HomeMy WebLinkAboutAppendix J - Preliminary Hydrology Study
PRELIMINARY HYDROLOGY REPORT
For:
POPLAR SOUTH DISTRIBUTION CENTER
Project Site Location/Address:
Rose Avenue & Catawba Avenue
Fontana, CA, 92337
Prepared For:
Seefried industrial Properties, Inc.
2301 Rosecrans Avenue, Suite 3165
El Segundo, CA 90245
Prepared by:
DRC Engineering, Inc.
160 S. Old Springs Road, Suite 210
Anaheim, CA 92808
(714) 685-6860
Brian Anderson
June 03, 2022
Project No. 22-305
HYDROLOGY REPORT POPLAR SOUTH DISTRIBUTION CENTER
22-305 Hydrology Report.doc 1
TABLE OF CONTENTS
Section I Introduction
Section II Hydrology Methodology
Section III Project Description
Existing Site Conditions
Proposed Site Conditions
Section IV Conclusion
Appendix A Vicinity Map
Drainage Criteria
FEMA FIRM Panels
Existing Hydrology Map
Proposed Hydrology Map
Appendix B Rational Method Analysis Existing Condition
Appendix C Rational Method Analysis Proposed Condition
Appendix D Detention Basin Calculations (Hydroflow)
Appendix E A. Existing Storm Drain As-Built Plans
B. Pipe Hydraulic Calculations
DRC
HYDROLOGY REPORT POPLAR SOUTH DISTRIBUTION CENTER
22-305 Hydrology Report.doc 2
SECTION I Introduction
This hydrology report has been prepared for the proposed POPLAR SOUTH
DISTRIBUTION CENTER. The project site is situated on Rose Ave. between Poplar
Ave. and Catawba Ave. in Fontana, San Bernardino County, State of California, as
shown on the location map in Technical Appendix A.
SECTION II Methodology
The hydrologic analysis was completed in accordance with the 1986 San Bernardino
County Hydrology Manual and 2010 Hydrology Manual Addendum. The rational method
has been used to calculate peak flows for both the existing and proposed site conditions.
The Hydrology Manual Addendum requires the use of NOAA Atlas 14 rainfall values
when completing hydrologic analyses. The Addendum also requires the use of the
USDA Web Soil Survey for soil type groupings. The Web Soil Survey indicates the
project site is situated within an area comprised of Soboba Gravelly Loamy Fine Sand
and Tujunga Gravelly Loamy Sand soils, which is identified as hydrologic soil type “A” in
the Hydrology Manual.
SECTION III Project Discussion
The project site will redevelop approximately 19.05 acres of an existing residential
development with a proposed dry storage warehouse, trucking dock, and parking lots.
Construction activities include the construction of new buildings, parking lot pavement,
concrete curbs, driveways, walkways, landscaping planters and related utilities.
Existing Condition: The existing site is developed residential. The residential area
north of Rose Ave. drains southerly towards Rose Avenue. This runoff including the
runoff from Rose Ave. is then conveyed along Rose Ave. towards Poplar Ave. via
overland flow. The residential area south of Rose Ave. drains north-east to south-west.
The following table summarizes the data and results for the 10-year and 100-year storm
events in the proposed condition. All calculations can be found in Technical Appendix
B of this report.
DRC
HYDROLOGY REPORT POPLAR SOUTH DISTRIBUTION CENTER
22-305 Hydrology Report.doc 3
EXISTING DRAINAGE SUMMARY
SUBAREA AREA Q10 (cfs) Q100 (cfs)
A1 12.57 8.58 19.29
A2 6.48 12.43 25.85
TOTALS: 19.05 21.01 45.14
Proposed Condition: The proposed development will be consistent with the existing
condition in terms of the overall drainage pattern. The proposed project development will
collect drainage by grate inlets and catch basins, then piped via an onsite underground
storm drain system. The storm drain system will discharge to a proposed onsite
underground infiltration basin to meet the regional LID structural treatment control best
management practice (BMP). The proposed underground infiltration system will collect
the water from a storm which will then percolate through the ground. Large storm events
with water volume in excess of infiltration basin design capacity, will outfall via storm
drain connection to the existing 72” storm drain line located on Poplar Ave.
The project stormwater will utilize an underground infiltration basin (ADS StormTech
MC-7200 chambers) to address the regional LID structural treatment control best
management practice (BMP). Water quality pre-treatment will be handled by two
Barracuda ADS Max Units, one at each end of the infiltration system. Outlet of the
treated stormwater will discharge to a proposed underground detention basin which
maximum outlet flow rate is equal or less than the existing condition 100-year 24-hour
storm event. Refer to Appendix B for more details.
The following table summarizes the data and results for the 10-year and 100-year storm
events in the proposed condition. All calculations can be found in Technical Appendix C
of this report.
PROPOSED DRAINAGE SUMMARY
SUBAREA AREA Q10 (cfs) Q100 (cfs)
A1 3.83 8.92 14.77
A2 2.19 5.24 8.66
A3 6.24 15.63 25.39
A4 2.27 6.45 10.48
A5 4.03 9.57 15.84
TOTAL 18.56 45.81 75.14
Flood Plain Mapping
The National Flood Insurance Act (1968) established the National Flood Insurance
Program, which is based on the minimal requirements for floodplain management and is
designed to minimize flood damage within Special Flood Hazard Areas. The Federal
Emergency Management Agency (FEMA) is the agency that administrates the National
Flood Insurance Program. Special Flood Hazard Areas (SFHA) are defined as areas that
DRC
HYDROLOGY REPORT POPLAR SOUTH DISTRIBUTION CENTER
22-305 Hydrology Report.doc 4
have a 1% chance of flooding within a given year. This is also referred to as the 100-
year flood. Flood Insurance Rate Maps (FIRMs) were developed to identify areas of
flood hazards within a community.
According to the Flood Insurance Rate Map (FIRM) catalog, there are FIRMs produced
by FEMA for the project Site:
MAP Number: 16071C8665H
Map Revised: 08/28/2008
The entire project site is falls within the “Zone X” flood plain area. The “Zone X” is
defined as area outside of the 100-year floodplain. Refer to Technical Appendix A.
Storm Drain Improvements
The proposed storm drain system is composed of various sized storm drain lines to pick
up on-site runoff from inlet catch basins and conveyed to the proposed infiltration basin.
Refer to Technical Appendix E for supporting preliminary pipe hydraulic calculations.
SECTION IV Conclusion
In conclusion, the proposed development will not adversely affect the existing drainage
patterns in the area and will provide adequate protection for the proposed on-site
improvements and structures.
DRC
HYDROLOGY REPORT POPLAR SOUTH DISTRIBUTION CENTER
22-305 Hydrology Report.doc 5
Technical Appendix A
Vicinity Map and
Drainage Criteria
FEMA FIRM Panels
Existing Hydrology Map
Proposed Hydrology Map
DRC
National Flood Hazard Layer FIRMette 'FEMA Legend
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
OTHER AREAS OF
FLOOD HAZARD
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BF or Depth zone AE, AO, AH, VE; AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1.% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone x
Future Conditions 1.% Annual
Chance Flood Hazard zone x
Area with Reduced Flood Risk due to
Levee. See Notes. zone x
Area with Flood Risk due lo Levee zone o
NO scREEN Area of Minimal Flood Hazard zone x
c:::::::J Effective LOMRs
0TH R AREAS Area of Undetermined Flood Hazard zone o
G NERAL Channel. Culvert, or Storm Sewer
STRUCTURES I I 1 1 I 1 1 Levee, Dike, or Floodwall
OTHER
FEATURES
MAP PAN LS
Cross Sections with 1.% Annual Chance
Water Surface Elevation
, ---Coastal Transect
-11J-Base Flood Elevation Une (BF = Limit of Study
---Jurisdiction Boundary
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Digital Data Available N
No Digital Data Available
Unmapped +
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 3/1.4/2022 at 2:28 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar. map creation elate, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
NOAA Atlas 14, Volume 6, Version 2
Location name: Fontana, California, USA*
Latitude: 34.0531°, Longitude: -117.4626°
Elevation: 1009.7 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic,
Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel
Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.104
(0.087-0.126)
0.136
(0.113-0.165)
0.180
(0.149-0.219)
0.216
(0.178-0.265)
0.268
(0.213-0.340)
0.309
(0.240-0.401)
0.352
(0.267-0.469)
0.398
(0.293-0.545)
0.463
(0.327-0.663)
0.516
(0.352-0.766)
10-min 0.149
(0.124-0.181)
0.195
(0.162-0.237)
0.257
(0.214-0.313)
0.310
(0.255-0.380)
0.384
(0.305-0.487)
0.443
(0.344-0.574)
0.504
(0.383-0.672)
0.570
(0.420-0.782)
0.664
(0.469-0.950)
0.740
(0.504-1.10)
15-min 0.180
(0.150-0.218)
0.236
(0.196-0.286)
0.311
(0.259-0.379)
0.375
(0.309-0.460)
0.464
(0.369-0.589)
0.535
(0.416-0.695)
0.610
(0.463-0.812)
0.690
(0.508-0.946)
0.803
(0.567-1.15)
0.895
(0.610-1.33)
30-min 0.271
(0.226-0.328)
0.354
(0.295-0.430)
0.468
(0.388-0.569)
0.563
(0.463-0.691)
0.697
(0.554-0.885)
0.804
(0.625-1.04)
0.916
(0.695-1.22)
1.04
(0.763-1.42)
1.21
(0.851-1.73)
1.34
(0.915-1.99)
60-min 0.397
(0.331-0.480)
0.519
(0.432-0.630)
0.685
(0.569-0.834)
0.825
(0.679-1.01)
1.02
(0.812-1.30)
1.18
(0.916-1.53)
1.34
(1.02-1.79)
1.52
(1.12-2.08)
1.77
(1.25-2.53)
1.97
(1.34-2.92)
2-hr 0.590
(0.492-0.715)
0.764
(0.636-0.927)
0.993
(0.825-1.21)
1.18
(0.973-1.45)
1.44
(1.15-1.83)
1.65
(1.28-2.14)
1.85
(1.41-2.47)
2.07
(1.53-2.84)
2.38
(1.68-3.40)
2.62
(1.78-3.88)
3-hr 0.748
(0.623-0.906)
0.964
(0.803-1.17)
1.25
(1.03-1.52)
1.48
(1.22-1.81)
1.79
(1.42-2.27)
2.03
(1.58-2.64)
2.28
(1.73-3.03)
2.53
(1.87-3.47)
2.88
(2.04-4.13)
3.16
(2.15-4.68)
6-hr 1.06
(0.885-1.29)
1.37
(1.14-1.66)
1.76
(1.46-2.14)
2.08
(1.71-2.55)
2.50
(1.99-3.18)
2.82
(2.19-3.66)
3.14
(2.38-4.18)
3.47
(2.56-4.76)
3.91
(2.76-5.60)
4.25
(2.89-6.30)
12-hr 1.40
(1.17-1.70)
1.82
(1.51-2.21)
2.35
(1.95-2.86)
2.77
(2.28-3.40)
3.32
(2.64-4.22)
3.73
(2.90-4.84)
4.14
(3.14-5.51)
4.55
(3.35-6.23)
5.09
(3.59-7.28)
5.50
(3.74-8.15)
24-hr 1.88
(1.66-2.16)
2.48
(2.19-2.86)
3.23
(2.85-3.74)
3.82
(3.34-4.46)
4.59
(3.89-5.54)
5.16
(4.28-6.35)
5.73
(4.64-7.21)
6.29
(4.95-8.14)
7.02
(5.31-9.46)
7.57
(5.53-10.6)
2-day 2.26
(2.00-2.61)
3.05
(2.70-3.52)
4.05
(3.57-4.69)
4.85
(4.24-5.65)
5.89
(4.99-7.10)
6.68
(5.54-8.21)
7.45
(6.04-9.39)
8.24
(6.49-10.7)
9.27
(7.01-12.5)
10.0
(7.35-14.0)
3-day 2.45
(2.17-2.82)
3.35
(2.97-3.87)
4.52
(3.98-5.23)
5.45
(4.77-6.36)
6.70
(5.67-8.07)
7.64
(6.34-9.39)
8.58
(6.95-10.8)
9.54
(7.52-12.3)
10.8
(8.18-14.6)
11.8
(8.63-16.5)
4-day 2.64
(2.34-3.04)
3.65
(3.23-4.22)
4.97
(4.38-5.75)
6.03
(5.27-7.03)
7.45
(6.31-8.98)
8.54
(7.08-10.5)
9.63
(7.80-12.1)
10.7
(8.47-13.9)
12.3
(9.27-16.5)
13.4
(9.81-18.7)
7-day 3.02
(2.67-3.48)
4.25
(3.75-4.90)
5.85
(5.16-6.77)
7.16
(6.26-8.35)
8.94
(7.57-10.8)
10.3
(8.55-12.7)
11.7
(9.47-14.7)
13.1
(10.4-17.0)
15.1
(11.4-20.3)
16.6
(12.1-23.2)
10-day 3.27
(2.89-3.77)
4.63
(4.10-5.35)
6.43
(5.67-7.44)
7.91
(6.92-9.23)
9.94
(8.42-12.0)
11.5
(9.55-14.2)
13.1
(10.6-16.5)
14.8
(11.7-19.2)
17.1
(12.9-23.1)
18.9
(13.8-26.4)
20-day 3.89
(3.45-4.49)
5.58
(4.94-6.45)
7.86
(6.93-9.10)
9.77
(8.54-11.4)
12.4
(10.5-15.0)
14.5
(12.1-17.9)
16.7
(13.5-21.1)
19.0
(15.0-24.7)
22.3
(16.9-30.0)
24.9
(18.2-34.7)
30-day 4.59
(4.07-5.30)
6.59
(5.83-7.60)
9.31
(8.21-10.8)
11.6
(10.2-13.5)
14.9
(12.6-17.9)
17.5
(14.5-21.5)
20.2
(16.4-25.5)
23.2
(18.2-30.0)
27.3
(20.7-36.8)
30.7
(22.4-42.8)
45-day 5.44
(4.82-6.27)
7.73
(6.84-8.92)
10.9
(9.61-12.6)
13.6
(11.9-15.9)
17.5
(14.8-21.1)
20.6
(17.1-25.4)
24.0
(19.4-30.2)
27.6
(21.8-35.8)
32.8
(24.8-44.3)
37.1
(27.1-51.7)
60-day 6.41
(5.67-7.38)
8.97
(7.93-10.4)
12.5
(11.1-14.5)
15.6
(13.7-18.2)
20.1
(17.0-24.2)
23.8
(19.7-29.3)
27.7
(22.5-34.9)
32.0
(25.2-41.5)
38.2
(28.9-51.6)
43.4
(31.7-60.5)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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D i II II II II D I II II II II D I II II II II D I II II II II D I II II II II
D I II II II II
D I II II II II
D I II II II II
D I II II II II
D I II II II II
D I II II II II
D I II II II II
D I II II II II
D I II II II II D I II II II II
D I II II II II
D I II II II II D I II II II II
D I II II II II D I II II II II
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Maps & aerials
Small scale terrain
Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.0531&...
