.gov/app/HomePage.htm
SITE
P:\9526E\6-G IS\Mxd s\Re po rts\Infiltra tio nFe a sa b ility_20110215\9526E_Fig ure XVI-3a _Sa nG a b rie lC o yo te Cre e kWa te rshe d Suc e pta b ility_20100331.mxd Los Angeles County
Newport Bay Watershed
Anaheim
Bay-Huntington
Harbor Watershed
Santa Ana
River
Watershed

HILLCREST
PARK

RESERVOIR
ORANGE
COUNTY

LA JOLLA

RECHARGE
BASIN

KRAEMER
BASIN

FULLERTON

RESERVOIR

FULLERTON

RESERVOIR

BREA CREEK

RESERVIOR
HUMBLE

RESERVOIR

VALENCIA

RESERVOIR

FULLERTON

RESERVOIR
MILLER

RETARDING
BASIN

CYPRESS

RETARDING
BASIN

LOS ALAMITOS

RETARDING
BASIN

PLACENTIA

RETARDING

RAYMOND BASIN

RETARDING

GILBERT BASIN

RETARDING
BASIN

CRESCENT

RETARDING
BASIN

LOFTUS DIVERSION CHANNEL

DESILTING BASIN

ROSSMOOR

RETARDING
BASIN
Los Alamitos
Naval Air
Station
Seal Beach
Naval Weapons
Station
Fullerton
Airport
FIGURE
XVI-3a JOB TITLE SCALE 1" = 4000' DESIGNED DRAWING CHECKED BMP 04/22/10 DATE JOB NO.

T
TH9526-E

H ORANGE COUNTY

WATERSHED

MASTER PLANNING
ORANGE CO. CA

SUSCEPTIBILITY ANALYIS

SAN GABRIEL-COYOTE CREEK
I! 0 4,000 8,000 16,000
Feet
Susceptibility
Potential Areas of Erosion, Habitat, &
Physical Structure Susceptibility
Channel Type
Earth (Unstable)
Earth (Stabilized)
Stabilized
Tidel Influence
<= Mean High Water Line (4.28')
Water Body
Basin
Lake
Reservoir
Other Lands
Airports/Military

PRELIMINARY MAP

SUBJECT TO FURTHER REVISION
SITE
P:\9526E\6-GIS\Mxds\Reports\InfiltrationFeasability_20110215\9526E_FigureXVI-1_RainfallZones_20110215.mxd

JOB TITLE SCALE
1" = 1.8 miles

DESIGNEDDRAWINGCHECKED
BMP
04/22/10
DATEJOB NO.

T9526-E
H

TH ORANGE COUNTY

TECHNICAL GUIDANCE

DOCUMENT
ORANGE CO. CA

RAINFALL ZONES
SITE
Water Quality Management Plan (WQMP)
DALE

BONANNI DEVELOPMENT, INC Section X
2073 Preliminary WQMP Option.docx Page 34
Attachment B: 2-Year Storm Event Hydrology
Calculations (N/A)

Water Quality Management Plan (WQMP)
DALE

BONANNI DEVELOPMENT, INC Section X
2073 Preliminary WQMP Option.docx Page 35
Attachment C: O+M Plan

Operations and Maintenance (O&M) Plan
OTM2021-01399
Water Quality Management Plan
for
1442 N Dale Avenue
Anaheim, CA 92802
Section IX, Operations and Maintenance Plan
BMP
Applicable?
Yes/No
BMP Name and BMP Implementation,
Maintenance and Inspection Procedures
Implementation, Maintenance, and Inspection
Frequency and Schedule
Person or Entity with Operation &
Maintenance Responsibility
Non-Structural Source Control BMPs
Y N1. Education for Property Owners, Tenants and
Occupants
Practical information materials will be provided to the first residents/occupants/tenants on general housekeeping
practices that contribute to the protection of stormwater quality. These materials will be initially developed and provided to first residents/occupants/tenants by the
developer. Thereafter such materials will be available
through the Permittees’ education program. Different
materials for residential, office commercial, retail commercial, vehicle-related commercial and industrial uses will be
developed.

Provide education information to new owners,
Tenants and occupants as needed
BONANNI DEVELOPMENT, INC.

Y N2. Activity Restrictions This Table This Table
Y N3. Common Area Landscape Management
Identify on-going landscape maintenance requirements that are consistent with those in the County Water Conservation Resolution (or city equivalent) that include fertilizer and/or pesticide usage consistent with Management Guidelines for Use of Fertilizers. Statements regarding the specific
applicable guidelines must be included.

Manage landscaping in accordance with County of
Orange Water Conservation Ordinance No. 3802
and with Management Guidelines for Use of
Fertilizers and Pesticides
Construction Superintendent during
construction; BONANNI
DEVELOPMENT, INC. during postconstruction.

Y N4. BMP Maintenance
The Project WQMP shall identify responsibility for
implementation of each non-structural BMP and scheduled cleaning and/or maintenance of all structural BMP facilities.

This Table. BONANNI DEVELOPMENT, INC.

N N5. Title 22 CCR Compliance
N N6. Local Water Quality Permit Compliance
Section IX, Operations and Maintenance
Plan

Page 2 of 10 ends

BMP
Applicable?
Yes/No
BMP Name and BMP Implementation,
Maintenance and Inspection Procedures
Implementation, Maintenance, and Inspection
Frequency and Schedule
Person or Entity with Operation &
Maintenance Responsibility
N N7. Spill Contingency Plan
N N8. Underground Storage Tank Compliance
N N9. Hazardous Materials Disclosure Compliance
N N10. Uniform Fire Code Implementation
Y N11. Common Area Litter Control
For industrial/commercial developments, the owner should be required to implement trash management and litter control procedures in the common areas aimed at reducing pollution of drainage water. The owner may contract with their
landscape maintenance firms to provide this service during regularly scheduled maintenance, which should consist of litter patrol, emptying of trash receptacles in common areas, and noting trash disposal violations by tenants or businesses and reporting the violations to the owner for investigation.

Litter Maintenance. Daily. Construction Superintendent during construction; BONANNI
DEVELOPMENT, INC. during postconstruction.

Y N12. Employee Training
Education program (see N1) as it would apply to future
employees of individual businesses. Developer either
prepares manuals for initial purchasers of business site or for development that is constructed for an unspecified use
makes commitment of future business owner to prepare. An example would be training on the proper storage and use of fertilizers and pesticides, or training on the implementation of hazardous spill contingency plans.

Include the education materials contained in the
approved Water Quality Management Plan.

Monthly for construction maintenance personnel
and employees.

BONANNI DEVELOPMENT, INC.

Section IX, Operations and Maintenance
Plan

Page 3 of 10 ends

BMP
Applicable?
Yes/No
BMP Name and BMP Implementation,
Maintenance and Inspection Procedures
Implementation, Maintenance, and Inspection
Frequency and Schedule
Person or Entity with Operation &
Maintenance Responsibility
N N13. Housekeeping of Loading Docks
Y N14. Common Area Catch Basin Inspection
For industrial/commercial developments and for
developments with privately maintained drainage systems, the owner is required to have at least 80 percent of drainage facilities inspected, cleaned and maintained on an annual basis with 100 percent of the facilities included in a two-year period. Cleaning should take place in the late summer/early fall prior to the start of the rainy season. Drainage facilities include catch basins, open drainage channels and lift
stations. Records should be kept to document the annual maintenance.

Catch Basins will be inspected and cleaned after
major rain events and immediately prior to the start
of the rainy season on October 1st.

BONANNI DEVELOPMENT, INC.

Y N15. Street Sweeping Private Streets and Parking Lots Streets and parking lots are required to be swept prior to the storm season, in late summer or early fall, prior to the start of the rainy season or equivalent as required by the governing jurisdiction.

Parking lot will be swept monthly at a minimum and
immediately prior to the start of the rainy season on
October 1st.

BONANNI DEVELOPMENT, INC.

Section IX, Operations and Maintenance
Plan

Page 4 of 10 ends

Structural Source Control BMPs
Section IX, Operations and Maintenance
Plan

Page 5 of 10 ends

BMP
Applicable?
Yes/No
BMP Name and BMP Implementation,
Maintenance and Inspection Procedures
Implementation, Maintenance, and Inspection
Frequency and Schedule
Person or Entity with Operation &
Maintenance Responsibility
Y S1. Provide Storm Drain System Stenciling and Signage Storm drain stencils are highly visible source control
messages, typically placed directly adjacent to storm drain inlets. The stencils contain a brief statement that prohibits the dumping of improper materials into the municipal storm drain system. Graphical icons, either illustrating anti-dumping symbols or images of receiving water fauna, are effective supplements to the anti-dumping message. Stencils and
signs alert the public to the destination of pollutants discharged into stormwater. The following requirements
should be included in the project design and shown on the project plans:

1. Provide stenciling or labeling of all storm drain inlets and catch basins, constructed or modified, within the
project area with prohibitive language (such as: “NO
DUMPING – DRAINS TO OCEAN”) and/or graphical
icons to discourage illegal dumping.

2. Post signs and prohibitive language and/or graphical icons, which prohibit illegal dumping at public
access points along channels and creeks within the
project area.

3. Maintain legibility of stencils and signs.

Repaint as necessary but at minimum once every
five years. Annually
BONANNI DEVELOPMENT, INC.

N S2. Design Outdoor Hazardous Material Storage Areas to Reduce Pollutant Introduction

Section IX, Operations and Maintenance
Plan

Page 6 of 10 ends

Y S4. Use Efficient Irrigation Systems and Landscape
Design
Projects shall design the timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the municipal storm drain system. The following methods to reduce excessive irrigation runoff shall be
considered, and incorporated on common areas of
development and other areas where determined applicable and feasible by the Permittee:

1. Employing rain shutoff devices to prevent irrigation after precipitation.

2. Designing irrigation systems to each landscape
area’s specific water requirements.

Verify that runoff minimizing landscape design
continues to function by checking that water sensors
are functioning properly, that irrigation heads are
adjusted properly to eliminate overspray to
hardscape areas, and to verify that irrigation timing
and cycle lengths are adjusted in accordance with
water demands, given time of year, weather and day
or night time temperatures. Verify that plants
continue to be grouped according to similar water
requirements in order to reduce excess irrigation
runoff. Once a week, in conjunction with
maintenance activities.

BONANNI DEVELOPMENT, INC.

Section IX, Operations and Maintenance
Plan

Page 7 of 10 ends

S4. Use Efficient Irrigation Systems and Landscape
Design

3. Using flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of
broken sprinkler heads or lines.

4. Implementing landscape plan consistent with
County Water Conservation Resolution or city
equivalent, which may include provision of water
sensors, programmable irrigation times (for short
cycles), etc.

5. The timing and application methods of irrigation
water shall be designed to minimize the runoff of
excess irrigation water into the municipal storm
drain system.

6. Employing other comparable, equally effective,
methods to reduce irrigation water runoff.

7. Group plants with similar water requirements in
order to reduce excess irrigation runoff and promote
surface filtration. Choose plants with low irrigation
requirements. Consider other design features, such
as:
 Use mulches (such as wood chips or shredded
wood products) in planter areas without ground
cover to minimize sediment in runoff.
 Install appropriate plant materials for the
location, in accordance with amount of sunlight
and climate, and use native plant material
where possible and/or as recommended by the
landscape architect.

Section IX, Operations and Maintenance
Plan

Page 8 of 10 ends

BMP
Applicable?
Yes/No
BMP Name and BMP Implementation,
Maintenance and Inspection Procedures
Implementation, Maintenance, and Inspection
Frequency and Schedule
Person or Entity with Operation &
Maintenance Responsibility
 Leave a vegetative barrier along the property
boundary and interior watercourses, to act as a
pollutant filter, where appropriate and feasible.
 Choose plants that minimize or eliminate the
use of fertilizer or pesticides to sustain growth.

N S5. Protect Slopes and Channels
N S6. Loading Dock Areas
N S7. Maintenance Bays and Docks
N S8. Vehicle Wash Areas
N S9. Outdoor Processing Areas
N S10. Equipment Wash Areas
N S11. Fueling Areas
N S12. Site Design and Landscape Planning
N S13. Wash Water Controls for Food Preparation Areas
N S14. Community Car Wash Racks

Section IX, Operations and Maintenance
Plan

Page 9 of 10 ends

Miscellaneous BMP # 1
Infiltration BMP # 1 (OPTION 1)
ADS Storm Tech Chamber
Regular inspection and maintenance are essential
to assure a properly functioning stormwater
system. A StormTech Isolate Row should initially
be inspected immediately after completion of the
site’s construction, and prior to passing
responsibility over to the site’s owner. Refer to
StormTech Guide for technical maintenance and
operation details.

BONANNI DEVELOPMENT, INC.

Infiltration BMP # 2

Harvest and use BMP # 1
Harvest and use BMP # 2

Section IX, Operations and Maintenance
Plan

Page 10 of 10 ends

BMP Name and BMP Implementation,
Maintenance and Inspection Procedures
Implementation, Maintenance, and Inspection
Frequency and Schedule
Person or Entity with Operation &
Maintenance Responsibility
Biotreatment BMP # 1 (OPTION 2)
Bio Clean MWS
Regular inspection and maintenance are essential
to assure a properly functioning stormwater
system. Annually remove trash from screening
device. Remove sediment from separation
chamber. Replace cartridge filter media. Replace
drain own filter media. Trim vegetation. A system
should initially be inspected immediately after
completion of the site’s construction, and prior to
passing responsibility over to the site’s owner.

Refer to Bioclean Guide for technical maintenance
and operation details.

BONANNI DEVELOPMENT, INC.

Biotreatment BMP # 2
Treatment Control BMPs
Treatment Control BMP #1
Pre-Treatment/Gross Solids Removal BMPs
Pre-Treatment BMP # 1
Contech Stormwater Management Storm Filter
Inspection and minor maintenance procedures
include inspection of the vault itself and removal of
vegetation and trash and debris. Major
maintenance activities include cartridge
replacement and sediment removal. Two
scheduled inspections/maintenance activities
should take place during the year. The condition of
the StormFilter unit should be checked after major
storms for damage cause by high flows and for
high sediment accumulation. Refer to Contech
Storm Filter Operation and Maintenance
specifications for technical maintenance details.

BONANNI DEVELOPMENT, INC.

Section X, Operations and Maintenance
Plan
Required Permits
No permits are required for the implementation, operation, and maintenance of the BMPs.

If no permits are required, a statement to that effect should be made.

Forms to Record BMP Implementation, Maintenance, and Inspection The form that will be used to record implementation, maintenance, and inspection of BMPs is attached.

Recordkeeping
All records must be maintained for at least five (5) years and must be made available for review upon request.

Section X, Operations and Maintenance Plan Attachments

RECORD OF BMP IMPLEMENTATION, MAINTENANCE, AND INSPECTION Today’s Date:

Name of Person Performing Activity
(Printed):

Signature:

BMP Name
(As Shown in O&M Plan)
Brief Description of Implementation, Maintenance, and
Inspection Activity Performed

Water Quality Management Plan (WQMP)
DALE

BONANNI DEVELOPMENT, INC Section X
2073 Preliminary WQMP Option.docx Page 36
Attachment D: Educational Materials
Residential Material
(http://www.ocwatersheds.com)

Water Quality Management Plan (WQMP)
DALE

BONANNI DEVELOPMENT, INC Section X
2073 Preliminary WQMP Option.docx Page 37
Attachment E: Geotechnical Report

GEOTECHNICAL DESIGN REPORT

FOR THE PROPOSED RESIDENTIAL DEVELOPMENT AT
1442 North Dale Avenue
Anaheim, California
Prepared for

BONANNI DEVELOPMENT
5500 Bolsa Avenue, Suite 120
Huntington Beach, CA 92649
Prepared by
GROUP DELTA CONSULTANTS, INC.
32 Mauchly, Suite B
Irvine, California 92618
Group Delta Project No. IR771
July 29, 2021
00001
10/26/2021, 4:03:40 PM
ANAH-OTH2021-01398
Cesar Morales
32 Mauchly, Suite B, Irvine, CA 92618 TEL: (949) 450‐2100 Anaheim – Irvine – Ontario – San Diego – Torrance
www.GroupDelta.com
July 29, 2021

BONANNI DEVELOPMENT
5500 Bolsa Avenue, Suite 120
Huntington Beach, CA 92649
Attention: Mr. Brett Bonanni
Project Manager
Subject: Geotechnical Design Report
Proposed Residential Development
1442 North Dale Avenue
Anaheim, California
Group Delta Project No. IR771
Dear Mr. Bonanni:

Group Delta Consultants, Inc. (Group Delta) is pleased to submit this geotechnical design report for the proposed residential development at 1442 North Dale Avenue in Anaheim, California. Our scope of work was performed in general accordance with our proposal dated July 2, 2021, which was authorized on the same date. The geotechnical investigation represents the current subsurface ground conditions at the site and has been used to develop geotechnical recommendations.

We appreciate the opportunity to provide geotechnical services for this project. If you have any questions about this report, or if we can be of further service, please do not hesitate to contact us.

Sincerely,
GROUP DELTA CONSULTANTS, INC.

Asheesh Pradhan, Ph.D., P.E. Ethan Tsai, G.E.

Staff Engineer Associate Engineer
Distribution: Addressee (PDF file)
IR771 Bonanni ‐ 1442 N Dale Avenue_Geotech Design.docx

TABLE OF CONTENTS

1.0 INTRODUCTION............................................................................................................ 1

1.1 Background............................................................................................................. 1

1.2 Project Description .................................................................................................1

1.3 Scope of Work......................................................................................................... 1

2.0 FIELD INVESTIGATION AND LABORATORY TESTING PROGRAM .................................... 2

2.1 Field Exploration ..................................................................................................... 2

2.2 Laboratory Testing .................................................................................................. 2

3.0 SITE AND SUBSURFACE CONDITIONS............................................................................ 3

3.1 Surface Conditions.................................................................................................. 3

3.2 Subsurface Conditions ............................................................................................3

3.3 Groundwater........................................................................................................... 3

4.0 LIMITED GEOLOGIC AND SEISMIC HAZARDS EVALUATION ........................................... 3

4.1 Ground Surface Rupture .........................................................................................3

4.2 Landslides ............................................................................................................... 3

4.3 Liquefaction and Seismic Settlement......................................................................4

4.3.1 Lateral Spreading ........................................................................................4

5.0 DISCUSSIONS AND RECOMMENDATIONS..................................................................... 5

5.1 General ................................................................................................................... 5

5.2 Demolition .............................................................................................................. 5

5.3 Removal .................................................................................................................. 5

5.4 Earthwork ............................................................................................................... 5

5.5 Temporary Excavations...........................................................................................7

5.6 Foundations Recommendations – Spread Footing..................................................7

5.6.1 Bearing Capacity..........................................................................................7

5.6.2 Settlement .................................................................................................. 8

5.6.3 Lateral Resistance .......................................................................................8

5.6.4 Slab on Grade..............................................................................................8

5.7 Seismic Design Parameters per CBC 2019/ASCE 7‐16 .............................................9

5.8 Utility Trenches..................................................................................................... 10

5.9 Expansive Soils...................................................................................................... 10

5.10 Soil Corrosion Potential.........................................................................................10 Geotechnical Design Report July 29, 2021
1442 North Dale Avenue, Anaheim, California Page ii
Group Delta Project No. IR771
IR771 Bonanni ‐ 1442 N Dale Avenue_Geotech Design.docx

5.11 Site Drainage......................................................................................................... 11

5.12 Pavement Design .................................................................................................. 11

5.12.1 Flexible Asphalt Concrete Pavement.........................................................11

5.12.2 Rigid Concrete Pavement..........................................................................12

5.12.3 Concrete Walkway and Hardscape............................................................12

6.0 LIMITATIONS.............................................................................................................. 13

7.0 REFERENCES............................................................................................................... 14

LIST OF TABLES
Table 1 Mapped Seismic Design Acceleration Parameters Table 2 Asphalt Concrete Pavement Sections
Table 3 Rigid Concrete Pavement Sections

LIST OF FIGURES
Figure 1 Site Location Map
Figure 2 Exploration Location Plan
Figure 3 Historically Highest Groundwater
Figure 4 Regional Fault Map
Figure 5 Earthquake Zones of Required Investigation Map

LIST OF APPENDICES
Appendix A Field Investigation
Appendix B Laboratory Testing
Appendix C Liquefaction Analyses
IR771 Bonanni ‐ 1442 N Dale Avenue_Geotech Design.docx

GEOTECHNICAL DESIGN REPORT

FOR RESIDENTIAL DEVELOPMENT AT
1442 NORTH DALE AVENUE, ANAHEIM, CALIFORNIA

1.0 INTRODUCTION
This report presents our recommendations for the foundation design and construction of the proposed residential development located at 1442 North Dale Avenue, Anaheim, California.

1.1 Background
The Site is approximately 0.9 acres, located about 400 feet east of the intersection of North Dale Avenue and Peppertree Drive, and approximately 160 feet south of the 91 Freeway in Anaheim California, as shown in Figure 1, Site Location Map. The Site is bounded by residential establishments on the east and west, Peppertree Drive on the south, and 91 Freeway on the north. The site is currently occupied by a two‐story residential building, a one‐story storage building, paved courtyards, and unpaved areas with trees and plantations.

1.2 Project Description
We understand based on a conceptual project layout developed by WHA Architects, the proposed development will consist of demolition of the existing structures and construction of new 19 units of two‐story condominiums. The proposed buildings are planned to be at‐grade structures. A proposed concept site plan is shown in the exploration plan in Figure 2.

1.3 Scope of Work
The objective of this report is to provide foundation recommendations for the design and construction of the proposed residential development at the site. Our scope of work for the site included the following tasks:
• Review of relevant United States Geological Survey (USGS) and California Geological Survey (CGS) maps and reports for the site and surrounding area as well as other geotechnical reports in the vicinity area performed by Group Delta. • Perform a geotechnical investigation to evaluate subsurface conditions, which includes three (3) Cone Penetration Tests (CPTs) to the depths of 50 feet below existing ground surface (bgs) and three Hollow Stem Auger (HSA) borings to depths of between 20 feet to 50 feet bgs
• Perform laboratory testing program on selected soil samples to evaluate characteristics of the soils encountered during our field exploration
• Evaluate limit geologic and seismic hazards including surface fault rupture, liquefaction, and seismically induced landslide
Geotechnical Design Report July 29, 2021
1442 North Dale Avenue, Anaheim, California Page 2
Group Delta Project No. IR771
IR771 Bonanni ‐ 1442 N Dale Avenue_Geotech Design.docx
• Perform engineering analyses and provide geotechnical recommendations for excavations, placement of fill, foundation design, floor slab supports, and any construction‐related issues
• Prepare this geotechnical design report

2.0 FIELD INVESTIGATION AND LABORATORY TESTING PROGRAM
Field investigation for the Site was performed by Group Delta on July 9 and July 13, 2021.

Laboratory tests were conducted on selected and representative soil samples obtained during our field investigation. A brief description of the field investigation and laboratory testing is provided below and in Appendix A and B.

2.1 Field Exploration
Before beginning the field investigation, well permits were obtained from Orange County Health Care Agency – Environmental Health Division. Underground Service Alert (USA) was notified of each exploration location for identifying possible subsurface utilities.

A field investigation was performed at the projectsite that consisted of three (3) HSA exploratory borings drilled to depths of between 21 and 51 feet bgs and three (3) CPTs advanced to a depth of about 50 feet bgs. The explorations were performed under the direct supervision of a Group Delta’s field engineer, who maintained logs of the soils encountered, visually classified the material, and assisted in obtaining soil samples. Bulk samples of soil cuttings from the drilling were collected to depths of about 5 feet bgs. Relatively undisturbed ring samples were retrieved from the borings at about 3 feet to 5 feet depth intervals thereafter.

The locations of our field exploratory borings and CPTs are shown in Figure 2. A brief detail of the field exploration program, the logs of the borings, and CPT plots are presented in Appendix A.

2.2 Laboratory Testing
Laboratory testing was performed on selected soil samples collected from the borings to characterize the subsurface materials and to evaluate their index and engineering properties.

The laboratory testing program consisted of the following. • Soil classification
• Moisture content and dry unit weight
• Atterberg limits
• Direct shear
• Resistance R‐Value
• Proctor Compaction Test
• Expansion Index
• Soil Corrosivity
Geotechnical Design Report July 29, 2021
1442 North Dale Avenue, Anaheim, California Page 3
Group Delta Project No. IR771
IR771 Bonanni ‐ 1442 N Dale Avenue_Geotech Design.docx
The performed tests are identified on the boring logs in Appendix A and laboratory test results are presented in Appendix B.

3.0 SITE AND SUBSURFACE CONDITIONS

3.1 Surface Conditions
The Site is generally flat and has an approximate elevation of 80 feet. The 91 Freeway embankment is located adjacent to the north property line. The inclination of the embankment is about 2:1 (horizontal: vertical) and the height of the slope is about 25 feet. The site is currently occupied by a two‐story residential building, a single‐story storage building, paved courtyards, and unpaved areas with trees and plantations. The surrounding areas consist of residential developments.

3.2 Subsurface Conditions
The field explorations performed at the site indicate about 3 to 4 feet of existing artificial fill.

Native soils consist of medium dense silty sand, and sand to a depth of about 25 feet. This layer is underlain by fine‐grained materials which consist of interbedded layers of clay, silt, and silty sand between depths of 25 to 33 feet. Below 33 feet, the soils consist predominantly of sandy layers with silty and clayey layers to the maximum explored depth of 51 feet.

3.3 Groundwater
Groundwater was measured at a depth of 25 feet in the boring B‐1 after drilling. The mapped historic high groundwater level, as shown in Figure 3, is about 18 feet bgs (CGS, 1997).

Accordingly, the design groundwater level is assumed to be at a depth of 18 feet bgs.

4.0 LIMITED GEOLOGIC AND SEISMIC HAZARDS EVALUATION

4.1 Ground Surface Rupture
The potential hazard for ground rupture is evaluated through consideration of distance to active earthquake faults. The project site is not located within a State‐identified Earthquake Fault Zone of Required Investigation (CGS, 1977). The closest active fault is the Elysian Park (Lower CFM) located about 1.1 miles (1.7 kilometers) northeast of the site, as shown in Figure 4. Therefore, the potential hazard of ground surface rupture at the site is considered low.

4.2 Landslides
The site is not located within an area known for landslide hazards (CGS, 1997). Permanent cut slopes are not anticipated for the proposed improvements. The topography of the site is level.

Therefore, the potential of seismically induced landslides is considered low.

Geotechnical Design Report July 29, 2021
1442 North Dale Avenue, Anaheim, California Page 4
Group Delta Project No. IR771
IR771 Bonanni ‐ 1442 N Dale Avenue_Geotech Design.docx

4.3 Liquefaction and Seismic Settlement
Liquefaction involves the sudden loss in strength of a saturated, cohesionless soil (sand and non‐ plastic silts) caused by the build‐up of pore water pressure during cyclic loadings, such as those produced by an earthquake. This increase in pore water pressure can temporarily transform the soil into a fluid mass, resulting in a vertical settlement, and can also cause lateral ground deformations. Typically, liquefaction occurs in areas where there are loose to medium dense sands and silts, and where the depth to groundwater is less than 50 feet from the surface. In summary, three simultaneous conditions are required for liquefaction:
• Loose to medium dense cohesionless soils
• Groundwater within 50 feet of the surface
• Strong shaking, such as caused by an earthquake
The Site is located in a mapped liquefaction hazard zone on the California Seismic Hazard Zone Map for Anaheim 7.5‐minute Quadrangle (CGS, 1997), as shown in Figure 5.

Liquefaction triggering analyses was performed using simplified procedures recommended by NCEER (Youd and Idriss, 1997, 2001) for CPTs. A peak ground acceleration value for the 2,475‐ year return period earthquake (PGAM) based on ASCE 7‐16 of 0.71g and a moment median magnitude of M7.3 computed using the USGS based on the Dynamic U.S. 2014 (v4.2) deaggregation tool (https://earthquake.usgs.gov/hazards/interactive/). The historical highest groundwater of 18 feet was used in the analyses.

CPT soundings provide a more continuous measurement of the soil profile compared to the coarsersampling intervalsin the boring records. We assessed the liquefaction potential using the computer program CLiq (GeoLogismiki, 2015). For estimating the resulting ground settlements, we used the method proposed by Zhang et al (2002 and 2004).

Potential liquefiable layers are within medium dense sandy layers between depths of 18 to 22 and depths of 34 to 42 feet. Total liquefaction‐induced settlement is estimated to be about 1 inch or less. The differential settlement may be assumed to be 0.5 inches over a horizontal distance of about 30 feet.

Liquefaction triggering and liquefaction‐induced settlement calculations are provided in Appendix C.

4.3.1 Lateral Spreading
Under cyclic loading, lateral spreading can occur on gently sloping ground or horizontal ground adjacent to bodies of water or slopes. Since the site is relatively flat and not adjacent to bodies of water or slope, lateral spreading is not a design concern.

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5.0 DISCUSSIONS AND RECOMMENDATIONS

5.1 General
Based on the findings from our field explorations and engineering analyses, it is our opinion that the proposed project is feasible from a geotechnical standpoint. Following proper site grading recommendations, the structure can be supported on conventionalspread footings with slab‐on‐ grade.

5.2 Demolition
Before the start of earthwork, the existing site improvements will require demolition and removal, including the existing foundations, slabs, hardscapes, utilities, trees, and plantations.

The civil engineershould identify the presence and location of all existing utilities on and adjacent to the site. Precautions will be required to remove, relocate or protect existing utilities, as appropriate.

5.3 Removal
Fill soils were encountered at the site to the depth of about 4 feet. Deeper fills could be present anywhere within the site and could locally extend deeper. Any existing fill should be considered uncertified and should be removed and recompacted. In addition, soil loosened or disturbed during the demolition should be removed and recompacted.

To provide uniform support, the building area should be over‐excavated and recompacted as structural fill to a minimum depth of 5 feet to form a pad. All removals should extend a minimum of 5 feet outside the pad or a distance equal to the depth of the excavation, whichever is greater.

The actual limits for removals should be determined by the project geotechnical engineer during grading based on the actual conditions encountered.

In non‐structural areas such as pavements, concrete walkways, and hardscapes, the area should be over‐excavated and recompacted to a minimum depth of 2 feet. The removal should extend a minimum of 2 feet from the edge of the pavements and hardscapes.

5.4 Earthwork
All grading should conform to the requirements of the 2019 California Building Code, and the general grading recommendations outlined below.

1. The grading contractor is responsible for notifying the project geotechnical engineer of a pre‐grading meeting prior to the start of excavation/grading operations and any time that the operations are resumed after an interruption.

2. Priorto the start of earthwork, the project civil engineershould locate any existing utilities in the area. Existing utilities should be removed, relocated, or protected, as appropriate.

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3. The bottoms of excavations should be proof rolled with heavy equipment. Any areas of loose or pumping soils should be over excavated at the direction of the project geotechnical engineer. For the areas receiving structural fill, after the proof‐rolling, the native sandy soils should be scarified, brought to optimum moisture content, and compacted to at least 95 % relative compaction per the maximum dry density determined by ASTM D‐1557.

4. Structural fill soil should be compacted to at least 95 % of the maximum dry density determined by ASTM D1557. Fill placed in non‐structural areas such as pavements and hardscapes should be compacted to at least 90 % of the maximum dry density.

5. The on‐site soils, less any debris or organic matter, may be used in required fills. All structural fill soils should be sandy soils, free of highly expansive clay, organics, debris, rocks greater than 3 inches in any dimension, and other deleterious material. All fill soils shall be approved by the project geotechnical engineer.

6. Any required import material should consist of relatively non‐expansive soils with an expansion index of less than 30. The imported materials should contain sufficient fines (binder material) to be relatively impermeable and result in a stable subgrade when compacted. Import soils should be approved before being brought to the site.

7. All earthwork and grading should be performed under the observation of a Group Delta representative. Compaction testing of the fill soils shall be performed at the discretion of Group Delta and per local requirements. If specified compaction is not achieved, additional compaction effort, moisture conditioning of the fill soils, and/or removal and compaction of the below‐minimum‐compaction soils will be required.

8. Compaction testing of the fill soils shall be performed at the discretion of the project geotechnical engineer. Testing should be performed for approximately every 2 feet of fill thickness, or every 500 cubic yards of fill placed, whichever occurs first. If specified compaction is not achieved, additional compaction effort, moisture conditioning, and/or removal and compaction of the fill soils will be required.

9. All materials used for asphalt concrete and aggregate base shall conform to the 2009 “Green Book” or the equivalent and shall be compacted to at least 95 % relative compaction.

If in the opinion of the geotechnical engineer, contractor, or owner, an unsafe condition is created or encountered during grading, all work in the area shall be stopped until measures can be taken to mitigate the unsafe condition. An unsafe condition shall be considered any condition that creates a danger to workers, on‐site structures, on‐site construction, or any off‐site properties or persons.

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5.5 Temporary Excavations
Based on our investigation, we anticipate the excavations will be made in generally sandy materials and should be readily accomplished using conventional heavy construction equipment.

The sandy soils on site are generally classified as CAL/OSHA Type C soils.

If the excavation is exposed during periods of rainfall, provisions for the collection of the runoff should be made. All surface drainage should be controlled and prevented from running down into the excavation. Ponding water should not be allowed within the excavation.

All excavation slopes and shoring systems should meet minimum requirements of the Occupational Safety and Health (OSHA) Standards. Maintaining safe and stable slopes on excavations is the responsibility of the contractor and will depend on the nature of the soils and groundwater conditions encountered and his method of excavation. Excavations during construction should be carried out in such a manner that failure or ground movement will not occur. The short‐term stability of excavation depends on many factors, including slope angle, engineering characteristics of the subsurface materials, height of the excavation, and length of time the excavation remains unsupported and exposed to equipment vibrations, rainfall, and desiccation. The contractor should perform any additional studies deemed necessary to supplement the information contained in this report for the purpose of planning and executing his excavation plan. Recommendations regarding sloped temporary excavations are provided in the sections below.

Temporary excavations up to 3 feet deep may stand in vertical cuts. Deeper temporary excavations should be sloped at 1.5 (horizontal) to 1 (vertical), or flatter.

Surcharge loads from equipment or stockpiled material should be kept behind the top of the temporary excavations a horizontal distance of at least twice the depth of the excavation. Surface drainage should be controlled and prevented from running down the slope face. Ponding water should not be allowed within the excavation. Even with the implementation of the above recommendations, some sloughing of slopes and unstable soil zones may still occur within temporary excavations, and workmen should be adequately protected. Construction equipment and foot traffic should be kept off excavation slopes to minimize disturbance/sloughing.

5.6 Foundations Recommendations – Spread Footing

5.6.1 Bearing Capacity
Following proper site grading, the new building can be supported on shallow foundations placed in the new structural fill. Spread footings extending at least 2 feet below the floor slab or lowest adjacent grade, may be designed to impose a net dead‐plus‐live load pressure of 3,000 pounds per square foot. The allowable bearing pressure can be increased by one‐third for temporary loads associated with wind and seismic loading. The recommended bearing value is a net value, Geotechnical Design Report July 29, 2021
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and the weight of concrete in the footings can be taken as 50 pounds per cubic foot; the weight of soil backfill can be neglected when determining the downward loads.

All foundation excavations should be observed by the project geotechnical engineer before the placement of reinforcing steel. Any loose or soft soil found should be excavated and replaced with structural fill.

5.6.2 Settlement
We estimate the static settlement of the structure supported on spread footings in the manner recommended is expected to be less than ½. As discussed in Section 4.3 of this report, the seismic‐induced settlement is estimated to be 1 inch less. Therefore, the design total is estimated to be 1.5 inches or less, The differential settlement is estimated to be ¾ inch over a horizontal distance of 30 feet.

5.6.3 Lateral Resistance
Resistance to lateral loads can be provided by friction developed between the bottom of the footings and the supporting soil, and by the passive soil pressure developed on the face of the footing. For design purposes, an allowable coefficient of friction of 0.4 may be used. The allowable passive pressure for compacted structural fill may be taken as an equivalent fluid pressure of 300 pcf.

The recommended lateral load design values stated above are for use with loadings determined by a conventional working stress design. When considering an ultimate design approach, the recommended design values may be multiplied by a factor of 1.5. In addition, the passive pressure and coefficient of friction may be used in combination without reduction.

5.6.4 Slab on Grade
On‐grade building slabs should be supported by compacted fill having an EI of 20 or less. Slabs should be designed for the anticipated loading. Slab thickness, control joints, and reinforcement should be designed by the project structural engineer and should conform to the requirements of the 2019 CBC and with the recommendations of the American Concrete Institute.

American Concrete Institute (2004) provides detailed recommendations regarding moisture protection systems. The project architect should review ACI 302.1R‐04 along with the moisture requirements of the proposed flooring system and specify an appropriate moisture protection system based on the allowable moisture transmission rate of the flooring to be used. The vapor membrane should conform to ASTM E 1745 guidelines. According to ACI 302‐1R‐04, moisture protection may consist of 10 to 15 mil polyethylene plastic sheeting over the compacted subgrade. If necessary, 2 inches of a granular base material may be placed beneath the polyethylene plastic sheeting to provide a level surface. The granular base material should be a clean, finely graded material with at least 10 to 30 percent passing the No. 100 sieve but not Geotechnical Design Report July 29, 2021
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contaminated with clay, silt, or organic material. The granular material should be compacted before the placement of the vapor membrane. The vapor membrane should be protected from puncture and if damaged be repaired per the manufacturer’s recommendations.

5.7 Seismic Design Parameters per CBC 2019/ASCE 7‐16
Seismic design acceleration parameters were developed per the 2019 California Building Code (CBC) and ASCE 7‐16 (ASCE/SEI 7‐16) for the proposed project and are presented in Table 1. Based on the underlying geology, subsurface exploration data, and shear wave velocity estimates from the CPTs, the site classification for seismic design is Site Class D per Chapter 20 of ASCE 7‐16. The site coordinates used in our seismic hazard analysis are ‐117.98362 (Longitude) and 33.855614 (Latitude).

Table 1‐: Mapped Seismic Design Acceleration Parameters Design Parameters General Seismic Design Parameter
(ASCE 7‐16 Section 11.4)
Ss (g) 1.508
S1 (g) 0.532
Site Class D
Fa 1
Fv 1.768
SMS (g) 1.508
SM1 (g) 0.941
SDS (g) 1.005
SD1 (g) 0.627 (1)
Notes:
(1) If SD1 is used to obtain CS with either equation 12.8‐3 or 12.8‐4 of ASCE 7‐16, the value must be increased by a factor of 1.5. This may only be used for T > 1.5 TS. (2) For T ≤ Ts, SDS should be used only to obtain Cs using Equation 12.8‐2 Mapped design acceleration parameters determined per ASCE 7‐16 Section 11.4 for Site Class D are presented in Table 2. Based on Section 11.4.8 of ASCE 7‐16, if desired, these values may only be used if Exception 2 is met:
• If T ≤ 1.5 TS: The value of the seismic response coefficient CS is determined by Eq. (12.8‐ 2), i.e., SDS is used to obtain CS
• If T ≥ 1.5 TS: The value of seismic response coefficient CS is taken as 1.5 times the value computed in Eq. (12.8‐3), i.e., 1.5*SD1 is used to obtain CS, or Geotechnical Design Report July 29, 2021
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• If T > TL: The value of seismic response coefficient CS is taken as 1.5 times the value computed in Eq. (12.8‐4), i.e., 1.5*SD1 is used to obtain CS.

5.8 Utility Trenches
Excavations for utility trenches should be readily accomplished with conventional excavating equipment. All shoring and excavation should comply with current OSHA regulations and be observed by the designated competent person on site.

The bedding for any new sewer and water service pipelines should be a minimum of 4 inches thick and should consist of clean sand, No. 4 concrete aggregate or gravel, and should have a sand equivalent of not less than 30. The pipe zone material, which extends to a level 12 inches above the pipe should consist of sand and should have a sand equivalent of no less than 30, and a maximum rock size of 1 inch. All imported materials should be approved by the project geotechnical engineer before being brought on site.

Trench zone backfill extends from a level 12 inches above the pipe to the finished subgrade. In general, on‐site excavated materials are suitable as backfill. Any boulders or cobbles larger than 3 inches in any dimensions, or any organics or other deleterious materials, should be removed before backfilling. We recommend that all backfill should be placed in lifts not exceeding six to eight inchesin thickness and be compacted to at least 90 % of relative compaction as determined by the ASTM D1557. Mechanical compaction will be required to accomplish compaction above the bedding along the entire pipeline alignments. Jetting or flooding of backfill should not be permitted.

In backfill areas, where mechanical compaction of soil backfill is impractical due to space constraints, 2‐sack slurry (CLSM) may be substituted for compacted backfill.

5.9 Expansive Soils
Laboratory testing was performed on a representative sample of the near‐surface material collected to the depth of 5 feet below the existing ground surface from boring B‐1. The test result indicates a very low expansion potential, and the test result is presented in Appendix B.

5.10 Soil Corrosion Potential
A representative sample of the near‐surface material collected to the depth of 5 feet below the existing ground surface from boring B‐3 was tested for evaluating corrosion characteristics. The results indicate the test sample had a pH of 7.9; a water‐soluble sulfate content of less than 0.01 %, and a soluble chloride content of less than 0.01 %. The sulfate results indicate that sulfate exposure to Portland cement is negligible.

The test sample was also found to have a minimum measured electrical resistivity of 4,800 Ohm‐ cm. The following correlation can generally be used between electrical resistivity and corrosion potential:

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Electrical Resistivity (Ohm‐Cm) Corrosion Potential
Less than 1,000 Severe
1,000 to 2,000 Corrosive
2,000 to 10,000 Moderate
Greater than 10,000 Mild
Based on the laboratory test results, the test sample is classified as moderately corrosive to buried metals. Further evaluation/testing and recommendationsfor corrosion protection should be provided by a corrosion consultant.

5.11 Site Drainage
Surface drainage during construction should be controlled and directed to appropriate drainage facilities. All surface drainage should be prevented from running down along the face of the excavation. Ponding water should not be allowed within the excavation.

5.12 Pavement Design
Parking and parking access pavements may be supported on compacted fill following proper grading recommendations in Sections 5.3 and 5.4. Any loose soils should be removed and recompacted. The actual limits for subgrade preparation, removals, or compaction should be determined by the project geotechnical engineer during grading, based on the actual conditions encountered.

The preparation of the paving area subgrade should be done immediately before the placement of the base course. Proper drainage of the paved areas should be provided since this will reduce moisture infiltration into the subgrade and increase the life of the paving.

An R‐value test was performed on a sample of the shallow soils. The test result indicates an R‐ value of 72 at 90% compaction. The test result is presented in appendix B. For the design of pavement, an R‐value of 50 was used.

5.12.1 Flexible Asphalt Concrete Pavement
Asphalt Concrete (AC) pavement recommendations for a 20‐year design life per the Caltrans Highway Design Manual (Caltrans 2017) for Traffic Index (TI) values of 4, 5, 6, and 7 are provided in Table 2.