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Latitude: 34.0531°, Longitude: -117 .4626°
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2 5 10 25 50 100 200 500
Average recurrence interval (years)
>, >, re re -c -c l/'16 ~'°
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NOAA Atlas 14, Volume 6, Version 2 Created (GMT): Mon Mar 14 H :26:36 2022
Average r•ecurrence
interval
(years)
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50
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200
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1000
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3-day
4-day
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Large scale terrain
Large scale map
Large scale aerial
+
–
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2mi
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United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
San Bernardino
County Southwestern
Part, California
Natural
Resources
Conservation
Service
April 4, 2022
USDA
~
NRCS
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................12
Map Unit Descriptions........................................................................................12
San Bernardino County Southwestern Part, California...................................14
TuB—Tujunga loamy sand, 0 to 5 percent slopes.......................................14
References............................................................................................................16
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
37
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Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 100 200 400 600Feet
0 30 60 120 180Meters
Map Scale: 1:2,200 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: San Bernardino County Southwestern Part,
California
Survey Area Data: Version 13, Sep 13, 2021
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 11, 2020—Nov
15, 2020
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
Custom Soil Resource Report
10
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imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
11
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
TuB Tujunga loamy sand, 0 to 5
percent slopes
21.3 100.0%
Totals for Area of Interest 21.3 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
Custom Soil Resource Report
12
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
13
San Bernardino County Southwestern Part, California
TuB—Tujunga loamy sand, 0 to 5 percent slopes
Map Unit Setting
National map unit symbol: 2sx6y
Elevation: 650 to 3,110 feet
Mean annual precipitation: 10 to 25 inches
Mean annual air temperature: 62 to 65 degrees F
Frost-free period: 325 to 365 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Tujunga, loamy sand, and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tujunga, Loamy Sand
Setting
Landform:Alluvial fans
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Alluvium derived from granite
Typical profile
A - 0 to 6 inches: loamy sand
C1 - 6 to 18 inches: loamy sand
C2 - 18 to 60 inches: loamy sand
Properties and qualities
Slope:0 to 5 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Somewhat excessively drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat):High to very high (5.95
to 19.98 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:Rare
Frequency of ponding:None
Available water supply, 0 to 60 inches: Low (about 4.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: A
Ecological site: R019XG912CA - Sandy Fan
Hydric soil rating: No
Minor Components
Tujunga, gravelly loamy sand
Percent of map unit:10 percent
Landform:Alluvial fans
Landform position (three-dimensional):Tread
Custom Soil Resource Report
14
Down-slope shape:Linear
Across-slope shape:Linear
Hydric soil rating: No
Hanford, sandy loam
Percent of map unit:5 percent
Landform:Alluvial fans
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Hydric soil rating: No
Custom Soil Resource Report
15
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
16
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
17
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
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849.0 FL ELEVATION
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~~------■----§ ISSUE: HYDROLOGY "-
DATE: 06/03/202 ]
CHECKED:BA DRAWN:FM l
"' DRA\\1NG FILE: 22305PRHM ;l t----------1 I
PROJECT NO.: 22 IOI ~ ----------1 /
SHEET NUMBER: ~
1 ;:J-
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OF 01 SHEETS w t----------1 ~
SCALE: 1' ■ 80' ~
C:
HYDROLOGY REPORT POPLAR SOUTH DISTRIBUTION CENTER
22-305 Hydrology Report.doc 6
Technical Appendix B
Rational Method Analysis
Existing Condition
DRC
EXSTING CONDITION 10-YEAR STORM EVENT
RATIONAL METHOD CALCULATIONS
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 7.2
Rational Hydrology Study Date: 03/17/22
------------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
EXISTING CONDITION
10 YEAR 1 HOUR STORM
SUB AREA A1
------------------------------------------------------------------------
Program License Serial Number 6310
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall = 0.825 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
RESIDENTIAL(1 acre lot)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8000 Max loss rate(Fm)= 0.782(In/Hr)
Initial subarea data:
Initial area flow distance = 682.000(Ft.)
Top (of initial area) elevation = 1015.000(Ft.)
Bottom (of initial area) elevation = 1008.500(Ft.)
Difference in elevation = 6.500(Ft.)
Slope = 0.00953 s(%)= 0.95
TC = k(0.469)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 16.176 min.
Rainfall intensity = 1.811(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.511
Subarea runoff = 8.577(CFS)
Total initial stream area = 9.260(Ac.)
Pervious area fraction = 0.800
Initial area Fm value = 0.782(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 9.260(Ac.)
Runoff from this stream = 8.577(CFS)
Time of concentration = 16.18 min.
Rainfall intensity = 1.811(In/Hr)
Area averaged loss rate (Fm) = 0.7822(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 8.58 9.260 16.18 0.782 1.811
Qmax(1) =
1.000 * 1.000 * 8.577) + = 8.577
Total of 1 main streams to confluence:
Flow rates before confluence point:
9.577
Maximum flow rates at confluence using above data:
8.577
Area of streams before confluence:
9.260
Effective area values after confluence:
9.260
Results of confluence:
Total flow rate = 8.577(CFS)
Time of concentration = 16.176 min.
Effective stream area after confluence = 9.260(Ac.)
Study area average Pervious fraction(Ap) = 0.800
Study area average soil loss rate(Fm) = 0.782(In/Hr)
Study area total = 9.26(Ac.)
End of computations, Total Study Area = 9.26 (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) = 0.800
Area averaged SCS curve number = 32.0
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 7.2
Rational Hydrology Study Date: 03/17/22
------------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
EXISTING CONDITION
10 YEAR 1 HOUR STORM
SUB AREA A2
------------------------------------------------------------------------
Program License Serial Number 6310
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall = 0.825 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
RESIDENTIAL(1 acre lot)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8000 Max loss rate(Fm)= 0.782(In/Hr)
Initial subarea data:
Initial area flow distance = 377.000(Ft.)
Top (of initial area) elevation = 1013.700(Ft.)
Bottom (of initial area) elevation = 1008.300(Ft.)
Difference in elevation = 5.400(Ft.)
Slope = 0.01432 s(%)= 1.43
TC = k(0.469)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.762 min.
Rainfall intensity = 2.193(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.579
Subarea runoff = 12.430(CFS)
Total initial stream area = 9.790(Ac.)
Pervious area fraction = 0.800
Initial area Fm value = 0.782(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 9.790(Ac.)
Runoff from this stream = 12.430(CFS)
Time of concentration = 11.76 min.
Rainfall intensity = 2.193(In/Hr)
Area averaged loss rate (Fm) = 0.7822(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 12.43 9.790 11.76 0.782 2.193
Qmax(1) =
1.000 * 1.000 * 12.430) + = 12.430
Total of 1 main streams to confluence:
Flow rates before confluence point:
13.430
Maximum flow rates at confluence using above data:
12.430
Area of streams before confluence:
9.790
Effective area values after confluence:
9.790
Results of confluence:
Total flow rate = 12.430(CFS)
Time of concentration = 11.762 min.
Effective stream area after confluence = 9.790(Ac.)
Study area average Pervious fraction(Ap) = 0.800
Study area average soil loss rate(Fm) = 0.782(In/Hr)
Study area total = 9.79(Ac.)
End of computations, Total Study Area = 9.79 (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) = 0.800
Area averaged SCS curve number = 32.0
EXSTING CONDITION 100-YEAR STORM EVENT
RATIONAL METHOD CALCULATIONS
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 7.2
Rational Hydrology Study Date: 03/17/22
------------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
EXISTING CONDITION
100 YEAR 1 HOUR STORM
SUB AREA A1
------------------------------------------------------------------------
Program License Serial Number 6310
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.340 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
RESIDENTIAL(1 acre lot)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.8000 Max loss rate(Fm)= 0.628(In/Hr)
Initial subarea data:
Initial area flow distance = 682.000(Ft.)
Top (of initial area) elevation = 1015.000(Ft.)
Bottom (of initial area) elevation = 1008.500(Ft.)
Difference in elevation = 6.500(Ft.)
Slope = 0.00953 s(%)= 0.95
TC = k(0.469)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 16.176 min.
Rainfall intensity = 2.942(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.708
Subarea runoff = 19.286(CFS)
Total initial stream area = 9.260(Ac.)
Pervious area fraction = 0.800
Initial area Fm value = 0.628(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 9.260(Ac.)
Runoff from this stream = 19.286(CFS)
Time of concentration = 16.18 min.
Rainfall intensity = 2.942(In/Hr)
Area averaged loss rate (Fm) = 0.6281(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 19.29 9.260 16.18 0.628 2.942
Qmax(1) =
1.000 * 1.000 * 19.286) + = 19.286
Total of 1 main streams to confluence:
Flow rates before confluence point:
20.286
Maximum flow rates at confluence using above data:
19.286
Area of streams before confluence:
9.260
Effective area values after confluence:
9.260
Results of confluence:
Total flow rate = 19.286(CFS)
Time of concentration = 16.176 min.
Effective stream area after confluence = 9.260(Ac.)
Study area average Pervious fraction(Ap) = 0.800
Study area average soil loss rate(Fm) = 0.628(In/Hr)
Study area total = 9.26(Ac.)
End of computations, Total Study Area = 9.26 (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) = 0.800
Area averaged SCS curve number = 32.0
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 7.2
Rational Hydrology Study Date: 03/17/22
------------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
EXISTING CONDITION
100 YEAR 1 HOUR STORM
SUB AREA 2
------------------------------------------------------------------------
Program License Serial Number 6310
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.340 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
RESIDENTIAL(1 acre lot)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.8000 Max loss rate(Fm)= 0.628(In/Hr)
Initial subarea data:
Initial area flow distance = 377.000(Ft.)
Top (of initial area) elevation = 1013.700(Ft.)
Bottom (of initial area) elevation = 1008.300(Ft.)
Difference in elevation = 5.400(Ft.)
Slope = 0.01432 s(%)= 1.43
TC = k(0.469)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.762 min.
Rainfall intensity = 3.562(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.741
Subarea runoff = 25.851(CFS)
Total initial stream area = 9.790(Ac.)
Pervious area fraction = 0.800
Initial area Fm value = 0.628(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 9.790(Ac.)
Runoff from this stream = 25.851(CFS)
Time of concentration = 11.76 min.
Rainfall intensity = 3.562(In/Hr)
Area averaged loss rate (Fm) = 0.6281(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 25.85 9.790 11.76 0.628 3.562
Qmax(1) =
1.000 * 1.000 * 25.851) + = 25.851
Total of 1 main streams to confluence:
Flow rates before confluence point:
26.851
Maximum flow rates at confluence using above data:
25.851
Area of streams before confluence:
9.790
Effective area values after confluence:
9.790
Results of confluence:
Total flow rate = 25.851(CFS)
Time of concentration = 11.762 min.
Effective stream area after confluence = 9.790(Ac.)
Study area average Pervious fraction(Ap) = 0.800
Study area average soil loss rate(Fm) = 0.628(In/Hr)
Study area total = 9.79(Ac.)
End of computations, Total Study Area = 9.79 (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) = 0.800
Area averaged SCS curve number = 32.0
HYDROLOGY REPORT POPLAR SOUTH DISTRIBUTION CENTER
22-305 Hydrology Report.doc 7
Technical Appendix C
Rational Method Analysis
Proposed Condition
DRC
PROP. CONDITION 10-YEAR STORM EVENT
RATIONAL METHOD CALCULATIONS
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 7.2
Rational Hydrology Study Date: 03/25/22
------------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
PROPOSED CONDITION
10 YEAR 1 HOUR STORM
SUB AREA 1
------------------------------------------------------------------------
Program License Serial Number 6310
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall = 0.825 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 96.000 to Point/Station 60.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
Initial area flow distance = 516.000(Ft.)
Top (of initial area) elevation = 1022.200(Ft.)
Bottom (of initial area) elevation = 1013.600(Ft.)
Difference in elevation = 8.600(Ft.)
Slope = 0.01667 s(%)= 1.67
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.386 min.
Rainfall intensity = 2.687(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.867
Subarea runoff = 8.924(CFS)
Total initial stream area = 3.830(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60.000 to Point/Station 70.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1010.700(Ft.)
Downstream point/station elevation = 1002.600(Ft.)
Pipe length = 1161.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.924(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 8.924(CFS)
Normal flow depth in pipe = 11.60(In.)
Flow top width inside pipe = 23.99(In.)
Critical Depth = 12.80(In.)
Pipe flow velocity = 5.93(Ft/s)
Travel time through pipe = 3.26 min.
Time of concentration (TC) = 11.65 min.
End of computations, Total Study Area = 3.83 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged SCS curve number = 32.0
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 7.2
Rational Hydrology Study Date: 03/25/22
------------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
PROPOSED CONDITION
10 YEAR 1 HOUR STORM
A2
------------------------------------------------------------------------
Program License Serial Number 6310
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall = 0.825 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 97.000 to Point/Station 10.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
Initial area flow distance = 235.000(Ft.)
Top (of initial area) elevation = 1015.300(Ft.)
Bottom (of initial area) elevation = 1014.300(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.00426 s(%)= 0.43
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.045 min.
Rainfall intensity = 2.754(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.868
Subarea runoff = 5.236(CFS)
Total initial stream area = 2.190(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 20.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1009.500(Ft.)
Downstream point/station elevation = 1002.600(Ft.)
Pipe length = 780.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.236(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 5.236(CFS)
Normal flow depth in pipe = 8.11(In.)
Flow top width inside pipe = 22.70(In.)
Critical Depth = 9.67(In.)
Pipe flow velocity = 5.60(Ft/s)
Travel time through pipe = 2.32 min.
Time of concentration (TC) = 10.36 min.
End of computations, Total Study Area = 2.19 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged SCS curve number = 32.0
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 7.2
Rational Hydrology Study Date: 03/25/22
------------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
PROPOSED CONDITION
10 YEAR 1 HOUR STORM
A3
------------------------------------------------------------------------
Program License Serial Number 6310
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall = 0.825 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 75.000 to Point/Station 50.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.0100 Max loss rate(Fm)= 0.000(In/Hr)
Initial subarea data:
Initial area flow distance = 609.000(Ft.)
Top (of initial area) elevation = 1021.100(Ft.)
Bottom (of initial area) elevation = 1009.200(Ft.)
Difference in elevation = 11.900(Ft.)
Slope = 0.01954 s(%)= 1.95
TC = k(0.277)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.908 min.
Rainfall intensity = 2.783(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 15.629(CFS)
Total initial stream area = 6.240(Ac.)
Pervious area fraction = 0.010
Initial area Fm value = 0.000(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 55.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1005.000(Ft.)
Downstream point/station elevation = 1002.600(Ft.)
Pipe length = 44.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.629(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 15.629(CFS)
Normal flow depth in pipe = 8.94(In.)
Flow top width inside pipe = 23.21(In.)
Critical Depth = 17.10(In.)
Pipe flow velocity = 14.64(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 7.96 min.
End of computations, Total Study Area = 6.24 (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) = 0.010
Area averaged SCS curve number = 32.0
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 7.2
Rational Hydrology Study Date: 03/25/22
------------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
PROPOSED CONDITION
10 YEAR 1 HOUR STORM
A4 & A5
------------------------------------------------------------------------
Program License Serial Number 6310
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall = 0.825 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 95.000 to Point/Station 30.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 0.00
Pervious ratio(Ap) = 0.0100 Max loss rate(Fm)= 0.000(In/Hr)
Initial subarea data:
Initial area flow distance = 427.000(Ft.)
Top (of initial area) elevation = 1021.100(Ft.)
Bottom (of initial area) elevation = 1009.300(Ft.)
Difference in elevation = 11.800(Ft.)
Slope = 0.02763 s(%)= 2.76
TC = k(0.277)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.402 min.
Rainfall intensity = 3.159(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 6.454(CFS)
Total initial stream area = 2.270(Ac.)
Pervious area fraction = 0.010
Initial area Fm value = 0.000(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1005.000(Ft.)
Downstream point/station elevation = 1003.100(Ft.)
Pipe length = 379.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.454(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 6.454(CFS)
Normal flow depth in pipe = 10.59(In.)
Flow top width inside pipe = 23.83(In.)
Critical Depth = 10.81(In.)
Pipe flow velocity = 4.82(Ft/s)
Travel time through pipe = 1.31 min.
Time of concentration (TC) = 7.71 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 85.000 to Point/Station 40.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 0.00
Pervious ratio(Ap) = 0.0100 Max loss rate(Fm)= 0.000(In/Hr)
Time of concentration = 7.71 min.
Rainfall intensity = 2.825(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.900
Subarea runoff = 9.565(CFS) for 4.030(Ac.)
Total runoff = 16.019(CFS)
Effective area this stream = 6.30(Ac.)
Total Study Area (Main Stream No. 1) = 6.30(Ac.)
Area averaged Fm value = 0.000(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 45.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1003.100(Ft.)
Downstream point/station elevation = 1002.600(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 16.019(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 16.019(CFS)
Normal flow depth in pipe = 14.39(In.)
Flow top width inside pipe = 23.52(In.)
Critical Depth = 17.31(In.)
Pipe flow velocity = 8.14(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 7.80 min.
End of computations, Total Study Area = 6.30 (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) = 0.010
Area averaged SCS curve number = 0.0
PROP. CONDITION 100-YEAR STORM EVENT
RATIONAL METHOD CALCULATIONS
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 7.2
Rational Hydrology Study Date: 03/25/22
------------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
PROPOSED CONDITION
100 YEAR 1 HOUR STORM
A1
------------------------------------------------------------------------
Program License Serial Number 6310
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.340 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 96.000 to Point/Station 60.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 516.000(Ft.)
Top (of initial area) elevation = 1022.200(Ft.)
Bottom (of initial area) elevation = 1013.600(Ft.)
Difference in elevation = 8.600(Ft.)
Slope = 0.01667 s(%)= 1.67
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.386 min.
Rainfall intensity = 4.364(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.884
Subarea runoff = 14.771(CFS)
Total initial stream area = 3.830(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60.000 to Point/Station 70.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1010.700(Ft.)
Downstream point/station elevation = 1002.600(Ft.)
Pipe length = 1161.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.771(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 14.771(CFS)
Normal flow depth in pipe = 15.96(In.)
Flow top width inside pipe = 22.65(In.)
Critical Depth = 16.63(In.)
Pipe flow velocity = 6.65(Ft/s)
Travel time through pipe = 2.91 min.
Time of concentration (TC) = 11.29 min.
End of computations, Total Study Area = 3.83 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged SCS curve number = 32.0
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 7.2
Rational Hydrology Study Date: 03/25/22
------------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
PROPOSED CONDITION
100 YEAR 1 HOUR STORM
A2
------------------------------------------------------------------------
Program License Serial Number 6310
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.340 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 97.000 to Point/Station 10.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 235.000(Ft.)
Top (of initial area) elevation = 1015.300(Ft.)
Bottom (of initial area) elevation = 1014.300(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.00426 s(%)= 0.43
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.045 min.
Rainfall intensity = 4.474(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.884
Subarea runoff = 8.663(CFS)
Total initial stream area = 2.190(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 20.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1009.500(Ft.)
Downstream point/station elevation = 1002.600(Ft.)
Pipe length = 780.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.663(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 8.663(CFS)
Normal flow depth in pipe = 10.66(In.)
Flow top width inside pipe = 23.85(In.)
Critical Depth = 12.58(In.)
Pipe flow velocity = 6.43(Ft/s)
Travel time through pipe = 2.02 min.
Time of concentration (TC) = 10.07 min.
End of computations, Total Study Area = 2.19 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged SCS curve number = 32.0
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 7.2
Rational Hydrology Study Date: 03/25/22
------------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
PROPOSED CONDITION
100 YEAR 1 HOUR STORM
A3
------------------------------------------------------------------------
Program License Serial Number 6310
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.340 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 75.000 to Point/Station 50.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.0100 Max loss rate(Fm)= 0.000(In/Hr)
Initial subarea data:
Initial area flow distance = 609.000(Ft.)
Top (of initial area) elevation = 1021.100(Ft.)
Bottom (of initial area) elevation = 1009.200(Ft.)
Difference in elevation = 11.900(Ft.)
Slope = 0.01954 s(%)= 1.95
TC = k(0.277)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.908 min.
Rainfall intensity = 4.520(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 25.385(CFS)
Total initial stream area = 6.240(Ac.)
Pervious area fraction = 0.010
Initial area Fm value = 0.000(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 55.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1005.000(Ft.)
Downstream point/station elevation = 1002.600(Ft.)
Pipe length = 44.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 25.385(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 25.385(CFS)
Normal flow depth in pipe = 11.72(In.)
Flow top width inside pipe = 23.99(In.)
Critical Depth = 21.24(In.)
Pipe flow velocity = 16.65(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 7.95 min.
End of computations, Total Study Area = 6.24 (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) = 0.010
Area averaged SCS curve number = 32.0
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2012 Version 7.2
Rational Hydrology Study Date: 03/25/22
------------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
PROPOSED CONDITION
100 YEAR 1 HOUR STORM
A4 & A5
------------------------------------------------------------------------
Program License Serial Number 6310
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.340 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 95.000 to Point/Station 30.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.0100 Max loss rate(Fm)= 0.000(In/Hr)
Initial subarea data:
Initial area flow distance = 427.000(Ft.)
Top (of initial area) elevation = 1021.100(Ft.)
Bottom (of initial area) elevation = 1009.300(Ft.)
Difference in elevation = 11.800(Ft.)
Slope = 0.02763 s(%)= 2.76
TC = k(0.277)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.402 min.
Rainfall intensity = 5.131(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 10.483(CFS)
Total initial stream area = 2.270(Ac.)
Pervious area fraction = 0.010
Initial area Fm value = 0.000(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1005.000(Ft.)
Downstream point/station elevation = 1003.100(Ft.)
Pipe length = 379.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.483(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 10.483(CFS)
Normal flow depth in pipe = 14.16(In.)
Flow top width inside pipe = 23.61(In.)
Critical Depth = 13.91(In.)
Pipe flow velocity = 5.44(Ft/s)
Travel time through pipe = 1.16 min.
Time of concentration (TC) = 7.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 85.000 to Point/Station 40.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.0100 Max loss rate(Fm)= 0.000(In/Hr)
Time of concentration = 7.56 min.
Rainfall intensity = 4.642(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.900
Subarea runoff = 15.840(CFS) for 4.030(Ac.)
Total runoff = 26.323(CFS)
Effective area this stream = 6.30(Ac.)
Total Study Area (Main Stream No. 1) = 6.30(Ac.)
Area averaged Fm value = 0.000(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 45.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1003.100(Ft.)
Downstream point/station elevation = 1002.600(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 26.323(CFS)
Given pipe size = 24.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
1.744(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 0.609(Ft.)
Minor friction loss = 1.635(Ft.) K-factor = 1.50
Pipe flow velocity = 8.38(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 7.65 min.
End of computations, Total Study Area = 6.30 (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) = 0.010
Area averaged SCS curve number = 32.0
HYDROLOGY REPORT POPLAR SOUTH DISTRIBUTION CENTER
22-305 Hydrology Report.doc 8
Technical Appendix D
Detention Basin Calculations (Hydroflow)
DRC
UNIT HYDROGRAPH EXSTING CONDITON
100-YEAR 24-HOUR STORM EVENT
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 7.1
Study date 03/27/22
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
------------------------------------------------------------------------
San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Program License Serial Number 6310
---------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
EXISTING CONDITION
100 YEAR 24 HOUR UH
TOTAL AREAS
--------------------------------------------------------------------
Storm Event Year = 100
Antecedent Moisture Condition = 3
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:
Sub-Area Duration Isohyetal
(Ac.) (hours) (In)
Rainfall data for year 100
19.05 1 1.34
--------------------------------------------------------------------
Rainfall data for year 100
19.05 6 3.14
--------------------------------------------------------------------
Rainfall data for year 100
19.05 24 5.73
--------------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
******** Area-averaged max loss rate, Fm ********
SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm
No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr)
32.0 52.0 19.05 1.000 0.785 0.660 0.518
Area-averaged adjusted loss rate Fm (In/Hr) = 0.518
********* Area-Averaged low loss rate fraction, Yb **********
Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC3) Yield Fr
12.57 0.660 32.0 52.0 9.23 0.201
6.48 0.340 98.0 98.0 0.20 0.958
Area-averaged catchment yield fraction, Y = 0.458
Area-averaged low loss fraction, Yb = 0.542
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Watercourse length = 682.00(Ft.)
Length from concentration point to centroid = 229.00(Ft.)