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Table 2. Asphalt Concrete Pavement Sections
We recommend that the Civil Engineer select an appropriate design TI based on anticipated vehicular loading.

5.12.2 Rigid Concrete Pavement
Rigid concrete pavement thickness recommendation is based on a 20‐year design life per Portland Cement Association (PCA). The required concrete pavement thickness will depend on the expected wheel loads and volume of traffic. Assuming concrete strength of 3000 psi and that the paving subgrade will consist of the on‐site or comparable soils compacted to at least 90 % as recommended, the minimum recommended concrete thicknesses are presented in Table 4 below. The base thickness should be a minimum of 4 inches.

Table 3. Rigid Concrete Pavement Sections
Traffic Index Concrete (inches)
4 6‐½
5 6‐½
6 7
7 7
Crack control joints should be constructed for all PCC slabs on a maximum spacing of 12 feet, each way.

5.12.3 Concrete Walkway and Hardscape
Concrete slabs for walkways and hardscapes can be supported on the compacted subgrade soil following recommendations in Section 5.4. Slabs should be designed for the anticipated loading.

We recommend that such slabs be at least 4 inches thick and reinforced with at least 6‐inch by 6‐inch, W2.9 by W2.9 welded wire fabric placed at slab mid‐height with crack control joints with a maximum spacing of 5‐foot centers each way for sidewalks and 10‐foot centers each way for slabs. Actual crack control joint spacing should be designed by the project structural engineer or Traffic Index AC Pavement Thickness
(inches)
Class II Aggregate Base Thickness
(inches)
4 3 4
5 3½ 4
6 4 4
7 4 4
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architect in conformance with the requirements of the 2019 CBC and the PCA Engineering Bulletin for Concrete Floors on Ground.

6.0 LIMITATIONS
Thisinvestigation was performed per generally accepted Geotechnical Engineering principles and practice. The professional engineering work and judgments presented in this report meet the standard of care of our profession at this time. No other warranty, expressed or implied, is made.

This report has been prepared for the Bonanni Development and their design consultants. It may not contain sufficient information for other parties or other purposes and should not be used for other projects or other purposes without review and approval by Group Delta.

The recommendations for this project, to a high degree, are dependent upon proper quality control of site grading, fill and backfill placement, and pile foundation installation. The recommendations are made contingent on the opportunity for Group Delta to observe the earthwork operations. This firm should be notified of any pertinent changes in the project, or if conditions are encountered in the field, which differs from those described herein. If parties other than Group Delta are engaged to provide such services, they must be notified that they will be required to assume complete responsibility for the geotechnical phase of the project and must either concur with the recommendations in this report or provide alternate recommendations.

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7.0 REFERENCES
American Society for Testing and Materials, ASTM International (ASTM), 2008, Annual Book of Standards, Volumes 4.08 and 4.09, Soil and Rock.

California Building Code (CBC), 2019, published by International Code Council, Inc., Illinois, California.

California Geological Survey (CGS), 1997, Seismic Hazard Zone Report for the Anaheim 7.5‐ Minute Quadrangle, Orange County, California, Seismic Hazard Zone Report 012 California Geological Survey (CGS), 1998, State of California Seismic Hazard Zones Map, Anaheim Quadrangle, Orange County, California, March 25, 1999.

Caltrans, (2008), Caltrans Highway Design Manual.

Geologismiki, CLiq Version 2.0.6.97, CPT Liquefaction Assessment Software, 2006.

Office of Statewide Health Planning and Development (OSHPD), U.S. Seismic Design Maps, [Online] https://seismicmaps.org/ (accessed July 15, 2021) Portland Cement Association, (1984), Thickness Design for Concrete Highway and Street Pavement, EB109P.

United States Geological Survey (USGS), U.S. Seismic Design Maps, [Online] http://geohazards.usgs.gov/designmaps/us/application.php (accessed July 15, 2021) United States Geological Survey (USGS), 2019, Unified Hazard Too, accessed on December 23, 2019, [Online] https://earthquake.usgs.gov/hazards/interactive/ (accessed July 15, 2021) United States Geological Survey (USGS), Quaternary Faults in Google Earth, [Online] http://earthquake.usgs.gov/hazards/qfaults/google.php (accessed July 15, 2021) Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes, M.E., Ishihara, K., Koester, J., Liao, S., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K., Seed, R., and Stokoe, K.H., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshop on Evaluation of Liquefaction Resistance of Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 127, October, pp 817‐833.

Zhang, G., Robertson. P.K., Brachman, R., 2002, Estimating Liquefaction Induced Ground Settlements from the CPT, Canadian Geotechnical Journal, 39: pp 1168‐1180.

FIGURES

SCALE:

FIGURE NUMBER:

REVIEWED BY:

PREPARED BY:

APPROVED BY:

DATE: DRAWN BY: PROJECT NUMBER:

GROUP DELTA

CONSULTANTS, INC
370 Amapola Ave.

Suite 212
Torrance, CA. 90501
0 4000' 8000'

PROJECT SITE
FILE PATH: \\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\08_Drafting\IR771.dwgPLOTTED DATE: 7/29/2021 7:14:45 AM SAVED BY: josemiguelt REFERENCE: WHITTIER, LA HABRA, LOS ALAMITOS AND ANAHEIM (2018) QUADRANGLES USGS 7.5 MINUTE SERIES -
-
07/29/2021
AP
JMT

ANAHEIM, CALIFORNIA
1442 NORTH DALE AVENUE

SITE VICINITY MAP
1 AS SHOWN
IR771
PROJECT NUMBER: DATE:

SCALE:

DRAWN BY:APPROVED BY:

FIGURE NUMBER:

REVIEWED BY:

PREPARED BY:

GROUP DELTACONSULTANTS, INC
370 Amapola Ave.Suite 212
Torrance, CA. 90501 -- 07/29/2021 AP JMT ANAHEIM, CALIFORNIA 1442 NORTH DALE AVENUE EXPLORATION LOCATION PLAN 2 AS SHOWN IR771 0 80' 40'
FILE PATH: \\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\08_Drafting\IR771.dwg PLOTTED DATE: 7/29/2021 7:15:00 AM SAVED BY: josemiguelt B-3 CPT-3 LEGEND: APPROXIMATE BORING LOCATION APPROXIMATE CPT LOCATION B-3
B-1
B-2
CPT-3
CPT-3
CPT-2
SCALE:

FIGURE NUMBER:

REVIEWED BY:

PREPARED BY:

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GROUP DELTA

CONSULTANTS, INC
370 Amapola Ave.

Suite 212
Torrance, CA. 90501
FILE PATH: \\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\08_Drafting\IR771.dwgPLOTTED DATE: 7/29/2021 7:15:13 AM SAVED BY: josemiguelt -
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ANAHEIM, CALIFORNIA
1442 NORTH DALE AVENUE

GROUNDWATER MAP

HISTORICALLY HIGHEST
3 NOT TO SCALE
IR771
REFERENCE: CGS, 1998, SEISMIC HAZARD ZONE REPORT, PLATE 1.2 GROUND WATER, FOR ANAHEIM AND NEWPORT BEACH (SHZR 003)

7.5-MINUTE QUADRANGLE, LOS ANGELES, CALIFORNIA.

PROJECT SITE
PROJECT NUMBER: DATE:

SCALE:

DRAWN BY:APPROVED BY:

FIGURE NUMBER:

REVIEWED BY:

REVISED:

GROUP DELTACONSULTANTS, INC
370 Amapola Ave.Suite 212
Torrance, CA. 90501
-- 07/29/2021 AP JMT ANAHEIM, CALIFORNIA 1442 NORTH DALE AVENUE REGIONAL FAULT MAP 4 AS SHOWN
IR771
FILE PATH: \\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\08_Drafting\IR771.dwg PLOTTED DATE: 7/29/2021 7:13:40 AM SAVED BY: josemiguelt REFERENCE: USGS Qaternary Faults, Fault Sources https://usgs.maps.arcgis.com/apps/webappviewer/index.html?id=5a6038b3a1684561a9b0aadf88412fcf

ANAHEIM

PUENTE HILLS

ELYSIAN PARK

WHITTIER

COMPTON

PALOS VERDES SAN JOAQUIN HILLS

NEWPORT-INGLEWOOD PROJECT SITE

YORBA LINDA
SCALE:

FIGURE NUMBER:

REVIEWED BY:

PREPARED BY:

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DATE: DRAWN BY: PROJECT NUMBER:

GROUP DELTA

CONSULTANTS, INC
370 Amapola Ave.

ANAHEIM, CALIFORNIA
1442 NORTH DALE AVENUE

REQUIRED INVESTIGATION MAP

EARTHQUAKE ZONES OF
5 AS SHOWN
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PROJECT SITE
0 5000' 10000'
REFERENCE: CGS, SEISMIC HAZMAP ANAHEIM (1998) QUADRANGLE

APPENDIX A

FIELD INVESTIGATION
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APPENDIX A

FIELD INVESTIGATION
A.1 Introduction
The subsurface conditions for the proposed multifamily residential development at 1442 North Dale Avenue in Anaheim, California were investigated by performing three hollow stem auger (HAS) borings and three Cone Penetration Tests (CPTs) on July 9 and July 13 of 2021, respectively. The locations of the explorations are presented in Figure 2 of the main report.

A summary of field explorations is presented in Table A-1.

Prior to beginning the exploration program, access permission and drilling permits were obtained as necessary from the Orange County Health Care Agency and property owners.

Subsurface utility maps were reviewed prior to selecting locations for subsurface investigations. Underground Service Alert (USA) was notified and each exploration location was cleared for underground utilities. The exploration methods are described in the following sections.

A.2 Soil Drilling and Sampling
Drilling, Logging, and Soil Classification
HSA borings were performed by Group Delta’s drilling subcontractor ABC Liovin Drilling under the continuous technical supervision of a Group Delta field engineer, who visually inspected the soil samples, measured groundwater levels, maintained detailed records of the borings, and visually / manually classified the soils in accordance with the ASTM D2488 and the Unified Soil Classification System (USCS). Logging and classification were performed in general accordance with Caltrans “Soil and Rock Logging, Classification, and Presentation Manual (2010 Edition)”. A Boring Record Legend and Key for Soil Classification are presented in Figures A-1A through A-1E. The boring records are presented in Figures A-2 through Figure A4.

Sampling
Bulk samples of soil cuttings were collected at depths of up to 5 feet and drive samples were collected at a typical interval of 3 feet and 5 feet from the borings. The sampling was performed using Standard Penetration Test (SPT) samplers in accordance with ASTM D1586 and Ring-Lined “California” Split Barrel samplers in accordance with ASTM D3550.

Bulk samples were collected from auger cuttings and placed in plastic bags. SPT drive samples were obtained using a 2-inch outside diameter and 1.375-inch inside diameter split-spoon sampler without lining. The soil recovered from the SPT sampling was sealed in plastic bags to preserve the natural moisture content.

Appendix A – Geotechnical Design Report
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\\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\07_Reports\Appendices\IR771- Appendix A Text.docx Relatively undisturbed California drive samples were collected with a 3-inch outside diameter

2.5-inch inside diameter split barrel sampler with a 2.42-inch inside diameter cutting shoe.

The sampler barrel is lined with 18-inches of metal rings for sample collection and has an additional length of waste barrel. Stainless steel or brass liner rings for sample collection are 1-inch high, 2.42-inch inside diameter, and 2.5-inch outside diameter. California samples were removed from the sampler, retained in the metal rings and placed in sealed plastic canisters to prevent loss of moisture.

At each sampling interval, the drive samplers were fitted onto sampling rod, lowered to the bottom of the boring, and driven 18 inches or to refusal (50 blows per 6 inches) with a 140-lb hammer free-falling a height of 30-inches using an automatic hammer.

Penetration Resistance
SPT blow counts adjusted to 60% hammer efficiency (N60) are routinely used as an index of the relative density of coarse-grained soils and are sometimes used (but less reliable) to estimate consistency of cohesive soils. For samples collected using non-SPT samplers, different hammer weight and drop height, and/or efficiency different than 60%, correction factors can be applied to estimate the equivalent SPT N60 value following the approach of Burmister (1948) as follows:

N*60 = NR * CE * CH * CS
where
N*60 = equivalent SPT N60
NR = Raw Field Blowcount (blows per foot)
CE = Hammer Efficiency Correction = Eri / 60%
CH = Hammer Energy Correction = (W * H) / (140 lb * 30 in) CS = Sampler Size Correction = [(2.0 in)2-(1.375 in)2]/[Do 2 -Di
2 ]
Eri = hammer efficiency, %
W= actual drive hammer weight, lbs
H = actual drive hammer drop, inch
Do, Di = actual sampler outside and inside diameter, respectively, inches Burmister’s correction assumes that penetration resistance (blowcount) is inversely proportional to the hammer energy. For a hammer other than a 140 lb hammer with 30” drop the hammer energy correction is equal to the ratio of the theoretical hammer energy (weight times drop) to the theoretical SPT hammer energy, or CH = (W * H) / (140 lb * 30 in).

Appendix A – Geotechnical Design Report
1442 North Dale Avenue, Anaheim, California Page A-3
Group Delta Project No. IR771
\\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\07_Reports\Appendices\IR771- Appendix A Text.docx Burmister’s correction assumes that penetration resistance (blowcount) is proportional to the annular end area of the drive sampler. For California drive samplers with Do=3 inch and Di=2.42 inch the sampler size correction factor is the ratio of the annular area of an SPT split spoon to that of the California Sampler, or CS =[2.02-1.3752]/[32-2.422] = 0.67.

To normalize the field SPT and California blowcounts to a hammer with 60% efficiency, an energy correction factor equal to Hammer Efficiency (%) / 60% was applied to the field blowcounts. Hammer efficiency was determined by Pile Driving Analyzer (PDA) measurement.

Hammer efficiency measurements are presented in Figures A-10A through A-10C.

The correction factors applied to obtain N*60 are summarized in the following table:

Borings Hammer
Type
Hammer
Weight
and
Drop
CH
Hammer
Efficiency
(%)
CE
Cal
Sampler
Dimensions
CS
Combined
Correction
Factor SPT
Samples
Combined
Correction
Factor
CAL
Samples
B-1; B2; B-3 CME
Auto
140#
30” 1.0 78.0 1.3 Do=3.0”Di=2.42” 0.67 1.3 0.87
Corrected N*60 are generally used, with due engineering judgment, only for qualitative assessment of in place density or consistency and are not used for other more critical analyses such as liquefaction.

Relative Density and Consistency
Equivalent SPT N60 values were used as the basis for classifying relative density of granular/cohesionless soils. Consistency classification of cohesive soils was based on undrained shear strength estimated by correlations to Equivalent SPT N60. The correlations for consistency and relative density are shown in the Boring Record Legend, Figures A-1A through A-1C. Drive sample field blow counts, SPT N*60 values and corresponding density/consistency classifications are presented on the boring records.

Borehole Abandonment
At the completion of the drilling the borings were abandoned by backfilling the borehole with cement grout as indicated on the records. Excess cuttings were placed in 55-gallon drums, sampled and tested for contaminants, temporarily stored at an approved location, and legally disposed of off-site. The surface was patched with black dyed quickset concrete. Notes describing the borehole abandonment are presented at the bottom of the boring record.

Sample Handling and Transport
Appendix A – Geotechnical Design Report
1442 North Dale Avenue, Anaheim, California Page A-4
Group Delta Project No. IR771
\\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\07_Reports\Appendices\IR771- Appendix A Text.docx Geotechnical samples were sealed to prevent moisture loss, packed in appropriate protective containers, and transported to the geotechnical laboratory for further examination and geotechnical testing.

Laboratory Testing
The soils were further examined and tested in the laboratory and classified in accordance with the Unified Soil Classification System following ASTM D2487 and ASTM D2488. Field classifications presented on the records were modified where necessary based on the laboratory test results. Descriptions of the laboratory tests performed, and a summary of the results are presented in Appendix B.

A.3 Cone Penetration Tests
CPT Soundings
Kehoe Testing and Engineering performed three CPT soundings to depths of 50 feet below existing ground surface. The CPTs were conducted in accordance with ASTM D5778 using an electronic piezocone penetrometer. The test consists of hydraulically pushing a conical pointed penetrometer with a cylindrical friction sleeve and a piezo-element located behind the conical point into subsurface soils at a slow, steady rate. Parameters electronically measured and recorded nearly continuously during the CPT are soil bearing resistance at the cone tip (qc), soil frictional resistance along the cylindrical friction sleeve (fs), and pore water pressure directly behind the cone tip (U). These measured values are then used to estimate the type and engineering properties of soils being penetrated using published correlations between qc, fs, and U.

The CPT data in graphical form and accompanying data interpretation by GDC are presented in Figures A-5 to A-7. At the completion of the sounding the apparent groundwater depth and cave-in depth was measured with weighted tape and the CPT hole was abandoned by backfilling cement grout into the hole.

Appendix A – Geotechnical Design Report
1442 North Dale Avenue, Anaheim, California Page A-5
Group Delta Project No. IR771
\\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\07_Reports\Appendices\IR771- Appendix A Text.docx A.4 List of Attached Tables and Figures
The following tables and figures are attached and complete this appendix:

List of Tables
Table A-1 Summary of Field Explorations
List of Figures
Figures A-1A through A-1C Boring Record Legend
Figures A-1D and A-1E Key for Soil Classification
Figures A-2 through A-4 Boring Record
Figures A-5 through A-7 CPT Records and Interpretations Appendix A – Geotechnical Design Report
1442 North Dale Avenue, Anaheim, California Page A-6
Group Delta Project No. IR771
\\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\07_Reports\Appendices\IR771- Appendix A Text.docx Table A-1: Summary of Field Explorations
Exploration No. Date Type Depth
(feet)
Groundwater
Depth
(feet)
B-1 7/9/2021 HSA

51.5 25
B-2 7/9/2021 HAS

21.5 NE
B-3 7/9/2021 HSA

21.5 NE
CPT-1 7/13/2021 CPT

50.0 cave in at 20 feet
CPT-2 7/13/2021 CPT

50.4 cave in at 21 feet
CPT-3 7/13/2021 CPT

50.2 cave in at 11 feet

HOLE IDENTIFICATION
Where:

H: Hole Type Code
YY: 2-digit year
NNN: 3-digit number (001-999)
Holes are identified using the following
convention:

Where:

H: Hole Type Code
YY: 2-digit year
NNN: 3-digit number (001-999)

SOIL IDENTIFICATION AND

DESCRIPTION SEQUENCE
Describe the soil using descriptive terms
in the order shown
Minimum Required Sequence:

USCS Group Name (Group Symbol); Consistency or
Density; Color; Moisture; Percent or Proportion of Soil; Particle Size; Plasticity (optional).
= optional for non-Caltrans projects
Description Sequence Examples:

SANDY lean CLAY (CL); very stiff;
yellowish brown; moist; mostly fines;
some SAND, from fine to medium; few
gravels; medium plasticity; PP=2.75.

Well-graded SAND with SILT and
GRAVEL and COBBLES (SW-SM);
dense; brown; moist; mostly SAND,
from fine to coarse; some fine GRAVEL;
few fines; weak cementation; 10%
GRANITE COBBLES; 3 to 6 inches;
hard; subrounded.

Clayey SAND (SC); medium dense,
light brown; wet; mostly fine sand,; little
fines; low plasticity.

GROUP
DELTA

CONSULTANTS
BORING RECORD LEGEND #1
A-1A
GROUP DELTA CONSULTANTS, INC.

GEOTECHNICAL ENGINEERS

AND GEOLOGISTS

FIGURE NUMBER

PROJECT NAME PROJECT NUMBER
Ref.: Caltrans Soil and Rock Logging Classification, and Presentation Manual (2010) Refer to
Section
Sequence
Identification
Components
FieldLabRequiredOptional
1 Group Name 2.5.2 3.2.2 ●
2 Group Symbol 2.5.2 3.2.2 ●
Description
Components
3 Consistency of
Cohesive Soil 2.5.3 3.2.3 ●
4 Apparent Density
of Cohesionless
Soil

2.5.4 ●
5 Color 2.5.5 ●
6 Moisture 2.5.6 ●
Percent or
Proportion of Soil 2.5.7 3.2.4 ●
Particle Size 2.5.8 2.5.8 ●
Particle Angularity 2.5.9 ○
7 Particle Shape 2.5.10 ○
8 Plasticity (for finegrained soil) 2.5.11 3.2.5 ○
9 Dry Strength (for
fine-grained soil) 2.5.12 ○
10 Dilatency (for finegrained soil) 2.5.13 ○
11 Toughness (for
fine-grained soil) 2.5.14 ○
12 Structure 2.5.15 ○
13 Cementation 2.5.16 ●
Percent of
Cobbles and
Boulders

2.5.17 ●
14 Description of
Cobbles and
Boulders

2.5.18 ●
15 Consistency Field
Test Result 2.5.3 ●
16 Additional
Comments 2.5.19 ○
Hole Type
Code
A
Auger boring (hollow or solid stem,
bucket)
R Rotary drilled boring (conventional)
RC Rotary core (self-cased wire-line,
continuously-sampled)
RW Rotary core (self-cased wire-line, not
continuously sampled)
P Rotary percussion boring (Air)
HD Hand driven (1-inch soil tube)
HA Hand auger
D Driven (dynamic cone penetrometer)
CPT Cone Penetration Test
O Other (note on LOTB)

H-YY-NNN
Description
Cementation; % cobbles & boulders;
Description of cobbles & boulders;
Consistency field test result
Where applicable:

Geotechnical Design Report
1442 North Dale Avenue, Anaheim, California IR771
SILTY, CLAYEY SAND with GRAVEL
CLAYEY SAND with GRAVEL
SILTY SAND with GRAVEL

COBBLES
Well-graded GRAVEL with SAND
Standard Penetration Test (SPT)
Well-graded GRAVEL with SILT
Well-graded GRAVEL with CLAY and SAND
(or SILTY CLAY and SAND)
Well-graded SAND with CLAY (or SILTY CLAY)
Poorly graded GRAVEL
Poorly graded GRAVEL with CLAY
(or SILTY CLAY)
Poorly graded SAND with SILT
Poorly graded SAND with CLAY (or SILTY CLAY)
Poorly graded SAND with CLAY and GRAVEL
(or SILTY CLAY and GRAVEL)
Lean CLAY
ORGANIC elastic SILT with SAND
SANDY ORGANIC elastic SILT with GRAVEL
GRAVELLY ORGANIC elastic SILT
GRAVELLY ORGANIC elastic SILT with SAND
GW-GC
GP-GM
GP-GC
GM

GROUP SYMBOLS AND NAMES

DRILLING METHOD SYMBOLS
Auger Drilling
Term

FIELD AND LABORATORY TESTS

WATER LEVEL SYMBOLS
Dynamic Cone
or Hand Driven Rotary Drilling Diamond Core Static Water Level Reading (after drilling, date) Ref.: Caltrans Soil and Rock Logging Classification, and Presentation Manual (2010) Shelby Tube
NX Rock Core
Bulk Sample
Piston Sampler
HQ Rock Core
Other (see remarks)
First Water Level Reading (during drilling)

SAMPLER GRAPHIC SYMBOLS
OL
OL
CH
MH
OH
OL/OH

ORGANIC SOIL
ORGANIC SOIL with SAND
ORGANIC SOIL with GRAVEL

SANDY ORGANIC SOIL
SANDY ORGANIC SOIL with GRAVEL

GRAVELLY ORGANIC SOIL
GRAVELLY ORGANIC SOIL with SAND
OH
SM
SC
GW
GW-GM
CL
CL-ML
ML
COBBLES and BOULDERS

BOULDERS
PT

SILTY GRAVEL

CLAYEY GRAVEL

SILTY, CLAYEY GRAVEL

SILTY SAND

CLAYEY SAND

SILTY CLAY
SILTY CLAY with SAND
SILTY CLAY with GRAVEL

SANDY SILTY CLAY
SANDY SILTY CLAY with GRAVEL

GRAVELLY SILTY CLAY
GRAVELLY SILTY CLAY with SAND
SILT with SAND
SILT with GRAVEL

SANDY SILT
SANDY SILT with GRAVEL
PEAT
Well-graded GRAVEL with SILT and SAND
Well-graded GRAVEL with CLAY (or SILTY
CLAY)
Well-graded SAND
Well-graded SAND with GRAVEL
Well-graded SAND with SILT and GRAVEL
Poorly graded GRAVEL with SAND
Poorly graded GRAVEL with SILT and SAND
Poorly graded GRAVEL with CLAY and SAND
(or SILTY CLAY and SAND)
Poorly graded SAND
Poorly graded SAND with GRAVEL
Poorly graded SAND with SILT and GRAVEL
SANDY lean CLAY
GRAVELLY lean CLAY
SANDY ORGANIC fat CLAY with GRAVEL
GRAVELLY ORGANIC fat CLAY
GRAVELLY ORGANIC fat CLAY with SAND
Elastic SILT
ORGANIC elastic SILT with GRAVEL
SANDY elastic ELASTIC SILT

SILTY, CLAYEY SAND
Group Names
SC-SM
Graphic / Symbol Graphic / Symbol Group Names
GC
GP
GC-GM
SP-SC
SW
SP
SW-SM
SILTY, CLAYEY GRAVEL with SAND
CLAYEY GRAVEL with SAND
SILTY GRAVEL with SAND
Standard California Sampler
Modified California Sampler
Well-graded SAND with SILT
SW-SC
SP-SM
Consolidation (ASTM D 2435-04)
Compaction Curve (CTM 216 - 06)
Liquid Limit, Plastic Limit, Plasticity Index
(AASHTO T 89-02, AASHTO T 90-00)
Collapse Potential (ASTM D 5333-03)
Sand Equivalent (CTM 217 - 99)
Corrosion, Sulfates, Chlorides (CTM 643 - 99;
CTM 417 - 06; CTM 422 - 06)

GRAVELLY SILT
GRAVELLY SILT with SAND
SILT
ORGANIC SILT with SAND
ORGANIC SILT with GRAVEL

SANDY ORGANIC SILT
C
Consolidated Undrained Triaxial (ASTM D 4767-02)
Lean CLAY with SAND
Lean CLAY with GRAVEL
SANDY lean CLAY with GRAVEL
ORGANIC lean CLAY
GRAVELLY ORGANIC lean CLAY
GRAVELLY ORGANIC lean CLAY with SAND
Fat CLAY
Elastic SILT with GRAVEL
SANDY elastic SILT
SANDY elastic SILT with GRAVEL
GRAVELLY elastic SILT
GRAVELLY elastic SILT with SAND
ORGANIC elastic SILT
SANDY ORGANIC SILT with GRAVEL

GRAVELLY ORGANIC SILT
GRAVELLY ORGANIC SILT with SAND

ORGANIC SILT
PI
Particle Size Analysis (ASTM D 422-63 [2002])
Point Load Index (ASTM D 5731-05)
R-Value (CTM 301 - 00)
Specific Gravity (AASHTO T 100-06)
Shrinkage Limit (ASTM D 427-04)
Swell Potential (ASTM D 4546-03)
Pocket Torvane
Unconfined Compression - Soil (ASTM D 2166-06)
Unconfined Compression - Rock (ASTM D
2938-95)
CL
CU
PL
PM Pressure Meter
Pocket Penetrometer
SG
SW
TV
UC
Well-graded SAND with CLAY and GRAVEL
(or SILTY CLAY and GRAVEL)
ORGANIC lean CLAY with SAND
ORGANIC lean CLAY with GRAVEL
SANDY ORGANIC lean CLAY
SANDY ORGANIC lean CLAY with GRAVEL
Fat CLAY with SAND
Fat CLAY with GRAVEL
SANDY fat CLAY
SANDY fat CLAY with GRAVEL
GRAVELLY fat CLAY
GRAVELLY fat CLAY with SAND
ORGANIC fat CLAY
ORGANIC fat CLAY with SAND
ORGANIC fat CLAY with GRAVEL
SANDY ORGANIC fat CLAY
Elastic SILT with SAND
UU Unconsolidated Undrained Triaxial
(ASTM D 2850-03)
UW Unit Weight (ASTM D 4767-04)
VS Vane Shear (AASHTO T 223-96 [2004])
CP
PP
R
SL
CR
SE
DS Direct Shear (ASTM D 3080-04)
EI Expansion Index (ASTM D 4829-03)
M Moisture Content (ASTM D 2216-05)
OC Organic Content (ASTM D 2974-07)
P Permeability (CTM 220 - 05)
PA
Well-graded GRAVEL
Poorly graded GRAVEL with SILT
GRAVELLY lean CLAY with SAND
GROUP
DELTA

CONSULTANTS
BORING RECORD LEGEND #2
GROUP DELTA CONSULTANTS, INC.

GEOTECHNICAL ENGINEERS

AND GEOLOGISTS

FIGURE NUMBER

PROJECT NAME PROJECT NUMBER
Material
Change
Estimated
Material
Change
Soil/Rock
Boundary
Change in material is observed in the
sample or core, and the location
of change can be accurately measured.

Change in material cannot be accurately
located because either the change is
gradational or because of limitations in the
drilling/sampling methods used.

Material changes from soil characteristics
to rock characteristics.

Definition

DEFINITIONS FOR CHANGE IN MATERIAL
Symbol
A-1B
Geotechnical Design Report
1442 North Dale Avenue, Anaheim, California IR771
Very Loose
Loose
SPT N - Value (blows / foot) 60

PLASTICITY OF FINE-GRAINED SOILS
Cobble
Coarse
Fine 1/5 - 3/4
Coarse 1/16 - 1/5
Medium 1/64 - 1/16
Fine 1/300 - 1/64
Stiff 1.0 - 2.0 0.50 - 1.0

CONSISTENCY OF COHESIVE SOILS
Descriptor Size (in)
Silt and Clay < 1/300
Dry No discernable moisture
Moisture present, but no free water
Descriptor
Dense
Medium Dense
5 - 10
10 - 30
0 - 5
30 - 50
Descriptor
Moist

APPARENT DENSITY OF COHESIONLESS SOILS MOISTURE
Wet
Very Dense > 50
Criteria
Visible free water
Descriptor Shear Strength (tsf)

PERCENT OR PROPORTION OF SOILS
Sand
Boulder
Criteria
Trace
Gravel
Descriptor
> 12
3/4 - 3
3 - 12
Few 5 to 10%
Little 15 to 25%
Some 30 to 45%
Mostly 50 to 100%
Nonplastic
High
Descriptor Criteria
A 1/8-inch thread cannot be rolled at any water content.

The thread can barely be rolled, and the lump cannot be formed when drier than the plastic limit.

The thread is easy to roll, and not much time is required to reach the plastic limit; it cannot be rerolled after reaching the plastic limit. The lump crumbles when drier than the plastic limit.

CONSISTENCY OF COHESIVE SOILS VS. N60 CEMENTATION
Description
Medium
Particles are present but estimated
to be less than 5%
0 - 2

PARTICLE SIZE
It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit.

Very Soft < 0.12

1.0 - 2.0
> 4.0 > 2.0

2.0 - 4.0
Pocket Penetrometer, PP
Measurement (tsf)
Soft 0.25 - 0.50 0.12 - 0.25
< 0.25
Medium Stiff 0.50 - 1.0 0.25 - 0.50
Hard
Very Stiff
Low
GROUP
DELTA

CONSULTANTS
BORING RECORD LEGEND #3
GROUP DELTA CONSULTANTS, INC.

GEOTECHNICAL ENGINEERS

AND GEOLOGISTS

FIGURE NUMBER

PROJECT NAME PROJECT NUMBER
Vane Shear, VS.

Measurement (tsf)

0.50 - 1.0
< 0.12

1.0 - 2.0
> 2.0

0.12 - 0.25

0.25 - 0.50
Torvane, TV.

Measurement (tsf)

0.50 - 1.0
< 0.12

1.0 - 2.0
> 2.0

0.12 - 0.25

0.25 - 0.50
Descriptor Criteria
Strong
Moderate
Weak
Crumbles or breaks with considerable
finger pressure.

Will not crumble or break with finger
pressure.

Crumbles or breaks with handling or
little finger pressure.

SPT N (blows / foot) 60
Very Soft
Soft
Medium Stiff
2 - 4
4 - 8
Stiff 8 - 15
Very Stiff 15 - 30
Hard > 30
Ref.: Caltrans Soil and Rock Logging Classification, and Presentation Manual (2010), with the exception of consistency of cohesive soils vs. N . 60 Ref: Peck, Hansen, and Thornburn, 1974, “Foundation Engineering”, Second Edition Note: Only to be used (with caution) when pocket penetrometer or other data on undrained shear strength are unavailable. Not allowed by Caltrans Soil and Rock Logging and Classificaton Manual, 2010
A-1C
Geotechnical Design Report
1442 North Dale Avenue, Anaheim, California IR771
Group Delta Project No. IR-771
Geotechnical DeViJn 5eSort
1442 North Dale Avenue, Anaheim, California
KEY FOR SOIL CLASSIFICATION #1
Figure A-1D
CLASSIFICATION OF INORGANIC FINE GRAINED SOILS (Soils with >50% finer than No. 200 Sieve) CL: LL<50; above A-Line.CH: LL>50; above A-Line.ML: LL<50; below A-Line, or PI<4, or Non-Plastic
MH: LL>50; below A-Line.CL-ML: above A-Line and PI=4 to 7 CL/CH, ML/MH: at or near LL=50ML/CL, MH/CH: at or near the A-Line Laboratory Classification of Clay and Silt Field Identification of Clays and Silts Classification, and Presentation Manual (2010). REFERENCE: Caltrans Soil and Rock Logging, ASTM D 2487 and 2488Reference:

Geotechnical DeViJn 5eSort
KEY
1442 North Dale Avenue, Ahaneim, California
FOR SOIL CLASSIFICATION #2
Figure A-1E
Note: Values estimated to nearest 5% to be used for visual identification, values in parentheses to be used for classification when based on laboratory grain size data. ASTM D 2487 and 2488 Reference:

Classification, and Presentation Manual (2010).REFERENCE: Caltrans Soil and Rock Logging, CLASSIFICATION OF COARSE-GRAINED SOILS (Soils with <50% “fines” passing No. 200 Sieve) (<5% fines)
(<5% fines)
(5-12% fines)
(>12% fines)
(>12% fines)
(5-12% fines)
Coefficient of Uniformity: Granular Soil Gradation Parameters Cu = D60/D10
Coefficient of Curvature: Cc= D302 / (D60 x D10)
D10 = 10% of soil is finer than this diameter
D30 = 30% of soil is finer than this diameterD60 = 60% of soil is finer than this diameter SymbolGroup
Gradation or Plasticity Requirement
SW……………Cu > 6 and 1 < Cc < 3
GW …………...Cu > 4 and 1 < Cc < 3
GP or SP……….Clean gravel or sand not meeting
requirement for SW or GW
SM or GM……...Non-plastic fines or below A-Line or PI<4
SC or GC……….Plastic fines or above A-Line and PI>7
Group Delta Project No. IR-771
EI
CP
DS
B-1
R-2
R-3
R-4
R-5
R-6
S-7
18 20
26 20
40 8

97.6 106.7

93.7 101.4
101.6

6.1 5.3

11.7 2.4
14 26.6
B-1
R-2
R-3
R-4
R-5
R-6
S-7
16 17
23 17
35 10
8 8
10 8
8 12
24 13
13 9
10 10
14 18
22 6
4 4
FILL
SILTY SAND (SM); light gray; dry to moist; very fine;
organics.

ALLUVIUM
SILTY SAND (SM); light gray; dry to moist; very fine;
clay pockets.

Medium dense; light gray to light olive green.

Medium dense; light reddish brown; slightly coarser.

SILTY SAND (SM) to SILT (ML); medium dense; light
olive green; moist; fine.

Poorly-graded SAND (SP); Medium dense; light brown;
moist; mostly fine to medium; clay pockets.

Dense.

Wet
SANDY lean CLAY with SILT (CL); dark olive green;
moist.
44:23
HAMMER EFFICIENCY (ERi)
START SHEET NO.

DRILL RIG
OTHER
TESTS

GRAPHIC
LOG

MOISTURE
(%)
DEPTH (feet)
DRILLING COMPANY ELEVATION (feet)

SITE LOCATION
80 CHECKED BY
75 70
65 60
55 5
10 15
20 25

AFTER DRILLING
1 of 2
ABC Liovin Hollow Stem Auger Asheesh Pradhan
Hammer: 140 lbs., Drop: 30 in.

DEPTH/ELEV. GW (ft)
NOTES
7/9/2021

DRILLING METHOD LOGGED BY
BORING DIA. (in)
RECOVERY (%)
GROUND ELEV (ft)
B-1

DRY DENSITY
(pcf)

PROJECT NUMBER HOLE ID
BLOW/FT "N"

PENETRATION

RESISTANCE
(BLOWS / 6 IN)

PROJECT NAME
1442 Dale Avenue RQD (%)
SAMPLE NO.

CME 75
IR771
78 % 51.5 25.0 / 55.0 ATTERBERG LIMITS (LL:PI) DRILLING METHOD

DESCRIPTION AND CLASSIFICATION
Bulk; SPT (1.4"); MC (2.4")

DURING DRILLING

DRIVE SAMPLER TYPE(S) & SIZE (ID)
1442 N Dale Avenue, Anaheim, California
TOTAL DEPTH (ft)
FIGURE
A-2 a

HAMMER TYPE (WEIGHT/DROP)
8 25.0 / 55.0
SPT N*
FINISH

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.

N60 =1.3 NSPT =0.87NMC
Ethan Tsai
7/9/2021

BORING RECORD
60 GROUP DELTA CONSULTANTS
370 Amapola Ave, Suite 212
Torrance, CA 90501 SAMPLE TYPE
GDC_LOG_BORING_2016 IR771 - BONANI - 1442 N DALE AVE.GPJ GDC2013.GDT 7/26/21 R-8
S-9
S-10
S-11
R-12
19 4
1 4
11 102.3

19.2 21.5
R-8
S-9
S-10
S-11
R-12
17 5
1 5
10 6
8 11
4 2
2 3
1 2
2 2
4 4
7 SILTY CLAYEY SAND (SC-SM); medium dense; olive
green; wet; fine.

Poorly-graded SAND (SP); loose; light gray to light olive green; wet; fine; trace fines.

Heaving SAND.

Very loose.

Heaving SAND.

Loose.

Heaving SAND.

Medium dense.

Heaving SAND.

Boring terminated at 51.5 feet below the existing ground surface (bgs).

Groundwater encountered at 25 feet bgs.

Backfilled with Cement Grout.
27:7
HAMMER EFFICIENCY (ERi)
START SHEET NO.

DRILL RIG
OTHER
TESTS

GRAPHIC
LOG

MOISTURE
(%)
DEPTH (feet)
DRILLING COMPANY ELEVATION (feet)

SITE LOCATION
80 CHECKED BY
45 40
35 30
25 35
40 45
50 55

AFTER DRILLING
2 of 2
ABC Liovin Hollow Stem Auger Asheesh Pradhan
Hammer: 140 lbs., Drop: 30 in.

DEPTH/ELEV. GW (ft)
NOTES
7/9/2021

DRILLING METHOD LOGGED BY
BORING DIA. (in)
RECOVERY (%)
GROUND ELEV (ft)
B-1

DRY DENSITY
(pcf)

PROJECT NUMBER HOLE ID
BLOW/FT "N"

PENETRATION

RESISTANCE
(BLOWS / 6 IN)

PROJECT NAME
1442 Dale Avenue RQD (%)
SAMPLE NO.

CME 75
IR771
78 % 51.5 25.0 / 55.0 ATTERBERG LIMITS (LL:PI) DRILLING METHOD

DESCRIPTION AND CLASSIFICATION
Bulk; SPT (1.4"); MC (2.4")

DURING DRILLING

DRIVE SAMPLER TYPE(S) & SIZE (ID)
1442 N Dale Avenue, Anaheim, California
TOTAL DEPTH (ft)
FIGURE
A-2 b

HAMMER TYPE (WEIGHT/DROP)
8 25.0 / 55.0
SPT N*
FINISH

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.

N60 =1.3 NSPT =0.87NMC
Ethan Tsai
7/9/2021

BORING RECORD
60 GROUP DELTA CONSULTANTS
370 Amapola Ave, Suite 212
Torrance, CA 90501 SAMPLE TYPE
GDC_LOG_BORING_2016 IR771 - BONANI - 1442 N DALE AVE.GPJ GDC2013.GDT 7/26/21 B-1 R
R-2
R-3
R-4
R-5
R-6
22 49
36 34
24 105.1
110
104.5
106.5

89.6 7.8

4.2 7.4

2.9 7.5
B-1
R-2
R-3
R-4
R-5
R-6
19 43
31 30
21 8
9 13
10 24
25 29
18 18
12 15
19 8
10 14
FILL
SILTY SAND (SM); light gray to light brown; dry to
moist; very fine; organics.

ALLUVIUM
SILTY SAND (SM); medium dense; light gray to light
olive green; moist; clay pockets.

SILTY SAND to SILTY CLAYEY SAND (SC-SM); dense;
light olive green; moist; fine; roots.

Light gray to light olive green.

Poorly-graded SAND (SP); dense; light olive green;
moist; fine.

Light brown; few fines.

Boring terminated at 21.5 feet below the existing ground surface (bgs).

Groundwater not encountered.

Backfilled with Cement Grout.

HAMMER EFFICIENCY (ERi)
START SHEET NO.

DRILL RIG
OTHER
TESTS

GRAPHIC
LOG

MOISTURE
(%)
DEPTH (feet)
DRILLING COMPANY ELEVATION (feet)

SITE LOCATION
80 CHECKED BY
75 70
65 60
55 5
10 15
20 25

AFTER DRILLING
1 of 1
ABC Liovin Hollow Stem Auger Asheesh Pradhan
Hammer: 140 lbs., Drop: 30 in.

DEPTH/ELEV. GW (ft)
NOTES
7/9/2021

DRILLING METHOD LOGGED BY
BORING DIA. (in)
RECOVERY (%)
GROUND ELEV (ft)
B-2

DRY DENSITY
(pcf)

PROJECT NUMBER HOLE ID
BLOW/FT "N"

PENETRATION

RESISTANCE
(BLOWS / 6 IN)

PROJECT NAME
1442 Dale Avenue RQD (%)
SAMPLE NO.

CME 75
IR771
78 % 21.5 NE / NE ATTERBERG LIMITS (LL:PI) DRILLING METHOD

DESCRIPTION AND CLASSIFICATION
Bulk; MC (2.4")

DURING DRILLING

DRIVE SAMPLER TYPE(S) & SIZE (ID)
1442 N Dale Avenue, Anaheim, California
TOTAL DEPTH (ft)
FIGURE
A-3

HAMMER TYPE (WEIGHT/DROP)
8 NE / NE
SPT N*
FINISH

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.