Elevation difference along watercourse = 6.50(Ft.)
Mannings friction factor along watercourse = 0.020
Watershed area = 19.05(Ac.)
Catchment Lag time = 0.032 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 262.1433
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.518(In/Hr)
Average low loss rate fraction (Yb) = 0.542 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.496(In)
Computed peak 30-minute rainfall = 1.016(In)
Specified peak 1-hour rainfall = 1.340(In)
Computed peak 3-hour rainfall = 2.259(In)
Specified peak 6-hour rainfall = 3.140(In)
Specified peak 24-hour rainfall = 5.730(In)
Rainfall depth area reduction factors:
Using a total area of 19.05(Ac.) (Ref: fig. E-4)
5-minute factor = 0.999 Adjusted rainfall = 0.496(In)
30-minute factor = 0.999 Adjusted rainfall = 1.015(In)
1-hour factor = 0.999 Adjusted rainfall = 1.339(In)
3-hour factor = 1.000 Adjusted rainfall = 2.258(In)
6-hour factor = 1.000 Adjusted rainfall = 3.140(In)
24-hour factor = 1.000 Adjusted rainfall = 5.730(In)
---------------------------------------------------------------------
--------------------------------------------------------------------
--------------------------------------------------------------------
Total soil rain loss = 2.81(In)
Total effective rainfall = 2.92(In)
Peak flow rate in flood hydrograph = 73.05(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 20.0 40.0 60.0 80.0
-----------------------------------------------------------------------
0+ 5 0.0038 0.55 Q | | | |
0+10 0.0101 0.91 Q | | | |
0+15 0.0164 0.92 Q | | | |
0+20 0.0227 0.92 Q | | | |
0+25 0.0290 0.92 Q | | | |
0+30 0.0354 0.92 Q | | | |
0+35 0.0418 0.93 Q | | | |
0+40 0.0482 0.93 Q | | | |
0+45 0.0546 0.93 Q | | | |
0+50 0.0611 0.94 Q | | | |
0+55 0.0676 0.94 Q | | | |
1+ 0 0.0740 0.94 Q | | | |
1+ 5 0.0805 0.94 Q | | | |
1+10 0.0871 0.95 Q | | | |
1+15 0.0936 0.95 Q | | | |
1+20 0.1002 0.95 Q | | | |
1+25 0.1068 0.96 Q | | | |
1+30 0.1134 0.96 Q | | | |
1+35 0.1200 0.96 QV | | | |
1+40 0.1267 0.97 QV | | | |
1+45 0.1334 0.97 QV | | | |
1+50 0.1401 0.97 QV | | | |
1+55 0.1468 0.98 QV | | | |
2+ 0 0.1535 0.98 QV | | | |
2+ 5 0.1603 0.98 QV | | | |
2+10 0.1671 0.99 QV | | | |
2+15 0.1739 0.99 QV | | | |
2+20 0.1807 0.99 QV | | | |
2+25 0.1876 1.00 QV | | | |
2+30 0.1945 1.00 QV | | | |
2+35 0.2014 1.00 QV | | | |
2+40 0.2083 1.01 QV | | | |
2+45 0.2153 1.01 QV | | | |
2+50 0.2222 1.01 QV | | | |
2+55 0.2292 1.02 QV | | | |
3+ 0 0.2363 1.02 Q V | | | |
3+ 5 0.2433 1.02 Q V | | | |
3+10 0.2504 1.03 Q V | | | |
3+15 0.2575 1.03 Q V | | | |
3+20 0.2647 1.04 Q V | | | |
3+25 0.2718 1.04 Q V | | | |
3+30 0.2790 1.04 Q V | | | |
3+35 0.2862 1.05 Q V | | | |
3+40 0.2935 1.05 Q V | | | |
3+45 0.3007 1.06 Q V | | | |
3+50 0.3080 1.06 Q V | | | |
3+55 0.3153 1.06 Q V | | | |
4+ 0 0.3227 1.07 Q V | | | |
4+ 5 0.3301 1.07 Q V | | | |
4+10 0.3375 1.08 Q V | | | |
4+15 0.3449 1.08 Q V | | | |
4+20 0.3524 1.08 Q V | | | |
4+25 0.3599 1.09 Q V | | | |
4+30 0.3674 1.09 Q V | | | |
4+35 0.3750 1.10 Q V | | | |
4+40 0.3826 1.10 Q V | | | |
4+45 0.3902 1.11 Q V | | | |
4+50 0.3979 1.11 Q V | | | |
4+55 0.4056 1.12 Q V | | | |
5+ 0 0.4133 1.12 Q V | | | |
5+ 5 0.4210 1.13 Q V | | | |
5+10 0.4288 1.13 Q V | | | |
5+15 0.4366 1.14 Q V | | | |
5+20 0.4445 1.14 Q V | | | |
5+25 0.4524 1.15 Q V | | | |
5+30 0.4603 1.15 Q V | | | |
5+35 0.4683 1.16 Q V | | | |
5+40 0.4763 1.16 Q V | | | |
5+45 0.4843 1.17 Q V | | | |
5+50 0.4924 1.17 Q V | | | |
5+55 0.5005 1.18 Q V | | | |
6+ 0 0.5086 1.18 Q V | | | |
6+ 5 0.5168 1.19 Q V | | | |
6+10 0.5250 1.19 Q V | | | |
6+15 0.5333 1.20 Q V | | | |
6+20 0.5416 1.21 Q V | | | |
6+25 0.5499 1.21 Q V | | | |
6+30 0.5583 1.22 Q V | | | |
6+35 0.5667 1.22 Q V | | | |
6+40 0.5752 1.23 Q V | | | |
6+45 0.5837 1.24 Q V | | | |
6+50 0.5923 1.24 Q V | | | |
6+55 0.6009 1.25 Q V | | | |
7+ 0 0.6095 1.25 Q V | | | |
7+ 5 0.6182 1.26 Q V | | | |
7+10 0.6269 1.27 Q V | | | |
7+15 0.6357 1.27 Q V | | | |
7+20 0.6445 1.28 Q V | | | |
7+25 0.6534 1.29 Q V | | | |
7+30 0.6623 1.30 Q V | | | |
7+35 0.6713 1.30 Q V | | | |
7+40 0.6803 1.31 Q V | | | |
7+45 0.6894 1.32 Q V | | | |
7+50 0.6985 1.32 Q V | | | |
7+55 0.7077 1.33 Q V | | | |
8+ 0 0.7169 1.34 Q V | | | |
8+ 5 0.7262 1.35 Q V | | | |
8+10 0.7355 1.36 Q V | | | |
8+15 0.7449 1.36 Q V | | | |
8+20 0.7544 1.37 Q V | | | |
8+25 0.7639 1.38 Q V | | | |
8+30 0.7735 1.39 Q V | | | |
8+35 0.7831 1.40 Q V | | | |
8+40 0.7928 1.41 Q V | | | |
8+45 0.8025 1.42 Q V | | | |
8+50 0.8123 1.42 Q V | | | |
8+55 0.8222 1.43 Q V | | | |
9+ 0 0.8322 1.44 Q V | | | |
9+ 5 0.8422 1.45 Q V | | | |
9+10 0.8522 1.46 Q V | | | |
9+15 0.8624 1.47 Q V | | | |
9+20 0.8726 1.48 Q V | | | |
9+25 0.8829 1.49 Q V | | | |
9+30 0.8933 1.50 Q V | | | |
9+35 0.9037 1.52 Q V | | | |
9+40 0.9142 1.53 Q V | | | |
9+45 0.9248 1.54 Q V | | | |
9+50 0.9355 1.55 Q V | | | |
9+55 0.9462 1.56 Q V | | | |
10+ 0 0.9571 1.57 Q V | | | |
10+ 5 0.9680 1.59 Q V | | | |
10+10 0.9790 1.60 Q V | | | |
10+15 0.9901 1.61 Q V | | | |
10+20 1.0013 1.62 Q V | | | |
10+25 1.0125 1.64 Q V | | | |
10+30 1.0239 1.65 Q V | | | |
10+35 1.0354 1.67 Q V | | | |
10+40 1.0469 1.68 Q V| | | |
10+45 1.0586 1.69 Q V| | | |
10+50 1.0704 1.71 Q V| | | |
10+55 1.0823 1.73 Q V| | | |
11+ 0 1.0943 1.74 Q V| | | |
11+ 5 1.1064 1.76 Q V| | | |
11+10 1.1186 1.77 Q V| | | |
11+15 1.1309 1.79 Q V| | | |
11+20 1.1434 1.81 Q V| | | |
11+25 1.1560 1.83 Q V| | | |
11+30 1.1687 1.84 Q V | | |
11+35 1.1815 1.87 Q V | | |
11+40 1.1945 1.88 Q V | | |
11+45 1.2076 1.91 Q V | | |
11+50 1.2209 1.93 Q V | | |
11+55 1.2343 1.95 Q V | | |
12+ 0 1.2479 1.97 Q V | | |
12+ 5 1.2624 2.11 |Q V | | |
12+10 1.2776 2.21 |Q |V | | |
12+15 1.2930 2.23 |Q |V | | |
12+20 1.3085 2.26 |Q |V | | |
12+25 1.3242 2.29 |Q |V | | |
12+30 1.3402 2.31 |Q |V | | |
12+35 1.3563 2.34 |Q |V | | |
12+40 1.3726 2.37 |Q |V | | |
12+45 1.3892 2.40 |Q |V | | |
12+50 1.4059 2.43 |Q | V | | |
12+55 1.4229 2.47 |Q | V | | |
13+ 0 1.4401 2.50 |Q | V | | |
13+ 5 1.4576 2.54 |Q | V | | |
13+10 1.4753 2.57 |Q | V | | |
13+15 1.4933 2.62 |Q | V | | |
13+20 1.5116 2.65 |Q | V | | |
13+25 1.5302 2.70 |Q | V | | |
13+30 1.5491 2.74 |Q | V | | |
13+35 1.5683 2.79 |Q | V | | |
13+40 1.5879 2.84 |Q | V | | |
13+45 1.6078 2.89 |Q | V | | |
13+50 1.6281 2.95 |Q | V | | |
13+55 1.6488 3.01 |Q | V | | |
14+ 0 1.6699 3.07 |Q | V | | |
14+ 5 1.6915 3.14 |Q | V | | |
14+10 1.7136 3.21 |Q | V | | |
14+15 1.7362 3.29 |Q | V | | |
14+20 1.7594 3.36 |Q | V | | |
14+25 1.7831 3.45 |Q | V | | |
14+30 1.8075 3.54 |Q | V | | |
14+35 1.8326 3.65 |Q | V | | |
14+40 1.8584 3.75 |Q | V | | |
14+45 1.8851 3.88 |Q | V | | |
14+50 1.9127 4.00 |Q | V | | |
14+55 1.9413 4.16 | Q | V | | |
15+ 0 1.9709 4.30 | Q | V | | |
15+ 5 2.0019 4.50 | Q | V | | |
15+10 2.0342 4.69 | Q | V | | |
15+15 2.0683 4.95 | Q | V | | |
15+20 2.1041 5.20 | Q | V | | |
15+25 2.1386 5.01 | Q | V | | |
15+30 2.1730 5.00 | Q | V | | |
15+35 2.2110 5.52 | Q | V| | |
15+40 2.2528 6.07 | Q | V| | |
15+45 2.3012 7.02 | Q | V| | |
15+50 2.3575 8.18 | Q | V | |
15+55 2.4497 13.38 | Q | |V | |
16+ 0 2.6049 22.53 | |Q | V | |
16+ 5 3.1080 73.05 | | | V | Q |
16+10 3.4439 48.77 | | | Q V| |
16+15 3.5042 8.76 | Q | | V |
16+20 3.5454 5.98 | Q | | V |
16+25 3.5830 5.46 | Q | | V |
16+30 3.6184 5.14 | Q | | |V |
16+35 3.6504 4.64 | Q | | |V |
16+40 3.6798 4.27 | Q | | |V |
16+45 3.7071 3.97 |Q | | |V |
16+50 3.7327 3.72 |Q | | | V |
16+55 3.7570 3.52 |Q | | | V |
17+ 0 3.7800 3.34 |Q | | | V |
17+ 5 3.8019 3.19 |Q | | | V |
17+10 3.8229 3.05 |Q | | | V |
17+15 3.8431 2.93 |Q | | | V |
17+20 3.8626 2.83 |Q | | | V |
17+25 3.8814 2.73 |Q | | | V |
17+30 3.8996 2.64 |Q | | | V |
17+35 3.9172 2.56 |Q | | | V |
17+40 3.9344 2.49 |Q | | | V |
17+45 3.9511 2.42 |Q | | | V |
17+50 3.9674 2.36 |Q | | | V |
17+55 3.9832 2.30 |Q | | | V |
18+ 0 3.9987 2.25 |Q | | | V |
18+ 5 4.0131 2.09 |Q | | | V |
18+10 4.0266 1.96 Q | | | V |
18+15 4.0399 1.92 Q | | | V |
18+20 4.0528 1.88 Q | | | V |
18+25 4.0655 1.84 Q | | | V |
18+30 4.0779 1.80 Q | | | V |
18+35 4.0901 1.77 Q | | | V |
18+40 4.1020 1.74 Q | | | V |
18+45 4.1138 1.71 Q | | | V |
18+50 4.1253 1.68 Q | | | V |
18+55 4.1367 1.65 Q | | | V |
19+ 0 4.1478 1.62 Q | | | V |
19+ 5 4.1588 1.59 Q | | | V |
19+10 4.1696 1.57 Q | | | V |
19+15 4.1803 1.55 Q | | | V |
19+20 4.1907 1.52 Q | | | V |
19+25 4.2011 1.50 Q | | | V |
19+30 4.2113 1.48 Q | | | V |
19+35 4.2213 1.46 Q | | | V |
19+40 4.2313 1.44 Q | | | V |
19+45 4.2411 1.42 Q | | | V |
19+50 4.2507 1.40 Q | | | V |
19+55 4.2603 1.39 Q | | | V |
20+ 0 4.2697 1.37 Q | | | V |
20+ 5 4.2790 1.35 Q | | | V |
20+10 4.2882 1.34 Q | | | V |
20+15 4.2974 1.32 Q | | | V |
20+20 4.3064 1.31 Q | | | V |
20+25 4.3153 1.29 Q | | | V |
20+30 4.3241 1.28 Q | | | V |
20+35 4.3328 1.27 Q | | | V |
20+40 4.3414 1.25 Q | | | V |
20+45 4.3500 1.24 Q | | | V |
20+50 4.3584 1.23 Q | | | V |
20+55 4.3668 1.22 Q | | | V |
21+ 0 4.3751 1.20 Q | | | V |
21+ 5 4.3833 1.19 Q | | | V |
21+10 4.3914 1.18 Q | | | V |
21+15 4.3995 1.17 Q | | | V |
21+20 4.4075 1.16 Q | | | V |
21+25 4.4154 1.15 Q | | | V |
21+30 4.4232 1.14 Q | | | V |
21+35 4.4310 1.13 Q | | | V |
21+40 4.4387 1.12 Q | | | V |
21+45 4.4464 1.11 Q | | | V |
21+50 4.4539 1.10 Q | | | V |
21+55 4.4615 1.09 Q | | | V |
22+ 0 4.4689 1.08 Q | | | V |
22+ 5 4.4763 1.07 Q | | | V |
22+10 4.4837 1.07 Q | | | V |
22+15 4.4910 1.06 Q | | | V |
22+20 4.4982 1.05 Q | | | V |
22+25 4.5054 1.04 Q | | | V |
22+30 4.5125 1.03 Q | | | V |
22+35 4.5196 1.03 Q | | | V|
22+40 4.5266 1.02 Q | | | V|
22+45 4.5336 1.01 Q | | | V|
22+50 4.5405 1.01 Q | | | V|
22+55 4.5474 1.00 Q | | | V|
23+ 0 4.5542 0.99 Q | | | V|
23+ 5 4.5610 0.98 Q | | | V|
23+10 4.5677 0.98 Q | | | V|
23+15 4.5744 0.97 Q | | | V|
23+20 4.5811 0.97 Q | | | V|
23+25 4.5877 0.96 Q | | | V|
23+30 4.5942 0.95 Q | | | V|
23+35 4.6008 0.95 Q | | | V|
23+40 4.6072 0.94 Q | | | V|
23+45 4.6137 0.94 Q | | | V|
23+50 4.6201 0.93 Q | | | V|
23+55 4.6264 0.92 Q | | | V|
24+ 0 4.6328 0.92 Q | | | V|
24+ 5 4.6353 0.37 Q | | | V
-----------------------------------------------------------------------
UNIT HYDROGRAPH PROP. CONDITON
100-YEAR 24-HOUR STORM EVENT
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 7.1
Study date 03/27/22
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
------------------------------------------------------------------------
San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Program License Serial Number 6310
---------------------------------------------------------------------
22-305 CATAWBA AVE SPEC INDUSTRIAL
PROPOSED CONDITION
100 YEAR 24 HOUR UH
TOTAL AREAS
--------------------------------------------------------------------
Storm Event Year = 100
Antecedent Moisture Condition = 3
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:
Sub-Area Duration Isohyetal
(Ac.) (hours) (In)
Rainfall data for year 100
19.05 1 1.34
--------------------------------------------------------------------
Rainfall data for year 100
19.05 6 3.14
--------------------------------------------------------------------
Rainfall data for year 100
19.05 24 5.73
--------------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
******** Area-averaged max loss rate, Fm ********
SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm
No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr)
32.0 52.0 19.05 1.000 0.785 0.070 0.055
Area-averaged adjusted loss rate Fm (In/Hr) = 0.055
********* Area-Averaged low loss rate fraction, Yb **********
Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC3) Yield Fr
1.33 0.070 32.0 52.0 9.23 0.201
17.72 0.930 98.0 98.0 0.20 0.958
Area-averaged catchment yield fraction, Y = 0.905
Area-averaged low loss fraction, Yb = 0.095
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Watercourse length = 1677.00(Ft.)
Length from concentration point to centroid = 1268.00(Ft.)
Elevation difference along watercourse = 16.70(Ft.)
Mannings friction factor along watercourse = 0.015
Watershed area = 19.05(Ac.)
Catchment Lag time = 0.064 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 130.6669
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.055(In/Hr)
Average low loss rate fraction (Yb) = 0.095 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.496(In)
Computed peak 30-minute rainfall = 1.016(In)
Specified peak 1-hour rainfall = 1.340(In)
Computed peak 3-hour rainfall = 2.259(In)
Specified peak 6-hour rainfall = 3.140(In)
Specified peak 24-hour rainfall = 5.730(In)
Rainfall depth area reduction factors:
Using a total area of 19.05(Ac.) (Ref: fig. E-4)
5-minute factor = 0.999 Adjusted rainfall = 0.496(In)
30-minute factor = 0.999 Adjusted rainfall = 1.015(In)
1-hour factor = 0.999 Adjusted rainfall = 1.339(In)
3-hour factor = 1.000 Adjusted rainfall = 2.258(In)
6-hour factor = 1.000 Adjusted rainfall = 3.140(In)
24-hour factor = 1.000 Adjusted rainfall = 5.730(In)
---------------------------------------------------------------------
--------------------------------------------------------------------
--------------------------------------------------------------------
Total soil rain loss = 0.47(In)
Total effective rainfall = 5.26(In)
Peak flow rate in flood hydrograph = 80.76(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 22.5 45.0 67.5 90.0
-----------------------------------------------------------------------
0+ 5 0.0035 0.50 Q | | | |
0+10 0.0148 1.65 Q | | | |
0+15 0.0273 1.81 Q | | | |
0+20 0.0398 1.81 Q | | | |
0+25 0.0523 1.82 Q | | | |
0+30 0.0649 1.82 Q | | | |
0+35 0.0775 1.83 Q | | | |
0+40 0.0901 1.84 Q | | | |
0+45 0.1028 1.84 Q | | | |
0+50 0.1155 1.85 Q | | | |
0+55 0.1283 1.85 Q | | | |
1+ 0 0.1411 1.86 Q | | | |
1+ 5 0.1539 1.86 Q | | | |
1+10 0.1668 1.87 Q | | | |
1+15 0.1797 1.88 Q | | | |
1+20 0.1927 1.88 Q | | | |
1+25 0.2057 1.89 Q | | | |
1+30 0.2187 1.89 QV | | | |
1+35 0.2318 1.90 QV | | | |
1+40 0.2449 1.91 QV | | | |
1+45 0.2581 1.91 QV | | | |
1+50 0.2713 1.92 QV | | | |
1+55 0.2846 1.92 QV | | | |
2+ 0 0.2979 1.93 QV | | | |
2+ 5 0.3112 1.94 QV | | | |
2+10 0.3246 1.94 QV | | | |
2+15 0.3381 1.95 QV | | | |
2+20 0.3516 1.96 QV | | | |
2+25 0.3651 1.96 QV | | | |
2+30 0.3787 1.97 QV | | | |
2+35 0.3923 1.98 QV | | | |
2+40 0.4060 1.99 QV | | | |
2+45 0.4197 1.99 Q V | | | |
2+50 0.4334 2.00 Q V | | | |
2+55 0.4473 2.01 Q V | | | |
3+ 0 0.4611 2.01 Q V | | | |
3+ 5 0.4750 2.02 Q V | | | |
3+10 0.4890 2.03 Q V | | | |
3+15 0.5030 2.04 Q V | | | |
3+20 0.5171 2.04 Q V | | | |
3+25 0.5312 2.05 Q V | | | |
3+30 0.5454 2.06 Q V | | | |
3+35 0.5596 2.07 Q V | | | |
3+40 0.5739 2.07 Q V | | | |
3+45 0.5882 2.08 Q V | | | |
3+50 0.6026 2.09 Q V | | | |
3+55 0.6171 2.10 Q V | | | |
4+ 0 0.6316 2.11 Q V | | | |
4+ 5 0.6461 2.11 Q V | | | |
4+10 0.6608 2.12 Q V | | | |
4+15 0.6754 2.13 Q V | | | |
4+20 0.6902 2.14 Q V | | | |
4+25 0.7050 2.15 Q V | | | |
4+30 0.7198 2.16 Q V | | | |
4+35 0.7347 2.16 Q V | | | |
4+40 0.7497 2.17 Q V | | | |
4+45 0.7647 2.18 Q V | | | |
4+50 0.7798 2.19 Q V | | | |
4+55 0.7950 2.20 Q V | | | |
5+ 0 0.8102 2.21 Q V | | | |
5+ 5 0.8255 2.22 Q V | | | |
5+10 0.8409 2.23 Q V | | | |
5+15 0.8563 2.24 Q V | | | |
5+20 0.8718 2.25 Q V | | | |
5+25 0.8873 2.26 |Q V | | | |
5+30 0.9030 2.27 |Q V | | | |
5+35 0.9187 2.28 |Q V | | | |
5+40 0.9344 2.29 |Q V | | | |
5+45 0.9503 2.30 |Q V | | | |
5+50 0.9662 2.31 |Q V | | | |
5+55 0.9822 2.32 |Q V | | | |
6+ 0 0.9982 2.33 |Q V | | | |
6+ 5 1.0144 2.34 |Q V | | | |
6+10 1.0306 2.35 |Q V | | | |
6+15 1.0469 2.36 |Q V | | | |
6+20 1.0632 2.38 |Q V | | | |
6+25 1.0797 2.39 |Q V | | | |
6+30 1.0962 2.40 |Q V | | | |
6+35 1.1128 2.41 |Q V | | | |
6+40 1.1295 2.42 |Q V | | | |
6+45 1.1463 2.43 |Q V | | | |
6+50 1.1631 2.45 |Q V | | | |
6+55 1.1801 2.46 |Q V | | | |
7+ 0 1.1971 2.47 |Q V | | | |
7+ 5 1.2142 2.49 |Q V | | | |
7+10 1.2314 2.50 |Q V | | | |
7+15 1.2487 2.51 |Q V | | | |
7+20 1.2661 2.53 |Q V | | | |
7+25 1.2836 2.54 |Q V | | | |
7+30 1.3012 2.55 |Q V | | | |
7+35 1.3189 2.57 |Q V | | | |
7+40 1.3367 2.58 |Q V | | | |
7+45 1.3545 2.60 |Q V | | | |
7+50 1.3725 2.61 |Q V | | | |
7+55 1.3906 2.62 |Q V | | | |
8+ 0 1.4088 2.64 |Q V | | | |
8+ 5 1.4271 2.66 |Q V | | | |
8+10 1.4455 2.67 |Q V | | | |
8+15 1.4640 2.69 |Q V | | | |
8+20 1.4826 2.70 |Q V | | | |
8+25 1.5014 2.72 |Q V | | | |
8+30 1.5202 2.74 |Q V | | | |
8+35 1.5392 2.75 |Q V | | | |
8+40 1.5583 2.77 |Q V | | | |
8+45 1.5775 2.79 |Q V | | | |
8+50 1.5968 2.81 |Q V | | | |
8+55 1.6163 2.82 |Q V | | | |
9+ 0 1.6359 2.85 |Q V | | | |
9+ 5 1.6556 2.86 |Q V | | | |
9+10 1.6754 2.88 |Q V | | | |
9+15 1.6954 2.90 |Q V | | | |
9+20 1.7156 2.92 |Q V | | | |
9+25 1.7358 2.94 |Q V | | | |
9+30 1.7562 2.96 |Q V | | | |
9+35 1.7768 2.98 |Q V | | | |
9+40 1.7975 3.01 |Q V | | | |
9+45 1.8184 3.03 |Q V | | | |
9+50 1.8394 3.05 |Q V | | | |
9+55 1.8605 3.07 |Q V | | | |
10+ 0 1.8819 3.10 |Q V| | | |
10+ 5 1.9034 3.12 |Q V| | | |
10+10 1.9251 3.15 |Q V| | | |
10+15 1.9469 3.17 |Q V| | | |
10+20 1.9689 3.20 |Q V| | | |
10+25 1.9911 3.22 |Q V| | | |
10+30 2.0135 3.25 |Q V| | | |
10+35 2.0361 3.28 |Q V| | | |
10+40 2.0589 3.31 |Q V| | | |
10+45 2.0818 3.33 |Q V| | | |
10+50 2.1050 3.37 |Q V | | |
10+55 2.1284 3.39 |Q V | | |
11+ 0 2.1520 3.43 |Q V | | |
11+ 5 2.1758 3.46 |Q V | | |
11+10 2.1999 3.49 |Q V | | |
11+15 2.2241 3.52 |Q V | | |
11+20 2.2486 3.56 |Q V | | |
11+25 2.2734 3.59 |Q V | | |
11+30 2.2984 3.63 |Q |V | | |
11+35 2.3237 3.67 |Q |V | | |
11+40 2.3492 3.71 |Q |V | | |
11+45 2.3750 3.74 |Q |V | | |
11+50 2.4011 3.79 |Q |V | | |
11+55 2.4275 3.83 |Q |V | | |
12+ 0 2.4541 3.88 |Q |V | | |
12+ 5 2.4818 4.02 |Q |V | | |
12+10 2.5115 4.31 |Q | V | | |
12+15 2.5418 4.39 |Q | V | | |
12+20 2.5724 4.44 |Q | V | | |
12+25 2.6033 4.49 |Q | V | | |
12+30 2.6346 4.55 | Q | V | | |
12+35 2.6663 4.60 | Q | V | | |
12+40 2.6984 4.66 | Q | V | | |
12+45 2.7309 4.72 | Q | V | | |
12+50 2.7638 4.78 | Q | V | | |
12+55 2.7972 4.84 | Q | V | | |
13+ 0 2.8310 4.92 | Q | V | | |
13+ 5 2.8653 4.98 | Q | V | | |