N60 =1.3 NSPT =0.87NMC
Ethan Tsai
7/9/2021

97.6 119.2

97.1 108.9

3.2 7.8

5.8 2.5

19.2 B-1
R-2
R-3
R-4
R-5
R-6
22 21
30 24
16 16
13 12
5 9
15 13
15 19
11 14
14 6
8 10
FILL
SILTY SAND (SM); light gray to light brown; dry to
moist; very fine; organics; mulch.

ALLUVIUM
SILTY SAND (SM); medium dense; light olive green;
moist; roots.

SILTY SAND (SM) to SANDY SILT (ML); medium
dense; light olive green; moist; fine; roots.

SILTY SAND (SM); dense; light olive green; moist; fine; trace medium.

Poorly-graded SAND (SP); medium dense; moist; light
orangish brown; fine.

SILTY SAND (SM) to SANDY SILT (ML); medium
dense; dark gray; moist; fine; roots.

Boring terminated at 21.5 feet below the existing ground surface (bgs).

Groundwater not encountered.

Backfilled with Cement Grout.

HAMMER EFFICIENCY (ERi)
START SHEET NO.

DRILL RIG
OTHER
TESTS

GRAPHIC
LOG

MOISTURE
(%)
DEPTH (feet)
DRILLING COMPANY ELEVATION (feet)

SITE LOCATION
80 CHECKED BY
75 70
65 60
55 5
10 15
20 25

AFTER DRILLING
1 of 1
ABC Liovin Hollow Stem Auger Asheesh Pradhan
Hammer: 140 lbs., Drop: 30 in.

DEPTH/ELEV. GW (ft)
NOTES
7/9/2021

DRILLING METHOD LOGGED BY
BORING DIA. (in)
RECOVERY (%)
GROUND ELEV (ft)
B-3

DRY DENSITY
(pcf)

PROJECT NUMBER HOLE ID
BLOW/FT "N"

PENETRATION

RESISTANCE
(BLOWS / 6 IN)

PROJECT NAME
1442 Dale Avenue RQD (%)
SAMPLE NO.

CME 75
IR771
78 % 21.5 NE / NE ATTERBERG LIMITS (LL:PI) DRILLING METHOD

DESCRIPTION AND CLASSIFICATION
Bulk; MC (2.4")

DURING DRILLING

DRIVE SAMPLER TYPE(S) & SIZE (ID)
1442 N Dale Avenue, Anaheim, California
TOTAL DEPTH (ft)
FIGURE
A-4

HAMMER TYPE (WEIGHT/DROP)
8 NE / NE
SPT N*
FINISH

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.

N60 =1.3 NSPT =0.87NMC
Ethan Tsai
7/9/2021

BORING RECORD
60 GROUP DELTA CONSULTANTS
370 Amapola Ave, Suite 212
Torrance, CA 90501 SAMPLE TYPE
GDC_LOG_BORING_2016 IR771 - BONANI - 1442 N DALE AVE.GPJ GDC2013.GDT 7/26/21 Project: IR771 - Bonanni
Kehoe Testing and Engineering714-901-7270steve@kehoetesting.comwww.kehoetesting.com Total depth: 50.03 ft, Date: 7/13/2021
Surface Elevation: 0.00 ft
1442 North Dale Avenue, Anaheim, California
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-1
Location:

SBT Index

HAND AUGER
Ic SBT
4 3 2 1
Depth (ft)
101214161820222426283032343638404244464850
02468
SBT Index Cone resistance qt

HAND AUGER
Tip resistance (tsf)
500 400 300 200 100 0
Depth (ft)
101214161820222426283032343638404244464850
02468
Cone resistance qt Pore pressure u

HAND AUGER
Pressure (psi)
20 10 0 -10 -20
Depth (ft)
101214161820222426283032343638404244464850
02468
Pore pressure u
SBT legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand

7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grained Friction ratio

HAND AUGER
Rf (%)
86420
Depth (ft)
101214161820222426283032343638404244464850
02468
Friction ratio Soil Behaviour Type

HAND AUGER
SBT (Robertson, 2010)
18 16 14 12 10 86420
Depth (ft)
101214161820222426283032343638404244464850
02468
Soil Behaviour Type
Sand & silty sandSilty sand & sandy silt
Sand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty clayClay & silty clayClay & silty clayClay & silty claySand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy silt CPeT-IT v.3.5.4.9 - CPTU data presentation & interpretation software - Report created on: 7/19/2021, 10:39:01 PM 6Project file: \\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\05_Field\CPT Data\CPeT.cpt Figure A-5
Project: IR771 - Bonanni
Kehoe Testing and Engineering714-901-7270steve@kehoetesting.comwww.kehoetesting.com Total depth: 50.42 ft, Date: 7/13/2021
Surface Elevation: 0.00 ft
1442 North Dale Avenue, Anaheim, California
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-2
Location:

SBT Index

HAND AUGER
Ic SBT
4 3 2 1
Depth (ft)
101214161820222426283032343638404244464850
02468
SBT Index Cone resistance qt

HAND AUGER
Tip resistance (tsf)
500 400 300 200 100 0
Depth (ft)
101214161820222426283032343638404244464850
02468
Cone resistance qt Pore pressure u

HAND AUGER
Pressure (psi)
20 10 0 -10 -20
Depth (ft)
101214161820222426283032343638404244464850
02468
Pore pressure u
SBT legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand

7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grained Friction ratio

HAND AUGER
Rf (%)
86420
Depth (ft)
101214161820222426283032343638404244464850
02468
Friction ratio Soil Behaviour Type

HAND AUGER
SBT (Robertson, 2010)
18 16 14 12 10 86420
Depth (ft)
101214161820222426283032343638404244464850
02468
Soil Behaviour Type
Sand & silty sandSilty sand & sandy silt
Sand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSand & silty sandSilty sand & sandy siltClay & silty clayClayClayClay & silty clayClaySilty sand & sandy siltClaySand & silty sandSilty sand & sandy siltSilty sand & sandy siltClayClay & silty clayClay & silty claySand & silty sandClay & silty claySand & silty sandSilty sand & sandy silt CPeT-IT v.3.5.4.9 - CPTU data presentation & interpretation software - Report created on: 7/19/2021, 10:39:03 PM 19Project file: \\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\05_Field\CPT Data\CPeT.cpt Figure A-6
Project: IR771 - Bonanni
Kehoe Testing and Engineering714-901-7270steve@kehoetesting.comwww.kehoetesting.com Total depth: 50.22 ft, Date: 7/13/2021
Surface Elevation: 0.00 ft
1442 North Dale Avenue, Anaheim, California
Coords: X:0.00, Y:0.00
Cone Type: Uknown
Cone Operator: Uknown
CPT: CPT-3
Location:

SBT Index

HAND AUGER
Ic SBT
4 3 2 1
Depth (ft)
101214161820222426283032343638404244464850
02468
SBT Index Cone resistance qt

HAND AUGER
Tip resistance (tsf)
500 400 300 200 100 0
Depth (ft)
101214161820222426283032343638404244464850
02468
Cone resistance qt Pore pressure u

HAND AUGER
Pressure (psi)
20 10 0 -10 -20
Depth (ft)
101214161820222426283032343638404244464850
02468
Pore pressure u
SBT legend

1. Sensitive fine grained2. Organic material3. Clay to silty clay

4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand

7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grained Friction ratio

HAND AUGER
Rf (%)
86420
Depth (ft)
101214161820222426283032343638404244464850
02468
Friction ratio Soil Behaviour Type

APPENDIX B

LABORATORY TESTING

\\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\07_Reports\Appendices\IR771- Appendix B Text.docx

APPENDIX B

LABORATORY TESTING
B.1 General
The laboratory testing was performed using the appropriate American Society for Testing and Materials (ASTM) and Caltrans Test Methods (CTM).

Modified California drive samples, Standard Penetration Test (SPT) drive samples, and bulk samples collected during the field investigation were carefully sealed in the field to prevent moisture loss. The samples of earth materials were then transported to the laboratory for further examination and testing. Tests were performed on selected samples as an aid in classifying the earth materials and to evaluate their physical properties and engineering characteristics. Laboratory testing for this investigation included:
• Soil Classification: USCS (ASTM D2487) and Visual Manual (ASTM D2488) • Moisture content (ASTM D2216) and Dry Unit Weight (ASTM D2937) • Atterberg Limits (ASTM D4318)
• Direct Shear (ASTM D3080)
• Resistance R-Value Test (CTM 301)
• Proctor Compaction Test (ASTM D1557)
• Expansion Index (ASTM D4829)
• Soil Corrosivity:
o pH (ASTM G51)
o Water-Soluble Sulfate (ASTM D4327)
o Water-Soluble Chloride (ASTM D4327)
o Minimum Electrical Resistivity (ASTM G187)
A summary of laboratory tests performed is presented in Table B-1. Brief descriptions of the laboratory testing program and test results are presented below.

B.2 Soil Classification
Earth materials recovered from subsurface explorations were classified in general accordance with Caltrans’ “Soil and Rock Logging Classification Manual, 2010”. The subsurface soils were classified visually / manually in the field per the Unified Soil Classification System (USCS) following ASTM D2488; soil classifications were modified as necessary based on testing in the laboratory per ASTM D2487. The details of the soil classification system and boring records presenting the classifications are presented in Appendix A.

B.3 Moisture Content and Dry Unit Weight
Appendix B – Geotechnical Design Report
1442 North Dale Avenue, Anaheim, California Page B-2
Group Delta Project No. IR-743
\\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\07_Reports\Appendices\IR771- Appendix B Text.docx The in-situ moisture content of selected bulk, SPT, and Ring samples was determined by oven drying in general accordance with ASTM D2216. Selected California Ring samples were trimmed flush in the metal rings and wet weight was measured. After drying, the dry weight of each sample was measured, the volume and weight of the metal containers were measured, and moisture content and dry density were calculated in general accordance with ASTM D2216 and D2937. Results of these tests are presented on the boring records in Appendix A.

B.4 Atterberg Limits
Characterization of the fine-grained fractions of soils was evaluated using the Atterberg Limits. This test includes Liquid Limit and Plastic Limit tests to determine the Plasticity Index per ASTM D4318. Results of these tests are presented on the boring records in Appendix A, and are plotted on plasticity charts in Figures B-1a B-1b of this Appendix.

B.5 Direct Shear
The direct shear test was as performed on a selected sample per ASTM D3080. After the initial weight and volume measurements were made, the sample was placed in a calibrated shear machine and a selected normal load was applied. The sample was then saturated and allowed to consolidate, and then was sheared under a constant strain to failure. Shear stress and sample deformations were monitored throughout the test. The test result is presented in Figure B-2.

B.6 Resistance R-Value
Resistance “R” Value test was performed by stabilometer method on a selected bulk sample of the subgrade soils. The test was conducted in general accordance with CTM 301. The test result is presented in Figure B-3.

B.7 Proctor Compaction Test
Proctor compaction test was performed on the selected sample per ASTM D1557. The sample was tested for dry density at different water content after compaction to obtain optimum moisture content that would result in maximum dry density with the standard compacting effort. The test result is presented in Figure B-4.

B.8 Expansion Index
The expansion potential of the site soil was estimated using the Expansion Index Test per ASTM D4829. The result of the test is presented in Figure B-5, and on the boring records in Appendix A.

Appendix B – Geotechnical Design Report
1442 North Dale Avenue, Anaheim, California Page B-3
Group Delta Project No. IR-743
\\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\07_Reports\Appendices\IR771- Appendix B Text.docx B.9 Soil Corrosivity
Tests were performed to determine the corrosion potential of site soils on concrete and ferrous metals. Corrosivity testing included minimum electrical resistivity (ASTM G187), soil pH (ASTM G51), and water-soluble chlorides sulfates (ASTM D4327). The test results are discussed in Section 5.9 of the main report and presented in Figures B-6a and B-6b of this appendix.

B.10 List of Attached Figures
The following tables and figures are attached and complete this appendix:

List of Tables
Table B-1 Summary of Laboratory Test Results
List of Figures
Figures B-1a & B-1b Atterberg Limits Test Results
Figure B-2 Direct Shear Test Result
Figure B-3 R-Value Test Result
Figure B-4 Proctor Compaction Test Result
Figure B-5 Expansion Index Test Results
Figures B-6a & B-6b Soil Corrosivity Test Results
Geotechnical Design Report
1442 North Dale Aveneue, Anaheim, California
Group Delta Project No.

IR771
B‐10‐5X X X X
R‐25X X X
R‐38X X
R‐4 11 X X
R‐5 15 X X
R‐6 20 X X
S‐7 25 X X
S‐8 30 X X
S‐9 35
S‐10 40
S‐11 45
R‐12 50 X X
B‐10‐5X X X
R‐25X X
R‐38X X
R‐4 11 X X
R‐5 15 X X
R‐6 20 X X
B‐10‐5X X X
R‐25X X
R‐38X X
R‐4 11 X X
R‐5 15 X X
R‐6 20 X X
B‐3
Table B‐1: Summary of Laborator Testings Performed
Proctor
Compaction
(CP)
Boring
No.

Sample
No.

Depth
(feet)
Tests Performed
Moisture
(M)
Unit Weight
(UW)
Atterberg
(PI)
Direct Shear
(DS)
R‐Value
(R)
Expansion
Index
(EI)
Corrosion
(CR)
B‐1
B‐2

ATTERBERG LIMITS
ASTM D-4318 / AASHTO T-89 / CTM 204
Project Name: Bonnani - 1442 N Dale Ave. Tested By : Eric Y. Date: 07/21/21 Project No. : IR771 Data Input By: Eric Y. Date: 07/22/21 Boring No.: B-1 Checked By: Asheesh P. Date:

Sample No. : S-7 Depth (ft.) : 25
Initial Moisture: 26.60% Container No.: AL-6
Description.: Olive Brown Sandy Lean Clay with Silt - CL

PLASTIC LIMIT LIQUID LIMIT
TEST NO. 1 2 1 2 3 4
Number of Blows [N] 32 25 17
Container No. A-11 A-12 A-13 A-14 A-15
Wet Wt. of Soil + Cont. (gm.) 22.47 22.41 27.86 28.94 29.23 Dry Wt. of Soil + Cont. (gm.) 21.26 21.20 24.02 24.77 24.83 Wt. of Container (gm.) 15.39 15.34 14.96 15.25 15.21
Moisture Content (%) [Wn] 20.61 20.65 42.38 43.80 45.74 LIQUID LIMIT 44
PLASTIC LIMIT 21
PLASTICITY INDEX 23
PI at "A" - Line = 0.73(LL-20) = 17.5
One - Point Liquid Limit Calculation LL=Wn(N/25)ºꞏ¹²¹

PROCEDURES USED
Wet Preparation
Multipoint Wet Preparation
x Dry Preparation
Multipoint Dry Preparation
x Procedure A
Multipoint Test
Procedure B
One-point Test

39.0 40.0

41.0 42.0

43.0 44.0

45.0 46.0

47.0 48.0

49.0 MOISTURE CONTENT (%)

NUMBER OF BLOWS
15 20 25 30 35 40 50 60 70 80 90
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100 110
Plasticity Index (PI)
Liquid Limit (LL)
MH or OH
ML or OL
CL or OL
CL‐ML
CH or OH
Classification of fine‐grained
& fine‐grained fraction
of soils

GROUP DELTA CONSULTANTS
1320 South Simpson Circle
Anaheim, CA 92806
(714) 660-7500 office
(714) 660-7550 fax
10 100
Figure B-1a

Sample No. : R-8 Depth (ft.) : 30
Initial Moisture: 19.21% Container No.: AL-7
Description.: Olive Brown Clayey Sand - Silty Sand

PLASTIC LIMIT LIQUID LIMIT
TEST NO. 1 2 1 2 3 4
Number of Blows [N] 31 24 16
Container No. # 5 # 6 # 7 # 8 # 9
Wet Wt. of Soil + Cont. (gm.) 22.70 22.47 28.09 29.06 29.54 Dry Wt. of Soil + Cont. (gm.) 21.48 21.28 25.46 26.16 26.36 Wt. of Container (gm.) 15.25 15.20 15.27 15.29 14.98
Moisture Content (%) [Wn] 19.58 19.57 25.81 26.68 27.94 LIQUID LIMIT 27
PLASTIC LIMIT 20
PLASTICITY INDEX 7
PI at "A" - Line = 0.73(LL-20) = 5.1
One - Point Liquid Limit Calculation LL=Wn(N/25)ºꞏ¹²¹

PROCEDURES USED
Wet Preparation
Multipoint Wet Preparation
x Dry Preparation
Multipoint Dry Preparation
x Procedure A
Multipoint Test
Procedure B
One-point Test

22.0 23.0

24.0 25.0

26.0 27.0

28.0 29.0

30.0 31.0

32.0 MOISTURE CONTENT (%)

GROUP DELTA CONSULTANTS
1320 South Simpson Circle
Anaheim, CA 92806
(714) 660-7500 office
(714) 660-7550 fax
10 100
Figure B-1b
Ultimate : Shear Type : Peak :

Boring No. : 0.07 (ksf) 0.07 (ksf)
Sample No. : 3.16 (kPa) 3.45 (kPa)
Depth (ft/m) : 5.0 1.53 Friction Angle ( φ ) : 30.93 Degree 28.82 Degree Description : Olive Brown Silty Sand Shear Rate (inch/minute) : 0.0004

VOID NORMAL STRESS
(pcf) (kN/m3
) RATIO (ksf) (kPa) (ksf) (kPa) (ksf) (kPa)

98.72 15.54 0.71 1.00 47.88 0.64 30.45 0.59 28.15
100.45 15.81 0.68 2.00 95.76 1.31 62.63 1.22 58.61
100.60 15.83 0.68 4.00 191.52 2.45 117.21 2.26 108.02

0.00 0.00 0.07 3.16 0.07 3.45

4.0 191.52 2.46 117.91 2.27 108.84
Figure No. :

Bonnani - 1442 N Dale Ave. DIRECT SHEAR TEST
(ASTM D -3080)
Project No. : IR771 Date : 07/22/21
Saturated Undisturbed
Peak
B-1

ULTIMATE STRESS
Strength Intercept (C) :

PEAK STRESS
Ultimate
SYMBOL

MOISTURE

25.47 DRY DENSITY
CONTENT (%)

25.11 25.22
R-2

0.0 1.0

2.0 3.0

4.0 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45
Shear Stress in (ksf)
Horizontal Deformation (inch)

0.0 1.0

2.0 3.0

4.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0
Shear Stress in (ksf)
Normal Stress (ksf)
Figure B-2
Sample: SO6127, B-2 / Bulk-1 @ 0 - 5' R-Value at Equilibrium: 72 COVER AND EXUDATION CHARTS Project No. IR771
Bonnani - 1442 N Dale Ave.

FIGURE B-3
GROUP DELTA CONSULTANTS, INC.ENGINEERS AND GEOLOGISTS
1320 SOUTH SIMPSON CIRCLEANAHEIM, CALIFORNIA 92806
1009080706050403020100
0 100 200 300 400 500 600 700 800
R-Value
Exudation Pressure [psi]

3.02.52.01.51.00.50.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0
Cover Thickness by Stabilometer [FT]
Cover Thickness by Expansion [FT]

STANDARD TEST METHOD FOR

MOISTURE - DENSITY RELATIONSHIP
(ASTM D1557) REV. 1, DATED 09/19/19
PROJECT: SAMPLE ID:

PROJECT NO.: DATE:

TESTED BY: CHECKED BY:

SAMPLE DESCRIPTION:

LOCATION:

A) WATER ADDED

B) MOLD TARE WEIGHT

C) WEIGHT OF WET SOIL AND MOLD

D) WET SOIL WEIGHT (C - B)

E) WET DENSITY (D / V)
F) DRY DENSITY (E / [(L/100) + 1])

G) TARE WEIGHT

H) WEIGHT OF WET SOIL AND TARE

I) WEIGHT OF DRY SOIL AND TARE

J) WEIGHT OF WATER (H - I)

K) DRY WEIGHT OF SOIL (I - G)
L) MOISTURE CONTENT (J / K )* 100)
SIEVE
NUMBER

PERCENT

RETAINED

MAXIMUM
DENSITY [PCF]

OPTIMUM
MOISTURE [%]

MAXIMUM
DENSITY [PCF]

OPTIMUM
MOISTURE [%]
Page of
A

METHOD USED
(A,B or C)
4 inch MOLD

GROUP DELTA CONSULTANTS, INC

ENGINEERS AND GEOLOGISTS
1320 S. SIMPSON CIRCLE
ANAHEIM, CA 92806
229.4
1215.3
116.0
229.6
1251.6
1168.8

82.8 1118.1

97.2 888.7

10.9 12.8 8.8
1932.7
3866.7
1902.5
Olive Brown Silty Sand
grams
grams
grams
grams
percent
3776.2
1180.5

65.0 grams
pcf
pcf
Method: Mechanical Manual Hammer: 10lb. 5.5 lb.

B-1 Bulk-1 @ 0 - 5'
Bonnani - 1442 N Dale Ave.

IR771
Eric Y.

SO6127
July 21, 2021
Asheesh P.
%
grams
grams
grams
8 1934.0 1934.0
3868.0
1934.0
4 1934.0
1842.2
10 6
1934.0
3836.5

15.14 USED

9.7 # 4

0.1%
115.6

MOLD VOLUME

CORRECTION (V)
115.6

9.6 pcf/gm
pcf/gm

WITH ROCK CORRECTION

WITHOUT ROCK CORRECTION

15.14 6 inch: V= 33.98
4 inch: V=
945.9
127.7
115.1
121.7
113.2 113.9
127.7

6.9 234.6
1245.5
907.9 939.2
125.7
115.5
229.1
1253.0
1137.0
100
105
110
115
120
125
130
135
0 510 15 20 25 30
DRY DENSITY (pcf)
WATER CONTENT (%)
Gs=2.6
Gs=2.7
Gs=2.8
Poly.
(Series1)

ZERO AIR VOIDS
Figure B-4
1 - 1
Lab Number:

Project Name : Bonnani - 1442 N Dale Ave. Sampled By : Date :

Project No. : IR771 Prepared By : Date :

Boring No. : B-1 Tested By : Date :

Sample No. : Bulk-1 Calculated By : Date :

Depth (ft.) : Checked By : Date :

Description : Olive Brown Silty Sand
1 Sample Preparation 1
Trail
Container No.

Weight of Wet Soil + Container (gm)
Weight of Dry Soil + Container (gm)
Weight of Container (gm)
Moisture Content (%)
Weight of Wet Soil + Ring (gm)
Weight of Ring (gm) No.

Weight of Wet Soil (gm)
Wet Density of Soil (pcf)
Dry Density of Soil (pcf)
Precent Saturation of Soil S(Meas.)

1. Screen sample through No. 4 Sieve

2. Sample should be compacted into a metal ring of the Degree

3. Inundated sample in distilled water to 24 h, or until the rate of expansion > (0.0002 in./h), no less than 3 h.

Volume of Mold (ft3)
Rammer Weight (lb.)
Vertical Confining Pressure
4 Tested
Dry Soil+Cont.+Ring
of Saturation of 50 + / - 2% ( 48 - 52 ).

Very High
Low
Medium
Wd X S.G. - Dd
X 1000 = -0.20

EXPANSION INDEX OF SOIL
ASTM D-4829-10 / UBC 29-2
High

2.00 803.70

99.92 Moisture Content
M & D After Test
0 - 5
No Expansion
Potential Expansion
0 - 20 Very Low
0 0.3000

0.2998

10.26 200.88
598.46
-0.0009
-0.0005
-0.0009
Expansion Index
21 - 50
9:00:00 0:10:00
0:00:00
9:10:00
07/21/21
07/21/21
07/21/21
16:10:00
6:00:00
12:10:00

0.2991

0.2993
7:30:00 22:20:00
7:00:00
13:10:00
Add Distilled Water to Sample
-0.0009
10:10:00
14:10:00
11:10:00
-0.0007
-0.0002
Weight of Total Soil
07/22/21
07/21/21
07/21/21
07/21/21
2600.00
9:10:00
51 - 90
91 - 130
> 130
S.G. X W X Dd

5.0 S.G.=Specific Gravity, W=Water Content
Wet Density (pcf)
Dry Density (pcf)
Blows/Layer 15
Specific Gravity

50.39 1.0 (lbf/in 2) / 6.9 (kPa)
1:00:00
5:00:00 -0.0007
4:00:00
2:00:00
0:00:00
-0.0006

0.2995

0.2996
3:00:00

0.2994

0.2993

0.0000

0.00731
15:10:00

0.2991
07/22/21
65 + EI(meas.)
220 - S(meas.)
Remark :

0.0000
397.58
119.93
Expansion
-0.0004
Expansion Index(50) = EI(meas.) - (50 - S(meas.)) X
(%) S =
E.I. (meas)=
Change in High
Initial Thickness
Dd=Dry Soil Density, Wd=Unit Wt. of Water
(%) Saturation

2.70 24:00:00
228.64
200.88
Date Time Reading

3.0 Reading Elapsed Dial
07/21/21
Time
Loading Machine No.
108.77

50.39 3
07/21/21
07/21/21
07/21/21
% Passing No. 4 Sieve

10.26 Wt. of Container
Weight of Soil Retained on No. 4 Sieve
862.70
SB-2 Container No.

Wet Soil+Cont.+Ring
123
SO6127
7/9/2021
7/20/2021
7/21/2021
7/22/2021
Eric Y.

Eric Y.

AP
AP
Figure B-5
Sample ID
B-3 @ 0-5'
Resistivity Units
as-received ohm-cm 3,520,000
saturated ohm-cm 4,800
pH 7.9
Electrical
Conductivity mS/cm 0.13
Chemical Analyses
Cations
calcium Ca2+ mg/kg 59
magnesium Mg2+ mg/kg 13
sodium Na1+ mg/kg 14
potassium K
1+ mg/kg 73
ammonium NH4
1+ mg/kg ND
Anions
carbonate CO3
2- mg/kg ND
bicarbonate HCO3
1-mg/kg 323
fluoride F
1- mg/kg 5.8
chloride Cl1- mg/kg 11
sulfate SO4
2- mg/kg 22
nitrate NO3
1- mg/kg 142
phosphate PO4
3- mg/kg ND
Other Tests
sulfide S
2- qual na
Redox mV na
Resistivity per ASTM G187, pH per ASTM G51, Cations per ASTM D6919, Anions per ASTM D4327, and Alkalinity per APHA 2320-B.

Electrical conductivity in millisiemens/cm and chemical analyses were made on a 1:5 soil-to-water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil.

Redox = oxidation-reduction potential in millivolts
ND = not detected
na = not analyzed
Table 1 - Laboratory Tests on Soil Samples
Bonanni 1442 Dale Ave
Your #IR771, HDR Lab #21-0635LAB
22-Jul-21
Group Delta Consultants
431 West Baseline Road ∙ Claremont, CA 91711
Phone: 909.962.5485 ∙ Fax: 909.626.3316 Page 2 of 2 Figure B-6b

APPENDIX C

LIQUEFACTION ANALYSES

LI Q UEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

NCEER (1998)
NCEER (1998)
Based on Ic value

7.30 0.71
G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : IR771 - Bonanni Location : 1442 North Dale Avenue, Anaheim, California Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
CPT file : CPT-1

25.00 ft

18.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

Sands only
Yes

50.00 ft
Method based
Cone resistance
qt (tsf)
0 100 200
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 Cone resistance SBTn Plot HAND AUGER
Ic (Robertson 1990)
4321
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
SBTn Plot CRR plot

HAND AUGER

CRR & CSR
0 0.2 0.4 0.6
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
CRR plot
During earthq.

Qtn,cs
0 10080604020 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio HAND AUGER
Rf (%)
6420 8 10
48 46
44 42
40 38
36 34
32 30
28 26
24 22
20 18
16 14
12 10
8 6
Friction Ratio
Mw=71/2
, sigma'=1 atm base curve Summary of liquefaction potential FS Plot

HAND AUGER
Factor of safety
0 0.5 1 1.5 2
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2
: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 7/19/2021, 10:57:22 PM Project file: \\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\06_Calculations\Liquefaction\IR771 - Bonanni.clq Figure C-1A1
This software is licensed to: Group Delta Consultants, Inc. CPT name: CPT-1 CRR plot

HAND AUGER

CRR & CSR

0.6 0.4 0.2 0
Depth (ft)
101214161820222426283032343638404244464850
02468
CRR plot
During earthq.

Liquefaction analysis overall plots
FS Plot

HAND AUGER
Factor of safety
2 1.5 1 0.5 0
Depth (ft)
101214161820222426283032343638404244464850
02468
FS Plot
During earthq.

Liquefaction potential

HAND AUGER
LPI
20 15 10 5 0
Depth (ft)
101214161820222426283032343638404244464850
02468
Liquefaction potential Vertical settlements

HAND AUGER
Settlement (in)

0.8 0.6 0.4 0.2 0
Depth (ft)
101214161820222426283032343638404244464850
02468
Vertical settlements Lateral displacements

HAND AUGER
Displacement (in)
0 Depth (ft)
101214161820222426283032343638404244464850
02468
Lateral displacements
CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 7/19/2021, 10:57:22 PM 5 Project file: \\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\06_Calculations\Liquefaction\IR771 - Bonanni.clq F.S. color scheme LPI color scheme Input parameters and analysis data Analysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

NCEER (1998)NCEER (1998)Based on Ic value7.300.7125.00 ft Depth to water table (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

18.00 ft12.60Based on SBTNoN/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

N/A
YesYesSands onlyYes50.00 ft
Almost certain it will liquefy
Very likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefy Almost certain it will not liquefy
Very high riskHigh riskLow risk
Figure C-1B

LI Q UEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

NCEER (1998)
NCEER (1998)
Based on Ic value

7.30 0.71
G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : IR771 - Bonanni Location : 1442 North Dale Avenue, Anaheim, California Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
CPT file : CPT-2

25.00 ft

18.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

Sands only
Yes

50.00 ft
Method based
Cone resistance
qt (tsf)
0 100 200
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 Cone resistance SBTn Plot HAND AUGER
Ic (Robertson 1990)
4321
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 SBTn Plot CRR plot

HAND AUGER

CRR & CSR
0 0.2 0.4 0.6
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
CRR plot
During earthq.

Qtn,cs
0 10080604020 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

0.1 1 10
Normalized CPT penetration resistance
1 10
100
1,000
Friction Ratio HAND AUGER
Rf (%)
6420 8 10
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 Friction Ratio
Mw=71/2
, sigma'=1 atm base curve Summary of liquefaction potential FS Plot

HAND AUGER
Factor of safety
0 0.5 1 1.5 2
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2
: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 7/19/2021, 10:57:23 PM Project file: \\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\06_Calculations\Liquefaction\IR771 - Bonanni.clq Figure C-2A9
This software is licensed to: Group Delta Consultants, Inc. CPT name: CPT-2 CRR plot

HAND AUGER

CRR & CSR

0.6 0.4 0.2 0
Depth (ft)
101214161820222426283032343638404244464850
02468
CRR plot
During earthq.

Liquefaction analysis overall plots
FS Plot

HAND AUGER
Factor of safety
2 1.5 1 0.5 0
Depth (ft)
101214161820222426283032343638404244464850
02468
FS Plot
During earthq.

Liquefaction potential

HAND AUGER
LPI
20 15 10 5 0
Depth (ft)
101214161820222426283032343638404244464850
02468
Liquefaction potential Vertical settlements

HAND AUGER
Settlement (in)
1 0.8 0.6 0.4 0.2 0
Depth (ft)
101214161820222426283032343638404244464850
02468
Vertical settlements Lateral displacements

HAND AUGER
Displacement (in)
0 Depth (ft)
101214161820222426283032343638404244464850
02468
Lateral displacements
CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 7/19/2021, 10:57:23 PM 13 Project file: \\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\06_Calculations\Liquefaction\IR771 - Bonanni.clq F.S. color scheme LPI color scheme Input parameters and analysis data Analysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

NCEER (1998)NCEER (1998)Based on Ic value7.300.7125.00 ft Depth to water table (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

18.00 ft12.60Based on SBTNoN/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

LI Q UEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:

Fines correction method:

Points to test:

Earthquake magnitude Mw:

Peak ground acceleration:

NCEER (1998)
NCEER (1998)
Based on Ic value

7.30 0.71
G.W.T. (in-situ):

G.W.T. (earthq.):

Average results interval:

Ic cut-off value:

Unit weight calculation:

Project title : IR771 - Bonanni Location : 1442 North Dale Avenue, Anaheim, California Kehoe Testing and Engineering
714-901-7270
[email protected]
www.kehoetesting.com
CPT file : CPT-3

25.00 ft

18.00 ft
1 2.60
Based on SBT
Use fill:

Fill height:

Fill weight:

Trans. detect. applied:

Kσ applied:

No
N/A
N/A
Yes
Yes
Clay like behavior
applied:

Limit depth applied:

Limit depth:

MSF method:

Sands only
Yes

50.00 ft
Method based
Cone resistance
qt (tsf)
0 100 200 300
Depth (ft)
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 Cone resistance SBTn Plot HAND AUGER
Ic (Robertson 1990)
4321
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 SBTn Plot CRR plot

HAND AUGER

CRR & CSR
0 0.2 0.4 0.6
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
CRR plot
During earthq.

Qtn,cs
0 10080604020 120 140 160 180 200
Cyclic Stress Ratio* (CSR*)

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 Liquefaction
No Liquefaction
Normalized friction ratio (%)

HAND AUGER
Factor of safety
0 0.5 1 1.5 2
50 48
46 44
42 40
38 36
34 32
30 28
26 24
22 20
18 16
14 12
10 8
6 4
2 0
FS Plot
During earthq.

Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2
: Cyclic liquefaction and strength loss likely depending on loading and ground geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 7/19/2021, 10:57:24 PM Project file: \\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\06_Calculations\Liquefaction\IR771 - Bonanni.clq Figure C-3A17
This software is licensed to: Group Delta Consultants, Inc. CPT name: CPT-3 CRR plot

HAND AUGER

CRR & CSR

0.6 0.4 0.2 0
Depth (ft)
101214161820222426283032343638404244464850
02468
CRR plot
During earthq.

Liquefaction analysis overall plots
FS Plot

HAND AUGER
Factor of safety
2 1.5 1 0.5 0
Depth (ft)
101214161820222426283032343638404244464850
02468
FS Plot
During earthq.

Liquefaction potential

HAND AUGER
LPI
20 15 10 5 0
Depth (ft)
101214161820222426283032343638404244464850
02468
Liquefaction potential Vertical settlements

HAND AUGER
Settlement (in)

0.6 0.4 0.2 0
Depth (ft)
101214161820222426283032343638404244464850
02468
Vertical settlements Lateral displacements

HAND AUGER
Displacement (in)
0 Depth (ft)
101214161820222426283032343638404244464850
02468
Lateral displacements
CLiq v.3.3.1.14 - CPT Liquefaction Assessment Software - Report created on: 7/19/2021, 10:57:24 PM 21 Project file: \\192.168.100.6\Files$\Projects\_AV\I700\IR771 Bonanni - 1442 N. Dale Avenue\06_Calculations\Liquefaction\IR771 - Bonanni.clq F.S. color scheme LPI color scheme Input parameters and analysis data Analysis method:

Fines correction method:Points to test:Earthquake magnitude Mw:

Peak ground acceleration:Depth to water table (insitu):

NCEER (1998)NCEER (1998)Based on Ic value7.300.7125.00 ft Depth to water table (erthq.):

Average results interval:

Ic cut-off value:Unit weight calculation:Use fill:Fill height:

18.00 ft12.60Based on SBTNoN/A
Fill weight:

Transition detect. applied:

Kσ applied:

Clay like behavior applied:Limit depth applied:Limit depth:

BONANNI DEVELOPMENT, INC Section X
2073 Preliminary WQMP Option.docx Page 38
Attachment F: Notice of Transfer of
Responsibility Form

G:\projdata\2073 Dale, Anaheim\DWG\WQMP-SWPPP\Preliminary\Anaheim.doc Water Quality Management Plan
Notice of Transfer of Responsibility
Tracking No. Assigned by the City of Anaheim: OTH-2021-01399 Submission of this Notice of Transfer of Responsibility constitutes notice to the City of Anaheim that responsibility for the Water Quality Management Plan (“WQMP”) for the subject property identified below, and implementation of that plan, is being transferred from the Previous Owner (and his/her agent) of the site (or a portion thereof) to the New Owner, as further described below.

I. Previous Owner/Previous Responsible Party Information Company/Individual Name Contact Person
Street Address Title
City State Zip Phone
II. Information about Site Transferred
Name of Project (if applicable)
Title of WQMP Applicable to Site:

Street Address of Site (if applicable)
Planning Area (PA) and/or Tract Number(s) for Site Lot Numbers (if Site is a portion of a tract) Date WQMP Prepared (and revised if applicable)
III. New Owner/New Responsible Party Information
Company/Individual Name Contact Person
Street Address Title
City State Zip Phone
IV. Ownership Transfer Information
General Description of Site Transferred to New Owner General Description of Portion of Project/Parcel Subject To WQMP Retained by Owner (if any)
Lot/Tract Numbers of Site Transferred to New Owner
Remaining Lot/Tract Numbers Subject to WQMP Still Held by Owner (if any) Date of Ownership Transfer
Note: When the Previous Owner is transferring a Site that is a portion of a larger project/parcel addresses by the WQMP, as opposed to the entire project/parcel addressed by the WQMP, the General Description of the Site transferred and the remainder of the project/parcel not transferred shall be set forth as maps attached to this notice. These maps shall show those portions of a project/parcel addressed by the WQMP that are transferred to the New Owner (the Transferred Site), those portions retained by the Previous Owner, and those portions previously transferred by Previous Owner. Those portions retained by Previous Owner shall be labeled “Previous Owner”, and those portions previously transferred by Previous Owner shall be labeled as “Previously Transferred.”
G:\projdata\2073 Dale, Anaheim\DWG\WQMP-SWPPP\Preliminary\Anaheim.doc V. Purpose of Notice of Transfer
The purposes of this Notice of Transfer of Responsibility are: 1) to track transfer of responsibility for implementation and amendment of the WQMP when property to which the WQMP is applicable is transferred from the Previous Owner to the New Owner, and 2) to facilitate notification to a transferee of property subject to a WQMP that such New Owner is now the Responsible Party of record for the WQMP for those portions of the site that it owns.

VI. Certifications
A. Previous Owner
I certify under penalty of law that I am no longer the owner of the Transferred Site as described in Section II above. I have provided the New Owner with a copy of the WQMP applicable to the Transferred Site that the New Owner is acquiring from the Previous Owner.

Printed Name of Previous Owner Representative Title
Signature of Previous Owner Representative Date
B. New Owner
I certify under penalty of law that I am the owner of the Transferred Site, as described in Section II above, that I have been provided a copy of the WQMP, and that I have informed myself and understand the New Owner’s responsibilities related to the WQMP, its implementation, and Best Management Practices associated with it. I understand that by signing this notice, the New Owner is accepting all ongoing responsibilities for implementation and amendment of the WQMP for the Transferred site, which the New Owner has acquired from the Previous Owner.

Printed Name of New Owner Representative Title
Signature Date
Water Quality Management Plan (WQMP)
DALE

BONANNI DEVELOPMENT, INC Section X
2073 Preliminary WQMP Option.docx Page 39
Attachment G: City of Anaheim Correspondence
(N/A)

Water Quality Management Plan (WQMP)
DALE

BONANNI DEVELOPMENT, INC Section X
2073 Preliminary WQMP Option.docx Page 40
Attachment H: Any Additional Pertinent
Appendices (N/A)
APPENDIX F.2

PRELIMINARY DRAINAGE STUDY
Appendix F.2 Preliminary Drainage Study
4/21/2022, 9:18:07 AM
ANAH-OTH2021-01397
Cesar Morales

TABLE OF CONTENTS

SECTION
DISCUSSION 1

PURPOSE

PROJECT DESCRIPTION

DESCRIPTION OF WATERSHED

METHODOLOGY

SUMMARY
VICINITY MAP 2
HYDROLOGIC CLASSIFICATION OF SOIL (PLATE A) 3
HYDROLOGY STUDY 4
EXISTING 10-YEAR
EXISTING 25-YEAR
EXISTING 100-YEAR
PROPOSED 10-YEAR
PROPOSED 25-YEAR
PROPOSED 100-YEAR

UNIT HYDROLOGY STUDY
EXISTING 25-YEAR, 24HRS
PROPOSED 25-YEAR, 24HRS

ROUTING
HYDRAULIC CALCULATIONS 5
INLET SIZING (25-YEAR)
PIPE SIZING (25-YEAR) – PIPE

EXISTING AND PRPOSED HYDROLOGY MAPS

PONDING EXHIBIT
POCKET
POCKET
SECTION 1

DISCUSSION
PURPOSE:

This report is to be used for the preliminary design of a drainage system, which will provide the desired conveyance and the required storm protection according to the standards of the City of Anaheim.

PROJECT DESCRIPTION:

The proposed project site will comprise of a residential development located at 1442 Dale; the total site is approximately 0.93 acres and is currently developed with an existing single family building, garage and miscellaneous structurers and landscaping surrounding the lot. The site’s boundary consists of existing residential developments to the west, east and south along with Pepper Tree Drive along the southerly boundary and Interstate 91-freeway off ramp along the northerly boundary.

DESCRIPTION OF WATERSHED:

The proposed project site is tributary to one runoff area which is within the City of Anaheim Master Plan of Storm Drainage for Fullerton Creek Channel Drainage Area 5-1 adapted by the City Council in October 2010
As stated above, the existing site topography is consistent with the Master Drainage Studies. The lot is enclosed with walls and surface drains in a north-westerly direction and is tabled to surface drain to a street v-gutter in the middle of a private drive and continues westerly and into a public catch basin at the end of the Dale cul-de-sac. This enters the City of Anaheim public 48” storm drain that runs westerly and parallel with the 91-freeway off ramp.

The proposed development will maintain similar drainage patterns to the pre-development condition, that the site surface drain and discharge to the existing location via a parkway drain. The entire site will be collected through a series on inlets and area drains located throughout the site.

There are currently two options for the Preliminary Design which the first option would be to infiltrate if feasible. If this is not feasible the site will treat the first flush through a Proprietary Biofiltration unit and pump to the proposed parkway drain. The post development Q’s are greater than the allowable Q since the post development condition is a similar residential development but is more impervious. In the case were infiltration is not feasible, the proposed private storm drain system will retain the proposed flow from the water quality storm event and detain the proposed flows to match the pre-developed 25-year storm event.

METHODOLOGY:

This Hydrology Study was performed using the rational Hydrology Method Program by CivilCADD / Civil Design Engineering software based on the Orange County Hydrology Manual dated October 1986. The calculations were done for the 10, 25, and 100-year storm frequency, with the 100-year storm frequency resulting in the highest drainage impact.

SUMMARY:

The plans for which this report has been prepared will meet all standards of rainstorm protection as adopted by the City of Anaheim. Positive overflow is available throughout the development for protection of habitable areas against a 100-year storm event in situations when drainage obstructions should occur, and there will be no adverse impact to the surrounding areas. See the ponding exhibit for positive overflow that shows the 1’ protection to the proposed finished floor elevation (88.75 spill elevation, 89.75 Finished floor elevation).

COMPARISON TABLE:

Q10 (cfs) Q25 (cfs) Q100(cfs)
Existing Total 1.82 2.22 2.89
Proposed Total 4.49 5.34 6.92
Maximum Net
(Prop. – Exist) 2.67 3.12 4.03
DENTION (Biofiltration Option):

See the routing calculation for the 25 year event using the Unit-Hydrograph for the proposed condition with the allowed existing flow to determine the required storage volume. The onsite storm drain system will store 1,272 c.f. (0.029 ac.ft) and have an allowed flow rate of 2.22 cfs leaving the site to match pre-developed conditions. The MWS unit and pump system can provide the required storage prior to discharging but for routing purposes an oversized storm drain system will be used for the routing analysis.

See the volume calculations.
36 inch pipe, 180 lf = 1,272 cf, Routing calculations use depth at 36”.

Storage Calculations not used but provided as part of the system.

Pump Well (6’ Diamter well, 10’ deep); use 8’ total height Total Storage provided by well = (8 ft x 28.274 sq.ft) = 226 cf MWS (8x8 Vault System)
Use only half that is used as the internal bypass chamber Total Storage (4ft x 8ft x 6ft deep) = 192 cf
Total for Pump well and MWS = 226 cf + 192 cf = 418 cf
Condition 1
During final engineering the applicant shall show how excess storm water generated from the 100 year storm event will be detained on site. The required detention volume shall be accounted for separately than the required water quality volume.

Condition 2
The text states that there is 1 foot of protection from the positive overflow elevation to the finished floor elevation. This is not accurate because the “positive overflow elevation” appears to be based on a flowline elevation rather than the depth of flow being conveyed from the site. •The applicant should calculate the depth of 100-year flow being convey from the site and compare that water surface elevation to the finished flo elevation during final engineering.

SECTION 2

VICINITY MAP

NO SCALE
SITE
SECTION 3

HYDROLOGIC CLASSIFICATION OF SOILS

HYDROLOGIC SOILS MAP

NO SCALE

HYDROLOGIC CLASSIFICATIONS OF SOILS ORANGE

COUNTY, CALIFORNIA - PLATE A

PROJECT

LOCATION
SECTION 4.1

EXISTING HYDROLOGY
FREQUENCY: 10-YEAR
SOIL CLASS: B
DEVELOPMENT: PARK
Orange County Rational Hydrology Program
(Hydrology Manual Date(s) October 1986 & November 1996) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 8.2 Rational Hydrology Study, Date: 11/11/21 File Name: 2073ex.roc ------------------------------------------------------------------------ ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0
Decimal fraction of study above 2000 ft., 600M = 0.0000 English Units Used for input data
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ PARK subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.255(In/Hr)
Initial subarea data:

Initial area flow distance = 266.000(Ft.)
Top (of initial area) elevation = 90.000(Ft.)
Bottom (of initial area) elevation = 88.200(Ft.)
Difference in elevation = 1.800(Ft.)
Slope = 0.00677 s(%)= 0.68
TC = k(0.483)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.241 min.

Rainfall intensity = 2.430(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.806 Subarea runoff = 1.821(CFS)
Total initial stream area = 0.930(Ac.)
End of computations, total study area = 0.93 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

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

Area averaged pervious area fraction(Ap) = 0.850
Area averaged SCS curve number (AMC 2) = 56.0
1 SECTION 4.2

EXISTING HYDROLOGY
FREQUENCY: 25-YEAR
SOIL CLASS: B
DEVELOPMENT: PARK

Orange County Rational Hydrology Program
(Hydrology Manual Date(s) October 1986 & November 1996) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 8.2 Rational Hydrology Study, Date: 11/11/21 File Name: 2073ex25.roc ------------------------------------------------------------------------ ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0
Decimal fraction of study above 2000 ft., 600M = 0.0000 English Units Used for input data
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ PARK subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.255(In/Hr)
Initial subarea data:

Rainfall intensity = 2.906(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.821 Subarea runoff = 2.219(CFS)
Total initial stream area = 0.930(Ac.)
End of computations, total study area = 0.93 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

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

Area averaged pervious area fraction(Ap) = 0.850
Area averaged SCS curve number (AMC 2) = 56.0
1 SECTION 4.3

EXISTING HYDROLOGY
FREQUENCY: 100-YEAR
SOIL CLASS: B
DEVELOPMENT: PARK

Orange County Rational Hydrology Program
(Hydrology Manual Date(s) October 1986 & November 1996) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 8.2 Rational Hydrology Study, Date: 11/11/21 File Name: 2073ex100.roc ------------------------------------------------------------------------ ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
Decimal fraction of study above 2000 ft., 600M = 0.0000 English Units Used for input data
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ PARK subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.255(In/Hr)
Initial subarea data:

Rainfall intensity = 3.704(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.838 Subarea runoff = 2.887(CFS)
Total initial stream area = 0.930(Ac.)
End of computations, total study area = 0.93 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

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

Area averaged pervious area fraction(Ap) = 0.850
Area averaged SCS curve number (AMC 2) = 56.0
1 SECTION 4.4

PROPOSED HYDROLOGY
FREQUENCY: 10-YEAR
SOIL CLASS: B
DEVELOPMENT: APARTMENTS
Orange County Rational Hydrology Program
(Hydrology Manual Date(s) October 1986 & November 1996) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 8.2 Rational Hydrology Study, Date: 02/02/22 File Name: 2073PR.roc ------------------------------------------------------------------------ ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0
Decimal fraction of study above 2000 ft., 600M = 0.0000 English Units Used for input data
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Initial area flow distance = 20.000(Ft.)
Top (of initial area) elevation = 88.400(Ft.)
Bottom (of initial area) elevation = 88.000(Ft.)
Difference in elevation = 0.400(Ft.)
Slope = 0.02000 s(%)= 2.00
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 2.348 min.

Rainfall intensity = 6.260(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.891 Subarea runoff = 0.725(CFS)
Total initial stream area = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 86.000(Ft.)
Downstream point/station elevation = 84.700(Ft.)
Pipe length = 130.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.725(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.725(CFS)
Normal flow depth in pipe = 3.80(In.)
Flow top width inside pipe = 8.89(In.)
Critical Depth = 4.65(In.)
Pipe flow velocity = 4.10(Ft/s)
Travel time through pipe = 0.53 min.

Time of concentration (TC) = 2.88 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.130(Ac.)
Runoff from this stream = 0.725(CFS)
Time of concentration = 2.88 min.
1 Rainfall intensity = 5.572(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Initial area flow distance = 25.000(Ft.)
Top (of initial area) elevation = 89.600(Ft.)
Bottom (of initial area) elevation = 89.000(Ft.)
Difference in elevation = 0.600(Ft.)
Slope = 0.02400 s(%)= 2.40
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 2.476 min.

Rainfall intensity = 6.073(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.891 Subarea runoff = 0.271(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.200 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 86.000(Ft.)
Downstream point/station elevation = 84.700(Ft.)
Pipe length = 116.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.271(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.271(CFS)
Normal flow depth in pipe = 2.58(In.)
Flow top width inside pipe = 5.94(In.)
Critical Depth = 3.15(In.)
Pipe flow velocity = 3.34(Ft/s)
Travel time through pipe = 0.58 min.

Time of concentration (TC) = 3.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.050(Ac.)
Runoff from this stream = 0.271(CFS)
Time of concentration = 3.05 min.

Rainfall intensity = 5.385(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.13 0.725 2.88 0.060 5.572
2 0.05 0.271 3.05 0.060 5.385
Qmax(1) =

1.000 * 1.000 * 0.725) +

1.035 * 0.942 * 0.271) + = 0.989
2 Qmax(2) =

0.966 * 1.000 * 0.725) +

1.000 * 1.000 * 0.271) + = 0.971
Total of 2 streams to confluence:

Flow rates before confluence point:

0.725 0.271
Maximum flow rates at confluence using above data:

0.989 0.971
Area of streams before confluence:

0.130 0.050
Effective area values after confluence:

0.177 0.180
Results of confluence:

Total flow rate = 0.989(CFS)
Time of concentration = 2.877 min.

Effective stream area after confluence = 0.177(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.18(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 84.700(Ft.)
Downstream point/station elevation = 84.600(Ft.)
Pipe length = 2.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.989(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.989(CFS)
Normal flow depth in pipe = 3.58(In.)
Flow top width inside pipe = 5.89(In.)
Critical Depth = 5.66(In.)
Pipe flow velocity = 8.09(Ft/s)
Travel time through pipe = 0.00 min.

Time of concentration (TC) = 2.88 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.177(Ac.)
Runoff from this stream = 0.989(CFS)
Time of concentration = 2.88 min.

Rainfall intensity = 5.567(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.200 to Point/Station 4.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Initial area flow distance = 52.000(Ft.)
Top (of initial area) elevation = 89.600(Ft.)
Bottom (of initial area) elevation = 88.600(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.01923 s(%)= 1.92
3 TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 3.469 min.

Rainfall intensity = 5.006(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.889 Subarea runoff = 0.267(CFS)
Total initial stream area = 0.060(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.060(Ac.)
Runoff from this stream = 0.267(CFS)
Time of concentration = 3.47 min.

Rainfall intensity = 5.006(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.18 0.989 2.88 0.060 5.567
2 0.06 0.267 3.47 0.060 5.006
Qmax(1) =

1.000 * 1.000 * 0.989) +

1.114 * 0.831 * 0.267) + = 1.236
Qmax(2) =

0.898 * 1.000 * 0.989) +

1.000 * 1.000 * 0.267) + = 1.155
Total of 2 streams to confluence:

Flow rates before confluence point:

0.989 0.267
Maximum flow rates at confluence using above data:

1.236 1.155
Area of streams before confluence:

0.177 0.060
Effective area values after confluence:

0.227 0.237
Results of confluence:

Total flow rate = 1.236(CFS)
Time of concentration = 2.881 min.

Effective stream area after confluence = 0.227(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.24(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 84.600(Ft.)
Downstream point/station elevation = 84.000(Ft.)
Pipe length = 75.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.236(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.236(CFS)
Normal flow depth in pipe = 5.59(In.)
Flow top width inside pipe = 8.73(In.)
Critical Depth = 6.14(In.)
Pipe flow velocity = 4.29(Ft/s)
Travel time through pipe = 0.29 min.

Time of concentration (TC) = 3.17 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 4 Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.227(Ac.)
Runoff from this stream = 1.236(CFS)
Time of concentration = 3.17 min.

Rainfall intensity = 5.268(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.100 to Point/Station 5.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Initial area flow distance = 60.000(Ft.)
Top (of initial area) elevation = 89.600(Ft.)
Bottom (of initial area) elevation = 88.700(Ft.)
Difference in elevation = 0.900(Ft.)
Slope = 0.01500 s(%)= 1.50
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 3.860 min.

Rainfall intensity = 4.708(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.889 Subarea runoff = 0.293(CFS)
Total initial stream area = 0.070(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.070(Ac.)
Runoff from this stream = 0.293(CFS)
Time of concentration = 3.86 min.

Rainfall intensity = 4.708(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.23 1.236 3.17 0.060 5.268
2 0.07 0.293 3.86 0.060 4.708
Qmax(1) =

1.000 * 1.000 * 1.236) +

1.120 * 0.822 * 0.293) + = 1.506
Qmax(2) =

0.892 * 1.000 * 1.236) +

1.000 * 1.000 * 0.293) + = 1.396
Total of 2 streams to confluence:

Flow rates before confluence point:

1.236 0.293
Maximum flow rates at confluence using above data:

1.506 1.396
Area of streams before confluence:

0.227 0.070
5 Effective area values after confluence:

0.284 0.297
Results of confluence:

Total flow rate = 1.506(CFS)
Time of concentration = 3.173 min.

Effective stream area after confluence = 0.284(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.30(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 84.000(Ft.)
Downstream point/station elevation = 83.900(Ft.)
Pipe length = 5.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.506(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.506(CFS)
Normal flow depth in pipe = 4.74(In.)
Flow top width inside pipe = 8.99(In.)
Critical Depth = 6.79(In.)
Pipe flow velocity = 6.39(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 3.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.284(Ac.)
Runoff from this stream = 1.506(CFS)
Time of concentration = 3.19 min.

Rainfall intensity = 5.256(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.100 to Point/Station 6.200 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Initial area flow distance = 32.000(Ft.)
Top (of initial area) elevation = 89.600(Ft.)
Bottom (of initial area) elevation = 88.800(Ft.)
Difference in elevation = 0.800(Ft.)
Slope = 0.02500 s(%)= 2.50
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 2.710 min.

Rainfall intensity = 5.766(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.891 Subarea runoff = 0.257(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.200 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 6 ______________________________________________________________________ Upstream point/station elevation = 84.800(Ft.)
Downstream point/station elevation = 83.900(Ft.)
Pipe length = 25.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.257(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.257(CFS)
Normal flow depth in pipe = 1.84(In.)
Flow top width inside pipe = 5.53(In.)
Critical Depth = 3.06(In.)
Pipe flow velocity = 5.03(Ft/s)
Travel time through pipe = 0.08 min.

Time of concentration (TC) = 2.79 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.050(Ac.)
Runoff from this stream = 0.257(CFS)
Time of concentration = 2.79 min.

Rainfall intensity = 5.667(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.28 1.506 3.19 0.060 5.256
2 0.05 0.257 2.79 0.060 5.667
Qmax(1) =

1.000 * 1.000 * 1.506) +

0.927 * 1.000 * 0.257) + = 1.744
Qmax(2) =

1.079 * 0.877 * 1.506) +

1.000 * 1.000 * 0.257) + = 1.682
Total of 2 streams to confluence:

Flow rates before confluence point:

1.506 0.257
Maximum flow rates at confluence using above data:

1.744 1.682
Area of streams before confluence:

0.284 0.050
Effective area values after confluence:

0.334 0.299
Results of confluence:

Total flow rate = 1.744(CFS)
Time of concentration = 3.186 min.

Effective stream area after confluence = 0.334(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.33(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.900(Ft.)
Downstream point/station elevation = 83.600(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.744(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.744(CFS)
Normal flow depth in pipe = 6.05(In.)
Flow top width inside pipe = 12.00(In.)
7 Critical Depth = 6.74(In.)
Pipe flow velocity = 4.39(Ft/s)
Travel time through pipe = 0.17 min.

Time of concentration (TC) = 3.36 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.334(Ac.)
Runoff from this stream = 1.744(CFS)
Time of concentration = 3.36 min.

Rainfall intensity = 5.101(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.100 to Point/Station 7.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Initial area flow distance = 44.000(Ft.)
Top (of initial area) elevation = 89.600(Ft.)
Bottom (of initial area) elevation = 88.700(Ft.)
Difference in elevation = 0.900(Ft.)
Slope = 0.02045 s(%)= 2.05
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 3.205 min.

Rainfall intensity = 5.238(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.890 Subarea runoff = 0.466(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.100(Ac.)
Runoff from this stream = 0.466(CFS)
Time of concentration = 3.20 min.

Rainfall intensity = 5.238(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.33 1.744 3.36 0.060 5.101
2 0.10 0.466 3.20 0.060 5.238
Qmax(1) =

1.000 * 1.000 * 1.744) +

0.974 * 1.000 * 0.466) + = 2.198
Qmax(2) =

1.027 * 0.955 * 1.744) +

1.000 * 1.000 * 0.466) + = 2.176
8 Total of 2 streams to confluence:

Flow rates before confluence point:

1.744 0.466
Maximum flow rates at confluence using above data:

2.198 2.176
Area of streams before confluence:

0.334 0.100
Effective area values after confluence:

0.434 0.419
Results of confluence:

Total flow rate = 2.198(CFS)
Time of concentration = 3.356 min.

Effective stream area after confluence = 0.434(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.43(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.600(Ft.)
Downstream point/station elevation = 83.300(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.198(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.198(CFS)
Normal flow depth in pipe = 7.21(In.)
Flow top width inside pipe = 11.75(In.)
Critical Depth = 7.60(In.)
Pipe flow velocity = 4.46(Ft/s)
Travel time through pipe = 0.19 min.

Time of concentration (TC) = 3.54 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 8.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.434(Ac.)
Runoff from this stream = 2.198(CFS)
Time of concentration = 3.54 min.

Rainfall intensity = 4.945(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.100 to Point/Station 8.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Initial area flow distance = 45.000(Ft.)
Top (of initial area) elevation = 89.600(Ft.)
Bottom (of initial area) elevation = 88.700(Ft.)
Difference in elevation = 0.900(Ft.)
Slope = 0.02000 s(%)= 2.00
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 3.248 min.

Rainfall intensity = 5.198(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.890 9 Subarea runoff = 0.370(CFS)
Total initial stream area = 0.080(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 8.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.080(Ac.)
Runoff from this stream = 0.370(CFS)
Time of concentration = 3.25 min.

Rainfall intensity = 5.198(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.43 2.198 3.54 0.060 4.945
2 0.08 0.370 3.25 0.060 5.198
Qmax(1) =

1.000 * 1.000 * 2.198) +

0.951 * 1.000 * 0.370) + = 2.549
Qmax(2) =

1.052 * 0.917 * 2.198) +

1.000 * 1.000 * 0.370) + = 2.489
Total of 2 streams to confluence:

Flow rates before confluence point:

2.198 0.370
Maximum flow rates at confluence using above data:

2.549 2.489
Area of streams before confluence:

0.434 0.080
Effective area values after confluence:

0.514 0.478
Results of confluence:

Total flow rate = 2.549(CFS)
Time of concentration = 3.543 min.

Effective stream area after confluence = 0.514(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.51(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.300(Ft.)
Downstream point/station elevation = 83.000(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.549(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.549(CFS)
Normal flow depth in pipe = 7.98(In.)
Flow top width inside pipe = 11.33(In.)
Critical Depth = 8.20(In.)
Pipe flow velocity = 4.59(Ft/s)
Travel time through pipe = 0.18 min.

Time of concentration (TC) = 3.72 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
10 Stream flow area = 0.514(Ac.)
Runoff from this stream = 2.549(CFS)
Time of concentration = 3.72 min.

Rainfall intensity = 4.806(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.100 to Point/Station 9.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Initial area flow distance = 51.000(Ft.)
Top (of initial area) elevation = 89.600(Ft.)
Bottom (of initial area) elevation = 88.600(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.01961 s(%)= 1.96
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 3.428 min.

Rainfall intensity = 5.039(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.889 Subarea runoff = 0.359(CFS)
Total initial stream area = 0.080(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.080(Ac.)
Runoff from this stream = 0.359(CFS)
Time of concentration = 3.43 min.

Rainfall intensity = 5.039(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.51 2.549 3.72 0.060 4.806
2 0.08 0.359 3.43 0.060 5.039
Qmax(1) =

1.000 * 1.000 * 2.549) +

0.953 * 1.000 * 0.359) + = 2.891
Qmax(2) =

1.049 * 0.920 * 2.549) +

1.000 * 1.000 * 0.359) + = 2.821
Total of 2 streams to confluence:

Flow rates before confluence point:

2.549 0.359
Maximum flow rates at confluence using above data:

2.891 2.821
Area of streams before confluence:

0.514 0.080
Effective area values after confluence:

0.594 0.554
Results of confluence:

Total flow rate = 2.891(CFS)
11 Time of concentration = 3.725 min.

Effective stream area after confluence = 0.594(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.59(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.000(Ft.)
Downstream point/station elevation = 82.700(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.891(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.891(CFS)
Normal flow depth in pipe = 7.30(In.)
Flow top width inside pipe = 11.71(In.)
Critical Depth = 8.75(In.)
Pipe flow velocity = 5.78(Ft/s)
Travel time through pipe = 0.09 min.

Time of concentration (TC) = 3.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 0.594(Ac.)
Runoff from this stream = 2.891(CFS)
Time of concentration = 3.81 min.

Rainfall intensity = 4.743(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.100 to Point/Station 10.200 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 6.073(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.891 Subarea runoff = 1.299(CFS)
Total initial stream area = 0.240(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.200 to Point/Station 10.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 86.000(Ft.)
12 Downstream point/station elevation = 83.000(Ft.)
Pipe length = 310.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.299(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.299(CFS)
Normal flow depth in pipe = 5.42(In.)
Flow top width inside pipe = 8.81(In.)
Critical Depth = 6.30(In.)
Pipe flow velocity = 4.67(Ft/s)
Travel time through pipe = 1.11 min.

Time of concentration (TC) = 3.58 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.300 to Point/Station 10.300 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.240(Ac.)
Runoff from this stream = 1.299(CFS)
Time of concentration = 3.58 min.

Rainfall intensity = 4.915(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.400 to Point/Station 10.500 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Initial area flow distance = 45.000(Ft.)
Top (of initial area) elevation = 88.900(Ft.)
Bottom (of initial area) elevation = 87.100(Ft.)
Difference in elevation = 1.800(Ft.)
Slope = 0.04000 s(%)= 4.00
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 2.828 min.

Rainfall intensity = 5.628(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.890 Subarea runoff = 0.351(CFS)
Total initial stream area = 0.070(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.500 to Point/Station 10.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.100(Ft.)
Downstream point/station elevation = 83.000(Ft.)
Pipe length = 2.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.351(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.351(CFS)
Normal flow depth in pipe = 1.99(In.)
Flow top width inside pipe = 5.65(In.)
Critical Depth = 3.60(In.)
Pipe flow velocity = 6.18(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 2.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 13 Process from Point/Station 10.300 to Point/Station 10.300 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.070(Ac.)
Runoff from this stream = 0.351(CFS)
Time of concentration = 2.83 min.

Rainfall intensity = 5.621(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.24 1.299 3.58 0.060 4.915
2 0.07 0.351 2.83 0.060 5.621
Qmax(1) =

1.000 * 1.000 * 1.299) +

0.873 * 1.000 * 0.351) + = 1.605
Qmax(2) =

1.145 * 0.791 * 1.299) +

1.000 * 1.000 * 0.351) + = 1.528
Total of 2 streams to confluence:

Flow rates before confluence point:

1.299 0.351
Maximum flow rates at confluence using above data:

1.605 1.528
Area of streams before confluence:

0.240 0.070
Effective area values after confluence:

0.310 0.260
Results of confluence:

Total flow rate = 1.605(CFS)
Time of concentration = 3.581 min.

Effective stream area after confluence = 0.310(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.31(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.300 to Point/Station 10.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.000(Ft.)
Downstream point/station elevation = 82.700(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.605(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.605(CFS)
Normal flow depth in pipe = 5.94(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 6.46(In.)
Pipe flow velocity = 4.14(Ft/s)
Travel time through pipe = 0.20 min.

Time of concentration (TC) = 3.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 0.310(Ac.)
Runoff from this stream = 1.605(CFS)
Time of concentration = 3.78 min.

Rainfall intensity = 4.763(In/Hr)
14 Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.59 2.891 3.81 0.060 4.743
2 0.31 1.605 3.78 0.060 4.763
Qmax(1) =

1.000 * 1.000 * 2.891) +

0.996 * 1.000 * 1.605) + = 4.489
Qmax(2) =

1.004 * 0.992 * 2.891) +

1.000 * 1.000 * 1.605) + = 4.487
Total of 2 main streams to confluence:

Flow rates before confluence point:

3.891 2.605
Maximum flow rates at confluence using above data:

4.489 4.487
Area of streams before confluence:

0.594 0.310
Effective area values after confluence:

0.904 0.900
Results of confluence:

Total flow rate = 4.489(CFS)
Time of concentration = 3.811 min.

Effective stream area after confluence = 0.904(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total = 0.90(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 82.700(Ft.)
Downstream point/station elevation = 82.600(Ft.)
Pipe length = 72.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 4.489(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 4.489(CFS)
Normal flow depth in pipe = 14.29(In.)
Flow top width inside pipe = 14.56(In.)
Critical Depth = 9.75(In.)
Pipe flow velocity = 2.98(Ft/s)
Travel time through pipe = 0.40 min.

Time of concentration (TC) = 4.21 min.

End of computations, total study area = 0.93 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

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

Area averaged pervious area fraction(Ap) = 0.200
Area averaged SCS curve number (AMC 2) = 56.0
15 SECTION 4.5

PROPOSED HYDROLOGY
FREQUENCY: 25-YEAR
SOIL CLASS: B
DEVELOPMENT: APARTMENTS
Orange County Rational Hydrology Program
(Hydrology Manual Date(s) October 1986 & November 1996) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 8.2 Rational Hydrology Study, Date: 02/02/22 File Name: 2073PR25.roc ------------------------------------------------------------------------ ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0
Decimal fraction of study above 2000 ft., 600M = 0.0000 English Units Used for input data
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 7.399(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.893 Subarea runoff = 0.859(CFS)
Total initial stream area = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 86.000(Ft.)
Downstream point/station elevation = 84.700(Ft.)
Pipe length = 130.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.859(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.859(CFS)
Normal flow depth in pipe = 4.17(In.)
Flow top width inside pipe = 8.98(In.)
Critical Depth = 5.08(In.)
Pipe flow velocity = 4.28(Ft/s)
Travel time through pipe = 0.51 min.

Time of concentration (TC) = 2.85 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.130(Ac.)
Runoff from this stream = 0.859(CFS)
Time of concentration = 2.85 min.
1 Rainfall intensity = 6.625(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 7.181(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.892 Subarea runoff = 0.320(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.200 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 86.000(Ft.)
Downstream point/station elevation = 84.700(Ft.)
Pipe length = 116.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.320(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.320(CFS)
Normal flow depth in pipe = 2.84(In.)
Flow top width inside pipe = 5.99(In.)
Critical Depth = 3.44(In.)
Pipe flow velocity = 3.49(Ft/s)
Travel time through pipe = 0.55 min.

Time of concentration (TC) = 3.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.050(Ac.)
Runoff from this stream = 0.320(CFS)
Time of concentration = 3.03 min.

Rainfall intensity = 6.406(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.13 0.859 2.85 0.060 6.625
2 0.05 0.320 3.03 0.060 6.406
Qmax(1) =

1.000 * 1.000 * 0.859) +

1.035 * 0.942 * 0.320) + = 1.171
2 Qmax(2) =

0.967 * 1.000 * 0.859) +

1.000 * 1.000 * 0.320) + = 1.150
Total of 2 streams to confluence:

Flow rates before confluence point:

0.859 0.320
Maximum flow rates at confluence using above data:

1.171 1.150
Area of streams before confluence:

0.130 0.050
Effective area values after confluence:

0.177 0.180
Results of confluence:

Total flow rate = 1.171(CFS)
Time of concentration = 2.854 min.

Effective stream area after confluence = 0.177(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.18(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 84.700(Ft.)
Downstream point/station elevation = 84.600(Ft.)
Pipe length = 2.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.171(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 1.171(CFS)
Normal flow depth in pipe = 4.02(In.)
Flow top width inside pipe = 5.64(In.)
Critical depth could not be calculated.

Pipe flow velocity = 8.37(Ft/s)
Travel time through pipe = 0.00 min.

Time of concentration (TC) = 2.86 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.177(Ac.)
Runoff from this stream = 1.171(CFS)
Time of concentration = 2.86 min.

Rainfall intensity = 6.620(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.200 to Point/Station 4.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 5.933(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.891 Subarea runoff = 0.317(CFS)
Total initial stream area = 0.060(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.060(Ac.)
Runoff from this stream = 0.317(CFS)
Time of concentration = 3.47 min.

Rainfall intensity = 5.933(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.18 1.171 2.86 0.060 6.620
2 0.06 0.317 3.47 0.060 5.933
Qmax(1) =

1.000 * 1.000 * 1.171) +

1.117 * 0.824 * 0.317) + = 1.463
Qmax(2) =

0.895 * 1.000 * 1.171) +

1.000 * 1.000 * 0.317) + = 1.366
Total of 2 streams to confluence:

Flow rates before confluence point:

1.171 0.317
Maximum flow rates at confluence using above data:

1.463 1.366
Area of streams before confluence:

0.177 0.060
Effective area values after confluence:

0.227 0.237
Results of confluence:

Total flow rate = 1.463(CFS)
Time of concentration = 2.858 min.

Effective stream area after confluence = 0.227(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.24(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 84.600(Ft.)
Downstream point/station elevation = 84.000(Ft.)
Pipe length = 75.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.463(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.463(CFS)
Normal flow depth in pipe = 6.30(In.)
Flow top width inside pipe = 8.25(In.)
Critical Depth = 6.69(In.)
Pipe flow velocity = 4.43(Ft/s)
Travel time through pipe = 0.28 min.

Time of concentration (TC) = 3.14 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 4 Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.227(Ac.)
Runoff from this stream = 1.463(CFS)
Time of concentration = 3.14 min.

Rainfall intensity = 6.276(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.100 to Point/Station 5.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 5.585(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.890 Subarea runoff = 0.348(CFS)
Total initial stream area = 0.070(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.070(Ac.)
Runoff from this stream = 0.348(CFS)
Time of concentration = 3.86 min.

Rainfall intensity = 5.585(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.23 1.463 3.14 0.060 6.276
2 0.07 0.348 3.86 0.060 5.585
Qmax(1) =

1.000 * 1.000 * 1.463) +

1.125 * 0.814 * 0.348) + = 1.782
Qmax(2) =

0.889 * 1.000 * 1.463) +

1.000 * 1.000 * 0.348) + = 1.648
Total of 2 streams to confluence:

Flow rates before confluence point:

1.463 0.348
Maximum flow rates at confluence using above data:

1.782 1.648
Area of streams before confluence:

0.227 0.070
5 Effective area values after confluence:

0.284 0.297
Results of confluence:

Total flow rate = 1.782(CFS)
Time of concentration = 3.140 min.

Effective stream area after confluence = 0.284(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.30(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 84.000(Ft.)
Downstream point/station elevation = 83.900(Ft.)
Pipe length = 5.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.782(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.782(CFS)
Normal flow depth in pipe = 5.26(In.)
Flow top width inside pipe = 8.87(In.)
Critical Depth = 7.33(In.)
Pipe flow velocity = 6.65(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 3.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.284(Ac.)
Runoff from this stream = 1.782(CFS)
Time of concentration = 3.15 min.

Rainfall intensity = 6.262(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.100 to Point/Station 6.200 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 6.822(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.892 Subarea runoff = 0.304(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.200 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 6 ______________________________________________________________________ Upstream point/station elevation = 84.800(Ft.)
Downstream point/station elevation = 83.900(Ft.)
Pipe length = 25.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.304(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.304(CFS)
Normal flow depth in pipe = 2.01(In.)
Flow top width inside pipe = 5.66(In.)
Critical Depth = 3.35(In.)
Pipe flow velocity = 5.28(Ft/s)
Travel time through pipe = 0.08 min.

Rainfall intensity = 6.712(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.28 1.782 3.15 0.060 6.262
2 0.05 0.304 2.79 0.060 6.712
Qmax(1) =

1.000 * 1.000 * 1.782) +

0.932 * 1.000 * 0.304) + = 2.065
Qmax(2) =

1.073 * 0.885 * 1.782) +

1.000 * 1.000 * 0.304) + = 1.995
Total of 2 streams to confluence:

Flow rates before confluence point:

1.782 0.304
Maximum flow rates at confluence using above data:

2.065 1.995
Area of streams before confluence:

0.284 0.050
Effective area values after confluence:

0.334 0.301
Results of confluence:

Total flow rate = 2.065(CFS)
Time of concentration = 3.153 min.

Effective stream area after confluence = 0.334(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.33(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.900(Ft.)
Downstream point/station elevation = 83.600(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.065(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.065(CFS)
Normal flow depth in pipe = 6.70(In.)
Flow top width inside pipe = 11.92(In.)
7 Critical Depth = 7.36(In.)
Pipe flow velocity = 4.58(Ft/s)
Travel time through pipe = 0.16 min.

Time of concentration (TC) = 3.32 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.334(Ac.)
Runoff from this stream = 2.065(CFS)
Time of concentration = 3.32 min.

Rainfall intensity = 6.085(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.100 to Point/Station 7.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 6.205(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.891 Subarea runoff = 0.553(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.100(Ac.)
Runoff from this stream = 0.553(CFS)
Time of concentration = 3.20 min.

Rainfall intensity = 6.205(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.33 2.065 3.32 0.060 6.085
2 0.10 0.553 3.20 0.060 6.205
Qmax(1) =

1.000 * 1.000 * 2.065) +

0.981 * 1.000 * 0.553) + = 2.608
Qmax(2) =

1.020 * 0.966 * 2.065) +

1.000 * 1.000 * 0.553) + = 2.588
8 Total of 2 streams to confluence:

Flow rates before confluence point:

2.065 0.553
Maximum flow rates at confluence using above data:

2.608 2.588
Area of streams before confluence:

0.334 0.100
Effective area values after confluence:

0.434 0.422
Results of confluence:

Total flow rate = 2.608(CFS)
Time of concentration = 3.317 min.

Effective stream area after confluence = 0.434(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.43(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.600(Ft.)
Downstream point/station elevation = 83.300(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.608(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.608(CFS)
Normal flow depth in pipe = 8.12(In.)
Flow top width inside pipe = 11.23(In.)
Critical Depth = 8.30(In.)
Pipe flow velocity = 4.61(Ft/s)
Travel time through pipe = 0.18 min.

Time of concentration (TC) = 3.50 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 8.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.434(Ac.)
Runoff from this stream = 2.608(CFS)
Time of concentration = 3.50 min.

Rainfall intensity = 5.905(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.100 to Point/Station 8.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 6.158(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.891 9 Subarea runoff = 0.439(CFS)
Total initial stream area = 0.080(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 8.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.080(Ac.)
Runoff from this stream = 0.439(CFS)
Time of concentration = 3.25 min.

Rainfall intensity = 6.158(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.43 2.608 3.50 0.060 5.905
2 0.08 0.439 3.25 0.060 6.158
Qmax(1) =

1.000 * 1.000 * 2.608) +

0.959 * 1.000 * 0.439) + = 3.028
Qmax(2) =

1.043 * 0.929 * 2.608) +

1.000 * 1.000 * 0.439) + = 2.965
Total of 2 streams to confluence:

Flow rates before confluence point:

2.608 0.439
Maximum flow rates at confluence using above data:

3.028 2.965
Area of streams before confluence:

0.434 0.080
Effective area values after confluence:

0.514 0.483
Results of confluence:

Total flow rate = 3.028(CFS)
Time of concentration = 3.497 min.

Effective stream area after confluence = 0.514(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.51(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.300(Ft.)
Downstream point/station elevation = 83.000(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.028(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.028(CFS)
Normal flow depth in pipe = 9.14(In.)
Flow top width inside pipe = 10.22(In.)
Critical Depth = 8.95(In.)
Pipe flow velocity = 4.72(Ft/s)
Travel time through pipe = 0.18 min.

Time of concentration (TC) = 3.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
10 Stream flow area = 0.514(Ac.)
Runoff from this stream = 3.028(CFS)
Time of concentration = 3.67 min.

Rainfall intensity = 5.743(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.100 to Point/Station 9.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 5.972(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.891 Subarea runoff = 0.426(CFS)
Total initial stream area = 0.080(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.080(Ac.)
Runoff from this stream = 0.426(CFS)
Time of concentration = 3.43 min.

Rainfall intensity = 5.972(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.51 3.028 3.67 0.060 5.743
2 0.08 0.426 3.43 0.060 5.972
Qmax(1) =

1.000 * 1.000 * 3.028) +

0.961 * 1.000 * 0.426) + = 3.438
Qmax(2) =

1.040 * 0.933 * 3.028) +

1.000 * 1.000 * 0.426) + = 3.366
Total of 2 streams to confluence:

Flow rates before confluence point:

3.028 0.426
Maximum flow rates at confluence using above data:

3.438 3.366
Area of streams before confluence:

0.514 0.080
Effective area values after confluence:

0.594 0.559
Results of confluence:

Total flow rate = 3.438(CFS)
11 Time of concentration = 3.674 min.

Effective stream area after confluence = 0.594(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.59(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.000(Ft.)
Downstream point/station elevation = 82.700(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.438(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.438(CFS)
Normal flow depth in pipe = 8.24(In.)
Flow top width inside pipe = 11.13(In.)
Critical Depth = 9.52(In.)
Pipe flow velocity = 5.98(Ft/s)
Travel time through pipe = 0.08 min.

Time of concentration (TC) = 3.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 0.594(Ac.)
Runoff from this stream = 3.438(CFS)
Time of concentration = 3.76 min.

Rainfall intensity = 5.670(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.100 to Point/Station 10.200 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 7.181(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.892 Subarea runoff = 1.538(CFS)
Total initial stream area = 0.240(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.200 to Point/Station 10.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 86.000(Ft.)
12 Downstream point/station elevation = 83.000(Ft.)
Pipe length = 310.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.538(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.538(CFS)
Normal flow depth in pipe = 6.09(In.)
Flow top width inside pipe = 8.42(In.)
Critical Depth = 6.86(In.)
Pipe flow velocity = 4.84(Ft/s)
Travel time through pipe = 1.07 min.

Time of concentration (TC) = 3.54 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.300 to Point/Station 10.300 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.240(Ac.)
Runoff from this stream = 1.538(CFS)
Time of concentration = 3.54 min.

Rainfall intensity = 5.861(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.400 to Point/Station 10.500 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 6.660(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.892 Subarea runoff = 0.416(CFS)
Total initial stream area = 0.070(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.500 to Point/Station 10.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.100(Ft.)
Downstream point/station elevation = 83.000(Ft.)
Pipe length = 2.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.416(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.416(CFS)
Normal flow depth in pipe = 2.17(In.)
Flow top width inside pipe = 5.77(In.)
Critical Depth = 3.94(In.)
Pipe flow velocity = 6.48(Ft/s)
Travel time through pipe = 0.01 min.

Rainfall intensity = 6.654(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.24 1.538 3.54 0.060 5.861
2 0.07 0.416 2.83 0.060 6.654
Qmax(1) =

1.000 * 1.000 * 1.538) +

0.880 * 1.000 * 0.416) + = 1.904
Qmax(2) =

1.137 * 0.799 * 1.538) +

1.000 * 1.000 * 0.416) + = 1.813
Total of 2 streams to confluence:

Flow rates before confluence point:

1.538 0.416
Maximum flow rates at confluence using above data:

1.904 1.813
Area of streams before confluence:

0.240 0.070
Effective area values after confluence:

0.310 0.262
Results of confluence:

Total flow rate = 1.904(CFS)
Time of concentration = 3.544 min.

Effective stream area after confluence = 0.310(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.31(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.300 to Point/Station 10.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.000(Ft.)
Downstream point/station elevation = 82.700(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.904(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.904(CFS)
Normal flow depth in pipe = 6.59(In.)
Flow top width inside pipe = 11.94(In.)
Critical Depth = 7.06(In.)
Pipe flow velocity = 4.31(Ft/s)
Travel time through pipe = 0.19 min.

Time of concentration (TC) = 3.74 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 0.310(Ac.)
Runoff from this stream = 1.904(CFS)
Time of concentration = 3.74 min.

Rainfall intensity = 5.688(In/Hr)
14 Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.59 3.438 3.76 0.060 5.670
2 0.31 1.904 3.74 0.060 5.688
Qmax(1) =

1.000 * 1.000 * 3.438) +

0.997 * 1.000 * 1.904) + = 5.336
Qmax(2) =

1.003 * 0.995 * 3.438) +

1.000 * 1.000 * 1.904) + = 5.333
Total of 2 main streams to confluence:

Flow rates before confluence point:

4.438 2.904
Maximum flow rates at confluence using above data:

5.336 5.333
Area of streams before confluence:

0.594 0.310
Effective area values after confluence:

0.904 0.900
Results of confluence:

Total flow rate = 5.336(CFS)
Time of concentration = 3.758 min.

Effective stream area after confluence = 0.904(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total = 0.90(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 82.700(Ft.)
Downstream point/station elevation = 82.600(Ft.)
Pipe length = 72.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 5.336(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 5.336(CFS)
Normal flow depth in pipe = 13.75(In.)
Flow top width inside pipe = 19.97(In.)
Critical Depth = 10.19(In.)
Pipe flow velocity = 3.20(Ft/s)
Travel time through pipe = 0.38 min.

Time of concentration (TC) = 4.13 min.

End of computations, total study area = 0.93 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

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

Area averaged pervious area fraction(Ap) = 0.200
Area averaged SCS curve number (AMC 2) = 56.0
15 SECTION 4.6

PROPOSED HYDROLOGY
FREQUENCY: 100-YEAR
SOIL CLASS: B
DEVELOPMENT: APARTMENTS
Orange County Rational Hydrology Program
(Hydrology Manual Date(s) October 1986 & November 1996) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 8.2 Rational Hydrology Study, Date: 02/02/22 File Name: 2073PR100.roc ------------------------------------------------------------------------ ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
Decimal fraction of study above 2000 ft., 600M = 0.0000 English Units Used for input data
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 9.540(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.894 Subarea runoff = 1.109(CFS)
Total initial stream area = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 86.000(Ft.)
Downstream point/station elevation = 84.700(Ft.)
Pipe length = 130.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.109(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.109(CFS)
Normal flow depth in pipe = 4.85(In.)
Flow top width inside pipe = 8.97(In.)
Critical Depth = 5.81(In.)
Pipe flow velocity = 4.56(Ft/s)
Travel time through pipe = 0.47 min.

Time of concentration (TC) = 2.82 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.130(Ac.)
Runoff from this stream = 1.109(CFS)
Time of concentration = 2.82 min.
1 Rainfall intensity = 8.585(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 9.256(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.894 Subarea runoff = 0.414(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.200 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 86.000(Ft.)
Downstream point/station elevation = 84.700(Ft.)
Pipe length = 116.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.414(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.414(CFS)
Normal flow depth in pipe = 3.31(In.)
Flow top width inside pipe = 5.97(In.)
Critical Depth = 3.93(In.)
Pipe flow velocity = 3.72(Ft/s)
Travel time through pipe = 0.52 min.

Time of concentration (TC) = 3.00 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.050(Ac.)
Runoff from this stream = 0.414(CFS)
Time of concentration = 3.00 min.

Rainfall intensity = 8.299(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.13 1.109 2.82 0.060 8.585
2 0.05 0.414 3.00 0.060 8.299
Qmax(1) =

1.000 * 1.000 * 1.109) +

1.035 * 0.943 * 0.414) + = 1.513
2 Qmax(2) =

0.966 * 1.000 * 1.109) +

1.000 * 1.000 * 0.414) + = 1.486
Total of 2 streams to confluence:

Flow rates before confluence point:

1.109 0.414
Maximum flow rates at confluence using above data:

1.513 1.486
Area of streams before confluence:

0.130 0.050
Effective area values after confluence:

0.177 0.180
Results of confluence:

Total flow rate = 1.513(CFS)
Time of concentration = 2.823 min.