13+10 2.9002 5.06 | Q | V | | |
13+15 2.9355 5.13 | Q | V | | |
13+20 2.9714 5.22 | Q | V | | |
13+25 3.0079 5.29 | Q | V | | |
13+30 3.0449 5.39 | Q | V | | |
13+35 3.0826 5.47 | Q | V | | |
13+40 3.1210 5.57 | Q | V | | |
13+45 3.1600 5.67 | Q | V | | |
13+50 3.1999 5.78 | Q | V | | |
13+55 3.2404 5.89 | Q | V | | |
14+ 0 3.2818 6.02 | Q | V | | |
14+ 5 3.3241 6.13 | Q | V | | |
14+10 3.3673 6.29 | Q | V | | |
14+15 3.4116 6.42 | Q | V | | |
14+20 3.4569 6.59 | Q | V | | |
14+25 3.5033 6.74 | Q | V | | |
14+30 3.5510 6.93 | Q | V | | |
14+35 3.6000 7.11 | Q | V | | |
14+40 3.6505 7.33 | Q | V | | |
14+45 3.7024 7.54 | Q | V | | |
14+50 3.7562 7.81 | Q | V | | |
14+55 3.8118 8.07 | Q | V | | |
15+ 0 3.8696 8.40 | Q | V | | |
15+ 5 3.9296 8.71 | Q | V | | |
15+10 3.9924 9.13 | Q | V| | |
15+15 4.0581 9.54 | Q | V| | |
15+20 4.1276 10.09 | Q | V| | |
15+25 4.1976 10.16 | Q | V | |
15+30 4.2650 9.78 | Q | V | |
15+35 4.3371 10.47 | Q | V | |
15+40 4.4180 11.75 | Q | |V | |
15+45 4.5094 13.28 | Q | |V | |
15+50 4.6179 15.74 | Q | | V | |
15+55 4.7525 19.55 | Q | | V | |
16+ 0 4.9424 27.58 | | Q | V | |
16+ 5 5.3300 56.27 | | | Q | |
16+10 5.8862 80.76 | | | V | Q |
16+15 6.0681 26.41 | |Q | V| |
16+20 6.1613 13.53 | Q | | V| |
16+25 6.2375 11.07 | Q | | V| |
16+30 6.3103 10.57 | Q | | V |
16+35 6.3761 9.55 | Q | | V |
16+40 6.4361 8.72 | Q | | V |
16+45 6.4917 8.07 | Q | | |V |
16+50 6.5436 7.54 | Q | | |V |
16+55 6.5925 7.11 | Q | | |V |
17+ 0 6.6389 6.74 | Q | | |V |
17+ 5 6.6831 6.41 | Q | | | V |
17+10 6.7253 6.13 | Q | | | V |
17+15 6.7658 5.88 | Q | | | V |
17+20 6.8049 5.66 | Q | | | V |
17+25 6.8425 5.47 | Q | | | V |
17+30 6.8789 5.29 | Q | | | V |
17+35 6.9142 5.13 | Q | | | V |
17+40 6.9485 4.98 | Q | | | V |
17+45 6.9819 4.84 | Q | | | V |
17+50 7.0143 4.72 | Q | | | V |
17+55 7.0460 4.60 | Q | | | V |
18+ 0 7.0769 4.49 |Q | | | V |
18+ 5 7.1064 4.28 |Q | | | V |
18+10 7.1336 3.95 |Q | | | V |
18+15 7.1600 3.83 |Q | | | V |
18+20 7.1857 3.74 |Q | | | V |
18+25 7.2110 3.67 |Q | | | V |
18+30 7.2357 3.59 |Q | | | V |
18+35 7.2600 3.52 |Q | | | V |
18+40 7.2838 3.46 |Q | | | V |
18+45 7.3071 3.39 |Q | | | V |
18+50 7.3301 3.33 |Q | | | V |
18+55 7.3527 3.28 |Q | | | V |
19+ 0 7.3748 3.22 |Q | | | V |
19+ 5 7.3967 3.17 |Q | | | V |
19+10 7.4182 3.12 |Q | | | V |
19+15 7.4393 3.07 |Q | | | V |
19+20 7.4602 3.03 |Q | | | V |
19+25 7.4807 2.98 |Q | | | V |
19+30 7.5010 2.94 |Q | | | V |
19+35 7.5210 2.90 |Q | | | V |
19+40 7.5407 2.86 |Q | | | V |
19+45 7.5601 2.82 |Q | | | V |
19+50 7.5793 2.79 |Q | | | V |
19+55 7.5983 2.75 |Q | | | V |
20+ 0 7.6170 2.72 |Q | | | V |
20+ 5 7.6355 2.69 |Q | | | V |
20+10 7.6538 2.65 |Q | | | V |
20+15 7.6719 2.62 |Q | | | V |
20+20 7.6897 2.59 |Q | | | V |
20+25 7.7074 2.57 |Q | | | V |
20+30 7.7249 2.54 |Q | | | V |
20+35 7.7422 2.51 |Q | | | V |
20+40 7.7593 2.48 |Q | | | V |
20+45 7.7762 2.46 |Q | | | V |
20+50 7.7930 2.43 |Q | | | V |
20+55 7.8096 2.41 |Q | | | V |
21+ 0 7.8260 2.39 |Q | | | V |
21+ 5 7.8423 2.36 |Q | | | V |
21+10 7.8585 2.34 |Q | | | V |
21+15 7.8744 2.32 |Q | | | V |
21+20 7.8903 2.30 |Q | | | V |
21+25 7.9060 2.28 |Q | | | V |
21+30 7.9215 2.26 |Q | | | V |
21+35 7.9369 2.24 Q | | | V |
21+40 7.9522 2.22 Q | | | V |
21+45 7.9674 2.20 Q | | | V |
21+50 7.9824 2.18 Q | | | V |
21+55 7.9973 2.16 Q | | | V |
22+ 0 8.0121 2.15 Q | | | V |
22+ 5 8.0268 2.13 Q | | | V |
22+10 8.0413 2.11 Q | | | V |
22+15 8.0558 2.10 Q | | | V |
22+20 8.0701 2.08 Q | | | V |
22+25 8.0843 2.07 Q | | | V |
22+30 8.0984 2.05 Q | | | V |
22+35 8.1125 2.03 Q | | | V |
22+40 8.1264 2.02 Q | | | V |
22+45 8.1402 2.01 Q | | | V|
22+50 8.1539 1.99 Q | | | V|
22+55 8.1675 1.98 Q | | | V|
23+ 0 8.1810 1.96 Q | | | V|
23+ 5 8.1945 1.95 Q | | | V|
23+10 8.2078 1.94 Q | | | V|
23+15 8.2211 1.92 Q | | | V|
23+20 8.2343 1.91 Q | | | V|
23+25 8.2473 1.90 Q | | | V|
23+30 8.2603 1.89 Q | | | V|
23+35 8.2732 1.88 Q | | | V|
23+40 8.2861 1.86 Q | | | V|
23+45 8.2988 1.85 Q | | | V|
23+50 8.3115 1.84 Q | | | V|
23+55 8.3241 1.83 Q | | | V|
24+ 0 8.3366 1.82 Q | | | V|
24+ 5 8.3456 1.31 Q | | | V|
24+10 8.3467 0.15 Q | | | V
-----------------------------------------------------------------------
Hydrograph Summary Report
1
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Manual 73.05 5 965 201,921 ------ ------ ------ Existing 24 hour storm
3 Manual 80.76 5 970 363,567 ------ ------ ------ Proposed 24 hour storm
4 Diversion1 2.890 5 880 217,305 3 ------ ------ Infiltration
5 Diversion2 77.87 5 970 146,262 3 ------ ------ <no description>
6 Reservoir 16.67 5 980 61,344 5 1007.45 110,689 Prop new 24hr infiltra
Hydroflow infiltration calcs_manual input with infiltration.gpwReturn Period: 100 Year Friday, 04 / 1 / 2022
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 04 / 1 / 2022
Hyd. No. 1
Existing 24 hour storm
Hydrograph type = Manual Peak discharge = 73.05 cfs
Storm frequency = 100 yrs Time to peak = 965 min
Time interval = 5 min Hyd. volume = 201,921 cuft
2
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
Existing 24 hour storm
Hyd. No. 1 -- 100 Year
Hyd No. 1
----------
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 04 / 1 / 2022
Hyd. No. 3
Proposed 24 hour storm
Hydrograph type = Manual Peak discharge = 80.76 cfs
Storm frequency = 100 yrs Time to peak = 970 min
Time interval = 5 min Hyd. volume = 363,567 cuft
3
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
Proposed 24 hour storm
Hyd. No. 3 -- 100 Year
Hyd No. 3
)
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 04 / 1 / 2022
Hyd. No. 4
Infiltration
Hydrograph type = Diversion1 Peak discharge = 2.890 cfs
Storm frequency = 100 yrs Time to peak = 880 min
Time interval = 5 min Hyd. volume = 217,305 cuft
Inflow hydrograph = 3 - Proposed 24 hour storm 2nd diverted hyd. = 5
Diversion method = Constant Q Constant Q = 2.89 cfs
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
Infiltration
Hyd. No. 4 -- 100 Year
Hyd No. 4 -- Up to 2.89 cfs Hyd No. 3 -- Inflow Hyd No. 5 -- 3 minus 4
-..... ,.__
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 04 / 1 / 2022
Hyd. No. 5
<no description>
Hydrograph type = Diversion2 Peak discharge = 77.87 cfs
Storm frequency = 100 yrs Time to peak = 970 min
Time interval = 5 min Hyd. volume = 146,262 cuft
Inflow hydrograph = 3 - Proposed 24 hour storm 2nd diverted hyd. = 4
Diversion method = Constant Q Constant Q = 2.89 cfs
5
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
<no description>
Hyd. No. 5 -- 100 Year
Hyd No. 5 -- > 2.89 cfs Hyd No. 3 -- Inflow Hyd No. 4
..... ,.__
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 04 / 1 / 2022
Hyd. No. 6
Prop new 24hr infiltra
Hydrograph type = Reservoir Peak discharge = 16.67 cfs
Storm frequency = 100 yrs Time to peak = 980 min
Time interval = 5 min Hyd. volume = 61,344 cuft
Inflow hyd. No. = 5 - <no description> Max. Elevation = 1007.45 ft
Reservoir name = Infiltration Basin Max. Storage = 110,689 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
6
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
Prop new 24hr infiltra
Hyd. No. 6 -- 100 Year
Hyd No. 6 Hyd No. 5 Total storage used = 110,689 cuft111111111
Pond Report 7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 04 / 1 / 2022
Pond No. 1 - Infiltration Basin
Pond Data
Pond storage is based on user-defined values.
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 1001.85 n/a 0 0
0.75 1002.60 n/a 8,357 8,357
1.25 1003.10 n/a 12,414 20,771
1.75 1003.60 n/a 12,238 33,010
2.25 1004.10 n/a 12,002 45,012
2.75 1004.60 n/a 11,692 56,704
3.25 1005.10 n/a 11,294 67,998
3.75 1005.60 n/a 10,799 78,797
4.25 1006.10 n/a 10,171 88,968
4.75 1006.60 n/a 9,350 98,318
5.25 1007.10 n/a 8,123 106,441
5.75 1007.60 n/a 6,145 112,586
6.75 1008.60 n/a 11,147 123,733
7.35 1009.20 n/a 1 123,734
7.37 1009.22 n/a 1 123,735
7.87 1009.72 n/a 1 123,736
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 18.00 0.00 0.00 0.00
Span (in)= 18.00 0.00 0.00 0.00
No. Barrels = 4 0 0 0
Invert El. (ft)= 1005.90 0.00 0.00 0.00
Length (ft)= 10.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)Inactive 0.00 0.00 0.00
Crest El. (ft)= 1007.30 0.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = Rect --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr)= 6.570 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 6.00 12.00 18.00 24.00 30.00 36.00 42.00 48.00 54.00 60.00
Stage (ft)
0.00 1001.85
2.00 1003.85
4.00 1005.85
6.00 1007.85
8.00 1009.85
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
~ ~ -
-------
~
,,,,,,
~
Proposed Condition
LID BMP Performance Criteria for Design Capture Volume
1-hour rainfall depth (in) for a 2-year return period from http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html?bkmrk=ca =0.519
s.f. acres s.f. acres % s.f. acres %
DMA-1 808,578 18.56 58,481 1.34 7.23% 750,097 17.22 92.77% 0.772 0.77 48-hrs 78,445
Total 808,578 58,481 750,097 78,445
Note:
See Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume for more information.