Effective stream area after confluence = 0.177(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.18(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 84.700(Ft.)
Downstream point/station elevation = 84.600(Ft.)
Pipe length = 2.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.513(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.513(CFS)
Normal flow depth in pipe = 3.65(In.)
Flow top width inside pipe = 8.84(In.)
Critical Depth = 6.80(In.)
Pipe flow velocity = 8.99(Ft/s)
Travel time through pipe = 0.00 min.

Time of concentration (TC) = 2.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.177(Ac.)
Runoff from this stream = 1.513(CFS)
Time of concentration = 2.83 min.

Rainfall intensity = 8.579(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.200 to Point/Station 4.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 7.630(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.893 Subarea runoff = 0.409(CFS)
Total initial stream area = 0.060(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.060(Ac.)
Runoff from this stream = 0.409(CFS)
Time of concentration = 3.47 min.

Rainfall intensity = 7.630(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.18 1.513 2.83 0.060 8.579
2 0.06 0.409 3.47 0.060 7.630
Qmax(1) =

1.000 * 1.000 * 1.513) +

1.125 * 0.815 * 0.409) + = 1.888
Qmax(2) =

0.889 * 1.000 * 1.513) +

1.000 * 1.000 * 0.409) + = 1.753
Total of 2 streams to confluence:

Flow rates before confluence point:

1.513 0.409
Maximum flow rates at confluence using above data:

1.888 1.753
Area of streams before confluence:

0.177 0.060
Effective area values after confluence:

0.226 0.237
Results of confluence:

Total flow rate = 1.888(CFS)
Time of concentration = 2.827 min.

Effective stream area after confluence = 0.226(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.24(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 84.600(Ft.)
Downstream point/station elevation = 84.000(Ft.)
Pipe length = 75.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.888(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.888(CFS)
Normal flow depth in pipe = 6.01(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 7.02(In.)
Pipe flow velocity = 4.80(Ft/s)
Travel time through pipe = 0.26 min.

Time of concentration (TC) = 3.09 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 4 Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.226(Ac.)
Runoff from this stream = 1.888(CFS)
Time of concentration = 3.09 min.

Rainfall intensity = 8.156(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.100 to Point/Station 5.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 7.176(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.892 Subarea runoff = 0.448(CFS)
Total initial stream area = 0.070(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.070(Ac.)
Runoff from this stream = 0.448(CFS)
Time of concentration = 3.86 min.

Rainfall intensity = 7.176(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.23 1.888 3.09 0.060 8.156
2 0.07 0.448 3.86 0.060 7.176
Qmax(1) =

1.000 * 1.000 * 1.888) +

1.138 * 0.800 * 0.448) + = 2.296
Qmax(2) =

0.879 * 1.000 * 1.888) +

1.000 * 1.000 * 0.448) + = 2.108
Total of 2 streams to confluence:

Flow rates before confluence point:

1.888 0.448
Maximum flow rates at confluence using above data:

2.296 2.108
Area of streams before confluence:

0.226 0.070
5 Effective area values after confluence:

0.282 0.296
Results of confluence:

Total flow rate = 2.296(CFS)
Time of concentration = 3.087 min.

Effective stream area after confluence = 0.282(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.30(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 84.000(Ft.)
Downstream point/station elevation = 83.900(Ft.)
Pipe length = 5.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.296(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.296(CFS)
Normal flow depth in pipe = 6.26(In.)
Flow top width inside pipe = 8.28(In.)
Critical Depth = 8.11(In.)
Pipe flow velocity = 7.00(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 3.10 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.282(Ac.)
Runoff from this stream = 2.296(CFS)
Time of concentration = 3.10 min.

Rainfall intensity = 8.138(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.100 to Point/Station 6.200 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 8.788(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.894 Subarea runoff = 0.393(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.200 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 6 ______________________________________________________________________ Upstream point/station elevation = 84.800(Ft.)
Downstream point/station elevation = 83.900(Ft.)
Pipe length = 25.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.393(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.393(CFS)
Normal flow depth in pipe = 2.30(In.)
Flow top width inside pipe = 5.84(In.)
Critical Depth = 3.82(In.)
Pipe flow velocity = 5.66(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 2.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.050(Ac.)
Runoff from this stream = 0.393(CFS)
Time of concentration = 2.78 min.

Rainfall intensity = 8.654(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.28 2.296 3.10 0.060 8.138
2 0.05 0.393 2.78 0.060 8.654
Qmax(1) =

1.000 * 1.000 * 2.296) +

0.940 * 1.000 * 0.393) + = 2.665
Qmax(2) =

1.064 * 0.898 * 2.296) +

1.000 * 1.000 * 0.393) + = 2.587
Total of 2 streams to confluence:

Flow rates before confluence point:

2.296 0.393
Maximum flow rates at confluence using above data:

2.665 2.587
Area of streams before confluence:

0.282 0.050
Effective area values after confluence:

0.332 0.303
Results of confluence:

Total flow rate = 2.665(CFS)
Time of concentration = 3.099 min.

Effective stream area after confluence = 0.332(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.33(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.900(Ft.)
Downstream point/station elevation = 83.600(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.665(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.665(CFS)
Normal flow depth in pipe = 7.94(In.)
Flow top width inside pipe = 11.36(In.)
7 Critical Depth = 8.39(In.)
Pipe flow velocity = 4.83(Ft/s)
Travel time through pipe = 0.16 min.

Time of concentration (TC) = 3.25 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.332(Ac.)
Runoff from this stream = 2.665(CFS)
Time of concentration = 3.25 min.

Rainfall intensity = 7.914(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.100 to Point/Station 7.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 7.984(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.893 Subarea runoff = 0.713(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 7.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.100(Ac.)
Runoff from this stream = 0.713(CFS)
Time of concentration = 3.20 min.

Rainfall intensity = 7.984(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.33 2.665 3.25 0.060 7.914
2 0.10 0.713 3.20 0.060 7.984
Qmax(1) =

1.000 * 1.000 * 2.665) +

0.991 * 1.000 * 0.713) + = 3.372
Qmax(2) =

1.009 * 0.985 * 2.665) +

1.000 * 1.000 * 0.713) + = 3.361
8 Total of 2 streams to confluence:

Flow rates before confluence point:

2.665 0.713
Maximum flow rates at confluence using above data:

3.372 3.361
Area of streams before confluence:

0.332 0.100
Effective area values after confluence:

0.432 0.427
Results of confluence:

Total flow rate = 3.372(CFS)
Time of concentration = 3.254 min.

Effective stream area after confluence = 0.432(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.43(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.600(Ft.)
Downstream point/station elevation = 83.300(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.372(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.372(CFS)
Normal flow depth in pipe = 8.11(In.)
Flow top width inside pipe = 14.95(In.)
Critical Depth = 8.88(In.)
Pipe flow velocity = 4.98(Ft/s)
Travel time through pipe = 0.17 min.

Time of concentration (TC) = 3.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 8.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.432(Ac.)
Runoff from this stream = 3.372(CFS)
Time of concentration = 3.42 min.

Rainfall intensity = 7.689(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.100 to Point/Station 8.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 7.922(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.893 9 Subarea runoff = 0.566(CFS)
Total initial stream area = 0.080(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 8.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.080(Ac.)
Runoff from this stream = 0.566(CFS)
Time of concentration = 3.25 min.

Rainfall intensity = 7.922(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.43 3.372 3.42 0.060 7.689
2 0.08 0.566 3.25 0.060 7.922
Qmax(1) =

1.000 * 1.000 * 3.372) +

0.970 * 1.000 * 0.566) + = 3.921
Qmax(2) =

1.031 * 0.949 * 3.372) +

1.000 * 1.000 * 0.566) + = 3.864
Total of 2 streams to confluence:

Flow rates before confluence point:

3.372 0.566
Maximum flow rates at confluence using above data:

3.921 3.864
Area of streams before confluence:

0.432 0.080
Effective area values after confluence:

0.512 0.490
Results of confluence:

Total flow rate = 3.921(CFS)
Time of concentration = 3.422 min.

Effective stream area after confluence = 0.512(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.51(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.300(Ft.)
Downstream point/station elevation = 83.000(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.921(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.921(CFS)
Normal flow depth in pipe = 8.92(In.)
Flow top width inside pipe = 14.73(In.)
Critical Depth = 9.61(In.)
Pipe flow velocity = 5.15(Ft/s)
Travel time through pipe = 0.16 min.

Time of concentration (TC) = 3.58 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
10 Stream flow area = 0.512(Ac.)
Runoff from this stream = 3.921(CFS)
Time of concentration = 3.58 min.

Rainfall intensity = 7.489(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.100 to Point/Station 9.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 7.681(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.893 Subarea runoff = 0.549(CFS)
Total initial stream area = 0.080(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.080(Ac.)
Runoff from this stream = 0.549(CFS)
Time of concentration = 3.43 min.

Rainfall intensity = 7.681(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.51 3.921 3.58 0.060 7.489
2 0.08 0.549 3.43 0.060 7.681
Qmax(1) =

1.000 * 1.000 * 3.921) +

0.975 * 1.000 * 0.549) + = 4.456
Qmax(2) =

1.026 * 0.957 * 3.921) +

1.000 * 1.000 * 0.549) + = 4.397
Total of 2 streams to confluence:

Flow rates before confluence point:

3.921 0.549
Maximum flow rates at confluence using above data:

4.456 4.397
Area of streams before confluence:

0.512 0.080
Effective area values after confluence:

0.592 0.570
Results of confluence:

Total flow rate = 4.456(CFS)
11 Time of concentration = 3.583 min.

Effective stream area after confluence = 0.592(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.59(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.000(Ft.)
Downstream point/station elevation = 82.700(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 4.456(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.456(CFS)
Normal flow depth in pipe = 8.23(In.)
Flow top width inside pipe = 14.93(In.)
Critical Depth = 10.27(In.)
Pipe flow velocity = 6.46(Ft/s)
Travel time through pipe = 0.08 min.

Time of concentration (TC) = 3.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 0.592(Ac.)
Runoff from this stream = 4.456(CFS)
Time of concentration = 3.66 min.

Rainfall intensity = 7.397(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.100 to Point/Station 10.200 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 9.256(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.894 Subarea runoff = 1.986(CFS)
Total initial stream area = 0.240(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.200 to Point/Station 10.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 86.000(Ft.)
12 Downstream point/station elevation = 83.000(Ft.)
Pipe length = 310.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.986(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.986(CFS)
Normal flow depth in pipe = 5.85(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 7.21(In.)
Pipe flow velocity = 5.22(Ft/s)
Travel time through pipe = 0.99 min.

Time of concentration (TC) = 3.47 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.300 to Point/Station 10.300 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.240(Ac.)
Runoff from this stream = 1.986(CFS)
Time of concentration = 3.47 min.

Rainfall intensity = 7.633(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.400 to Point/Station 10.500 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fp)= 0.300(In/Hr) Max Catchment Loss (Fm) = 0.060(In/Hr)
Initial subarea data:

Rainfall intensity = 8.577(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.894 Subarea runoff = 0.537(CFS)
Total initial stream area = 0.070(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.500 to Point/Station 10.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.100(Ft.)
Downstream point/station elevation = 83.000(Ft.)
Pipe length = 2.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.537(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.537(CFS)
Normal flow depth in pipe = 2.50(In.)
Flow top width inside pipe = 5.91(In.)
Critical Depth = 4.48(In.)
Pipe flow velocity = 6.94(Ft/s)
Travel time through pipe = 0.00 min.

Rainfall intensity = 8.569(In/Hr)
Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.24 1.986 3.47 0.060 7.633
2 0.07 0.537 2.83 0.060 8.569
Qmax(1) =

1.000 * 1.000 * 1.986) +

0.890 * 1.000 * 0.537) + = 2.464
Qmax(2) =

1.124 * 0.817 * 1.986) +

1.000 * 1.000 * 0.537) + = 2.361
Total of 2 streams to confluence:

Flow rates before confluence point:

1.986 0.537
Maximum flow rates at confluence using above data:

2.464 2.361
Area of streams before confluence:

0.240 0.070
Effective area values after confluence:

0.310 0.266
Results of confluence:

Total flow rate = 2.464(CFS)
Time of concentration = 3.466 min.

Effective stream area after confluence = 0.310(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total (this main stream) = 0.31(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.300 to Point/Station 10.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 83.000(Ft.)
Downstream point/station elevation = 82.700(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.464(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.464(CFS)
Normal flow depth in pipe = 7.79(In.)
Flow top width inside pipe = 11.45(In.)
Critical Depth = 8.07(In.)
Pipe flow velocity = 4.56(Ft/s)
Travel time through pipe = 0.18 min.

Time of concentration (TC) = 3.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 0.310(Ac.)
Runoff from this stream = 2.464(CFS)
Time of concentration = 3.65 min.

Rainfall intensity = 7.412(In/Hr)
14 Area averaged loss rate (Fm) = 0.0600(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:

Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.59 4.456 3.66 0.060 7.397
2 0.31 2.464 3.65 0.060 7.412
Qmax(1) =

1.000 * 1.000 * 4.456) +

0.998 * 1.000 * 2.464) + = 6.915
Qmax(2) =

1.002 * 0.997 * 4.456) +

1.000 * 1.000 * 2.464) + = 6.913
Total of 2 main streams to confluence:

Flow rates before confluence point:

5.456 3.464
Maximum flow rates at confluence using above data:

6.915 6.913
Area of streams before confluence:

0.592 0.310
Effective area values after confluence:

0.902 0.900
Results of confluence:

Total flow rate = 6.915(CFS)
Time of concentration = 3.661 min.

Effective stream area after confluence = 0.902(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.060(In/Hr)
Study area total = 0.90(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 82.700(Ft.)
Downstream point/station elevation = 82.600(Ft.)
Pipe length = 72.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 6.915(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 6.915(CFS)
Normal flow depth in pipe = 17.04(In.)
Flow top width inside pipe = 16.43(In.)
Critical Depth = 11.66(In.)
Pipe flow velocity = 3.31(Ft/s)
Travel time through pipe = 0.36 min.

Time of concentration (TC) = 4.02 min.

End of computations, total study area = 0.93 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

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

Area averaged pervious area fraction(Ap) = 0.200
Area averaged SCS curve number (AMC 2) = 56.0
15 SECTION 4.7

EXISTING UNIT HYDROGRAPH
FREQUENCY: 25-YEAR, 24 HRS
SOIL CLASS: B

U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989-2012, Version 7.2 Study date 11/15/21 File Name 2073U25.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Orange County Unit Hydrograph Hydrology Method
Manual Date(s) - October 1986, November 1996
Program License Serial Number 6293
--------------------------------------------------------------------- -------------------------------------------------------------------- Storm Event Year = 25
Antecedent Moisture Condition = 2
English (in-lb) Input Units Used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ********
SCS curve Area Area Soil Fp Ap Fm
No.(AMCII) (Ac.) Fraction Group (In/Hr) (dec.) (In/Hr)

56.0 0.9 1.00 B 0.300 0.880 0.264
Area-averaged adjusted loss rate Fm (In/Hr) = 0.264
********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC2) Yield Fr

0.82 0.880 56.0 56.0 7.86 0.176

0.11 0.120 98.0 98.0 0.20 0.947
Area-averaged catchment yield fraction, Y = 0.269
Area-averaged low loss fraction, Yb = 0.731
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Direct entry of lag time by user
Watershed area = 0.93(Ac.)
Catchment Lag time = 0.160 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 52.0833
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.264(In/Hr)
Average low loss rate fraction (Yb) = 0.731 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.400(In)
Computed peak 30-minute rainfall = 0.870(In)
Specified peak 1-hour rainfall = 1.150(In)
Computed peak 3-hour rainfall = 1.940(In)
Specified peak 6-hour rainfall = 2.710(In)
Specified peak 24-hour rainfall = 4.490(In)
Rainfall depth area reduction factors:

Using a total area of 0.93(Ac.) (Ref: fig. E-4)
5-minute factor = 1.000 Adjusted rainfall = 0.400(In)
30-minute factor = 1.000 Adjusted rainfall = 0.870(In)
1-hour factor = 1.000 Adjusted rainfall = 1.150(In)
3-hour factor = 1.000 Adjusted rainfall = 1.940(In)
6-hour factor = 1.000 Adjusted rainfall = 2.710(In)
1 24-hour factor = 1.000 Adjusted rainfall = 4.490(In)
--------------------------------------------------------------------- U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
--------------------------------------------------------------------- (K = 11.25 (CFS))
1 4.951 0.557
2 32.173 3.062
3 71.993 4.479
4 91.514 2.196
5 97.565 0.681
6 98.956 0.157
7 100.000 0.117
--------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall
Number (In) (In)
1 0.4000 0.4000
2 0.5402 0.1403
3 0.6441 0.1039
4 0.7297 0.0856
5 0.8038 0.0741
6 0.8700 0.0661
7 0.9257 0.0557
8 0.9768 0.0511
9 1.0242 0.0474
10 1.0686 0.0444
11 1.1104 0.0418
12 1.1499 0.0396
13 1.1946 0.0447
14 1.2375 0.0429
15 1.2788 0.0413
16 1.3187 0.0399
17 1.3573 0.0386
18 1.3948 0.0374
19 1.4311 0.0364
20 1.4665 0.0354
21 1.5010 0.0345
22 1.5346 0.0336
23 1.5674 0.0328
24 1.5995 0.0321
25 1.6309 0.0314
26 1.6616 0.0307
27 1.6917 0.0301
28 1.7213 0.0295
29 1.7502 0.0290
30 1.7787 0.0285
31 1.8067 0.0280
32 1.8342 0.0275
33 1.8613 0.0271
34 1.8879 0.0266
35 1.9141 0.0262
36 1.9400 0.0258
37 1.9658 0.0258
38 1.9912 0.0254
39 2.0163 0.0251
40 2.0411 0.0248
41 2.0656 0.0245
42 2.0897 0.0241
43 2.1135 0.0238
44 2.1371 0.0236
45 2.1604 0.0233
46 2.1834 0.0230
47 2.2062 0.0228
48 2.2287 0.0225
49 2.2510 0.0223
50 2.2730 0.0220
51 2.2948 0.0218
2 52 2.3164 0.0216
53 2.3378 0.0214
54 2.3589 0.0212
55 2.3799 0.0210
56 2.4007 0.0208
57 2.4213 0.0206
58 2.4417 0.0204
59 2.4619 0.0202
60 2.4819 0.0200
61 2.5018 0.0199
62 2.5215 0.0197
63 2.5410 0.0195
64 2.5604 0.0194
65 2.5796 0.0192
66 2.5986 0.0191
67 2.6175 0.0189
68 2.6363 0.0188
69 2.6549 0.0186
70 2.6734 0.0185
71 2.6918 0.0183
72 2.7100 0.0182
73 2.7236 0.0136
74 2.7372 0.0135
75 2.7506 0.0134
76 2.7639 0.0133
77 2.7771 0.0132
78 2.7902 0.0131
79 2.8031 0.0130
80 2.8160 0.0129
81 2.8288 0.0128
82 2.8414 0.0127
83 2.8540 0.0126
84 2.8665 0.0125
85 2.8789 0.0124
86 2.8912 0.0123
87 2.9034 0.0122
88 2.9155 0.0121
89 2.9275 0.0120
90 2.9394 0.0119
91 2.9513 0.0119
92 2.9631 0.0118
93 2.9747 0.0117
94 2.9864 0.0116
95 2.9979 0.0115
96 3.0093 0.0115
97 3.0207 0.0114
98 3.0320 0.0113
99 3.0433 0.0112
100 3.0544 0.0112
101 3.0655 0.0111
102 3.0765 0.0110
103 3.0875 0.0110
104 3.0984 0.0109
105 3.1092 0.0108
106 3.1199 0.0108
107 3.1306 0.0107
108 3.1413 0.0106
109 3.1518 0.0106
110 3.1623 0.0105
111 3.1728 0.0104
112 3.1831 0.0104
113 3.1935 0.0103
114 3.2037 0.0103
115 3.2139 0.0102
116 3.2241 0.0102
117 3.2342 0.0101
118 3.2442 0.0100
119 3.2542 0.0100
120 3.2641 0.0099
121 3.2740 0.0099
122 3.2838 0.0098
3 123 3.2936 0.0098
124 3.3034 0.0097
125 3.3130 0.0097
126 3.3227 0.0096
127 3.3322 0.0096
128 3.3418 0.0095
129 3.3513 0.0095
130 3.3607 0.0094
131 3.3701 0.0094
132 3.3794 0.0093
133 3.3887 0.0093
134 3.3980 0.0093
135 3.4072 0.0092
136 3.4164 0.0092
137 3.4255 0.0091
138 3.4346 0.0091
139 3.4436 0.0090
140 3.4526 0.0090
141 3.4616 0.0090
142 3.4705 0.0089
143 3.4794 0.0089
144 3.4882 0.0088
145 3.4970 0.0088
146 3.5058 0.0088
147 3.5145 0.0087
148 3.5232 0.0087
149 3.5319 0.0087
150 3.5405 0.0086
151 3.5491 0.0086
152 3.5576 0.0085
153 3.5661 0.0085
154 3.5746 0.0085
155 3.5830 0.0084
156 3.5914 0.0084
157 3.5998 0.0084
158 3.6081 0.0083
159 3.6164 0.0083
160 3.6247 0.0083
161 3.6329 0.0082
162 3.6411 0.0082
163 3.6493 0.0082
164 3.6574 0.0081
165 3.6656 0.0081
166 3.6736 0.0081
167 3.6817 0.0080
168 3.6897 0.0080
169 3.6977 0.0080
170 3.7056 0.0080
171 3.7136 0.0079
172 3.7214 0.0079
173 3.7293 0.0079
174 3.7371 0.0078
175 3.7450 0.0078
176 3.7527 0.0078
177 3.7605 0.0078
178 3.7682 0.0077
179 3.7759 0.0077
180 3.7836 0.0077
181 3.7912 0.0076
182 3.7988 0.0076
183 3.8064 0.0076
184 3.8140 0.0076
185 3.8215 0.0075
186 3.8290 0.0075
187 3.8365 0.0075
188 3.8440 0.0075
189 3.8514 0.0074
190 3.8588 0.0074
191 3.8662 0.0074
192 3.8736 0.0074
193 3.8809 0.0073
4 194 3.8882 0.0073
195 3.8955 0.0073
196 3.9028 0.0073
197 3.9100 0.0072
198 3.9172 0.0072
199 3.9244 0.0072
200 3.9316 0.0072
201 3.9387 0.0071
202 3.9459 0.0071
203 3.9530 0.0071
204 3.9600 0.0071
205 3.9671 0.0071
206 3.9741 0.0070
207 3.9812 0.0070
208 3.9882 0.0070
209 3.9951 0.0070
210 4.0021 0.0070
211 4.0090 0.0069
212 4.0159 0.0069
213 4.0228 0.0069
214 4.0297 0.0069
215 4.0365 0.0068
216 4.0434 0.0068
217 4.0502 0.0068
218 4.0569 0.0068
219 4.0637 0.0068
220 4.0705 0.0067
221 4.0772 0.0067
222 4.0839 0.0067
223 4.0906 0.0067
224 4.0973 0.0067
225 4.1039 0.0067
226 4.1106 0.0066
227 4.1172 0.0066
228 4.1238 0.0066
229 4.1303 0.0066
230 4.1369 0.0066
231 4.1434 0.0065
232 4.1500 0.0065
233 4.1565 0.0065
234 4.1630 0.0065
235 4.1694 0.0065
236 4.1759 0.0065
237 4.1823 0.0064
238 4.1887 0.0064
239 4.1951 0.0064
240 4.2015 0.0064
241 4.2079 0.0064
242 4.2142 0.0064
243 4.2206 0.0063
244 4.2269 0.0063
245 4.2332 0.0063
246 4.2395 0.0063
247 4.2458 0.0063
248 4.2520 0.0063
249 4.2582 0.0062
250 4.2645 0.0062
251 4.2707 0.0062
252 4.2769 0.0062
253 4.2830 0.0062
254 4.2892 0.0062
255 4.2953 0.0061
256 4.3015 0.0061
257 4.3076 0.0061
258 4.3137 0.0061
259 4.3197 0.0061
260 4.3258 0.0061
261 4.3319 0.0061
262 4.3379 0.0060
263 4.3439 0.0060
264 4.3499 0.0060
5 265 4.3559 0.0060
266 4.3619 0.0060
267 4.3679 0.0060
268 4.3738 0.0060
269 4.3798 0.0059
270 4.3857 0.0059
271 4.3916 0.0059
272 4.3975 0.0059
273 4.4034 0.0059
274 4.4092 0.0059
275 4.4151 0.0059
276 4.4209 0.0058
277 4.4268 0.0058
278 4.4326 0.0058
279 4.4384 0.0058
280 4.4442 0.0058
281 4.4499 0.0058
282 4.4557 0.0058
283 4.4614 0.0057
284 4.4672 0.0057
285 4.4729 0.0057
286 4.4786 0.0057
287 4.4843 0.0057
288 4.4900 0.0057
--------------------------------------------------------------------- Unit Unit Unit Effective
Period Rainfall Soil-Loss Rainfall
(number) (In) (In) (In)
--------------------------------------------------------------------- 1 0.0057 0.0042 0.0015
2 0.0057 0.0042 0.0015
3 0.0057 0.0042 0.0015
4 0.0057 0.0042 0.0015
5 0.0058 0.0042 0.0015
6 0.0058 0.0042 0.0016
7 0.0058 0.0042 0.0016
8 0.0058 0.0043 0.0016
9 0.0058 0.0043 0.0016
10 0.0059 0.0043 0.0016
11 0.0059 0.0043 0.0016
12 0.0059 0.0043 0.0016
13 0.0059 0.0043 0.0016
14 0.0059 0.0043 0.0016
15 0.0060 0.0044 0.0016
16 0.0060 0.0044 0.0016
17 0.0060 0.0044 0.0016
18 0.0060 0.0044 0.0016
19 0.0061 0.0044 0.0016
20 0.0061 0.0044 0.0016
21 0.0061 0.0045 0.0016
22 0.0061 0.0045 0.0016
23 0.0061 0.0045 0.0017
24 0.0062 0.0045 0.0017
25 0.0062 0.0045 0.0017
26 0.0062 0.0045 0.0017
27 0.0062 0.0046 0.0017
28 0.0063 0.0046 0.0017
29 0.0063 0.0046 0.0017
30 0.0063 0.0046 0.0017
31 0.0063 0.0046 0.0017
32 0.0064 0.0046 0.0017
33 0.0064 0.0047 0.0017
34 0.0064 0.0047 0.0017
35 0.0064 0.0047 0.0017
36 0.0065 0.0047 0.0017
37 0.0065 0.0047 0.0017
38 0.0065 0.0048 0.0017
39 0.0065 0.0048 0.0018
40 0.0066 0.0048 0.0018
41 0.0066 0.0048 0.0018
42 0.0066 0.0048 0.0018
6 43 0.0067 0.0049 0.0018
44 0.0067 0.0049 0.0018
45 0.0067 0.0049 0.0018
46 0.0067 0.0049 0.0018
47 0.0068 0.0050 0.0018
48 0.0068 0.0050 0.0018
49 0.0068 0.0050 0.0018
50 0.0068 0.0050 0.0018
51 0.0069 0.0050 0.0019
52 0.0069 0.0051 0.0019
53 0.0070 0.0051 0.0019
54 0.0070 0.0051 0.0019
55 0.0070 0.0051 0.0019
56 0.0070 0.0051 0.0019
57 0.0071 0.0052 0.0019
58 0.0071 0.0052 0.0019
59 0.0071 0.0052 0.0019
60 0.0072 0.0052 0.0019
61 0.0072 0.0053 0.0019
62 0.0072 0.0053 0.0019
63 0.0073 0.0053 0.0020
64 0.0073 0.0053 0.0020
65 0.0074 0.0054 0.0020
66 0.0074 0.0054 0.0020
67 0.0074 0.0054 0.0020
68 0.0075 0.0055 0.0020
69 0.0075 0.0055 0.0020
70 0.0075 0.0055 0.0020
71 0.0076 0.0056 0.0020
72 0.0076 0.0056 0.0020
73 0.0077 0.0056 0.0021
74 0.0077 0.0056 0.0021
75 0.0078 0.0057 0.0021
76 0.0078 0.0057 0.0021
77 0.0078 0.0057 0.0021
78 0.0079 0.0058 0.0021
79 0.0079 0.0058 0.0021
80 0.0080 0.0058 0.0021
81 0.0080 0.0059 0.0022
82 0.0080 0.0059 0.0022
83 0.0081 0.0059 0.0022
84 0.0081 0.0060 0.0022
85 0.0082 0.0060 0.0022
86 0.0082 0.0060 0.0022
87 0.0083 0.0061 0.0022
88 0.0083 0.0061 0.0022
89 0.0084 0.0061 0.0023
90 0.0084 0.0062 0.0023
91 0.0085 0.0062 0.0023
92 0.0085 0.0062 0.0023
93 0.0086 0.0063 0.0023
94 0.0087 0.0063 0.0023
95 0.0087 0.0064 0.0023
96 0.0088 0.0064 0.0024
97 0.0088 0.0065 0.0024
98 0.0089 0.0065 0.0024
99 0.0090 0.0066 0.0024
100 0.0090 0.0066 0.0024
101 0.0091 0.0066 0.0024
102 0.0091 0.0067 0.0025
103 0.0092 0.0067 0.0025
104 0.0093 0.0068 0.0025
105 0.0093 0.0068 0.0025
106 0.0094 0.0069 0.0025
107 0.0095 0.0069 0.0025
108 0.0095 0.0070 0.0026
109 0.0096 0.0070 0.0026
110 0.0097 0.0071 0.0026
111 0.0098 0.0072 0.0026
112 0.0098 0.0072 0.0026
113 0.0099 0.0073 0.0027
7 114 0.0100 0.0073 0.0027
115 0.0101 0.0074 0.0027
116 0.0102 0.0074 0.0027
117 0.0103 0.0075 0.0028
118 0.0103 0.0075 0.0028
119 0.0104 0.0076 0.0028
120 0.0105 0.0077 0.0028
121 0.0106 0.0078 0.0029
122 0.0107 0.0078 0.0029
123 0.0108 0.0079 0.0029
124 0.0109 0.0080 0.0029
125 0.0110 0.0081 0.0030
126 0.0111 0.0081 0.0030
127 0.0112 0.0082 0.0030
128 0.0113 0.0083 0.0030
129 0.0115 0.0084 0.0031
130 0.0115 0.0084 0.0031
131 0.0117 0.0085 0.0031
132 0.0118 0.0086 0.0032
133 0.0119 0.0087 0.0032
134 0.0120 0.0088 0.0032
135 0.0122 0.0089 0.0033
136 0.0123 0.0090 0.0033
137 0.0125 0.0091 0.0034
138 0.0126 0.0092 0.0034
139 0.0128 0.0093 0.0034
140 0.0129 0.0094 0.0035
141 0.0131 0.0096 0.0035
142 0.0132 0.0096 0.0035
143 0.0134 0.0098 0.0036
144 0.0135 0.0099 0.0036
145 0.0182 0.0133 0.0049
146 0.0183 0.0134 0.0049
147 0.0186 0.0136 0.0050
148 0.0188 0.0137 0.0050
149 0.0191 0.0139 0.0051
150 0.0192 0.0141 0.0052
151 0.0195 0.0143 0.0052
152 0.0197 0.0144 0.0053
153 0.0200 0.0147 0.0054
154 0.0202 0.0148 0.0054
155 0.0206 0.0151 0.0055
156 0.0208 0.0152 0.0056
157 0.0212 0.0155 0.0057
158 0.0214 0.0156 0.0057
159 0.0218 0.0160 0.0059
160 0.0220 0.0161 0.0059
161 0.0225 0.0165 0.0060
162 0.0228 0.0166 0.0061
163 0.0233 0.0170 0.0063
164 0.0236 0.0172 0.0063
165 0.0241 0.0177 0.0065
166 0.0245 0.0179 0.0066
167 0.0251 0.0184 0.0067
168 0.0254 0.0186 0.0068
169 0.0258 0.0189 0.0069
170 0.0262 0.0192 0.0070
171 0.0271 0.0198 0.0073
172 0.0275 0.0201 0.0074
173 0.0285 0.0208 0.0076
174 0.0290 0.0212 0.0078
175 0.0301 0.0220 0.0081
176 0.0307 0.0220 0.0087
177 0.0321 0.0220 0.0101
178 0.0328 0.0220 0.0108
179 0.0345 0.0220 0.0125
180 0.0354 0.0220 0.0134
181 0.0374 0.0220 0.0154
182 0.0386 0.0220 0.0166
183 0.0413 0.0220 0.0193
184 0.0429 0.0220 0.0209
8 185 0.0396 0.0220 0.0176
186 0.0418 0.0220 0.0198
187 0.0474 0.0220 0.0254
188 0.0511 0.0220 0.0291
189 0.0661 0.0220 0.0441
190 0.0741 0.0220 0.0521
191 0.1039 0.0220 0.0819
192 0.1403 0.0220 0.1183
193 0.4000 0.0220 0.3780
194 0.0856 0.0220 0.0636
195 0.0557 0.0220 0.0337
196 0.0444 0.0220 0.0224
197 0.0447 0.0220 0.0227
198 0.0399 0.0220 0.0179
199 0.0364 0.0220 0.0144
200 0.0336 0.0220 0.0116
201 0.0314 0.0220 0.0094
202 0.0295 0.0216 0.0079
203 0.0280 0.0205 0.0075
204 0.0266 0.0195 0.0072
205 0.0258 0.0189 0.0069
206 0.0248 0.0181 0.0067
207 0.0238 0.0174 0.0064
208 0.0230 0.0168 0.0062
209 0.0223 0.0163 0.0060
210 0.0216 0.0158 0.0058
211 0.0210 0.0153 0.0056
212 0.0204 0.0149 0.0055
213 0.0199 0.0145 0.0053
214 0.0194 0.0142 0.0052
215 0.0189 0.0138 0.0051
216 0.0185 0.0135 0.0050
217 0.0136 0.0100 0.0037
218 0.0133 0.0097 0.0036
219 0.0130 0.0095 0.0035
220 0.0127 0.0093 0.0034
221 0.0124 0.0091 0.0033
222 0.0121 0.0089 0.0033
223 0.0119 0.0087 0.0032
224 0.0116 0.0085 0.0031
225 0.0114 0.0083 0.0031
226 0.0112 0.0082 0.0030
227 0.0110 0.0080 0.0029
228 0.0108 0.0079 0.0029
229 0.0106 0.0077 0.0028
230 0.0104 0.0076 0.0028
231 0.0102 0.0075 0.0027
232 0.0100 0.0073 0.0027
233 0.0099 0.0072 0.0027
234 0.0097 0.0071 0.0026
235 0.0096 0.0070 0.0026
236 0.0094 0.0069 0.0025
237 0.0093 0.0068 0.0025
238 0.0092 0.0067 0.0025
239 0.0090 0.0066 0.0024
240 0.0089 0.0065 0.0024
241 0.0088 0.0064 0.0024
242 0.0087 0.0064 0.0023
243 0.0086 0.0063 0.0023
244 0.0085 0.0062 0.0023
245 0.0084 0.0061 0.0022
246 0.0083 0.0060 0.0022
247 0.0082 0.0060 0.0022
248 0.0081 0.0059 0.0022
249 0.0080 0.0058 0.0021
250 0.0079 0.0058 0.0021
251 0.0078 0.0057 0.0021
252 0.0077 0.0056 0.0021
253 0.0076 0.0056 0.0021
254 0.0076 0.0055 0.0020
255 0.0075 0.0055 0.0020
9 256 0.0074 0.0054 0.0020
257 0.0073 0.0054 0.0020
258 0.0073 0.0053 0.0020
259 0.0072 0.0053 0.0019
260 0.0071 0.0052 0.0019
261 0.0071 0.0052 0.0019
262 0.0070 0.0051 0.0019
263 0.0069 0.0051 0.0019
264 0.0069 0.0050 0.0018
265 0.0068 0.0050 0.0018
266 0.0067 0.0049 0.0018
267 0.0067 0.0049 0.0018
268 0.0066 0.0049 0.0018
269 0.0066 0.0048 0.0018
270 0.0065 0.0048 0.0018
271 0.0065 0.0047 0.0017
272 0.0064 0.0047 0.0017
273 0.0064 0.0047 0.0017
274 0.0063 0.0046 0.0017
275 0.0063 0.0046 0.0017
276 0.0062 0.0045 0.0017
277 0.0062 0.0045 0.0017
278 0.0061 0.0045 0.0016
279 0.0061 0.0044 0.0016
280 0.0060 0.0044 0.0016
281 0.0060 0.0044 0.0016
282 0.0060 0.0044 0.0016
283 0.0059 0.0043 0.0016
284 0.0059 0.0043 0.0016
285 0.0058 0.0043 0.0016
286 0.0058 0.0042 0.0016
287 0.0057 0.0042 0.0015
288 0.0057 0.0042 0.0015
-------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 2.64(In)
Total effective rainfall = 1.85(In)
Peak flow rate in flood hydrograph = 2.23(CFS)
--------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q | | | |
0+10 0.0000 0.01 Q | | | |
0+15 0.0001 0.01 Q | | | |
0+20 0.0002 0.02 Q | | | |
0+25 0.0004 0.02 Q | | | |
0+30 0.0005 0.02 Q | | | |
0+35 0.0006 0.02 Q | | | |
0+40 0.0007 0.02 Q | | | |
0+45 0.0008 0.02 Q | | | |
0+50 0.0010 0.02 Q | | | |
0+55 0.0011 0.02 Q | | | |
1+ 0 0.0012 0.02 Q | | | |
1+ 5 0.0013 0.02 Q | | | |
1+10 0.0014 0.02 Q | | | |
1+15 0.0016 0.02 Q | | | |
1+20 0.0017 0.02 Q | | | |
1+25 0.0018 0.02 Q | | | |
1+30 0.0019 0.02 Q | | | |
1+35 0.0021 0.02 Q | | | |
1+40 0.0022 0.02 Q | | | |
1+45 0.0023 0.02 Q | | | |
1+50 0.0024 0.02 Q | | | |
1+55 0.0026 0.02 Q | | | |
10 2+ 0 0.0027 0.02 Q | | | |
2+ 5 0.0028 0.02 Q | | | |
2+10 0.0029 0.02 Q | | | |
2+15 0.0031 0.02 Q | | | |
2+20 0.0032 0.02 Q | | | |
2+25 0.0033 0.02 Q | | | |
2+30 0.0035 0.02 Q | | | |
2+35 0.0036 0.02 QV | | | |
2+40 0.0037 0.02 QV | | | |
2+45 0.0039 0.02 QV | | | |
2+50 0.0040 0.02 QV | | | |
2+55 0.0041 0.02 QV | | | |
3+ 0 0.0043 0.02 QV | | | |
3+ 5 0.0044 0.02 QV | | | |
3+10 0.0045 0.02 QV | | | |
3+15 0.0047 0.02 QV | | | |
3+20 0.0048 0.02 QV | | | |
3+25 0.0049 0.02 QV | | | |
3+30 0.0051 0.02 QV | | | |
3+35 0.0052 0.02 QV | | | |
3+40 0.0053 0.02 QV | | | |
3+45 0.0055 0.02 QV | | | |
3+50 0.0056 0.02 QV | | | |
3+55 0.0058 0.02 QV | | | |
4+ 0 0.0059 0.02 QV | | | |
4+ 5 0.0060 0.02 QV | | | |
4+10 0.0062 0.02 QV | | | |
4+15 0.0063 0.02 QV | | | |
4+20 0.0065 0.02 QV | | | |
4+25 0.0066 0.02 QV | | | |
4+30 0.0068 0.02 QV | | | |
4+35 0.0069 0.02 QV | | | |
4+40 0.0070 0.02 QV | | | |
4+45 0.0072 0.02 Q V | | | |
4+50 0.0073 0.02 Q V | | | |
4+55 0.0075 0.02 Q V | | | |
5+ 0 0.0076 0.02 Q V | | | |
5+ 5 0.0078 0.02 Q V | | | |
5+10 0.0079 0.02 Q V | | | |
5+15 0.0081 0.02 Q V | | | |
5+20 0.0082 0.02 Q V | | | |
5+25 0.0084 0.02 Q V | | | |
5+30 0.0085 0.02 Q V | | | |
5+35 0.0087 0.02 Q V | | | |
5+40 0.0088 0.02 Q V | | | |
5+45 0.0090 0.02 Q V | | | |
5+50 0.0092 0.02 Q V | | | |
5+55 0.0093 0.02 Q V | | | |
6+ 0 0.0095 0.02 Q V | | | |
6+ 5 0.0096 0.02 Q V | | | |
6+10 0.0098 0.02 Q V | | | |
6+15 0.0099 0.02 Q V | | | |
6+20 0.0101 0.02 Q V | | | |
6+25 0.0103 0.02 Q V | | | |
6+30 0.0104 0.02 Q V | | | |
6+35 0.0106 0.02 Q V | | | |
6+40 0.0108 0.02 Q V | | | |
6+45 0.0109 0.02 Q V | | | |
6+50 0.0111 0.02 Q V | | | |
6+55 0.0112 0.02 Q V | | | |
7+ 0 0.0114 0.02 Q V | | | |
7+ 5 0.0116 0.02 Q V | | | |
7+10 0.0118 0.02 Q V | | | |
7+15 0.0119 0.02 Q V | | | |
7+20 0.0121 0.02 Q V | | | |
7+25 0.0123 0.03 Q V | | | |
7+30 0.0124 0.03 Q V | | | |
7+35 0.0126 0.03 Q V | | | |
7+40 0.0128 0.03 Q V | | | |
7+45 0.0130 0.03 Q V | | | |
7+50 0.0131 0.03 Q V | | | |
11 7+55 0.0133 0.03 Q V | | | |
8+ 0 0.0135 0.03 Q V | | | |
8+ 5 0.0137 0.03 Q V | | | |
8+10 0.0139 0.03 Q V | | | |
8+15 0.0141 0.03 Q V | | | |
8+20 0.0142 0.03 Q V | | | |
8+25 0.0144 0.03 Q V | | | |
8+30 0.0146 0.03 Q V | | | |
8+35 0.0148 0.03 Q V | | | |
8+40 0.0150 0.03 Q V | | | |
8+45 0.0152 0.03 Q V | | | |
8+50 0.0154 0.03 Q V | | | |
8+55 0.0156 0.03 Q V | | | |
9+ 0 0.0158 0.03 Q V | | | |
9+ 5 0.0160 0.03 Q V | | | |
9+10 0.0162 0.03 Q V | | | |
9+15 0.0164 0.03 Q V | | | |
9+20 0.0166 0.03 Q V | | | |
9+25 0.0168 0.03 Q V | | | |
9+30 0.0170 0.03 Q V | | | |
9+35 0.0172 0.03 Q V | | | |
9+40 0.0174 0.03 Q V | | | |
9+45 0.0176 0.03 Q V | | | |
9+50 0.0178 0.03 Q V | | | |
9+55 0.0180 0.03 Q V | | | |
10+ 0 0.0182 0.03 Q V | | | |
10+ 5 0.0185 0.03 Q V | | | |
10+10 0.0187 0.03 Q V | | | |
10+15 0.0189 0.03 Q V | | | |
10+20 0.0191 0.03 Q V | | | |
10+25 0.0193 0.03 Q V | | | |
10+30 0.0196 0.03 Q V | | | |
10+35 0.0198 0.03 Q V | | | |
10+40 0.0200 0.03 Q V | | | |
10+45 0.0203 0.03 Q V | | | |
10+50 0.0205 0.03 Q V | | | |
10+55 0.0207 0.03 Q V | | | |
11+ 0 0.0210 0.03 Q V | | | |
11+ 5 0.0212 0.04 Q V | | | |
11+10 0.0215 0.04 Q V | | | |
11+15 0.0217 0.04 Q V | | | |
11+20 0.0220 0.04 Q V | | | |
11+25 0.0222 0.04 Q V | | | |
11+30 0.0225 0.04 Q V | | | |
11+35 0.0227 0.04 Q V | | | |
11+40 0.0230 0.04 Q V | | | |
11+45 0.0233 0.04 Q V | | | |
11+50 0.0235 0.04 Q V | | | |
11+55 0.0238 0.04 Q V | | | |
12+ 0 0.0241 0.04 Q V | | | |
12+ 5 0.0244 0.04 Q V | | | |
12+10 0.0247 0.05 Q V | | | |
12+15 0.0250 0.05 Q V | | | |
12+20 0.0254 0.05 Q V | | | |
12+25 0.0258 0.06 Q V | | | |
12+30 0.0262 0.06 Q V | | | |
12+35 0.0266 0.06 Q V | | | |
12+40 0.0270 0.06 Q V | | | |
12+45 0.0274 0.06 Q V | | | |
12+50 0.0278 0.06 Q V | | | |
12+55 0.0282 0.06 Q V | | | |
13+ 0 0.0286 0.06 Q V | | | |
13+ 5 0.0290 0.06 Q V | | | |
13+10 0.0295 0.06 Q V | | | |
13+15 0.0299 0.06 Q V | | | |
13+20 0.0304 0.06 Q V | | | |
13+25 0.0308 0.07 Q V | | | |
13+30 0.0313 0.07 Q V | | | |
13+35 0.0317 0.07 Q V | | | |
13+40 0.0322 0.07 Q V | | | |
13+45 0.0327 0.07 Q V| | | |
12 13+50 0.0332 0.07 Q V| | | |
13+55 0.0337 0.07 Q V| | | |
14+ 0 0.0342 0.07 Q V| | | |
14+ 5 0.0347 0.08 Q V| | | |
14+10 0.0353 0.08 Q V| | | |
14+15 0.0358 0.08 Q V| | | |
14+20 0.0363 0.08 Q V | | |
14+25 0.0369 0.08 Q V | | |
14+30 0.0375 0.08 Q V | | |
14+35 0.0381 0.09 Q V | | |
14+40 0.0387 0.09 Q V | | |
14+45 0.0393 0.09 Q V | | |
14+50 0.0400 0.10 Q |V | | |
14+55 0.0408 0.11 Q |V | | |
15+ 0 0.0416 0.12 Q |V | | |
15+ 5 0.0426 0.14 Q |V | | |
15+10 0.0437 0.15 Q | V | | |
15+15 0.0448 0.17 Q | V | | |
15+20 0.0461 0.19 Q | V | | |
15+25 0.0476 0.21 Q | V | | |
15+30 0.0491 0.22 Q | V | | |
15+35 0.0506 0.22 Q | V | | |
15+40 0.0522 0.24 Q | V | | |
15+45 0.0542 0.29 |Q | V | | |
15+50 0.0568 0.37 |Q | V | | |
15+55 0.0601 0.49 |Q | V | | |
16+ 0 0.0648 0.67 | Q | V | | |
16+ 5 0.0723 1.09 | Q | V | |
16+10 0.0857 1.95 | Q | | V | |
16+15 0.1011 2.23 | Q | | V | |
16+20 0.1103 1.33 | Q | | V |
16+25 0.1148 0.66 | Q | | | V |
16+30 0.1173 0.37 |Q | | | V |
16+35 0.1193 0.29 |Q | | | V |
16+40 0.1208 0.21 Q | | | V |
16+45 0.1219 0.17 Q | | | V |
16+50 0.1228 0.14 Q | | | V |
16+55 0.1236 0.11 Q | | | V |
17+ 0 0.1243 0.10 Q | | | V |
17+ 5 0.1249 0.09 Q | | | V |
17+10 0.1254 0.08 Q | | | V |
17+15 0.1260 0.08 Q | | | V |
17+20 0.1265 0.08 Q | | | V |
17+25 0.1270 0.07 Q | | | V |
17+30 0.1275 0.07 Q | | | V |
17+35 0.1279 0.07 Q | | | V |
17+40 0.1284 0.07 Q | | | V |
17+45 0.1288 0.06 Q | | | V |
17+50 0.1292 0.06 Q | | | V |
17+55 0.1297 0.06 Q | | | V |
18+ 0 0.1301 0.06 Q | | | V |
18+ 5 0.1304 0.06 Q | | | V |
18+10 0.1308 0.05 Q | | | V |
18+15 0.1311 0.05 Q | | | V |
18+20 0.1314 0.04 Q | | | V |
18+25 0.1317 0.04 Q | | | V |
18+30 0.1319 0.04 Q | | | V |
18+35 0.1322 0.04 Q | | | V |
18+40 0.1324 0.04 Q | | | V |
18+45 0.1327 0.04 Q | | | V |
18+50 0.1329 0.04 Q | | | V |
18+55 0.1332 0.03 Q | | | V |
19+ 0 0.1334 0.03 Q | | | V |
19+ 5 0.1336 0.03 Q | | | V |
19+10 0.1339 0.03 Q | | | V |
19+15 0.1341 0.03 Q | | | V |
19+20 0.1343 0.03 Q | | | V |
19+25 0.1345 0.03 Q | | | V |
19+30 0.1347 0.03 Q | | | V |
19+35 0.1349 0.03 Q | | | V |
19+40 0.1351 0.03 Q | | | V |
13 19+45 0.1353 0.03 Q | | | V |
19+50 0.1355 0.03 Q | | | V |
19+55 0.1357 0.03 Q | | | V |
20+ 0 0.1359 0.03 Q | | | V |
20+ 5 0.1361 0.03 Q | | | V |
20+10 0.1363 0.03 Q | | | V |
20+15 0.1365 0.03 Q | | | V |
20+20 0.1366 0.03 Q | | | V |
20+25 0.1368 0.03 Q | | | V |
20+30 0.1370 0.03 Q | | | V |
20+35 0.1372 0.03 Q | | | V |
20+40 0.1373 0.02 Q | | | V |
20+45 0.1375 0.02 Q | | | V |
20+50 0.1377 0.02 Q | | | V |
20+55 0.1378 0.02 Q | | | V |
21+ 0 0.1380 0.02 Q | | | V |
21+ 5 0.1382 0.02 Q | | | V |
21+10 0.1383 0.02 Q | | | V |
21+15 0.1385 0.02 Q | | | V |
21+20 0.1387 0.02 Q | | | V |
21+25 0.1388 0.02 Q | | | V |
21+30 0.1390 0.02 Q | | | V |
21+35 0.1391 0.02 Q | | | V |
21+40 0.1393 0.02 Q | | | V |
21+45 0.1394 0.02 Q | | | V |
21+50 0.1396 0.02 Q | | | V |
21+55 0.1397 0.02 Q | | | V|
22+ 0 0.1399 0.02 Q | | | V|
22+ 5 0.1400 0.02 Q | | | V|
22+10 0.1401 0.02 Q | | | V|
22+15 0.1403 0.02 Q | | | V|
22+20 0.1404 0.02 Q | | | V|
22+25 0.1406 0.02 Q | | | V|
22+30 0.1407 0.02 Q | | | V|
22+35 0.1408 0.02 Q | | | V|
22+40 0.1410 0.02 Q | | | V|
22+45 0.1411 0.02 Q | | | V|
22+50 0.1412 0.02 Q | | | V|
22+55 0.1414 0.02 Q | | | V|
23+ 0 0.1415 0.02 Q | | | V|
23+ 5 0.1416 0.02 Q | | | V|
23+10 0.1418 0.02 Q | | | V|
23+15 0.1419 0.02 Q | | | V|
23+20 0.1420 0.02 Q | | | V|
23+25 0.1422 0.02 Q | | | V|
23+30 0.1423 0.02 Q | | | V|
23+35 0.1424 0.02 Q | | | V|
23+40 0.1425 0.02 Q | | | V|
23+45 0.1426 0.02 Q | | | V|
23+50 0.1428 0.02 Q | | | V|
23+55 0.1429 0.02 Q | | | V|
24+ 0 0.1430 0.02 Q | | | V|
24+ 5 0.1431 0.02 Q | | | V|
24+10 0.1432 0.01 Q | | | V|
24+15 0.1432 0.00 Q | | | V|
24+20 0.1432 0.00 Q | | | V|
24+25 0.1433 0.00 Q | | | V|
24+30 0.1433 0.00 Q | | | V
----------------------------------------------------------------------- 14 SECTION 4.8