BMP Sizing Calculation
Total Volume Provided 78,797 CF. Refer to manufacturer Cutsheet Attacehd.
Design
Capture Vol.
DCV (ft3)
Drawdown
Rate
Mean 6-hr
Precipitation
P6 (in)
DA#
Runoff
Coefficien
t (Rc)
Area Pervious Area Impervious Area
DRAW-DOWN TIME CALCULATION
PROJECT:22-305 CATAWBA AVE SPEC INDUSTRIAL
PERCOLATION LOCATION: Basin A
Total Storage Volume Percolation Rate (1)Area (2)Infiltration Rate Draw Down Time
CF Inch/Hour SF CFS Hour
78,797 4.38 28,416 2.88 7.60 < 48 Hours
- - Green Cells are output
Note:
1.) See Appendix C for Percolation Test Results
2.) Footprint of proposed underground basin per BMP sizing calculations
TECHNICAL GUIDANCE DOCUMENT APPENDICES
VII-35 May 19, 2011
Worksheet H: Factor of Safety and Design Infiltration Rate and Worksheet
Factor Category Factor Description
Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A Suitability
Assessment
Soil assessment methods 0.25
Predominant soil texture 0.25
Site soil variability 0.25
Depth to groundwater / impervious
layer 0.25
Suitability Assessment Safety Factor, SA = Σp
B Design
Tributary area size 0.25
Level of pretreatment/ expected
sediment loads 0.25
Redundancy 0.25
Compaction during construction 0.25
Design Safety Factor, SB = Σp
Combined Safety Factor, STOT= SA x SB
Measured Infiltration Rate, inch/hr, KM
(corrected for test-specific bias)
Design Infiltration Rate, in/hr, KDESIGN = STOT × KM
Supporting Data
Briefly describe infiltration test and provide reference to test forms:
Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum
combined adjustment factor shall not exceed 9.0.
St
o
r
m
T
e
c
h
88
8
-
8
9
2
-
2
6
9
4
|
WW
W
.
S
T
O
R
M
T
E
C
H
.
C
O
M
®
Ch
a
m
b
e
r
S
y
s
t
e
m
ACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMS
PLEASE NOTE:
1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".
2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.
3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR
COMPACTION REQUIREMENTS.
4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.
NOTES:
1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101
2. MC-7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION
FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.
4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.
5. REQUIREMENTS FOR HANDLING AND INSTALLATION:
·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.
·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”.
·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 450 LBS/IN/IN.
AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS.
MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL
CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT
D
FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE
TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE
PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT
PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER
ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.
CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A
PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED
INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
PREPARATION REQUIREMENTS.
C
INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE
TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm)
ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT
SUBBASE MAY BE A PART OF THE 'C' LAYER.
GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR
PROCESSED AGGREGATE.
MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS
LAYER.
AASHTO M145¹
A-1, A-2-4, A-3
OR
AASHTO M43¹
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10
BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER
THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR
PROCESSED AGGREGATE MATERIALS.
B
EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS
FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER
ABOVE.
CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹
3, 4
A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE
SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹
3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3
24"
(600 mm) MIN*
7.0'
(2.1 m)
MAX
12" (300 mm) MIN100" (2540 mm)
12" (300 mm) MIN
12" (300 mm) MIN 9"
(230 mm) MIN
D
C
B
A
*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED
INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 30" (750 mm).
60"
(1525 mm)
DEPTH OF STONE TO BE DETERMINED
BY SITE DESIGN ENGINEER 9" (230 mm) MIN
EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
MC-7200
END CAP
PAVEMENT LAYER (DESIGNED
BY SITE DESIGN ENGINEER)
PERIMETER STONE
(SEE NOTE 4)
SUBGRADE SOILS
(SEE NOTE 3)
NO COMPACTION REQUIRED.
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS
46
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OF3 5
- - - ----111-I '' ----I l=;U= I I= I -I _, I -1 1-' '
-11-1 I ~ L
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INSPECTION & MAINTENANCE
STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A.INSPECTION PORTS (IF PRESENT)
A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN
A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG
A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)
A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
B.ALL ISOLATOR PLUS ROWS
B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS
B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE
i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY
ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE
B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS
A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED
B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN
C.VACUUM STRUCTURE SUMP AS REQUIRED
STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.
STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.
NOTES
1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS
OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.
2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.
CATCH BASIN
OR
MANHOLE
MC-7200 ISOLATOR ROW PLUS DETAIL
NTS
STORMTECH HIGHLY RECOMMENDS
FLEXSTORM INSERTS IN ANY UPSTREAM
STRUCTURES WITH OPEN GRATES
COVER PIPE CONNECTION TO END CAP WITH ADS
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-7200 CHAMBER
OPTIONAL INSPECTION PORT
MC-7200 END CAP
24" (600 mm) HDPE ACCESS PIPE REQUIRED USE
FACTORY PARTIAL CUT END CAP PART #:
MC7200IEPP24B OR MC7200IEPP24BW
ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN
FOUNDATION STONE AND CHAMBERS
10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS
SUMP DEPTH TBD BY
SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)
INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE
PART #: MC720024RAMP
46
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MC-SERIES END CAP INSERTION DETAIL
NTS
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT IN END CAP OPENING.
MANIFOLD HEADER
MANIFOLD STUB
STORMTECH END CAP
MANIFOLD HEADER
MANIFOLD STUB
12" (300 mm)
MIN SEPARATION
12" (300 mm) MIN INSERTION
12" (300 mm)
MIN SEPARATION
12" (300 mm)
MIN INSERTION
MC-7200 TECHNICAL SPECIFICATION
NTS
PART #STUB B C
MC7200IEPP06T 6" (150 mm)42.54" (1081 mm)---
MC7200IEPP06B ---0.86" (22 mm)
MC7200IEPP08T 8" (200 mm)40.50" (1029 mm)---
MC7200IEPP08B ---1.01" (26 mm)
MC7200IEPP10T 10" (250 mm)38.37" (975 mm)---
MC7200IEPP10B ---1.33" (34 mm)
MC7200IEPP12T 12" (300 mm)35.69" (907 mm)---
MC7200IEPP12B ---1.55" (39 mm)
MC7200IEPP15T 15" (375 mm)32.72" (831 mm)---
MC7200IEPP15B ---1.70" (43 mm)
MC7200IEPP18T
18" (450 mm)
29.36" (746 mm)---MC7200IEPP18TW
MC7200IEPP18B ---1.97" (50 mm)MC7200IEPP18BW
MC7200IEPP24T
24" (600 mm)
23.05" (585 mm)---MC7200IEPP24TW
MC7200IEPP24B ---2.26" (57 mm)MC7200IEPP24BW
MC7200IEPP30BW 30" (750 mm)---2.95" (75 mm)
MC7200IEPP36BW 36" (900 mm)---3.25" (83 mm)
MC7200IEPP42BW 42" (1050 mm)---3.55" (90 mm)
NOTE: ALL DIMENSIONS ARE NOMINAL
NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 79.1" (2540 mm X 1524 mm X 2010 mm)
CHAMBER STORAGE 175.9 CUBIC FEET (4.98 m³)
MINIMUM INSTALLED STORAGE*267.3 CUBIC FEET (7.56 m³)
WEIGHT (NOMINAL)205 lbs.(92.9 kg)
NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm)
END CAP STORAGE 39.5 CUBIC FEET (1.12 m³)
MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³)
WEIGHT (NOMINAL)90 lbs.(40.8 kg)
*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS,
12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY.
PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"
CUSTOM PREFABRICATED INVERTS
ARE AVAILABLE UPON REQUEST.
INVENTORIED MANIFOLDS INCLUDE
12-24" (300-600 mm) SIZE ON SIZE
AND 15-48" (375-1200 mm)
ECCENTRIC MANIFOLDS. CUSTOM
INVERT LOCATIONS ON THE MC-7200
END CAP CUT IN THE FIELD ARE NOT
RECOMMENDED FOR PIPE SIZES
GREATER THAN 10" (250 mm). THE
INVERT LOCATION IN COLUMN 'B'
ARE THE HIGHEST POSSIBLE FOR
THE PIPE SIZE.
UPPER JOINT
CORRUGATION
WEB
CREST
CREST
STIFFENING
RIB
VALLEY
STIFFENING RIB
BUILD ROW IN THIS DIRECTION
LOWER JOINT
CORRUGATION
FOOT
83.4"
(2120 mm)
79.1"
(2010 mm)
INSTALLED
60.0"
(1524 mm)
100.0" (2540 mm)90.0" (2286 mm)
61.0"
(1549 mm)
32.8"
(833 mm)
INSTALLED
38.0"
(965 mm)
B
C
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HYDROLOGY REPORT POPLAR SOUTH DISTRIBUTION CENTER
22-305 Hydrology Report.doc 9
Technical Appendix E
A. Existing Storm Drain As-Built Plans
B. Pipe Hydraulic Calculations
DRC
1000'
990
980
Q100=298 CfS
V(MAX)=10.5 FPS
EXISTING
_..,/ __ GRADE __ _
---------·-· ~ ---··-··-
H.G.L -
S=0.0100
S=0.0100
I
CONST. 213.92 LF. -72" RCP CONST. 250.00 LF. -72" RCP
(D-1500) 0-\500
LINE ,, A"
-.... .Ir. -
18+00 19+00 20+00 21+00 22+00
lAT •AJ•
24 RCP
995.12 INV.
EXIST.* ~
S=0.0100
Q100=2s;J CFS
V MAX =10.0 FPS
ST. 32.00 LF.
72" RCP
(0-1500)
23+00
PROFILE SCALE:
HORIZ. -1" = 40'
VERT. -1" = 4'
TRANSITION
STRUCTURE
S=0.9366
LINE "A"
72 RCP
985.58 INV.
Q100=15 CFS
.. ----
PROPOSED
GRADE
CONCREIE
PIPE SEAL
6" SANO
BACKFILL
CONST. 4.00 LF.
30" RCP {0-1750) LATERAL "A2"
PROVIDE IMPERMEABLE LINER AROUND TliE
STORM DRAIN LINE FOLDEO AT TliE TOP
WITH A 6" OVERLAP AT TliE TOP OF TliE
STORM DRAIN EXTENDING 10' BEYOND TliE
EDGES OF MWD CONDUIT. TliE 6" OVERLAP
MUST BE HEAT WELDEO AT TliE TOP.
PPL -24 LINER Bl' BTL INC., OR APPRO'IED EQUAL
PRO'IIOE 2" GRt:EN WARNING TAPE IMPRINTED
Willi "CAUTION BURIED STORM DRAIN" >W:NF.
STORM DRAIN CROSSING AT MWD CONDUIT.
10+00 11+00
*~
TRANSITION
STRUCTURE
S=0.7959
LINE "A"
72 RCP
991 .12 INV.
Q100=18 CFS
I
11
ii
1I
1I
PROPOSED GRADE
'---~
H.G.L
CONCREIE
PIPE SEAL
6" SANO
BACKFILL
11 I
I 8 ell. I ill . ~ §.:_ ill I ::: x~ 6 ~;;; "' .... I 616 ... --!:i + 0 ..-LO -c( • I ... ~8 Iii oc. ~ I Iii~-*
~ -x.., iil"!
~8 w-
1
1
CONST. 32.00 LF. RCB
W=4.00' H=1.00'
-
CONST. f.00 LF. -24" RCP
-
(0-1750)
PROVIDE IMPERMEABLE LINER AROUND TliE
STORM DRAIN LINE FOLDEO AT TliE TOP
WITH A 6" <MRLAP AT TliE TOP OF TliE
STORM DRAIN EXTENDING 10' BEYOND TliE
ffiGES OF MWD CONDUIT. TliE 6" OVERLAP
MUST BE HEAT WELDED AT TliE TOP.
PPL-24 LINER Bl' BTL INC., OR APPRO'IEO EC
PRO'IIDE 2" GREEN WARNING TAPE IMPRINTm
WITH "CAUTION BURIED STORM DRAIN" />00'/f.
STORM DRAIN CROSSING AT MWD CONDUIT.
CON1RACTOR TO VERIFY LOCATION
I AND ELEVATION PRIOR TO
COMMENCEMENT OF CONSTRUCTION. LATERAL "A3"
10+00 11+00
STOAMDRAt.l NOlES
@) CONSTRUCT 72" R.C.P., D-1500. BEDDING PER CITY OF FONTANA DETAIL ON SHEET 4.
@ CONSTRUCT MANHOLE PER CITY OF FONTANA STD. PLAN NO. 3012.