PROPOSED UNIT HYDROGRAPH
FREQUENCY: 25-YEAR, 24HRS
SOIL CLASS: B
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989-2012, Version 7.2 Study date 02/02/22 File Name 2073p25.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Orange County Unit Hydrograph Hydrology Method
Manual Date(s) - October 1986, November 1996
Program License Serial Number 6293
--------------------------------------------------------------------- -------------------------------------------------------------------- Storm Event Year = 25
Antecedent Moisture Condition = 2
English (in-lb) Input Units Used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ********
SCS curve Area Area Soil Fp Ap Fm
No.(AMCII) (Ac.) Fraction Group (In/Hr) (dec.) (In/Hr)

56.0 0.9 1.00 B 0.300 0.160 0.048
Area-averaged adjusted loss rate Fm (In/Hr) = 0.048
********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC2) Yield Fr

0.15 0.160 56.0 56.0 7.86 0.176

0.78 0.840 98.0 98.0 0.20 0.947
Area-averaged catchment yield fraction, Y = 0.824
Area-averaged low loss fraction, Yb = 0.176
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Direct entry of lag time by user
Watershed area = 0.93(Ac.)
Catchment Lag time = 0.024 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 347.2222
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.048(In/Hr)
Average low loss rate fraction (Yb) = 0.176 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.400(In)
Computed peak 30-minute rainfall = 0.870(In)
Specified peak 1-hour rainfall = 1.150(In)
Computed peak 3-hour rainfall = 1.940(In)
Specified peak 6-hour rainfall = 2.710(In)
Specified peak 24-hour rainfall = 4.490(In)
Rainfall depth area reduction factors:

Using a total area of 0.93(Ac.) (Ref: fig. E-4)
5-minute factor = 1.000 Adjusted rainfall = 0.400(In)
30-minute factor = 1.000 Adjusted rainfall = 0.870(In)
1-hour factor = 1.000 Adjusted rainfall = 1.150(In)
3-hour factor = 1.000 Adjusted rainfall = 1.940(In)
6-hour factor = 1.000 Adjusted rainfall = 2.710(In)
1 24-hour factor = 1.000 Adjusted rainfall = 4.490(In)
--------------------------------------------------------------------- U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
--------------------------------------------------------------------- (K = 11.25 (CFS))
1 69.546 7.822
2 100.000 3.425
--------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall
Number (In) (In)
1 0.4000 0.4000
2 0.5402 0.1403
3 0.6441 0.1039
4 0.7297 0.0856
5 0.8038 0.0741
6 0.8700 0.0661
7 0.9257 0.0557
8 0.9768 0.0511
9 1.0242 0.0474
10 1.0686 0.0444
11 1.1104 0.0418
12 1.1499 0.0396
13 1.1946 0.0447
14 1.2375 0.0429
15 1.2788 0.0413
16 1.3187 0.0399
17 1.3573 0.0386
18 1.3948 0.0374
19 1.4311 0.0364
20 1.4665 0.0354
21 1.5010 0.0345
22 1.5346 0.0336
23 1.5674 0.0328
24 1.5995 0.0321
25 1.6309 0.0314
26 1.6616 0.0307
27 1.6917 0.0301
28 1.7213 0.0295
29 1.7502 0.0290
30 1.7787 0.0285
31 1.8067 0.0280
32 1.8342 0.0275
33 1.8613 0.0271
34 1.8879 0.0266
35 1.9141 0.0262
36 1.9400 0.0258
37 1.9658 0.0258
38 1.9912 0.0254
39 2.0163 0.0251
40 2.0411 0.0248
41 2.0656 0.0245
42 2.0897 0.0241
43 2.1135 0.0238
44 2.1371 0.0236
45 2.1604 0.0233
46 2.1834 0.0230
47 2.2062 0.0228
48 2.2287 0.0225
49 2.2510 0.0223
50 2.2730 0.0220
51 2.2948 0.0218
52 2.3164 0.0216
53 2.3378 0.0214
54 2.3589 0.0212
55 2.3799 0.0210
56 2.4007 0.0208
2 57 2.4213 0.0206
58 2.4417 0.0204
59 2.4619 0.0202
60 2.4819 0.0200
61 2.5018 0.0199
62 2.5215 0.0197
63 2.5410 0.0195
64 2.5604 0.0194
65 2.5796 0.0192
66 2.5986 0.0191
67 2.6175 0.0189
68 2.6363 0.0188
69 2.6549 0.0186
70 2.6734 0.0185
71 2.6918 0.0183
72 2.7100 0.0182
73 2.7236 0.0136
74 2.7372 0.0135
75 2.7506 0.0134
76 2.7639 0.0133
77 2.7771 0.0132
78 2.7902 0.0131
79 2.8031 0.0130
80 2.8160 0.0129
81 2.8288 0.0128
82 2.8414 0.0127
83 2.8540 0.0126
84 2.8665 0.0125
85 2.8789 0.0124
86 2.8912 0.0123
87 2.9034 0.0122
88 2.9155 0.0121
89 2.9275 0.0120
90 2.9394 0.0119
91 2.9513 0.0119
92 2.9631 0.0118
93 2.9747 0.0117
94 2.9864 0.0116
95 2.9979 0.0115
96 3.0093 0.0115
97 3.0207 0.0114
98 3.0320 0.0113
99 3.0433 0.0112
100 3.0544 0.0112
101 3.0655 0.0111
102 3.0765 0.0110
103 3.0875 0.0110
104 3.0984 0.0109
105 3.1092 0.0108
106 3.1199 0.0108
107 3.1306 0.0107
108 3.1413 0.0106
109 3.1518 0.0106
110 3.1623 0.0105
111 3.1728 0.0104
112 3.1831 0.0104
113 3.1935 0.0103
114 3.2037 0.0103
115 3.2139 0.0102
116 3.2241 0.0102
117 3.2342 0.0101
118 3.2442 0.0100
119 3.2542 0.0100
120 3.2641 0.0099
121 3.2740 0.0099
122 3.2838 0.0098
123 3.2936 0.0098
124 3.3034 0.0097
125 3.3130 0.0097
126 3.3227 0.0096
127 3.3322 0.0096
3 128 3.3418 0.0095
129 3.3513 0.0095
130 3.3607 0.0094
131 3.3701 0.0094
132 3.3794 0.0093
133 3.3887 0.0093
134 3.3980 0.0093
135 3.4072 0.0092
136 3.4164 0.0092
137 3.4255 0.0091
138 3.4346 0.0091
139 3.4436 0.0090
140 3.4526 0.0090
141 3.4616 0.0090
142 3.4705 0.0089
143 3.4794 0.0089
144 3.4882 0.0088
145 3.4970 0.0088
146 3.5058 0.0088
147 3.5145 0.0087
148 3.5232 0.0087
149 3.5319 0.0087
150 3.5405 0.0086
151 3.5491 0.0086
152 3.5576 0.0085
153 3.5661 0.0085
154 3.5746 0.0085
155 3.5830 0.0084
156 3.5914 0.0084
157 3.5998 0.0084
158 3.6081 0.0083
159 3.6164 0.0083
160 3.6247 0.0083
161 3.6329 0.0082
162 3.6411 0.0082
163 3.6493 0.0082
164 3.6574 0.0081
165 3.6656 0.0081
166 3.6736 0.0081
167 3.6817 0.0080
168 3.6897 0.0080
169 3.6977 0.0080
170 3.7056 0.0080
171 3.7136 0.0079
172 3.7214 0.0079
173 3.7293 0.0079
174 3.7371 0.0078
175 3.7450 0.0078
176 3.7527 0.0078
177 3.7605 0.0078
178 3.7682 0.0077
179 3.7759 0.0077
180 3.7836 0.0077
181 3.7912 0.0076
182 3.7988 0.0076
183 3.8064 0.0076
184 3.8140 0.0076
185 3.8215 0.0075
186 3.8290 0.0075
187 3.8365 0.0075
188 3.8440 0.0075
189 3.8514 0.0074
190 3.8588 0.0074
191 3.8662 0.0074
192 3.8736 0.0074
193 3.8809 0.0073
194 3.8882 0.0073
195 3.8955 0.0073
196 3.9028 0.0073
197 3.9100 0.0072
198 3.9172 0.0072
4 199 3.9244 0.0072
200 3.9316 0.0072
201 3.9387 0.0071
202 3.9459 0.0071
203 3.9530 0.0071
204 3.9600 0.0071
205 3.9671 0.0071
206 3.9741 0.0070
207 3.9812 0.0070
208 3.9882 0.0070
209 3.9951 0.0070
210 4.0021 0.0070
211 4.0090 0.0069
212 4.0159 0.0069
213 4.0228 0.0069
214 4.0297 0.0069
215 4.0365 0.0068
216 4.0434 0.0068
217 4.0502 0.0068
218 4.0569 0.0068
219 4.0637 0.0068
220 4.0705 0.0067
221 4.0772 0.0067
222 4.0839 0.0067
223 4.0906 0.0067
224 4.0973 0.0067
225 4.1039 0.0067
226 4.1106 0.0066
227 4.1172 0.0066
228 4.1238 0.0066
229 4.1303 0.0066
230 4.1369 0.0066
231 4.1434 0.0065
232 4.1500 0.0065
233 4.1565 0.0065
234 4.1630 0.0065
235 4.1694 0.0065
236 4.1759 0.0065
237 4.1823 0.0064
238 4.1887 0.0064
239 4.1951 0.0064
240 4.2015 0.0064
241 4.2079 0.0064
242 4.2142 0.0064
243 4.2206 0.0063
244 4.2269 0.0063
245 4.2332 0.0063
246 4.2395 0.0063
247 4.2458 0.0063
248 4.2520 0.0063
249 4.2582 0.0062
250 4.2645 0.0062
251 4.2707 0.0062
252 4.2769 0.0062
253 4.2830 0.0062
254 4.2892 0.0062
255 4.2953 0.0061
256 4.3015 0.0061
257 4.3076 0.0061
258 4.3137 0.0061
259 4.3197 0.0061
260 4.3258 0.0061
261 4.3319 0.0061
262 4.3379 0.0060
263 4.3439 0.0060
264 4.3499 0.0060
265 4.3559 0.0060
266 4.3619 0.0060
267 4.3679 0.0060
268 4.3738 0.0060
269 4.3798 0.0059
5 270 4.3857 0.0059
271 4.3916 0.0059
272 4.3975 0.0059
273 4.4034 0.0059
274 4.4092 0.0059
275 4.4151 0.0059
276 4.4209 0.0058
277 4.4268 0.0058
278 4.4326 0.0058
279 4.4384 0.0058
280 4.4442 0.0058
281 4.4499 0.0058
282 4.4557 0.0058
283 4.4614 0.0057
284 4.4672 0.0057
285 4.4729 0.0057
286 4.4786 0.0057
287 4.4843 0.0057
288 4.4900 0.0057
--------------------------------------------------------------------- Unit Unit Unit Effective
Period Rainfall Soil-Loss Rainfall
(number) (In) (In) (In)
--------------------------------------------------------------------- 1 0.0057 0.0010 0.0047
2 0.0057 0.0010 0.0047
3 0.0057 0.0010 0.0047
4 0.0057 0.0010 0.0047
5 0.0058 0.0010 0.0047
6 0.0058 0.0010 0.0048
7 0.0058 0.0010 0.0048
8 0.0058 0.0010 0.0048
9 0.0058 0.0010 0.0048
10 0.0059 0.0010 0.0048
11 0.0059 0.0010 0.0048
12 0.0059 0.0010 0.0049
13 0.0059 0.0010 0.0049
14 0.0059 0.0010 0.0049
15 0.0060 0.0010 0.0049
16 0.0060 0.0011 0.0049
17 0.0060 0.0011 0.0050
18 0.0060 0.0011 0.0050
19 0.0061 0.0011 0.0050
20 0.0061 0.0011 0.0050
21 0.0061 0.0011 0.0050
22 0.0061 0.0011 0.0050
23 0.0061 0.0011 0.0051
24 0.0062 0.0011 0.0051
25 0.0062 0.0011 0.0051
26 0.0062 0.0011 0.0051
27 0.0062 0.0011 0.0051
28 0.0063 0.0011 0.0052
29 0.0063 0.0011 0.0052
30 0.0063 0.0011 0.0052
31 0.0063 0.0011 0.0052
32 0.0064 0.0011 0.0052
33 0.0064 0.0011 0.0053
34 0.0064 0.0011 0.0053
35 0.0064 0.0011 0.0053
36 0.0065 0.0011 0.0053
37 0.0065 0.0011 0.0053
38 0.0065 0.0011 0.0054
39 0.0065 0.0012 0.0054
40 0.0066 0.0012 0.0054
41 0.0066 0.0012 0.0054
42 0.0066 0.0012 0.0055
43 0.0067 0.0012 0.0055
44 0.0067 0.0012 0.0055
45 0.0067 0.0012 0.0055
46 0.0067 0.0012 0.0055
47 0.0068 0.0012 0.0056
6 48 0.0068 0.0012 0.0056
49 0.0068 0.0012 0.0056
50 0.0068 0.0012 0.0056
51 0.0069 0.0012 0.0057
52 0.0069 0.0012 0.0057
53 0.0070 0.0012 0.0057
54 0.0070 0.0012 0.0057
55 0.0070 0.0012 0.0058
56 0.0070 0.0012 0.0058
57 0.0071 0.0012 0.0058
58 0.0071 0.0012 0.0059
59 0.0071 0.0013 0.0059
60 0.0072 0.0013 0.0059
61 0.0072 0.0013 0.0059
62 0.0072 0.0013 0.0060
63 0.0073 0.0013 0.0060
64 0.0073 0.0013 0.0060
65 0.0074 0.0013 0.0061
66 0.0074 0.0013 0.0061
67 0.0074 0.0013 0.0061
68 0.0075 0.0013 0.0061
69 0.0075 0.0013 0.0062
70 0.0075 0.0013 0.0062
71 0.0076 0.0013 0.0063
72 0.0076 0.0013 0.0063
73 0.0077 0.0013 0.0063
74 0.0077 0.0014 0.0063
75 0.0078 0.0014 0.0064
76 0.0078 0.0014 0.0064
77 0.0078 0.0014 0.0065
78 0.0079 0.0014 0.0065
79 0.0079 0.0014 0.0065
80 0.0080 0.0014 0.0066
81 0.0080 0.0014 0.0066
82 0.0080 0.0014 0.0066
83 0.0081 0.0014 0.0067
84 0.0081 0.0014 0.0067
85 0.0082 0.0014 0.0068
86 0.0082 0.0014 0.0068
87 0.0083 0.0015 0.0068
88 0.0083 0.0015 0.0069
89 0.0084 0.0015 0.0069
90 0.0084 0.0015 0.0070
91 0.0085 0.0015 0.0070
92 0.0085 0.0015 0.0070
93 0.0086 0.0015 0.0071
94 0.0087 0.0015 0.0071
95 0.0087 0.0015 0.0072
96 0.0088 0.0015 0.0072
97 0.0088 0.0016 0.0073
98 0.0089 0.0016 0.0073
99 0.0090 0.0016 0.0074
100 0.0090 0.0016 0.0074
101 0.0091 0.0016 0.0075
102 0.0091 0.0016 0.0075
103 0.0092 0.0016 0.0076
104 0.0093 0.0016 0.0076
105 0.0093 0.0016 0.0077
106 0.0094 0.0017 0.0077
107 0.0095 0.0017 0.0078
108 0.0095 0.0017 0.0079
109 0.0096 0.0017 0.0079
110 0.0097 0.0017 0.0080
111 0.0098 0.0017 0.0081
112 0.0098 0.0017 0.0081
113 0.0099 0.0017 0.0082
114 0.0100 0.0018 0.0082
115 0.0101 0.0018 0.0083
116 0.0102 0.0018 0.0084
117 0.0103 0.0018 0.0085
118 0.0103 0.0018 0.0085
7 119 0.0104 0.0018 0.0086
120 0.0105 0.0018 0.0087
121 0.0106 0.0019 0.0088
122 0.0107 0.0019 0.0088
123 0.0108 0.0019 0.0089
124 0.0109 0.0019 0.0090
125 0.0110 0.0019 0.0091
126 0.0111 0.0020 0.0091
127 0.0112 0.0020 0.0093
128 0.0113 0.0020 0.0093
129 0.0115 0.0020 0.0094
130 0.0115 0.0020 0.0095
131 0.0117 0.0021 0.0096
132 0.0118 0.0021 0.0097
133 0.0119 0.0021 0.0098
134 0.0120 0.0021 0.0099
135 0.0122 0.0021 0.0101
136 0.0123 0.0022 0.0101
137 0.0125 0.0022 0.0103
138 0.0126 0.0022 0.0104
139 0.0128 0.0022 0.0105
140 0.0129 0.0023 0.0106
141 0.0131 0.0023 0.0108
142 0.0132 0.0023 0.0109
143 0.0134 0.0024 0.0111
144 0.0135 0.0024 0.0111
145 0.0182 0.0032 0.0150
146 0.0183 0.0032 0.0151
147 0.0186 0.0033 0.0153
148 0.0188 0.0033 0.0155
149 0.0191 0.0034 0.0157
150 0.0192 0.0034 0.0158
151 0.0195 0.0034 0.0161
152 0.0197 0.0035 0.0162
153 0.0200 0.0035 0.0165
154 0.0202 0.0036 0.0167
155 0.0206 0.0036 0.0170
156 0.0208 0.0037 0.0171
157 0.0212 0.0037 0.0174
158 0.0214 0.0038 0.0176
159 0.0218 0.0038 0.0180
160 0.0220 0.0039 0.0182
161 0.0225 0.0040 0.0186
162 0.0228 0.0040 0.0188
163 0.0233 0.0040 0.0193
164 0.0236 0.0040 0.0196
165 0.0241 0.0040 0.0201
166 0.0245 0.0040 0.0205
167 0.0251 0.0040 0.0211
168 0.0254 0.0040 0.0214
169 0.0258 0.0040 0.0218
170 0.0262 0.0040 0.0222
171 0.0271 0.0040 0.0231
172 0.0275 0.0040 0.0235
173 0.0285 0.0040 0.0245
174 0.0290 0.0040 0.0250
175 0.0301 0.0040 0.0261
176 0.0307 0.0040 0.0267
177 0.0321 0.0040 0.0281
178 0.0328 0.0040 0.0288
179 0.0345 0.0040 0.0305
180 0.0354 0.0040 0.0314
181 0.0374 0.0040 0.0334
182 0.0386 0.0040 0.0346
183 0.0413 0.0040 0.0373
184 0.0429 0.0040 0.0389
185 0.0396 0.0040 0.0356
186 0.0418 0.0040 0.0378
187 0.0474 0.0040 0.0434
188 0.0511 0.0040 0.0471
189 0.0661 0.0040 0.0621
8 190 0.0741 0.0040 0.0701
191 0.1039 0.0040 0.0999
192 0.1403 0.0040 0.1363
193 0.4000 0.0040 0.3960
194 0.0856 0.0040 0.0816
195 0.0557 0.0040 0.0517
196 0.0444 0.0040 0.0404
197 0.0447 0.0040 0.0407
198 0.0399 0.0040 0.0359
199 0.0364 0.0040 0.0324
200 0.0336 0.0040 0.0296
201 0.0314 0.0040 0.0274
202 0.0295 0.0040 0.0255
203 0.0280 0.0040 0.0240
204 0.0266 0.0040 0.0226
205 0.0258 0.0040 0.0218
206 0.0248 0.0040 0.0208
207 0.0238 0.0040 0.0198
208 0.0230 0.0040 0.0190
209 0.0223 0.0039 0.0184
210 0.0216 0.0038 0.0178
211 0.0210 0.0037 0.0173
212 0.0204 0.0036 0.0168
213 0.0199 0.0035 0.0164
214 0.0194 0.0034 0.0160
215 0.0189 0.0033 0.0156
216 0.0185 0.0033 0.0152
217 0.0136 0.0024 0.0112
218 0.0133 0.0023 0.0110
219 0.0130 0.0023 0.0107
220 0.0127 0.0022 0.0104
221 0.0124 0.0022 0.0102
222 0.0121 0.0021 0.0100
223 0.0119 0.0021 0.0098
224 0.0116 0.0020 0.0096
225 0.0114 0.0020 0.0094
226 0.0112 0.0020 0.0092
227 0.0110 0.0019 0.0090
228 0.0108 0.0019 0.0089
229 0.0106 0.0019 0.0087
230 0.0104 0.0018 0.0086
231 0.0102 0.0018 0.0084
232 0.0100 0.0018 0.0083
233 0.0099 0.0017 0.0081
234 0.0097 0.0017 0.0080
235 0.0096 0.0017 0.0079
236 0.0094 0.0017 0.0078
237 0.0093 0.0016 0.0077
238 0.0092 0.0016 0.0076
239 0.0090 0.0016 0.0075
240 0.0089 0.0016 0.0074
241 0.0088 0.0015 0.0073
242 0.0087 0.0015 0.0072
243 0.0086 0.0015 0.0071
244 0.0085 0.0015 0.0070
245 0.0084 0.0015 0.0069
246 0.0083 0.0015 0.0068
247 0.0082 0.0014 0.0067
248 0.0081 0.0014 0.0067
249 0.0080 0.0014 0.0066
250 0.0079 0.0014 0.0065
251 0.0078 0.0014 0.0064
252 0.0077 0.0014 0.0064
253 0.0076 0.0013 0.0063
254 0.0076 0.0013 0.0062
255 0.0075 0.0013 0.0062
256 0.0074 0.0013 0.0061
257 0.0073 0.0013 0.0060
258 0.0073 0.0013 0.0060
259 0.0072 0.0013 0.0059
260 0.0071 0.0013 0.0059
9 261 0.0071 0.0012 0.0058
262 0.0070 0.0012 0.0058
263 0.0069 0.0012 0.0057
264 0.0069 0.0012 0.0057
265 0.0068 0.0012 0.0056
266 0.0067 0.0012 0.0056
267 0.0067 0.0012 0.0055
268 0.0066 0.0012 0.0055
269 0.0066 0.0012 0.0054
270 0.0065 0.0011 0.0054
271 0.0065 0.0011 0.0053
272 0.0064 0.0011 0.0053
273 0.0064 0.0011 0.0052
274 0.0063 0.0011 0.0052
275 0.0063 0.0011 0.0052
276 0.0062 0.0011 0.0051
277 0.0062 0.0011 0.0051
278 0.0061 0.0011 0.0050
279 0.0061 0.0011 0.0050
280 0.0060 0.0011 0.0050
281 0.0060 0.0011 0.0049
282 0.0060 0.0010 0.0049
283 0.0059 0.0010 0.0049
284 0.0059 0.0010 0.0048
285 0.0058 0.0010 0.0048
286 0.0058 0.0010 0.0048
287 0.0057 0.0010 0.0047
288 0.0057 0.0010 0.0047
-------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 0.59(In)
Total effective rainfall = 3.90(In)
Peak flow rate in flood hydrograph = 3.56(CFS)
--------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0003 0.04 Q | | | |
0+10 0.0006 0.05 Q | | | |
0+15 0.0010 0.05 Q | | | |
0+20 0.0013 0.05 Q | | | |
0+25 0.0017 0.05 Q | | | |
0+30 0.0021 0.05 Q | | | |
0+35 0.0025 0.05 Q | | | |
0+40 0.0028 0.05 Q | | | |
0+45 0.0032 0.05 Q | | | |
0+50 0.0036 0.05 Q | | | |
0+55 0.0039 0.05 Q | | | |
1+ 0 0.0043 0.05 Q | | | |
1+ 5 0.0047 0.05 Q | | | |
1+10 0.0051 0.05 Q | | | |
1+15 0.0055 0.06 Q | | | |
1+20 0.0058 0.06 Q | | | |
1+25 0.0062 0.06 Q | | | |
1+30 0.0066 0.06 Q | | | |
1+35 0.0070 0.06 Q | | | |
1+40 0.0074 0.06 Q | | | |
1+45 0.0078 0.06 QV | | | |
1+50 0.0082 0.06 QV | | | |
1+55 0.0085 0.06 QV | | | |
2+ 0 0.0089 0.06 QV | | | |
2+ 5 0.0093 0.06 QV | | | |
2+10 0.0097 0.06 QV | | | |
2+15 0.0101 0.06 QV | | | |
2+20 0.0105 0.06 QV | | | |
10 2+25 0.0109 0.06 QV | | | |
2+30 0.0113 0.06 QV | | | |
2+35 0.0117 0.06 QV | | | |
2+40 0.0121 0.06 QV | | | |
2+45 0.0125 0.06 QV | | | |
2+50 0.0130 0.06 QV | | | |
2+55 0.0134 0.06 QV | | | |
3+ 0 0.0138 0.06 QV | | | |
3+ 5 0.0142 0.06 QV | | | |
3+10 0.0146 0.06 QV | | | |
3+15 0.0150 0.06 QV | | | |
3+20 0.0154 0.06 Q V | | | |
3+25 0.0159 0.06 Q V | | | |
3+30 0.0163 0.06 Q V | | | |
3+35 0.0167 0.06 Q V | | | |
3+40 0.0171 0.06 Q V | | | |
3+45 0.0176 0.06 Q V | | | |
3+50 0.0180 0.06 Q V | | | |
3+55 0.0184 0.06 Q V | | | |
4+ 0 0.0188 0.06 Q V | | | |
4+ 5 0.0193 0.06 Q V | | | |
4+10 0.0197 0.06 Q V | | | |
4+15 0.0202 0.06 Q V | | | |
4+20 0.0206 0.06 Q V | | | |
4+25 0.0210 0.06 Q V | | | |
4+30 0.0215 0.06 Q V | | | |
4+35 0.0219 0.06 Q V | | | |
4+40 0.0224 0.07 Q V | | | |
4+45 0.0228 0.07 Q V | | | |
4+50 0.0233 0.07 Q V | | | |
4+55 0.0237 0.07 Q V | | | |
5+ 0 0.0242 0.07 Q V | | | |
5+ 5 0.0247 0.07 Q V | | | |
5+10 0.0251 0.07 Q V | | | |
5+15 0.0256 0.07 Q V | | | |
5+20 0.0261 0.07 Q V | | | |
5+25 0.0265 0.07 Q V | | | |
5+30 0.0270 0.07 Q V | | | |
5+35 0.0275 0.07 Q V | | | |
5+40 0.0279 0.07 Q V | | | |
5+45 0.0284 0.07 Q V | | | |
5+50 0.0289 0.07 Q V | | | |
5+55 0.0294 0.07 Q V | | | |
6+ 0 0.0299 0.07 Q V | | | |
6+ 5 0.0304 0.07 Q V | | | |
6+10 0.0308 0.07 Q V | | | |
6+15 0.0313 0.07 Q V | | | |
6+20 0.0318 0.07 Q V | | | |
6+25 0.0323 0.07 Q V | | | |
6+30 0.0328 0.07 Q V | | | |
6+35 0.0333 0.07 Q V | | | |
6+40 0.0339 0.07 Q V | | | |
6+45 0.0344 0.07 Q V | | | |
6+50 0.0349 0.07 Q V | | | |
6+55 0.0354 0.07 Q V | | | |
7+ 0 0.0359 0.08 Q V | | | |
7+ 5 0.0364 0.08 Q V | | | |
7+10 0.0370 0.08 Q V | | | |
7+15 0.0375 0.08 Q V | | | |
7+20 0.0380 0.08 Q V | | | |
7+25 0.0386 0.08 Q V | | | |
7+30 0.0391 0.08 Q V | | | |
7+35 0.0396 0.08 Q V | | | |
7+40 0.0402 0.08 Q V | | | |
7+45 0.0407 0.08 Q V | | | |
7+50 0.0413 0.08 Q V | | | |
7+55 0.0418 0.08 Q V | | | |
8+ 0 0.0424 0.08 Q V | | | |
8+ 5 0.0430 0.08 Q V | | | |
8+10 0.0435 0.08 Q V | | | |
8+15 0.0441 0.08 Q V | | | |
11 8+20 0.0447 0.08 Q V | | | |
8+25 0.0452 0.08 Q V | | | |
8+30 0.0458 0.08 Q V | | | |
8+35 0.0464 0.09 Q V | | | |
8+40 0.0470 0.09 Q V | | | |
8+45 0.0476 0.09 Q V | | | |
8+50 0.0482 0.09 Q V | | | |
8+55 0.0488 0.09 Q V | | | |
9+ 0 0.0494 0.09 Q V | | | |
9+ 5 0.0500 0.09 Q V | | | |
9+10 0.0506 0.09 Q V | | | |
9+15 0.0513 0.09 Q V | | | |
9+20 0.0519 0.09 Q V | | | |
9+25 0.0525 0.09 Q V | | | |
9+30 0.0532 0.09 Q V | | | |
9+35 0.0538 0.09 Q V | | | |
9+40 0.0544 0.09 Q V | | | |
9+45 0.0551 0.09 Q V | | | |
9+50 0.0558 0.10 Q V | | | |
9+55 0.0564 0.10 Q V | | | |
10+ 0 0.0571 0.10 Q V | | | |
10+ 5 0.0578 0.10 Q V | | | |
10+10 0.0584 0.10 Q V | | | |
10+15 0.0591 0.10 Q V | | | |
10+20 0.0598 0.10 Q V | | | |
10+25 0.0605 0.10 Q V | | | |
10+30 0.0612 0.10 Q V | | | |
10+35 0.0619 0.10 Q V | | | |
10+40 0.0627 0.10 Q V | | | |
10+45 0.0634 0.11 Q V | | | |
10+50 0.0641 0.11 Q V | | | |
10+55 0.0649 0.11 Q V | | | |
11+ 0 0.0656 0.11 Q V | | | |
11+ 5 0.0664 0.11 Q V | | | |
11+10 0.0671 0.11 Q V | | | |
11+15 0.0679 0.11 Q V | | | |
11+20 0.0687 0.11 Q V| | | |
11+25 0.0695 0.12 Q V| | | |
11+30 0.0703 0.12 Q V| | | |
11+35 0.0711 0.12 Q V| | | |
11+40 0.0719 0.12 Q V| | | |
11+45 0.0728 0.12 Q V| | | |
11+50 0.0736 0.12 Q V| | | |
11+55 0.0744 0.12 Q V| | | |
12+ 0 0.0753 0.13 Q V| | | |
12+ 5 0.0764 0.16 Q V | | |
12+10 0.0776 0.17 Q V | | |
12+15 0.0787 0.17 Q V | | |
12+20 0.0799 0.17 Q V | | |
12+25 0.0811 0.18 Q V | | |
12+30 0.0824 0.18 Q V | | |
12+35 0.0836 0.18 Q |V | | |
12+40 0.0849 0.18 Q |V | | |
12+45 0.0861 0.18 Q |V | | |
12+50 0.0874 0.19 Q |V | | |
12+55 0.0887 0.19 Q |V | | |
13+ 0 0.0900 0.19 Q |V | | |
13+ 5 0.0914 0.20 Q | V | | |
13+10 0.0927 0.20 Q | V | | |
13+15 0.0941 0.20 Q | V | | |
13+20 0.0955 0.20 Q | V | | |
13+25 0.0970 0.21 Q | V | | |
13+30 0.0984 0.21 Q | V | | |
13+35 0.0999 0.22 Q | V | | |
13+40 0.1014 0.22 Q | V | | |
13+45 0.1029 0.22 Q | V | | |
13+50 0.1045 0.23 Q | V | | |
13+55 0.1061 0.24 Q | V | | |
14+ 0 0.1078 0.24 Q | V | | |
14+ 5 0.1095 0.24 Q | V | | |
14+10 0.1112 0.25 Q | V | | |
12 14+15 0.1130 0.26 |Q | V | | |
14+20 0.1148 0.26 |Q | V | | |
14+25 0.1166 0.27 |Q | V | | |
14+30 0.1186 0.28 |Q | V | | |
14+35 0.1206 0.29 |Q | V | | |
14+40 0.1226 0.30 |Q | V | | |
14+45 0.1248 0.31 |Q | V | | |
14+50 0.1270 0.32 |Q | V | | |
14+55 0.1293 0.34 |Q | V | | |
15+ 0 0.1317 0.35 |Q | V | | |
15+ 5 0.1342 0.37 |Q | V | | |
15+10 0.1369 0.39 |Q | V | | |
15+15 0.1397 0.41 |Q | V | | |
15+20 0.1427 0.43 |Q | V | | |
15+25 0.1455 0.41 |Q | V| | |
15+30 0.1484 0.42 |Q | V| | |
15+35 0.1516 0.47 |Q | V | |
15+40 0.1552 0.52 | Q | V | |
15+45 0.1597 0.65 | Q | |V | |
15+50 0.1649 0.76 | Q | |V | |
15+55 0.1719 1.02 | Q | | V | |
16+ 0 0.1816 1.41 | Q | | V | |
16+ 5 0.2062 3.56 | | Q | V | |
16+10 0.2199 1.99 | Q | | V| |
16+15 0.2246 0.68 | Q | | V| |
16+20 0.2280 0.49 |Q | | V |
16+25 0.2312 0.46 |Q | | V |
16+30 0.2341 0.42 |Q | | V |
16+35 0.2367 0.38 |Q | | |V |
16+40 0.2390 0.34 |Q | | |V |
16+45 0.2412 0.32 |Q | | |V |
16+50 0.2432 0.29 |Q | | | V |
16+55 0.2451 0.28 |Q | | | V |
17+ 0 0.2469 0.26 |Q | | | V |
17+ 5 0.2486 0.25 Q | | | V |
17+10 0.2502 0.24 Q | | | V |
17+15 0.2518 0.23 Q | | | V |
17+20 0.2533 0.22 Q | | | V |
17+25 0.2547 0.21 Q | | | V |
17+30 0.2561 0.20 Q | | | V |
17+35 0.2575 0.20 Q | | | V |
17+40 0.2588 0.19 Q | | | V |
17+45 0.2600 0.19 Q | | | V |
17+50 0.2613 0.18 Q | | | V |
17+55 0.2625 0.18 Q | | | V |
18+ 0 0.2637 0.17 Q | | | V |
18+ 5 0.2647 0.14 Q | | | V |
18+10 0.2655 0.12 Q | | | V |
18+15 0.2664 0.12 Q | | | V |
18+20 0.2672 0.12 Q | | | V |
18+25 0.2680 0.12 Q | | | V |
18+30 0.2687 0.11 Q | | | V |
18+35 0.2695 0.11 Q | | | V |
18+40 0.2703 0.11 Q | | | V |
18+45 0.2710 0.11 Q | | | V |
18+50 0.2717 0.10 Q | | | V |
18+55 0.2724 0.10 Q | | | V |
19+ 0 0.2731 0.10 Q | | | V |
19+ 5 0.2738 0.10 Q | | | V |
19+10 0.2744 0.10 Q | | | V |
19+15 0.2751 0.10 Q | | | V |
19+20 0.2757 0.09 Q | | | V |
19+25 0.2764 0.09 Q | | | V |
19+30 0.2770 0.09 Q | | | V |
19+35 0.2776 0.09 Q | | | V |
19+40 0.2782 0.09 Q | | | V |
19+45 0.2788 0.09 Q | | | V |
19+50 0.2794 0.09 Q | | | V |
19+55 0.2800 0.08 Q | | | V |
20+ 0 0.2805 0.08 Q | | | V |
20+ 5 0.2811 0.08 Q | | | V |
13 20+10 0.2817 0.08 Q | | | V |
20+15 0.2822 0.08 Q | | | V |
20+20 0.2828 0.08 Q | | | V |
20+25 0.2833 0.08 Q | | | V |
20+30 0.2838 0.08 Q | | | V |
20+35 0.2844 0.08 Q | | | V |
20+40 0.2849 0.08 Q | | | V |
20+45 0.2854 0.07 Q | | | V |
20+50 0.2859 0.07 Q | | | V |
20+55 0.2864 0.07 Q | | | V |
21+ 0 0.2869 0.07 Q | | | V |
21+ 5 0.2874 0.07 Q | | | V |
21+10 0.2879 0.07 Q | | | V |
21+15 0.2883 0.07 Q | | | V |
21+20 0.2888 0.07 Q | | | V |
21+25 0.2893 0.07 Q | | | V |
21+30 0.2897 0.07 Q | | | V |
21+35 0.2902 0.07 Q | | | V |
21+40 0.2907 0.07 Q | | | V |
21+45 0.2911 0.07 Q | | | V |
21+50 0.2916 0.07 Q | | | V |
21+55 0.2920 0.06 Q | | | V |
22+ 0 0.2924 0.06 Q | | | V |
22+ 5 0.2929 0.06 Q | | | V |
22+10 0.2933 0.06 Q | | | V |
22+15 0.2937 0.06 Q | | | V |
22+20 0.2942 0.06 Q | | | V |
22+25 0.2946 0.06 Q | | | V|
22+30 0.2950 0.06 Q | | | V|
22+35 0.2954 0.06 Q | | | V|
22+40 0.2958 0.06 Q | | | V|
22+45 0.2962 0.06 Q | | | V|
22+50 0.2966 0.06 Q | | | V|
22+55 0.2970 0.06 Q | | | V|
23+ 0 0.2974 0.06 Q | | | V|
23+ 5 0.2978 0.06 Q | | | V|
23+10 0.2982 0.06 Q | | | V|
23+15 0.2986 0.06 Q | | | V|
23+20 0.2990 0.06 Q | | | V|
23+25 0.2994 0.06 Q | | | V|
23+30 0.2998 0.06 Q | | | V|
23+35 0.3001 0.05 Q | | | V|
23+40 0.3005 0.05 Q | | | V|
23+45 0.3009 0.05 Q | | | V|
23+50 0.3013 0.05 Q | | | V|
23+55 0.3016 0.05 Q | | | V|
24+ 0 0.3020 0.05 Q | | | V|
24+ 5 0.3021 0.02 Q | | | V|
----------------------------------------------------------------------- 14 U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989-2012, Version 7.2 Study date 03/09/22 File Name 2073p25b.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Orange County Unit Hydrograph Hydrology Method
Manual Date(s) - October 1986, November 1996
Program License Serial Number 6293
--------------------------------------------------------------------- -------------------------------------------------------------------- Storm Event Year = 25
Antecedent Moisture Condition = 2
English (in-lb) Input Units Used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ********
SCS curve Area Area Soil Fp Ap Fm
No.(AMCII) (Ac.) Fraction Group (In/Hr) (dec.) (In/Hr)

56.0 0.5 1.00 B 0.300 0.160 0.048
Area-averaged adjusted loss rate Fm (In/Hr) = 0.048
********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC2) Yield Fr

0.07 0.160 56.0 56.0 7.86 0.176

0.39 0.840 98.0 98.0 0.20 0.947
Area-averaged catchment yield fraction, Y = 0.824
Area-averaged low loss fraction, Yb = 0.176
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Direct entry of lag time by user
Watershed area = 0.47(Ac.)
Catchment Lag time = 0.024 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 347.2222
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.048(In/Hr)
Average low loss rate fraction (Yb) = 0.176 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.400(In)
Computed peak 30-minute rainfall = 0.870(In)
Specified peak 1-hour rainfall = 1.150(In)
Computed peak 3-hour rainfall = 1.940(In)
Specified peak 6-hour rainfall = 2.710(In)
Specified peak 24-hour rainfall = 4.490(In)
Rainfall depth area reduction factors:

Using a total area of 0.47(Ac.) (Ref: fig. E-4)
5-minute factor = 1.000 Adjusted rainfall = 0.400(In)
30-minute factor = 1.000 Adjusted rainfall = 0.870(In)
1-hour factor = 1.000 Adjusted rainfall = 1.150(In)
3-hour factor = 1.000 Adjusted rainfall = 1.940(In)
6-hour factor = 1.000 Adjusted rainfall = 2.710(In)
1 24-hour factor = 1.000 Adjusted rainfall = 4.490(In)
--------------------------------------------------------------------- U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
--------------------------------------------------------------------- (K = 5.62 (CFS))
1 69.546 3.911
2 100.000 1.713
--------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall
Number (In) (In)
1 0.4000 0.4000
2 0.5403 0.1403
3 0.6441 0.1039
4 0.7297 0.0856
5 0.8038 0.0741
6 0.8700 0.0661
7 0.9257 0.0557
8 0.9768 0.0511
9 1.0242 0.0474
10 1.0686 0.0444
11 1.1104 0.0418
12 1.1500 0.0396
13 1.1946 0.0447
14 1.2375 0.0429
15 1.2788 0.0413
16 1.3187 0.0399
17 1.3574 0.0386
18 1.3948 0.0374
19 1.4312 0.0364
20 1.4665 0.0354
21 1.5010 0.0345
22 1.5346 0.0336
23 1.5674 0.0328
24 1.5995 0.0321
25 1.6309 0.0314
26 1.6616 0.0307
27 1.6917 0.0301
28 1.7213 0.0295
29 1.7503 0.0290
30 1.7787 0.0285
31 1.8067 0.0280
32 1.8342 0.0275
33 1.8613 0.0271
34 1.8879 0.0266
35 1.9142 0.0262
36 1.9400 0.0258
37 1.9658 0.0258
38 1.9912 0.0254
39 2.0163 0.0251
40 2.0411 0.0248
41 2.0656 0.0245
42 2.0897 0.0241
43 2.1136 0.0238
44 2.1371 0.0236
45 2.1604 0.0233
46 2.1834 0.0230
47 2.2062 0.0228
48 2.2287 0.0225
49 2.2510 0.0223
50 2.2730 0.0220
51 2.2948 0.0218
52 2.3164 0.0216
53 2.3378 0.0214
54 2.3589 0.0212
55 2.3799 0.0210
56 2.4007 0.0208
2 57 2.4213 0.0206
58 2.4417 0.0204
59 2.4619 0.0202
60 2.4819 0.0200
61 2.5018 0.0199
62 2.5215 0.0197
63 2.5410 0.0195
64 2.5604 0.0194
65 2.5796 0.0192
66 2.5986 0.0191
67 2.6176 0.0189
68 2.6363 0.0188
69 2.6549 0.0186
70 2.6734 0.0185
71 2.6918 0.0183
72 2.7100 0.0182
73 2.7236 0.0136
74 2.7372 0.0135
75 2.7506 0.0134
76 2.7639 0.0133
77 2.7771 0.0132
78 2.7902 0.0131
79 2.8031 0.0130
80 2.8160 0.0129
81 2.8288 0.0128
82 2.8414 0.0127
83 2.8540 0.0126
84 2.8665 0.0125
85 2.8789 0.0124
86 2.8912 0.0123
87 2.9034 0.0122
88 2.9155 0.0121
89 2.9275 0.0120
90 2.9394 0.0119
91 2.9513 0.0119
92 2.9631 0.0118
93 2.9748 0.0117
94 2.9864 0.0116
95 2.9979 0.0115
96 3.0094 0.0115
97 3.0207 0.0114
98 3.0320 0.0113
99 3.0433 0.0112
100 3.0544 0.0112
101 3.0655 0.0111
102 3.0765 0.0110
103 3.0875 0.0110
104 3.0984 0.0109
105 3.1092 0.0108
106 3.1199 0.0108
107 3.1306 0.0107
108 3.1413 0.0106
109 3.1518 0.0106
110 3.1623 0.0105
111 3.1728 0.0104
112 3.1831 0.0104
113 3.1935 0.0103
114 3.2037 0.0103
115 3.2139 0.0102
116 3.2241 0.0102
117 3.2342 0.0101
118 3.2442 0.0100
119 3.2542 0.0100
120 3.2641 0.0099
121 3.2740 0.0099
122 3.2838 0.0098
123 3.2936 0.0098
124 3.3034 0.0097
125 3.3130 0.0097
126 3.3227 0.0096
127 3.3322 0.0096
3 128 3.3418 0.0095
129 3.3513 0.0095
130 3.3607 0.0094
131 3.3701 0.0094
132 3.3794 0.0093
133 3.3887 0.0093
134 3.3980 0.0093
135 3.4072 0.0092
136 3.4164 0.0092
137 3.4255 0.0091
138 3.4346 0.0091
139 3.4436 0.0090
140 3.4526 0.0090
141 3.4616 0.0090
142 3.4705 0.0089
143 3.4794 0.0089
144 3.4882 0.0088
145 3.4971 0.0088
146 3.5058 0.0088
147 3.5145 0.0087
148 3.5232 0.0087
149 3.5319 0.0087
150 3.5405 0.0086
151 3.5491 0.0086
152 3.5576 0.0085
153 3.5661 0.0085
154 3.5746 0.0085
155 3.5830 0.0084
156 3.5914 0.0084
157 3.5998 0.0084
158 3.6081 0.0083
159 3.6164 0.0083
160 3.6247 0.0083
161 3.6329 0.0082
162 3.6411 0.0082
163 3.6493 0.0082
164 3.6575 0.0081
165 3.6656 0.0081
166 3.6736 0.0081
167 3.6817 0.0080
168 3.6897 0.0080
169 3.6977 0.0080
170 3.7056 0.0080
171 3.7136 0.0079
172 3.7214 0.0079
173 3.7293 0.0079
174 3.7372 0.0078
175 3.7450 0.0078
176 3.7527 0.0078
177 3.7605 0.0078
178 3.7682 0.0077
179 3.7759 0.0077
180 3.7836 0.0077
181 3.7912 0.0076
182 3.7988 0.0076
183 3.8064 0.0076
184 3.8140 0.0076
185 3.8215 0.0075
186 3.8290 0.0075
187 3.8365 0.0075
188 3.8440 0.0075
189 3.8514 0.0074
190 3.8588 0.0074
191 3.8662 0.0074
192 3.8736 0.0074
193 3.8809 0.0073
194 3.8882 0.0073
195 3.8955 0.0073
196 3.9028 0.0073
197 3.9100 0.0072
198 3.9172 0.0072
4 199 3.9244 0.0072
200 3.9316 0.0072
201 3.9387 0.0071
202 3.9459 0.0071
203 3.9530 0.0071
204 3.9601 0.0071
205 3.9671 0.0071
206 3.9741 0.0070
207 3.9812 0.0070
208 3.9882 0.0070
209 3.9951 0.0070
210 4.0021 0.0070
211 4.0090 0.0069
212 4.0159 0.0069
213 4.0228 0.0069
214 4.0297 0.0069
215 4.0365 0.0068
216 4.0434 0.0068
217 4.0502 0.0068
218 4.0570 0.0068
219 4.0637 0.0068
220 4.0705 0.0067
221 4.0772 0.0067
222 4.0839 0.0067
223 4.0906 0.0067
224 4.0973 0.0067
225 4.1039 0.0067
226 4.1106 0.0066
227 4.1172 0.0066
228 4.1238 0.0066
229 4.1303 0.0066
230 4.1369 0.0066
231 4.1434 0.0065
232 4.1500 0.0065
233 4.1565 0.0065
234 4.1630 0.0065
235 4.1694 0.0065
236 4.1759 0.0065
237 4.1823 0.0064
238 4.1887 0.0064
239 4.1951 0.0064
240 4.2015 0.0064
241 4.2079 0.0064
242 4.2142 0.0064
243 4.2206 0.0063
244 4.2269 0.0063
245 4.2332 0.0063
246 4.2395 0.0063
247 4.2458 0.0063
248 4.2520 0.0063
249 4.2582 0.0062
250 4.2645 0.0062
251 4.2707 0.0062
252 4.2769 0.0062
253 4.2830 0.0062
254 4.2892 0.0062
255 4.2953 0.0061
256 4.3015 0.0061
257 4.3076 0.0061
258 4.3137 0.0061
259 4.3197 0.0061
260 4.3258 0.0061
261 4.3319 0.0061
262 4.3379 0.0060
263 4.3439 0.0060
264 4.3499 0.0060
265 4.3559 0.0060
266 4.3619 0.0060
267 4.3679 0.0060
268 4.3738 0.0060
269 4.3798 0.0059
5 270 4.3857 0.0059
271 4.3916 0.0059
272 4.3975 0.0059
273 4.4034 0.0059
274 4.4092 0.0059
275 4.4151 0.0059
276 4.4209 0.0058
277 4.4268 0.0058
278 4.4326 0.0058
279 4.4384 0.0058
280 4.4442 0.0058
281 4.4499 0.0058
282 4.4557 0.0058
283 4.4614 0.0057
284 4.4672 0.0057
285 4.4729 0.0057
286 4.4786 0.0057
287 4.4843 0.0057
288 4.4900 0.0057
--------------------------------------------------------------------- Unit Unit Unit Effective
Period Rainfall Soil-Loss Rainfall
(number) (In) (In) (In)
--------------------------------------------------------------------- 1 0.0057 0.0010 0.0047
2 0.0057 0.0010 0.0047
3 0.0057 0.0010 0.0047
4 0.0057 0.0010 0.0047
5 0.0058 0.0010 0.0047
6 0.0058 0.0010 0.0048
7 0.0058 0.0010 0.0048
8 0.0058 0.0010 0.0048
9 0.0058 0.0010 0.0048
10 0.0059 0.0010 0.0048
11 0.0059 0.0010 0.0048
12 0.0059 0.0010 0.0049
13 0.0059 0.0010 0.0049
14 0.0059 0.0010 0.0049
15 0.0060 0.0010 0.0049
16 0.0060 0.0011 0.0049
17 0.0060 0.0011 0.0050
18 0.0060 0.0011 0.0050
19 0.0061 0.0011 0.0050
20 0.0061 0.0011 0.0050
21 0.0061 0.0011 0.0050
22 0.0061 0.0011 0.0050
23 0.0061 0.0011 0.0051
24 0.0062 0.0011 0.0051
25 0.0062 0.0011 0.0051
26 0.0062 0.0011 0.0051
27 0.0062 0.0011 0.0051
28 0.0063 0.0011 0.0052
29 0.0063 0.0011 0.0052
30 0.0063 0.0011 0.0052
31 0.0063 0.0011 0.0052
32 0.0064 0.0011 0.0052
33 0.0064 0.0011 0.0053
34 0.0064 0.0011 0.0053
35 0.0064 0.0011 0.0053
36 0.0065 0.0011 0.0053
37 0.0065 0.0011 0.0053
38 0.0065 0.0011 0.0054
39 0.0065 0.0012 0.0054
40 0.0066 0.0012 0.0054
41 0.0066 0.0012 0.0054
42 0.0066 0.0012 0.0055
43 0.0067 0.0012 0.0055
44 0.0067 0.0012 0.0055
45 0.0067 0.0012 0.0055
46 0.0067 0.0012 0.0055
47 0.0068 0.0012 0.0056
6 48 0.0068 0.0012 0.0056
49 0.0068 0.0012 0.0056
50 0.0068 0.0012 0.0056
51 0.0069 0.0012 0.0057
52 0.0069 0.0012 0.0057
53 0.0070 0.0012 0.0057
54 0.0070 0.0012 0.0057
55 0.0070 0.0012 0.0058
56 0.0070 0.0012 0.0058
57 0.0071 0.0012 0.0058
58 0.0071 0.0012 0.0059
59 0.0071 0.0013 0.0059
60 0.0072 0.0013 0.0059
61 0.0072 0.0013 0.0059
62 0.0072 0.0013 0.0060
63 0.0073 0.0013 0.0060
64 0.0073 0.0013 0.0060
65 0.0074 0.0013 0.0061
66 0.0074 0.0013 0.0061
67 0.0074 0.0013 0.0061
68 0.0075 0.0013 0.0061
69 0.0075 0.0013 0.0062
70 0.0075 0.0013 0.0062
71 0.0076 0.0013 0.0063
72 0.0076 0.0013 0.0063
73 0.0077 0.0013 0.0063
74 0.0077 0.0014 0.0063
75 0.0078 0.0014 0.0064
76 0.0078 0.0014 0.0064
77 0.0078 0.0014 0.0065
78 0.0079 0.0014 0.0065
79 0.0079 0.0014 0.0065
80 0.0080 0.0014 0.0066
81 0.0080 0.0014 0.0066
82 0.0080 0.0014 0.0066
83 0.0081 0.0014 0.0067
84 0.0081 0.0014 0.0067
85 0.0082 0.0014 0.0068
86 0.0082 0.0014 0.0068
87 0.0083 0.0015 0.0068
88 0.0083 0.0015 0.0069
89 0.0084 0.0015 0.0069
90 0.0084 0.0015 0.0070
91 0.0085 0.0015 0.0070
92 0.0085 0.0015 0.0070
93 0.0086 0.0015 0.0071
94 0.0087 0.0015 0.0071
95 0.0087 0.0015 0.0072
96 0.0088 0.0015 0.0072
97 0.0088 0.0016 0.0073
98 0.0089 0.0016 0.0073
99 0.0090 0.0016 0.0074
100 0.0090 0.0016 0.0074
101 0.0091 0.0016 0.0075
102 0.0091 0.0016 0.0075
103 0.0092 0.0016 0.0076
104 0.0093 0.0016 0.0076
105 0.0093 0.0016 0.0077
106 0.0094 0.0017 0.0077
107 0.0095 0.0017 0.0078
108 0.0095 0.0017 0.0079
109 0.0096 0.0017 0.0079
110 0.0097 0.0017 0.0080
111 0.0098 0.0017 0.0081
112 0.0098 0.0017 0.0081
113 0.0099 0.0017 0.0082
114 0.0100 0.0018 0.0082
115 0.0101 0.0018 0.0083
116 0.0102 0.0018 0.0084
117 0.0103 0.0018 0.0085
118 0.0103 0.0018 0.0085
7 119 0.0104 0.0018 0.0086
120 0.0105 0.0018 0.0087
121 0.0106 0.0019 0.0088
122 0.0107 0.0019 0.0088
123 0.0108 0.0019 0.0089
124 0.0109 0.0019 0.0090
125 0.0110 0.0019 0.0091
126 0.0111 0.0020 0.0091
127 0.0112 0.0020 0.0093
128 0.0113 0.0020 0.0093
129 0.0115 0.0020 0.0094
130 0.0115 0.0020 0.0095
131 0.0117 0.0021 0.0096
132 0.0118 0.0021 0.0097
133 0.0119 0.0021 0.0098
134 0.0120 0.0021 0.0099
135 0.0122 0.0021 0.0101
136 0.0123 0.0022 0.0101
137 0.0125 0.0022 0.0103
138 0.0126 0.0022 0.0104
139 0.0128 0.0022 0.0105
140 0.0129 0.0023 0.0106
141 0.0131 0.0023 0.0108
142 0.0132 0.0023 0.0109
143 0.0134 0.0024 0.0111
144 0.0135 0.0024 0.0111
145 0.0182 0.0032 0.0150
146 0.0183 0.0032 0.0151
147 0.0186 0.0033 0.0153
148 0.0188 0.0033 0.0155
149 0.0191 0.0034 0.0157
150 0.0192 0.0034 0.0158
151 0.0195 0.0034 0.0161
152 0.0197 0.0035 0.0162
153 0.0200 0.0035 0.0165
154 0.0202 0.0036 0.0167
155 0.0206 0.0036 0.0170
156 0.0208 0.0037 0.0171
157 0.0212 0.0037 0.0174
158 0.0214 0.0038 0.0176
159 0.0218 0.0038 0.0180
160 0.0220 0.0039 0.0182
161 0.0225 0.0040 0.0186
162 0.0228 0.0040 0.0188
163 0.0233 0.0040 0.0193
164 0.0236 0.0040 0.0196
165 0.0241 0.0040 0.0201
166 0.0245 0.0040 0.0205
167 0.0251 0.0040 0.0211
168 0.0254 0.0040 0.0214
169 0.0258 0.0040 0.0218
170 0.0262 0.0040 0.0222
171 0.0271 0.0040 0.0231
172 0.0275 0.0040 0.0235
173 0.0285 0.0040 0.0245
174 0.0290 0.0040 0.0250
175 0.0301 0.0040 0.0261
176 0.0307 0.0040 0.0267
177 0.0321 0.0040 0.0281
178 0.0328 0.0040 0.0288
179 0.0345 0.0040 0.0305
180 0.0354 0.0040 0.0314
181 0.0374 0.0040 0.0334
182 0.0386 0.0040 0.0346
183 0.0413 0.0040 0.0373
184 0.0429 0.0040 0.0389
185 0.0396 0.0040 0.0356
186 0.0418 0.0040 0.0378
187 0.0474 0.0040 0.0434
188 0.0511 0.0040 0.0471
189 0.0661 0.0040 0.0621
8 190 0.0741 0.0040 0.0701
191 0.1039 0.0040 0.0999
192 0.1403 0.0040 0.1363
193 0.4000 0.0040 0.3960
194 0.0856 0.0040 0.0816
195 0.0557 0.0040 0.0517
196 0.0444 0.0040 0.0404
197 0.0447 0.0040 0.0407
198 0.0399 0.0040 0.0359
199 0.0364 0.0040 0.0324
200 0.0336 0.0040 0.0296
201 0.0314 0.0040 0.0274
202 0.0295 0.0040 0.0255
203 0.0280 0.0040 0.0240
204 0.0266 0.0040 0.0226
205 0.0258 0.0040 0.0218
206 0.0248 0.0040 0.0208
207 0.0238 0.0040 0.0198
208 0.0230 0.0040 0.0190
209 0.0223 0.0039 0.0184
210 0.0216 0.0038 0.0178
211 0.0210 0.0037 0.0173
212 0.0204 0.0036 0.0168
213 0.0199 0.0035 0.0164
214 0.0194 0.0034 0.0160
215 0.0189 0.0033 0.0156
216 0.0185 0.0033 0.0152
217 0.0136 0.0024 0.0112
218 0.0133 0.0023 0.0110
219 0.0130 0.0023 0.0107
220 0.0127 0.0022 0.0104
221 0.0124 0.0022 0.0102
222 0.0121 0.0021 0.0100
223 0.0119 0.0021 0.0098
224 0.0116 0.0020 0.0096
225 0.0114 0.0020 0.0094
226 0.0112 0.0020 0.0092
227 0.0110 0.0019 0.0090
228 0.0108 0.0019 0.0089
229 0.0106 0.0019 0.0087
230 0.0104 0.0018 0.0086
231 0.0102 0.0018 0.0084
232 0.0100 0.0018 0.0083
233 0.0099 0.0017 0.0081
234 0.0097 0.0017 0.0080
235 0.0096 0.0017 0.0079
236 0.0094 0.0017 0.0078
237 0.0093 0.0016 0.0077
238 0.0092 0.0016 0.0076
239 0.0090 0.0016 0.0075
240 0.0089 0.0016 0.0074
241 0.0088 0.0015 0.0073
242 0.0087 0.0015 0.0072
243 0.0086 0.0015 0.0071
244 0.0085 0.0015 0.0070
245 0.0084 0.0015 0.0069
246 0.0083 0.0015 0.0068
247 0.0082 0.0014 0.0067
248 0.0081 0.0014 0.0067
249 0.0080 0.0014 0.0066
250 0.0079 0.0014 0.0065
251 0.0078 0.0014 0.0064
252 0.0077 0.0014 0.0064
253 0.0076 0.0013 0.0063
254 0.0076 0.0013 0.0062
255 0.0075 0.0013 0.0062
256 0.0074 0.0013 0.0061
257 0.0073 0.0013 0.0060
258 0.0073 0.0013 0.0060
259 0.0072 0.0013 0.0059
260 0.0071 0.0013 0.0059
9 261 0.0071 0.0012 0.0058
262 0.0070 0.0012 0.0058
263 0.0069 0.0012 0.0057
264 0.0069 0.0012 0.0057
265 0.0068 0.0012 0.0056
266 0.0067 0.0012 0.0056
267 0.0067 0.0012 0.0055
268 0.0066 0.0012 0.0055
269 0.0066 0.0012 0.0054
270 0.0065 0.0011 0.0054
271 0.0065 0.0011 0.0053
272 0.0064 0.0011 0.0053
273 0.0064 0.0011 0.0052
274 0.0063 0.0011 0.0052
275 0.0063 0.0011 0.0052
276 0.0062 0.0011 0.0051
277 0.0062 0.0011 0.0051
278 0.0061 0.0011 0.0050
279 0.0061 0.0011 0.0050
280 0.0060 0.0011 0.0050
281 0.0060 0.0011 0.0049
282 0.0060 0.0010 0.0049
283 0.0059 0.0010 0.0049
284 0.0059 0.0010 0.0048
285 0.0058 0.0010 0.0048
286 0.0058 0.0010 0.0048
287 0.0057 0.0010 0.0047
288 0.0057 0.0010 0.0047
-------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 0.59(In)
Total effective rainfall = 3.90(In)
Peak flow rate in flood hydrograph = 1.78(CFS)
--------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q | | | |
0+10 0.0003 0.03 Q | | | |
0+15 0.0005 0.03 Q | | | |
0+20 0.0007 0.03 Q | | | |
0+25 0.0009 0.03 Q | | | |
0+30 0.0010 0.03 Q | | | |
0+35 0.0012 0.03 Q | | | |
0+40 0.0014 0.03 Q | | | |
0+45 0.0016 0.03 Q | | | |
0+50 0.0018 0.03 Q | | | |
0+55 0.0020 0.03 Q | | | |
1+ 0 0.0022 0.03 Q | | | |
1+ 5 0.0023 0.03 Q | | | |
1+10 0.0025 0.03 Q | | | |
1+15 0.0027 0.03 Q | | | |
1+20 0.0029 0.03 Q | | | |
1+25 0.0031 0.03 Q | | | |
1+30 0.0033 0.03 Q | | | |
1+35 0.0035 0.03 Q | | | |
1+40 0.0037 0.03 Q | | | |
1+45 0.0039 0.03 QV | | | |
1+50 0.0041 0.03 QV | | | |
1+55 0.0043 0.03 QV | | | |
2+ 0 0.0045 0.03 QV | | | |
2+ 5 0.0047 0.03 QV | | | |
2+10 0.0049 0.03 QV | | | |
2+15 0.0051 0.03 QV | | | |
2+20 0.0053 0.03 QV | | | |
10 2+25 0.0055 0.03 QV | | | |
2+30 0.0057 0.03 QV | | | |
2+35 0.0059 0.03 QV | | | |
2+40 0.0061 0.03 QV | | | |
2+45 0.0063 0.03 QV | | | |
2+50 0.0065 0.03 QV | | | |
2+55 0.0067 0.03 QV | | | |
3+ 0 0.0069 0.03 QV | | | |
3+ 5 0.0071 0.03 QV | | | |
3+10 0.0073 0.03 QV | | | |
3+15 0.0075 0.03 QV | | | |
3+20 0.0077 0.03 Q V | | | |
3+25 0.0079 0.03 Q V | | | |
3+30 0.0081 0.03 Q V | | | |
3+35 0.0084 0.03 Q V | | | |
3+40 0.0086 0.03 Q V | | | |
3+45 0.0088 0.03 Q V | | | |
3+50 0.0090 0.03 Q V | | | |
3+55 0.0092 0.03 Q V | | | |
4+ 0 0.0094 0.03 Q V | | | |
4+ 5 0.0096 0.03 Q V | | | |
4+10 0.0099 0.03 Q V | | | |
4+15 0.0101 0.03 Q V | | | |
4+20 0.0103 0.03 Q V | | | |
4+25 0.0105 0.03 Q V | | | |
4+30 0.0107 0.03 Q V | | | |
4+35 0.0110 0.03 Q V | | | |
4+40 0.0112 0.03 Q V | | | |
4+45 0.0114 0.03 Q V | | | |
4+50 0.0116 0.03 Q V | | | |
4+55 0.0119 0.03 Q V | | | |
5+ 0 0.0121 0.03 Q V | | | |
5+ 5 0.0123 0.03 Q V | | | |
5+10 0.0126 0.03 Q V | | | |
5+15 0.0128 0.03 Q V | | | |
5+20 0.0130 0.03 Q V | | | |
5+25 0.0133 0.03 Q V | | | |
5+30 0.0135 0.03 Q V | | | |
5+35 0.0137 0.03 Q V | | | |
5+40 0.0140 0.03 Q V | | | |
5+45 0.0142 0.03 Q V | | | |
5+50 0.0145 0.03 Q V | | | |
5+55 0.0147 0.04 Q V | | | |
6+ 0 0.0149 0.04 Q V | | | |
6+ 5 0.0152 0.04 Q V | | | |
6+10 0.0154 0.04 Q V | | | |
6+15 0.0157 0.04 Q V | | | |
6+20 0.0159 0.04 Q V | | | |
6+25 0.0162 0.04 Q V | | | |
6+30 0.0164 0.04 Q V | | | |
6+35 0.0167 0.04 Q V | | | |
6+40 0.0169 0.04 Q V | | | |
6+45 0.0172 0.04 Q V | | | |
6+50 0.0174 0.04 Q V | | | |
6+55 0.0177 0.04 Q V | | | |
7+ 0 0.0180 0.04 Q V | | | |
7+ 5 0.0182 0.04 Q V | | | |
7+10 0.0185 0.04 Q V | | | |
7+15 0.0187 0.04 Q V | | | |
7+20 0.0190 0.04 Q V | | | |
7+25 0.0193 0.04 Q V | | | |
7+30 0.0195 0.04 Q V | | | |
7+35 0.0198 0.04 Q V | | | |
7+40 0.0201 0.04 Q V | | | |
7+45 0.0204 0.04 Q V | | | |
7+50 0.0206 0.04 Q V | | | |
7+55 0.0209 0.04 Q V | | | |
8+ 0 0.0212 0.04 Q V | | | |
8+ 5 0.0215 0.04 Q V | | | |
8+10 0.0218 0.04 Q V | | | |
8+15 0.0220 0.04 Q V | | | |
11 8+20 0.0223 0.04 Q V | | | |
8+25 0.0226 0.04 Q V | | | |
8+30 0.0229 0.04 Q V | | | |
8+35 0.0232 0.04 Q V | | | |
8+40 0.0235 0.04 Q V | | | |
8+45 0.0238 0.04 Q V | | | |
8+50 0.0241 0.04 Q V | | | |
8+55 0.0244 0.04 Q V | | | |
9+ 0 0.0247 0.04 Q V | | | |
9+ 5 0.0250 0.04 Q V | | | |
9+10 0.0253 0.04 Q V | | | |
9+15 0.0256 0.05 Q V | | | |
9+20 0.0259 0.05 Q V | | | |
9+25 0.0263 0.05 Q V | | | |
9+30 0.0266 0.05 Q V | | | |
9+35 0.0269 0.05 Q V | | | |
9+40 0.0272 0.05 Q V | | | |
9+45 0.0275 0.05 Q V | | | |
9+50 0.0279 0.05 Q V | | | |
9+55 0.0282 0.05 Q V | | | |
10+ 0 0.0285 0.05 Q V | | | |
10+ 5 0.0289 0.05 Q V | | | |
10+10 0.0292 0.05 Q V | | | |
10+15 0.0296 0.05 Q V | | | |
10+20 0.0299 0.05 Q V | | | |
10+25 0.0303 0.05 Q V | | | |
10+30 0.0306 0.05 Q V | | | |
10+35 0.0310 0.05 Q V | | | |
10+40 0.0313 0.05 Q V | | | |
10+45 0.0317 0.05 Q V | | | |
10+50 0.0321 0.05 Q V | | | |
10+55 0.0324 0.05 Q V | | | |
11+ 0 0.0328 0.05 Q V | | | |
11+ 5 0.0332 0.06 Q V | | | |
11+10 0.0336 0.06 Q V | | | |
11+15 0.0340 0.06 Q V | | | |
11+20 0.0344 0.06 Q V| | | |
11+25 0.0347 0.06 Q V| | | |
11+30 0.0351 0.06 Q V| | | |
11+35 0.0356 0.06 Q V| | | |
11+40 0.0360 0.06 Q V| | | |
11+45 0.0364 0.06 Q V| | | |
11+50 0.0368 0.06 Q V| | | |
11+55 0.0372 0.06 Q V| | | |
12+ 0 0.0377 0.06 Q V| | | |
12+ 5 0.0382 0.08 Q V | | |
12+10 0.0388 0.08 Q V | | |
12+15 0.0394 0.09 Q V | | |
12+20 0.0400 0.09 Q V | | |
12+25 0.0406 0.09 Q V | | |
12+30 0.0412 0.09 Q V | | |
12+35 0.0418 0.09 Q |V | | |
12+40 0.0424 0.09 Q |V | | |
12+45 0.0431 0.09 Q |V | | |
12+50 0.0437 0.09 Q |V | | |
12+55 0.0444 0.09 Q |V | | |
13+ 0 0.0450 0.10 Q |V | | |
13+ 5 0.0457 0.10 Q | V | | |
13+10 0.0464 0.10 Q | V | | |
13+15 0.0471 0.10 Q | V | | |
13+20 0.0478 0.10 Q | V | | |
13+25 0.0485 0.10 Q | V | | |
13+30 0.0492 0.11 Q | V | | |
13+35 0.0499 0.11 Q | V | | |
13+40 0.0507 0.11 Q | V | | |
13+45 0.0515 0.11 Q | V | | |
13+50 0.0523 0.11 Q | V | | |
13+55 0.0531 0.12 Q | V | | |
14+ 0 0.0539 0.12 Q | V | | |
14+ 5 0.0547 0.12 Q | V | | |
14+10 0.0556 0.12 Q | V | | |
12 14+15 0.0565 0.13 Q | V | | |
14+20 0.0574 0.13 Q | V | | |
14+25 0.0583 0.14 Q | V | | |
14+30 0.0593 0.14 Q | V | | |
14+35 0.0603 0.14 Q | V | | |
14+40 0.0613 0.15 Q | V | | |
14+45 0.0624 0.16 Q | V | | |
14+50 0.0635 0.16 Q | V | | |
14+55 0.0646 0.17 Q | V | | |
15+ 0 0.0659 0.17 Q | V | | |
15+ 5 0.0671 0.18 Q | V | | |
15+10 0.0685 0.19 Q | V | | |
15+15 0.0699 0.21 Q | V | | |
15+20 0.0714 0.22 Q | V | | |
15+25 0.0728 0.21 Q | V| | |
15+30 0.0742 0.21 Q | V| | |
15+35 0.0758 0.23 Q | V | |
15+40 0.0776 0.26 |Q | V | |
15+45 0.0798 0.32 |Q | |V | |
15+50 0.0825 0.38 |Q | |V | |
15+55 0.0860 0.51 | Q | | V | |
16+ 0 0.0908 0.70 | Q | | V | |
16+ 5 0.1031 1.78 | Q | | V | |
16+10 0.1100 1.00 | Q | | V| |
16+15 0.1123 0.34 |Q | | V| |
16+20 0.1140 0.25 Q | | V |
16+25 0.1156 0.23 Q | | V |
16+30 0.1170 0.21 Q | | V |
16+35 0.1183 0.19 Q | | |V |
16+40 0.1195 0.17 Q | | |V |
16+45 0.1206 0.16 Q | | |V |
16+50 0.1216 0.15 Q | | | V |
16+55 0.1226 0.14 Q | | | V |
17+ 0 0.1234 0.13 Q | | | V |
17+ 5 0.1243 0.12 Q | | | V |
17+10 0.1251 0.12 Q | | | V |
17+15 0.1259 0.11 Q | | | V |
17+20 0.1266 0.11 Q | | | V |
17+25 0.1274 0.10 Q | | | V |
17+30 0.1281 0.10 Q | | | V |
17+35 0.1287 0.10 Q | | | V |
17+40 0.1294 0.10 Q | | | V |
17+45 0.1300 0.09 Q | | | V |
17+50 0.1306 0.09 Q | | | V |
17+55 0.1313 0.09 Q | | | V |
18+ 0 0.1318 0.09 Q | | | V |
18+ 5 0.1323 0.07 Q | | | V |
18+10 0.1328 0.06 Q | | | V |
18+15 0.1332 0.06 Q | | | V |
18+20 0.1336 0.06 Q | | | V |
18+25 0.1340 0.06 Q | | | V |
18+30 0.1344 0.06 Q | | | V |
18+35 0.1348 0.06 Q | | | V |
18+40 0.1351 0.05 Q | | | V |
18+45 0.1355 0.05 Q | | | V |
18+50 0.1358 0.05 Q | | | V |
18+55 0.1362 0.05 Q | | | V |
19+ 0 0.1365 0.05 Q | | | V |
19+ 5 0.1369 0.05 Q | | | V |
19+10 0.1372 0.05 Q | | | V |
19+15 0.1375 0.05 Q | | | V |
19+20 0.1379 0.05 Q | | | V |
19+25 0.1382 0.05 Q | | | V |
19+30 0.1385 0.05 Q | | | V |
19+35 0.1388 0.04 Q | | | V |
19+40 0.1391 0.04 Q | | | V |
19+45 0.1394 0.04 Q | | | V |
19+50 0.1397 0.04 Q | | | V |
19+55 0.1400 0.04 Q | | | V |
20+ 0 0.1403 0.04 Q | | | V |
20+ 5 0.1406 0.04 Q | | | V |
13 20+10 0.1408 0.04 Q | | | V |
20+15 0.1411 0.04 Q | | | V |
20+20 0.1414 0.04 Q | | | V |
20+25 0.1416 0.04 Q | | | V |
20+30 0.1419 0.04 Q | | | V |
20+35 0.1422 0.04 Q | | | V |
20+40 0.1424 0.04 Q | | | V |
20+45 0.1427 0.04 Q | | | V |
20+50 0.1429 0.04 Q | | | V |
20+55 0.1432 0.04 Q | | | V |
21+ 0 0.1434 0.04 Q | | | V |
21+ 5 0.1437 0.04 Q | | | V |
21+10 0.1439 0.04 Q | | | V |
21+15 0.1442 0.03 Q | | | V |
21+20 0.1444 0.03 Q | | | V |
21+25 0.1446 0.03 Q | | | V |
21+30 0.1449 0.03 Q | | | V |
21+35 0.1451 0.03 Q | | | V |
21+40 0.1453 0.03 Q | | | V |
21+45 0.1456 0.03 Q | | | V |
21+50 0.1458 0.03 Q | | | V |
21+55 0.1460 0.03 Q | | | V |
22+ 0 0.1462 0.03 Q | | | V |
22+ 5 0.1464 0.03 Q | | | V |
22+10 0.1467 0.03 Q | | | V |
22+15 0.1469 0.03 Q | | | V |
22+20 0.1471 0.03 Q | | | V |
22+25 0.1473 0.03 Q | | | V|
22+30 0.1475 0.03 Q | | | V|
22+35 0.1477 0.03 Q | | | V|
22+40 0.1479 0.03 Q | | | V|
22+45 0.1481 0.03 Q | | | V|
22+50 0.1483 0.03 Q | | | V|
22+55 0.1485 0.03 Q | | | V|
23+ 0 0.1487 0.03 Q | | | V|
23+ 5 0.1489 0.03 Q | | | V|
23+10 0.1491 0.03 Q | | | V|
23+15 0.1493 0.03 Q | | | V|
23+20 0.1495 0.03 Q | | | V|
23+25 0.1497 0.03 Q | | | V|
23+30 0.1499 0.03 Q | | | V|
23+35 0.1501 0.03 Q | | | V|
23+40 0.1503 0.03 Q | | | V|
23+45 0.1504 0.03 Q | | | V|
23+50 0.1506 0.03 Q | | | V|
23+55 0.1508 0.03 Q | | | V|
24+ 0 0.1510 0.03 Q | | | V|
24+ 5 0.1511 0.01 Q | | | V
----------------------------------------------------------------------- 14 SECTION 4.9

HYDROGRAPH ROUTING
FREQUENCY: 25-YEAR, 24HRS
36" PIPE L.F.

Storage 180
Depth Area Volume Volume
00 0

0.5 0.774 139.32 0.00319835
1 2.063 371.34 0.00852479

1.5 3.534 636.12 0.01460331
2 5.006 901.08 0.02068595

2.5 6.294 1132.92 0.02600826
3 7.069 1272.42 0.02921074

FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2012
Study date: 03/21/22
--------------------------------------------------------------------- Program License Serial Number 6293
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 2073p25.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 289
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 3.564 (CFS)
Total volume = 0.302 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
*********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 0.000 **** ADD/COMBINE/RECOVER HYDROGRAPHS ****
______________________________________________________________________ ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 2073p25b.rte
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++

P R I N T O F S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals (CFS)
-------------------------------------------------------------------- Time(h+m) Add q(CFS) Tot. Q 0 1.3 2.7 4.0 5.3
----------------------------------------------------------------------- 0+ 5 0.0183 0.05 Q | | | |
0+10 0.0264 0.08 Q | | | |
0+15 0.0265 0.08 Q | | | |
0+20 0.0266 0.08 Q | | | |
0+25 0.0267 0.08 Q | | | |
0+30 0.0267 0.08 Q | | | |
0+35 0.0268 0.08 Q | | | |
0+40 0.0269 0.08 Q | | | |
0+45 0.0270 0.08 Q | | | |
0+50 0.0271 0.08 Q | | | |
0+55 0.0272 0.08 Q | | | |
1+ 0 0.0273 0.08 Q | | | |
1+ 5 0.0274 0.08 Q | | | |
1+10 0.0275 0.08 Q | | | |
1+15 0.0276 0.08 Q | | | |
1+20 0.0277 0.08 Q | | | |
1+25 0.0278 0.08 Q | | | |
1+30 0.0279 0.08 Q | | | |
1+35 0.0280 0.08 Q | | | |
1+40 0.0281 0.08 Q | | | |
1+45 0.0282 0.08 Q | | | |
1+50 0.0283 0.08 Q | | | |
1+55 0.0284 0.09 Q | | | |
2+ 0 0.0285 0.09 Q | | | |
2+ 5 0.0286 0.09 Q | | | |
1 2+10 0.0287 0.09 Q | | | |
2+15 0.0289 0.09 Q | | | |
2+20 0.0290 0.09 Q | | | |
2+25 0.0291 0.09 Q | | | |
2+30 0.0292 0.09 Q | | | |
2+35 0.0293 0.09 Q | | | |
2+40 0.0294 0.09 Q | | | |
2+45 0.0295 0.09 Q | | | |
2+50 0.0296 0.09 Q | | | |
2+55 0.0298 0.09 Q | | | |
3+ 0 0.0299 0.09 Q | | | |
3+ 5 0.0300 0.09 Q | | | |
3+10 0.0301 0.09 Q | | | |
3+15 0.0303 0.09 Q | | | |
3+20 0.0304 0.09 Q | | | |
3+25 0.0305 0.09 Q | | | |
3+30 0.0306 0.09 Q | | | |
3+35 0.0308 0.09 Q | | | |
3+40 0.0309 0.09 Q | | | |
3+45 0.0310 0.09 Q | | | |
3+50 0.0312 0.09 Q | | | |
3+55 0.0313 0.09 Q | | | |
4+ 0 0.0314 0.09 Q | | | |
4+ 5 0.0316 0.09 Q | | | |
4+10 0.0317 0.10 Q | | | |
4+15 0.0319 0.10 Q | | | |
4+20 0.0320 0.10 Q | | | |
4+25 0.0322 0.10 Q | | | |
4+30 0.0323 0.10 Q | | | |
4+35 0.0324 0.10 Q | | | |
4+40 0.0326 0.10 Q | | | |
4+45 0.0328 0.10 Q | | | |
4+50 0.0329 0.10 Q | | | |
4+55 0.0331 0.10 Q | | | |
5+ 0 0.0332 0.10 Q | | | |
5+ 5 0.0334 0.10 Q | | | |
5+10 0.0335 0.10 Q | | | |
5+15 0.0337 0.10 Q | | | |
5+20 0.0338 0.10 Q | | | |
5+25 0.0340 0.10 Q | | | |
5+30 0.0342 0.10 Q | | | |
5+35 0.0344 0.10 Q | | | |
5+40 0.0345 0.10 Q | | | |
5+45 0.0347 0.10 Q | | | |
5+50 0.0349 0.10 Q | | | |
5+55 0.0351 0.11 Q | | | |
6+ 0 0.0353 0.11 Q | | | |
6+ 5 0.0355 0.11 Q | | | |
6+10 0.0356 0.11 Q | | | |
6+15 0.0358 0.11 Q | | | |
6+20 0.0360 0.11 Q | | | |
6+25 0.0362 0.11 Q | | | |
6+30 0.0364 0.11 Q | | | |
6+35 0.0366 0.11 Q | | | |
6+40 0.0368 0.11 Q | | | |
6+45 0.0371 0.11 Q | | | |
6+50 0.0372 0.11 Q | | | |
6+55 0.0375 0.11 Q | | | |
7+ 0 0.0377 0.11 Q | | | |
7+ 5 0.0379 0.11 Q | | | |
7+10 0.0381 0.11 Q | | | |
7+15 0.0384 0.12 Q | | | |
7+20 0.0386 0.12 Q | | | |
7+25 0.0388 0.12 Q | | | |
7+30 0.0390 0.12 Q | | | |
7+35 0.0393 0.12 Q | | | |
7+40 0.0395 0.12 Q | | | |
7+45 0.0398 0.12 Q | | | |
7+50 0.0400 0.12 Q | | | |
7+55 0.0403 0.12 Q | | | |
8+ 0 0.0406 0.12 Q | | | |
2 8+ 5 0.0409 0.12 Q | | | |
8+10 0.0411 0.12 Q | | | |
8+15 0.0414 0.12 Q | | | |
8+20 0.0417 0.12 Q | | | |
8+25 0.0420 0.13 Q | | | |
8+30 0.0422 0.13 Q | | | |
8+35 0.0426 0.13 Q | | | |
8+40 0.0428 0.13 Q | | | |
8+45 0.0432 0.13 Q | | | |
8+50 0.0435 0.13 Q | | | |
8+55 0.0438 0.13 Q | | | |
9+ 0 0.0441 0.13 Q | | | |
9+ 5 0.0445 0.13 Q | | | |
9+10 0.0448 0.13 qQ | | | |
9+15 0.0452 0.14 qQ | | | |
9+20 0.0455 0.14 qQ | | | |
9+25 0.0459 0.14 qQ | | | |
9+30 0.0462 0.14 qQ | | | |
9+35 0.0466 0.14 qQ | | | |
9+40 0.0470 0.14 qQ | | | |
9+45 0.0474 0.14 qQ | | | |
9+50 0.0478 0.14 qQ | | | |
9+55 0.0482 0.14 qQ | | | |
10+ 0 0.0486 0.15 qQ | | | |
10+ 5 0.0491 0.15 qQ | | | |
10+10 0.0494 0.15 qQ | | | |
10+15 0.0499 0.15 qQ | | | |
10+20 0.0503 0.15 qQ | | | |
10+25 0.0509 0.15 qQ | | | |
10+30 0.0513 0.15 qQ | | | |
10+35 0.0518 0.16 qQ | | | |
10+40 0.0523 0.16 qQ | | | |
10+45 0.0529 0.16 qQ | | | |
10+50 0.0533 0.16 qQ | | | |
10+55 0.0539 0.16 qQ | | | |
11+ 0 0.0544 0.16 qQ | | | |
11+ 5 0.0551 0.17 qQ | | | |
11+10 0.0556 0.17 qQ | | | |
11+15 0.0563 0.17 qQ | | | |
11+20 0.0568 0.17 qQ | | | |
11+25 0.0576 0.17 qQ | | | |
11+30 0.0581 0.17 qQ | | | |
11+35 0.0589 0.18 qQ | | | |
11+40 0.0595 0.18 qQ | | | |
11+45 0.0603 0.18 qQ | | | |
11+50 0.0610 0.18 qQ | | | |
11+55 0.0618 0.19 qQ | | | |
12+ 0 0.0625 0.19 qQ | | | |
12+ 5 0.0778 0.23 qQ | | | |
12+10 0.0848 0.25 qQ | | | |
12+15 0.0859 0.26 qQ | | | |
12+20 0.0868 0.26 qQ | | | |
12+25 0.0879 0.26 qQ | | | |
12+30 0.0888 0.27 qQ | | | |
12+35 0.0901 0.27 q Q | | | |
12+40 0.0910 0.27 q Q | | | |
12+45 0.0924 0.28 q Q | | | |
12+50 0.0934 0.28 q Q | | | |
12+55 0.0948 0.28 q Q | | | |
13+ 0 0.0960 0.29 q Q | | | |
13+ 5 0.0975 0.29 q Q | | | |
13+10 0.0988 0.30 q Q | | | |
13+15 0.1005 0.30 q Q | | | |
13+20 0.1018 0.31 q Q | | | |
13+25 0.1037 0.31 q Q | | | |
13+30 0.1052 0.32 q Q | | | |
13+35 0.1076 0.32 q Q | | | |
13+40 0.1095 0.33 q Q | | | |
13+45 0.1123 0.34 q Q | | | |
13+50 0.1145 0.34 q Q | | | |
13+55 0.1175 0.35 q Q | | | |
3 14+ 0 0.1200 0.36 q Q | | | |
14+ 5 0.1221 0.37 q Q | | | |
14+10 0.1243 0.37 q Q | | | |
14+15 0.1283 0.38 q Q | | | |
14+20 0.1315 0.39 q Q | | | |
14+25 0.1360 0.41 |q Q | | | |
14+30 0.1397 0.42 |q Q | | | |
14+35 0.1450 0.43 |q Q | | | |
14+40 0.1493 0.45 |q Q | | | |
14+45 0.1556 0.47 |q Q | | | |
14+50 0.1608 0.48 |q Q | | | |
14+55 0.1685 0.51 |q Q | | | |
15+ 0 0.1749 0.52 |q Q | | | |
15+ 5 0.1845 0.55 |q Q | | | |
15+10 0.1926 0.58 |q Q | | | |
15+15 0.2052 0.62 |q Q | | | |
15+20 0.2160 0.65 |q Q | | | |
15+25 0.2058 0.62 |q Q | | | |
15+30 0.2088 0.63 |q Q | | | |
15+35 0.2346 0.70 |q Q | | | |
15+40 0.2587 0.78 |q Q | | | |
15+45 0.3237 0.97 | q Q | | | |
15+50 0.3807 1.14 | q Q | | | |
15+55 0.5107 1.53 | q |Q | | |
16+ 0 0.7039 2.11 | q | Q | | |
16+ 5 1.7821 5.35 | | q | | Q
16+10 0.9973 2.99 | q | | Q | |
16+15 0.3419 1.03 | q Q | | | |
16+20 0.2464 0.74 |q Q | | | |
16+25 0.2282 0.68 |q Q | | | |
16+30 0.2100 0.63 |q Q | | | |
16+35 0.1880 0.56 |q Q | | | |
16+40 0.1712 0.51 |q Q | | | |
16+45 0.1578 0.47 |q Q | | | |
16+50 0.1468 0.44 |q Q | | | |
16+55 0.1375 0.41 |q Q | | | |
17+ 0 0.1296 0.39 q Q | | | |
17+ 5 0.1240 0.37 q Q | | | |
17+10 0.1186 0.36 q Q | | | |
17+15 0.1132 0.34 q Q | | | |
17+20 0.1084 0.33 q Q | | | |
17+25 0.1043 0.31 q Q | | | |
17+30 0.1010 0.30 q Q | | | |
17+35 0.0980 0.29 q Q | | | |
17+40 0.0953 0.29 q Q | | | |
17+45 0.0928 0.28 q Q | | | |
17+50 0.0905 0.27 q Q | | | |
17+55 0.0883 0.26 qQ | | | |
18+ 0 0.0863 0.26 qQ | | | |
18+ 5 0.0701 0.21 qQ | | | |
18+10 0.0621 0.19 qQ | | | |
18+15 0.0606 0.18 qQ | | | |
18+20 0.0591 0.18 qQ | | | |
18+25 0.0578 0.17 qQ | | | |
18+30 0.0565 0.17 qQ | | | |
18+35 0.0553 0.17 qQ | | | |
18+40 0.0541 0.16 qQ | | | |
18+45 0.0531 0.16 qQ | | | |
18+50 0.0520 0.16 qQ | | | |
18+55 0.0510 0.15 qQ | | | |
19+ 0 0.0501 0.15 qQ | | | |
19+ 5 0.0492 0.15 qQ | | | |
19+10 0.0484 0.15 qQ | | | |
19+15 0.0475 0.14 qQ | | | |
19+20 0.0468 0.14 qQ | | | |
19+25 0.0460 0.14 qQ | | | |
19+30 0.0453 0.14 qQ | | | |
19+35 0.0446 0.13 qQ | | | |
19+40 0.0439 0.13 Q | | | |
19+45 0.0433 0.13 Q | | | |
19+50 0.0427 0.13 Q | | | |
4 19+55 0.0421 0.13 Q | | | |
20+ 0 0.0415 0.12 Q | | | |
20+ 5 0.0410 0.12 Q | | | |
20+10 0.0404 0.12 Q | | | |
20+15 0.0399 0.12 Q | | | |
20+20 0.0394 0.12 Q | | | |
20+25 0.0389 0.12 Q | | | |
20+30 0.0385 0.12 Q | | | |
20+35 0.0380 0.11 Q | | | |
20+40 0.0376 0.11 Q | | | |
20+45 0.0371 0.11 Q | | | |
20+50 0.0367 0.11 Q | | | |
20+55 0.0363 0.11 Q | | | |
21+ 0 0.0359 0.11 Q | | | |
21+ 5 0.0355 0.11 Q | | | |
21+10 0.0352 0.11 Q | | | |
21+15 0.0348 0.10 Q | | | |
21+20 0.0344 0.10 Q | | | |
21+25 0.0341 0.10 Q | | | |
21+30 0.0338 0.10 Q | | | |
21+35 0.0334 0.10 Q | | | |
21+40 0.0331 0.10 Q | | | |
21+45 0.0328 0.10 Q | | | |
21+50 0.0325 0.10 Q | | | |
21+55 0.0322 0.10 Q | | | |
22+ 0 0.0319 0.10 Q | | | |
22+ 5 0.0316 0.09 Q | | | |
22+10 0.0314 0.09 Q | | | |
22+15 0.0311 0.09 Q | | | |
22+20 0.0308 0.09 Q | | | |
22+25 0.0306 0.09 Q | | | |
22+30 0.0303 0.09 Q | | | |
22+35 0.0301 0.09 Q | | | |
22+40 0.0298 0.09 Q | | | |
22+45 0.0296 0.09 Q | | | |
22+50 0.0293 0.09 Q | | | |
22+55 0.0291 0.09 Q | | | |
23+ 0 0.0289 0.09 Q | | | |
23+ 5 0.0287 0.09 Q | | | |
23+10 0.0285 0.09 Q | | | |
23+15 0.0282 0.08 Q | | | |
23+20 0.0280 0.08 Q | | | |
23+25 0.0278 0.08 Q | | | |
23+30 0.0276 0.08 Q | | | |
23+35 0.0274 0.08 Q | | | |
23+40 0.0272 0.08 Q | | | |
23+45 0.0271 0.08 Q | | | |
23+50 0.0269 0.08 Q | | | |
23+55 0.0267 0.08 Q | | | |
24+ 0 0.0265 0.08 Q | | | |
24+ 5 0.0081 0.02 Q | | | |
----------------------------------------------------------------------- ****************************HYDROGRAPH DATA**************************** Number of intervals = 289
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 5.346 (CFS)
Total volume = 0.453 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
*********************************************************************** -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING ****
______________________________________________________________________ 5 User entry of depth-outflow-storage data
-------------------------------------------------------------------- Total number of inflow hydrograph intervals = 289
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
-------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
--------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data:

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

0.000 0.000 0.000 0.000 0.000

0.500 0.003 2.220 -0.005 0.011

1.000 0.009 2.220 0.001 0.017

1.500 0.015 2.220 0.007 0.023

2.000 0.021 2.220 0.013 0.029

2.500 0.026 2.200 0.018 0.034

3.000 0.029 2.200 0.021 0.037
-------------------------------------------------------------------- Hydrograph Detention Basin Routing
--------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth
(Hours) (CFS) (CFS) (Ac.Ft) .0 1.3 2.67 4.01 5.35 (Ft.)

0.083 0.05 0.04 0.000 O | | | | 0.01

0.167 0.08 0.08 0.000 O | | | | 0.02

0.250 0.08 0.08 0.000 O | | | | 0.02

0.333 0.08 0.08 0.000 O | | | | 0.02

0.417 0.08 0.08 0.000 O | | | | 0.02

0.500 0.08 0.08 0.000 O | | | | 0.02

0.583 0.08 0.08 0.000 O | | | | 0.02

0.667 0.08 0.08 0.000 O | | | | 0.02

0.750 0.08 0.08 0.000 O | | | | 0.02

0.833 0.08 0.08 0.000 O | | | | 0.02

0.917 0.08 0.08 0.000 O | | | | 0.02

1.000 0.08 0.08 0.000 O | | | | 0.02

1.083 0.08 0.08 0.000 O | | | | 0.02

1.167 0.08 0.08 0.000 O | | | | 0.02

1.250 0.08 0.08 0.000 O | | | | 0.02

1.333 0.08 0.08 0.000 O | | | | 0.02

1.417 0.08 0.08 0.000 O | | | | 0.02

1.500 0.08 0.08 0.000 O | | | | 0.02

1.583 0.08 0.08 0.000 O | | | | 0.02

1.667 0.08 0.08 0.000 O | | | | 0.02

1.750 0.08 0.08 0.000 O | | | | 0.02

1.833 0.08 0.08 0.000 O | | | | 0.02

1.917 0.09 0.09 0.000 O | | | | 0.02

2.000 0.09 0.09 0.000 O | | | | 0.02

2.083 0.09 0.09 0.000 O | | | | 0.02

2.167 0.09 0.09 0.000 O | | | | 0.02

2.250 0.09 0.09 0.000 O | | | | 0.02

2.333 0.09 0.09 0.000 O | | | | 0.02

2.417 0.09 0.09 0.000 O | | | | 0.02

2.500 0.09 0.09 0.000 O | | | | 0.02

2.583 0.09 0.09 0.000 O | | | | 0.02

2.667 0.09 0.09 0.000 O | | | | 0.02

2.750 0.09 0.09 0.000 O | | | | 0.02

2.833 0.09 0.09 0.000 O | | | | 0.02

2.917 0.09 0.09 0.000 O | | | | 0.02

3.000 0.09 0.09 0.000 O | | | | 0.02

3.083 0.09 0.09 0.000 O | | | | 0.02

3.167 0.09 0.09 0.000 O | | | | 0.02

3.250 0.09 0.09 0.000 O | | | | 0.02

3.333 0.09 0.09 0.000 O | | | | 0.02
6 3.417 0.09 0.09 0.000 O | | | | 0.02

3.500 0.09 0.09 0.000 O | | | | 0.02

3.583 0.09 0.09 0.000 O | | | | 0.02

3.667 0.09 0.09 0.000 O | | | | 0.02

3.750 0.09 0.09 0.000 O | | | | 0.02

3.833 0.09 0.09 0.000 O | | | | 0.02

3.917 0.09 0.09 0.000 O | | | | 0.02

4.000 0.09 0.09 0.000 O | | | | 0.02

4.083 0.09 0.09 0.000 O | | | | 0.02

4.167 0.10 0.10 0.000 O | | | | 0.02

4.250 0.10 0.10 0.000 O | | | | 0.02

4.333 0.10 0.10 0.000 O | | | | 0.02

4.417 0.10 0.10 0.000 O | | | | 0.02

4.500 0.10 0.10 0.000 O | | | | 0.02

4.583 0.10 0.10 0.000 O | | | | 0.02

4.667 0.10 0.10 0.000 O | | | | 0.02

4.750 0.10 0.10 0.000 O | | | | 0.02

4.833 0.10 0.10 0.000 O | | | | 0.02

4.917 0.10 0.10 0.000 O | | | | 0.02

5.000 0.10 0.10 0.000 O | | | | 0.02

5.083 0.10 0.10 0.000 O | | | | 0.02

5.167 0.10 0.10 0.000 O | | | | 0.02

5.250 0.10 0.10 0.000 O | | | | 0.02

5.333 0.10 0.10 0.000 O | | | | 0.02

5.417 0.10 0.10 0.000 O | | | | 0.02

5.500 0.10 0.10 0.000 O | | | | 0.02

5.583 0.10 0.10 0.000 O | | | | 0.02

5.667 0.10 0.10 0.000 O | | | | 0.02

5.750 0.10 0.10 0.000 O | | | | 0.02

5.833 0.10 0.10 0.000 O | | | | 0.02

5.917 0.11 0.11 0.000 O | | | | 0.02

6.000 0.11 0.11 0.000 O | | | | 0.02

6.083 0.11 0.11 0.000 O | | | | 0.02

6.167 0.11 0.11 0.000 O | | | | 0.02

6.250 0.11 0.11 0.000 O | | | | 0.02

6.333 0.11 0.11 0.000 O | | | | 0.02

6.417 0.11 0.11 0.000 O | | | | 0.02

6.500 0.11 0.11 0.000 O | | | | 0.02

6.583 0.11 0.11 0.000 O | | | | 0.02

6.667 0.11 0.11 0.000 O | | | | 0.02

6.750 0.11 0.11 0.000 O | | | | 0.02

6.833 0.11 0.11 0.000 O | | | | 0.03

6.917 0.11 0.11 0.000 O | | | | 0.03

7.000 0.11 0.11 0.000 O | | | | 0.03

7.083 0.11 0.11 0.000 O | | | | 0.03

7.167 0.11 0.11 0.000 O | | | | 0.03

7.250 0.12 0.11 0.000 O | | | | 0.03

7.333 0.12 0.12 0.000 O | | | | 0.03

7.417 0.12 0.12 0.000 O | | | | 0.03

7.500 0.12 0.12 0.000 O | | | | 0.03

7.583 0.12 0.12 0.000 O | | | | 0.03

7.667 0.12 0.12 0.000 O | | | | 0.03

7.750 0.12 0.12 0.000 O | | | | 0.03

7.833 0.12 0.12 0.000 O | | | | 0.03

7.917 0.12 0.12 0.000 O | | | | 0.03

8.000 0.12 0.12 0.000 O | | | | 0.03

8.083 0.12 0.12 0.000 O | | | | 0.03

8.167 0.12 0.12 0.000 O | | | | 0.03

8.250 0.12 0.12 0.000 O | | | | 0.03

8.333 0.12 0.12 0.000 O | | | | 0.03

8.417 0.13 0.13 0.000 O | | | | 0.03

8.500 0.13 0.13 0.000 O | | | | 0.03

8.583 0.13 0.13 0.000 O | | | | 0.03

8.667 0.13 0.13 0.000 O | | | | 0.03

8.750 0.13 0.13 0.000 O | | | | 0.03

8.833 0.13 0.13 0.000 O | | | | 0.03

8.917 0.13 0.13 0.000 O | | | | 0.03

9.000 0.13 0.13 0.000 O | | | | 0.03

9.083 0.13 0.13 0.000 O | | | | 0.03

9.167 0.13 0.13 0.000 O | | | | 0.03

9.250 0.14 0.14 0.000 O | | | | 0.03
7 9.333 0.14 0.14 0.000 O | | | | 0.03

9.417 0.14 0.14 0.000 O | | | | 0.03

9.500 0.14 0.14 0.000 O | | | | 0.03

9.583 0.14 0.14 0.000 O | | | | 0.03

9.667 0.14 0.14 0.000 O | | | | 0.03

9.750 0.14 0.14 0.000 O | | | | 0.03

9.833 0.14 0.14 0.000 O | | | | 0.03

9.917 0.14 0.14 0.000 O | | | | 0.03

10.000 0.15 0.15 0.000 O | | | | 0.03

10.083 0.15 0.15 0.000 O | | | | 0.03

10.167 0.15 0.15 0.000 O | | | | 0.03

10.250 0.15 0.15 0.000 O | | | | 0.03

10.333 0.15 0.15 0.000 O | | | | 0.03

10.417 0.15 0.15 0.000 O | | | | 0.03

10.500 0.15 0.15 0.000 O | | | | 0.03

10.583 0.16 0.16 0.000 O | | | | 0.03

10.667 0.16 0.16 0.000 O | | | | 0.04

10.750 0.16 0.16 0.000 O | | | | 0.04

10.833 0.16 0.16 0.000 O | | | | 0.04

10.917 0.16 0.16 0.000 O | | | | 0.04

11.000 0.16 0.16 0.000 O | | | | 0.04

11.083 0.17 0.16 0.000 O | | | | 0.04

11.167 0.17 0.17 0.000 O | | | | 0.04

11.250 0.17 0.17 0.000 |O | | | | 0.04

11.333 0.17 0.17 0.000 |O | | | | 0.04

11.417 0.17 0.17 0.000 |O | | | | 0.04

11.500 0.17 0.17 0.000 |O | | | | 0.04

11.583 0.18 0.18 0.000 |O | | | | 0.04

11.667 0.18 0.18 0.000 |O | | | | 0.04

11.750 0.18 0.18 0.000 |O | | | | 0.04

11.833 0.18 0.18 0.000 |O | | | | 0.04

11.917 0.19 0.18 0.000 |O | | | | 0.04

12.000 0.19 0.19 0.000 |O | | | | 0.04

12.083 0.23 0.22 0.000 |O | | | | 0.05

12.167 0.25 0.25 0.000 |O | | | | 0.06

12.250 0.26 0.26 0.000 |O | | | | 0.06

12.333 0.26 0.26 0.000 |O | | | | 0.06

12.417 0.26 0.26 0.000 |O | | | | 0.06

12.500 0.27 0.27 0.000 |O | | | | 0.06

12.583 0.27 0.27 0.000 |O | | | | 0.06

12.667 0.27 0.27 0.000 |O | | | | 0.06

12.750 0.28 0.28 0.000 |O | | | | 0.06

12.833 0.28 0.28 0.000 |O | | | | 0.06

12.917 0.28 0.28 0.000 |O | | | | 0.06

13.000 0.29 0.29 0.000 |O | | | | 0.06

13.083 0.29 0.29 0.000 |O | | | | 0.07

13.167 0.30 0.30 0.000 |O | | | | 0.07

13.250 0.30 0.30 0.000 |O | | | | 0.07

13.333 0.31 0.30 0.000 |O | | | | 0.07

13.417 0.31 0.31 0.000 |O | | | | 0.07

13.500 0.32 0.31 0.000 |O | | | | 0.07

13.583 0.32 0.32 0.000 |O | | | | 0.07

13.667 0.33 0.33 0.000 |O | | | | 0.07

13.750 0.34 0.33 0.000 | O | | | | 0.08

13.833 0.34 0.34 0.000 | O | | | | 0.08

13.917 0.35 0.35 0.000 | O | | | | 0.08

14.000 0.36 0.36 0.000 | O | | | | 0.08

14.083 0.37 0.37 0.000 | O | | | | 0.08

14.167 0.37 0.37 0.001 | O | | | | 0.08

14.250 0.38 0.38 0.001 | O | | | | 0.09

14.333 0.39 0.39 0.001 | O | | | | 0.09

14.417 0.41 0.40 0.001 | O | | | | 0.09

14.500 0.42 0.42 0.001 | O | | | | 0.09

14.583 0.43 0.43 0.001 | O | | | | 0.10

14.667 0.45 0.45 0.001 | O | | | | 0.10

14.750 0.47 0.46 0.001 | O | | | | 0.10

14.833 0.48 0.48 0.001 | O | | | | 0.11

14.917 0.51 0.50 0.001 | OI | | | | 0.11

15.000 0.52 0.52 0.001 | O | | | | 0.12

15.083 0.55 0.55 0.001 | O | | | | 0.12

15.167 0.58 0.57 0.001 | O | | | | 0.13
8 15.250 0.62 0.61 0.001 | O | | | | 0.14

15.333 0.65 0.64 0.001 | O | | | | 0.14

15.417 0.62 0.63 0.001 | O | | | | 0.14

15.500 0.63 0.62 0.001 | O | | | | 0.14

15.583 0.70 0.69 0.001 | O | | | | 0.15

15.667 0.78 0.76 0.001 | O | | | | 0.17

15.750 0.97 0.92 0.001 | O | | | | 0.21

15.833 1.14 1.12 0.002 | O | | | | 0.25

15.917 1.53 1.43 0.002 | OI | | | 0.32

16.000 2.11 1.99 0.003 | | OI | | | 0.45

16.083 5.35 2.22 0.014 | | O | | I 1.41

16.167 2.99 2.20 0.027 | | O |I | | 2.73

16.250 1.03 2.20 0.026 | I | O | | | 2.51

16.333 0.74 2.22 0.017 | I | O | | | 1.66

16.417 0.68 2.22 0.007 | I | O | | | 0.79

16.500 0.63 0.71 0.001 | IO | | | | 0.16

16.583 0.56 0.55 0.001 | O | | | | 0.12

16.667 0.51 0.53 0.001 | O | | | | 0.12

16.750 0.47 0.48 0.001 | O | | | | 0.11

16.833 0.44 0.45 0.001 | O | | | | 0.10

16.917 0.41 0.42 0.001 | O | | | | 0.09

17.000 0.39 0.39 0.001 | O | | | | 0.09

17.083 0.37 0.37 0.001 | O | | | | 0.08

17.167 0.36 0.36 0.000 | O | | | | 0.08

17.250 0.34 0.34 0.000 | O | | | | 0.08

17.333 0.33 0.33 0.000 |O | | | | 0.07

17.417 0.31 0.32 0.000 |O | | | | 0.07

17.500 0.30 0.30 0.000 |O | | | | 0.07

17.583 0.29 0.30 0.000 |O | | | | 0.07

17.667 0.29 0.29 0.000 |O | | | | 0.06

17.750 0.28 0.28 0.000 |O | | | | 0.06

17.833 0.27 0.27 0.000 |O | | | | 0.06

17.917 0.26 0.27 0.000 |O | | | | 0.06

18.000 0.26 0.26 0.000 |O | | | | 0.06

18.083 0.21 0.22 0.000 |O | | | | 0.05

18.167 0.19 0.19 0.000 |O | | | | 0.04

18.250 0.18 0.18 0.000 |O | | | | 0.04

18.333 0.18 0.18 0.000 |O | | | | 0.04

18.417 0.17 0.17 0.000 |O | | | | 0.04

18.500 0.17 0.17 0.000 |O | | | | 0.04

18.583 0.17 0.17 0.000 O | | | | 0.04

18.667 0.16 0.16 0.000 O | | | | 0.04

18.750 0.16 0.16 0.000 O | | | | 0.04

18.833 0.16 0.16 0.000 O | | | | 0.04

18.917 0.15 0.15 0.000 O | | | | 0.03

19.000 0.15 0.15 0.000 O | | | | 0.03

19.083 0.15 0.15 0.000 O | | | | 0.03

19.167 0.15 0.15 0.000 O | | | | 0.03

19.250 0.14 0.14 0.000 O | | | | 0.03

19.333 0.14 0.14 0.000 O | | | | 0.03

19.417 0.14 0.14 0.000 O | | | | 0.03

19.500 0.14 0.14 0.000 O | | | | 0.03

19.583 0.13 0.13 0.000 O | | | | 0.03

19.667 0.13 0.13 0.000 O | | | | 0.03

19.750 0.13 0.13 0.000 O | | | | 0.03

19.833 0.13 0.13 0.000 O | | | | 0.03

19.917 0.13 0.13 0.000 O | | | | 0.03

20.000 0.12 0.12 0.000 O | | | | 0.03

20.083 0.12 0.12 0.000 O | | | | 0.03

20.167 0.12 0.12 0.000 O | | | | 0.03

20.250 0.12 0.12 0.000 O | | | | 0.03

20.333 0.12 0.12 0.000 O | | | | 0.03

20.417 0.12 0.12 0.000 O | | | | 0.03

20.500 0.12 0.12 0.000 O | | | | 0.03

20.583 0.11 0.11 0.000 O | | | | 0.03

20.667 0.11 0.11 0.000 O | | | | 0.03

20.750 0.11 0.11 0.000 O | | | | 0.03

20.833 0.11 0.11 0.000 O | | | | 0.02

20.917 0.11 0.11 0.000 O | | | | 0.02

21.000 0.11 0.11 0.000 O | | | | 0.02

21.083 0.11 0.11 0.000 O | | | | 0.02
9 21.167 0.11 0.11 0.000 O | | | | 0.02

21.250 0.10 0.10 0.000 O | | | | 0.02

21.333 0.10 0.10 0.000 O | | | | 0.02

21.417 0.10 0.10 0.000 O | | | | 0.02

21.500 0.10 0.10 0.000 O | | | | 0.02

21.583 0.10 0.10 0.000 O | | | | 0.02

21.667 0.10 0.10 0.000 O | | | | 0.02

21.750 0.10 0.10 0.000 O | | | | 0.02

21.833 0.10 0.10 0.000 O | | | | 0.02

21.917 0.10 0.10 0.000 O | | | | 0.02

22.000 0.10 0.10 0.000 O | | | | 0.02

22.083 0.09 0.10 0.000 O | | | | 0.02

22.167 0.09 0.09 0.000 O | | | | 0.02

22.250 0.09 0.09 0.000 O | | | | 0.02

22.333 0.09 0.09 0.000 O | | | | 0.02

22.417 0.09 0.09 0.000 O | | | | 0.02

22.500 0.09 0.09 0.000 O | | | | 0.02

22.583 0.09 0.09 0.000 O | | | | 0.02

22.667 0.09 0.09 0.000 O | | | | 0.02

22.750 0.09 0.09 0.000 O | | | | 0.02

22.833 0.09 0.09 0.000 O | | | | 0.02

22.917 0.09 0.09 0.000 O | | | | 0.02

23.000 0.09 0.09 0.000 O | | | | 0.02

23.083 0.09 0.09 0.000 O | | | | 0.02

23.167 0.09 0.09 0.000 O | | | | 0.02

23.250 0.08 0.08 0.000 O | | | | 0.02

23.333 0.08 0.08 0.000 O | | | | 0.02

23.417 0.08 0.08 0.000 O | | | | 0.02

23.500 0.08 0.08 0.000 O | | | | 0.02

23.583 0.08 0.08 0.000 O | | | | 0.02

23.667 0.08 0.08 0.000 O | | | | 0.02

23.750 0.08 0.08 0.000 O | | | | 0.02

23.833 0.08 0.08 0.000 O | | | | 0.02

23.917 0.08 0.08 0.000 O | | | | 0.02

24.000 0.08 0.08 0.000 O | | | | 0.02

24.083 0.02 0.04 0.000 O | | | | 0.01

24.167 0.00 0.00 0.000 O | | | | 0.00
****************************HYDROGRAPH DATA**************************** Number of intervals = 290
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 2.220 (CFS)
Total volume = 0.453 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
*********************************************************************** -------------------------------------------------------------------- 10 SECTION 5.1

HYDRAULIC CALCULATIONS
INLET SIZING (25-YEAR)

SECTION 5.2

HYDRAULIC CALCULATIONS
PIPE SIZING (25-YEAR)
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.011
Channel Slope 0.00500 ft/ft
Normal Depth 1.00 ft
Diameter 1.50 ft
Discharge 6.88 ft³/s
Cross Section Image
Cross Section for Circular Pipe - 1
9/8/2021 10:28:56 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 POCKET

HYDROLOGY MAPS

EXISTING AND PROPOSED

EXISTING BUILDING

EXISTING

BUILDING
2 1
A R T E S I A F R E E W A Y 91

PEPPERTREE DRIVE

PRIVATE DRIVE

LAND SURVEYORS

PLANNERS

CIVIL ENGINEERS

DATE APP'D DATE

REVISIONS

DESCRIPTION
2552 WHITE ROAD, SUITE B, IRVINE, CA 92614
(949) 660-0110 FAX: 660-0418

JOB NUMBER
DATE:

DRAWN:

CHECKED:

SHEET
OF
DATE
NUMBER

HYDROLOGY MAP - EXISTING
FOR
1442 N. DALE AVE.

ANAHEIM, CA 92801
2073-948-001
11/11/2021
DI
MP
1 1
MARCOS F. PADILLA P.E. 80426
LEGEND:

AREA TABULATION

DESIGNATION AREA
(AC)
Q10
(CFS)
Q25
(CFS)
Q100
(CFS)
A-1 0.93 1.82 2.22 2.89
STOP
STOP
A R T E S I A F R E E W A Y 91
NHAVEN

PRIVATE DRIVE

PEPPERTREE DRIVE (PRIVATE)
1 2 3

4.2 3.1
4 5
6 7
8 3.2

10.2 10
11 10.5

6.1 5.1

6.2 7.1 8.1
9 9.1

10.1 10.3

10.4 LAND SURVEYORS

PLANNERS

CIVIL ENGINEERS

DATE APP'D DATE

REVISIONS

DESCRIPTION
2552 WHITE ROAD, SUITE B, IRVINE, CA 92614
(949) 660-0110 FAX: 660-0418

JOB NUMBER
DATE:

DRAWN:

CHECKED:

SHEET
OF
DATE
NUMBER

HYDROLOGY MAP - PROPOSED
FOR
1442 N. DALE AVE.

ANAHEIM, CA 92801
2073-948-001
01/20/2022
DI
MP
1 1
MARCOS F. PADILLA P.E. 80426
LEGEND:

AREA TABULATION

DESIGNATION AREA
(AC)
Q10
(CFS)
Q25
(CFS)
Q100
(CFS)
A TOTAL 0.93 4.49 5.34 6.92
STOP
STOP
A R T E S I A F R E E W A Y 91
NHAVEN

PRIVATE DRIVE

PEPPERTREE DRIVE (PRIVATE)

LAND SURVEYORS

PLANNERS

CIVIL ENGINEERS

DATE APP'D DATE

REVISIONS

DESCRIPTION
2552 WHITE ROAD, SUITE B, IRVINE, CA 92614
(949) 660-0110 FAX: 660-0418

JOB NUMBER
DATE:

DRAWN:

CHECKED:

SHEET
OF
DATE
NUMBER

PONDING EXHIBIT
FOR
1442 N. DALE AVE.

ANAHEIM, CA 92801
2073-948-001
01/25/2021
DI
MP
1 1
MARCOS F. PADILLA P.E. 80426
Condition 3
Ponding exhibit to be revised
during final engineering once
determined if infiltration is
feasible.

A R T E S I A F R E E W A Y 91
NHAVEN

PRIVATE DRIVE

PEPPERTREE DRIVE (PRIVATE)
1 2 3

4.2 3.1
4 5
6 7
8 3.2

10.2 10
11 10.5

6.1 5.1

6.2 7.1 8.1
9 9.1

10.1 10.3

10.4 LAND SURVEYORS

PLANNERS

CIVIL ENGINEERS

DATE APP'D DATE

REVISIONS

DESCRIPTION
2552 WHITE ROAD, SUITE B, IRVINE, CA 92614
(949) 660-0110 FAX: 660-0418

JOB NUMBER
DATE:

DRAWN:

CHECKED:

SHEET
OF
DATE
NUMBER

HYDROLOGY MAP - PROPOSED
FOR
1442 N. DALE AVE.

ANAHEIM, CA 92801
2073-948-001
01/20/2022
DI
MP
1 1
MARCOS F. PADILLA P.E. 80426
LEGEND:

AREA TABULATION

DESIGNATION AREA
(AC)
Q10
(CFS)
Q25
(CFS)
Q100
(CFS)
A TOTAL 0.93 4.49 5.34 6.92

APPENDIX G

CITY OF BUENA PARK WATER AND SEWER WILL SERVE LETTER

APPENDIX H

PHASE I ENVIRONMENTAL SITE ASSESSMENT
Appendix G Phase I Environmental Site Assessment

PHASE I ENVIRONMENTAL SITE ASSESSMENT
1442 North Dale Avenue
Anaheim, California
Prepared for
Bonanni Development
5500 Bolsa Avenue
Huntington Beach, California 92649
Prepared by
GROUP DELTA CONSULTANTS, INC.
32 Mauchly, Suite B
Irvine, California 92618
Group Delta Project No. EN8197
April 4, 2022
32 Mauchly, Suite B, Irvine, CA 92618 TEL: (949) 450‐2100 Anaheim – Irvine – Ontario – San Diego – Torrance
www.GroupDelta.com
Bonanni Development April 4, 2022
5500 Bolsa Avenue Project No. EN8197
Huntington Beach, California 92649

Attention: Chris Segesman
Subject: Phase I Environmental Site Assessment (ESA) 1442 North Dale Avenue
Anaheim, California
Group Delta Project No. EN8197
Dear Mr. Segesman:

Group Delta Consultants, Inc. is pleased to submit to Bonanni Development this Phase I Environmental Site Assessment report for the property located in Anaheim, California. This report discusses our project purpose, scope of work, execution of work, conclusions, and recommendations for the site. This Environmental Site Assessment was performed in general accordance with our proposal submitted on March 10, 2022.

We appreciate your selection of Group Delta Consultants for this project and look forward to assisting you further on this and other projects. If you have any questions, please do not hesitate to contact us.

Should you have any questions regarding this report, please feel free to call us at (949) 450‐2100.

Sincerely,
GROUP DELTA CONSULTANTS, INC.

Glenn Burks, Ph.D., P.E. Laura Botzong Principal, Director of Environmental Services Project Scientist Environmental Professional
Page i

TABLE OF CONTENTS
EXECUTIVE SUMMARY 1

1.0 INTRODUCTION 3

1.1 Background and Project Description ..................................................................3

1.2 Purpose ...............................................................................................................3

1.3 Detailed Scope of Work ......................................................................................3

1.4 Significant Assumptions ......................................................................................4

1.5 Limitations and Exceptions .................................................................................4

1.6 Special Terms and Conditions .............................................................................5

1.7 User Reliance .......................................................................................................5

2.0 SITE DESCRIPTION 6

2.1 Location and Legal Description of the Site .........................................................6

2.2 Site and Vicinity General Characteristics ............................................................6

2.3 Current Use of the Site ........................................................................................6

2.4 Site Geology ........................................................................................................6

2.5 Site Hydrology .....................................................................................................6

2.6 Current Uses of Adjacent Properties ..................................................................7

3.0 USER PROVIDED INFORMATION 8

3.1 Title Records ........................................................................................................8

3.2 Environmental Liens or Activity and Other Use Limitations (AUL) .....................8

3.3 Owner/Occupant Interviews ...............................................................................8

3.4 Reason for Performing ESA .................................................................................8

3.5 Review of Existing Site Reports ...........................................................................8

4.0 ENVIRONMENTAL DATA SEARCH 9

4.1 Database Information on the Site and the Adjacent Properties ........................9

4.2 Historical Use Information on the Site and Adjoining Properties .....................11

5.0 REGULATORY AGENCY RECORDS 13

5.1 Online Available Records ..................................................................................13

5.2 Local Department Records ................................................................................14

6.0 SITE RECONNAISSANCE 15

6.1 Methodology and Limiting Conditions ..............................................................15

6.2 General Site Setting ...........................................................................................15

6.3 Adjacent Properties Site Observations .............................................................16

6.4 Site Visit Findings ..............................................................................................16

7.0 SIGNIFICANT DATA GAPS 17

7.1 Data Gaps ..........................................................................................................17

7.2 Data Failures ......................................................................................................17

8.0 FINDINGS AND CONCLUSIONS 18
Page ii

9.0 DEVIATIONS 19

10.0 REFERENCES 20
Figure:

Figure 1 Site Location Map

Appendices:

Appendix A Site Photographs
Appendix B Environmental Data Resources, Inc. Report (Radius Search Map, Sanborn Maps, Aerial Photographs, Topographic Maps & City Directories), Regulatory Agency Records

Phase I Environmental Site Assessment (ESA) April 4, 2022 1442 North Dale Avenue
Anaheim, California
Group Delta Project No. EN8197

Page 1 ends

Anaheim City CouncilAugust 9, 2022

Anaheim City Council
August 9, 2022