@ CONSTRUCT TRANSmON STRUCTURE RCB TO PIPE PER S.P.P.W.C. STD. PLAN NO. 342-2.
@) CONSTRUCT PIPE SEAL PER S.B.C.F.C.D. STD. PLAN NO. S.P. 176.
@ CONSTRUCT REINFORCED CONCRETE BOX CULVERT PER LAC.D.P.W. STD. PLAN NO.
3053-0, SIZE PER PLAN. SEE DETAIL ON SHEET 4.
CONSTRUCT PRESSURE MANHOLE SHAFT PER CITY OF FONTANA STD. PLAN NO. 3016
PRESSURE FRAME AND COVER PER CITY STD. PLAN NO. 3018.
1000
990 -
980
____,.,_...,_ __ 8,,,_~. ---------------------eo--<,r ... ,u~ei-____L __ =L,:gJS----~ f--~-~-~g.__ ~ AlER" ______________ _
_____ ,.. . . '42"W 2!iO.OOtw-' ----~ST!!lA~22\l<+!!l68~""~~~'T-fi
..; C L n"--ReP---S=O;OHJ0 :-g
PROVIDE 6" BACKFILL LAYER OF SAND BETWEEN STORt.A DRAIN AND t.AWD PIPELINE.
CONSTRUCT 24" R.C.P., D-1750. BEDDING PER CITY OF FONTANA DETAIL ON SHEET 4 .
SAWCUT, REMOVE AND REPLACE EXISTING PAVEt.AENT PER CITY OF FONTANA STD. PLAN
ND. 1008.
DIAL
BEFORE
YOU DIG
0
R.O.W.
TWO WORKING DAYS BEFORE
YOU DIG
TOLL FREE l-800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT
24 •
REV. REVISl(Jj DESCRIPTI(Jj DAlE ENGR. OlY DAlE
--...... ----
t
SHOULD CONSTRUCTION OF THE REQUIRED
IMPROVEMENTS NOT COMMENCE WITHIN TWO
YEARS OF THE DATE OF APPROVAL SHOWN HEREON
AND CARRIED FORTH IN A DILIGENT MANNER, THE
CITY ENGINEER MAY REQUIRE REVISIONS TO THE
PLANS TO BRING THEM INTO CONFORMANCE WITH
STANDARDS IN EFFECT.
Last Update, 3/20/15
0,\3200-3299\3212\STORM DRAIN\321250---03.dwg
.C.E. NO. 561 *
Exp. 12-31-16 ~
C/V\\.
Prepared Under The Supervision Of :
Thienes Engineering, Inc.
CML ENGINEERING • LANO SURVEYING
143#1 FTRESTONE BOULEVARD
LA MIFWJA, CALIFORNIA 90638
PH.{7U}521--4811 FAX{7U}521--411J
RCE NO. 5 15
0 20 40 80 120
~I _I I __ I I
SCALE:1 "=40'
WD/Di, B-36C371179
DRAWN BY:
RH
RCS
CITY OF FONTANA, CALIFORNIA
STORM DRAIN PLAN
POPLAR AVENUE
ST0RM DRAIN
sc.11£:
AS SHOWN
DATE:
• I:,. If DRAWING NO.: 3
5228 5
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75
OF BEAR INGS
0:: w I-
~
00
THE BEARINGS SHOWN HEREON ARE
BASED ON THE CENTERLINE OF
CATAWBA AVENUE BEING NORTH
00·15•00" EAST PER R.S.B. 79/56.
:t
t t ' '--1 --t _,_ r
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I I INSTALL 4791;-50 LF 66" RCF:' -t -· E E
E E -I r _:_ (j80Q D)
f + -.--:_: + T .. -I :-: 1
76 77
BENCHMARK 289 ELEV. 1032.22
>--' r t
78 79
'' ' .
* NOTE:
HORIZONTAL AND VERTICAL LOCATIONS TO
BE VERIFIED IN THE FIELD AND ENGINEER
NOTIFIED OF ANY DISCREPANCIES PRIOR TO
CONSTRUCTION.
l T T !
80
I t I ;'
l=""":t=i="-==r-=r f --
----=-=---
+-
t·
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f
t l --
--=
L
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-
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t-+ s ,OQ60 = r T -
----'
-
-
-
-
-
-
.
-
f
t t t t
t t f
PROFILE SCALE
VERTICAL: 1 "=4'
HORIZONTAL: 1 "=40'
81 82
~'" &i--:-R-=E=C;...;;O;..;.R,,,,;,;;D;......,_.D.;...;;R_AW_I N_G_S----i ~ ~ ... THESE RECORD DRAWINGS HAVE BEEN PREPARED. IN
PART, ON THE BASIS OF INFORMATION COMPILED ANO
FURNISHED BY OTHERS. THE ENGINEER WILL NOT BE
RESPONSIBLE FOR ANY ERRORS OR OMISSIONS WHICH
HAVE BEEN INCORPORATED INTO THESE DOCUMENTS
AS A RESULT THEREOF.
40
'
I-
'
83
GRAPHIC SCALE
0 40 BO
(IN FEET)
1"=40'
f=j
.
84
1 i°O
I
-
--
----
t I !::::::± + f
-
. -
-r
-= .
~ r
J. : t t _; +-
~ -+ f=f
: ~ 1.e-2 aaaa
CONSTRUCTION NOTES
INSTALL 24" RCP (D-LOAD AND PROFILE AS SHOWN ON PLANS)
INSTALL 30" RCP (D-LOAD AND PROFILE AS SHOWN ON PLANS)
INSTALL 36" RCP (D-LOAD AND PROFILE AS SHOWN ON PLANS)
INSTALL 66" RCP (D-LOAD AND PROFILE AS SHOWN ON PLANS)
CONSTRUCT CMP INLET PER DETAIL ON SHEET 1
CONSTRUCT MANHOLE PER CITY OF FONTANA STD. PLAN 3012
CONSTRUCT MANHOLE PER CITY OF FONTANA STD. PLAN 3011
CONSTRUCT JUNCTION PIPE TO PIPE PER CITY OF FONTANA STD. PLAN 3010
CONSTRUCT PIPE PLUG PER DETAIL ON SHEET 1
ADJUS T MANHOLE RIM TO GRADE AFTER FINAL SURFACE HAS BEEN INSTALLED
PROTECT IN PLACE (ITEM AS INDICATED ON PLANS)
SAWCUT AND REMOVE EXISTING AC/AB, LIMITS AND TRENCH PER CITY OF
FONTANA STD. PLAN 1008 AND AS INDICATED ON PLAN
CONSTRUCT AC/AB PAVEMENT REPLACEMENT PER CITY OF FONTANA STD.
PLAN 1008 AND AS INDICATED ON PLAN
COLD PLANE EXISTING AC MINIMUM 0.15' DEPTH & AC OVERLAY TO MATCH EXISTING
INSTALL TYPE F DELINEATOR ON FLEXIBLE POST 5" ON CENTER PER MUTCD FIGURE
3F-101(CA) CLASS 1
CONSTRUCT 4" THICK AC LOCAL DEPRESSION AROUND CMP INLET PER DETAIL ON SHEET 1
LEGEND
l)ij
~
SAWCUT & REMOVE EXISTING PAVEMENT
CONSTRUCT AC/AB PAVEMENT REPLACEMENT
GRIND EXISTING AC MINIMUM 0.15' DEPTH
CONSTRUCT VARIABLE DEPTH AC (MIN. 0.15')
SEE STREET IMPROVEMENT PLANS FOR
STREET GRADE AND PAVEMENT SECTION
FROM STR. STATION 24+32.26 TO STR.
STATION 37+51.97
MANHOLE• JUNCTION STRUCTURE DATA TABLE
S.D. MAINLINE STA. STRUCTURE TYPE I LATERAL I ANGLE "A" I B I C I 01 D2 I EL. S EL. R
82+89.17 MH I A-2 I 45'00'oo• I 48" I 5.0' I 66" 66" I 1008.00 I 1008.05
CURVE DATA COURSE DATA
< ) R L T □ BEARING DISTANCE
A 51·53'35 45.00' 10.43' 5.24' 1 N00"15'00"E
2 N45"15'00"E ••28.05'
3 N44.45'00W **33.37'
♦-TOTAL LENGTH
I-
HUITT-~r/, .L...J.&..A ~ CITY OF FONTANA, CALIFORNIA
Huitt-Zollars, Inc. Ontario DRAWN BY:
LOCATION: CITY OF FONTANA t---+-----------~-~----t--+----t--+-----l
SHOULD CONSTRUCTION OF THE
REQUIRED IMPROVEMENTS NOT
COMMENCE WITHIN TWO YEARS
OF THE DATE OF APPROVAL
SHOWN HEREON AND CARRIED
FORTH IN A DILIGENT MANNER,
TH E CITY ENGINEER MAY REQUIRE
REVISIONS TO THE PLANS TO
BRING THEM INTO CONFORMANCE
WITH STANDARDS IN EFFECT.
3990 CONCOURS, #330 • ONTARIO, CALIFORNIA 91761 • (909) 941-7799 H-Z STAFF MASTER S.D. LINE, DZ-9 SCALE: AS SHOWN CAT A WBA A VENUE
FOUND RAILROAD SPIKE IN POWER
POLE #61319, NE CORNER CATAWBA
AVENUE & SANTA ANA AVENUE.
/2\ ficClJ!Z/J 0.R.ll'w!N6 (Nor l#t . /,\
NO. REVISION DESCRIPTION
Z/1,/,1 JM
DATE ENGR. CITY DATE
1--------------------------------; DESIGNED BY:
APPRO\/m BY MAURICE H. MURAO Q R.C.E.
~,',.,,, ~¼ 0 33366
EXPIRES DATE
6-30-16 .2/4/r~ ~,
J.M.
CHECKED BY: (
M.H.M.
.t>'!'"• 75+0~0/7TO STA 84+00.00
Cl 1, ENGINEER R.C.E. 51152 DATE:
DATE:
2 2016
DWG. NO.:
5414
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* NOTE:
a-~-II -+ :::. ,, ;;!; a:::
84
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B@
,;;; w (fl 0::: <( I z W C., LL Vi I
<( <(
(Il
050
D136
Q. a a:: Q.
HORIZONTAL AND VERTICAL LOCATIONS TO
BE VERIFIED IN THE FIELD AND ENGINEER
NOTIFIED OF ANY DISCREPANCIES PRIOR TO
CONSTRUCTION.
I mu FR[E
BASIS OF BEARINGS
-
-
G
THE BEARINGS SHOWN HEREON ARE
BASED ON THE CENTERLIN E OF
CATAWBA AVENUE BEING NORTH
00'15'00" EAST PER R.S.B. 79/56.
Q. 0 a::
Q.
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CATAWBA A VRl\TT T'I?
89
L
PROFILE SCALE
VERTICAL: 1 "=4'
HORIZONTAL: 1"=40'
~:~~~.'}.· M~i--'1-.:..;R:.;::E:.;::C;..;;:O:;..;.R..;.;D~D..;.R..;;.;.A_W_I N_G_S--;
90 91
if' ~ THESE RECORD DRAWINGS HAVE BEEN PREPARED. IN
PART, ON THE BASIS OF INFORMATION COMPILED AND
( \\~U' •~-,~._1• •-'J~ l'URNISHED BY OTiiERS. THE ENGINEER WILL NOT BE '-..,_ ~'\)'[ , -• "' " AcSPOflSIII E FOR NlY ERRORS OR OMISSIONS WHICH 'vSJ:./ .,I, HAVE 11EEN INCORPORATED INTO THESE DOCUMENTS
~ltOfci,i..f"'~ 1 ASAAESULTTHEREOF.
SEE STREET IMPROVEMENT PLANS FOR
STIREET GRADE AND PAVEMENT SECTION
FR OM STR. STATION 24+32.26 TO STR.
STATION 37+51.97 'JfnJ/1
MANHOLE & JUNCTION STRUCTURE DATA TABLE
S.D. MAINLINE STA. STRUCTURE TYPE LATERAL ANGLE "A" B C D1 D2 EL. S EL. R LEGEND
92+83.00 JS A-5 +5'00'00" 30" 3.5' 66" 66" 1017.76 1018.51
SAWCUT & REMOVE EXISTING PAVEMENT
92
□
2
4
5
6
93
COURSE DATA
BEARING DISTANCE
Noo·15•oo·E
N45"15'00"E ••22.74'
N45"15'00"E **18.41'
N30"15'00"E ••15.00'
N52'50' 48"W u51 _39'
0136
DSO
:-1 r -
---= ---:
-:t ---i-' ----i---d'--------'f-4 _-J-::::::::::1==1 -
CONSTRUCTION NOTES
INSTALL 24" RCP (D-LOAD AND PROFILE AS SHOWN ON PLANS)
INSTALL 30" RCP (D-LOAD AND PROFILE AS SHOWN ON PLANS)
INSTALL 66" RCP (D-LOAD AND PROFILE AS SHOWN ON PLANS)
CONSTRUCT CMP INLET PER DETAIL ON SHEET 1
-
-
·-
---
CONSTRUCT CURB OPENING CATCH BASIN PER CITY OF FONTANA STD. PLAN 3004
(1"1DTH & V-DEPTH PER PLAN)
CONSTRUCT MANHOLE PER CITY OF FONTANA STD. PLAN 3012
CONSTRUCT JUNCTION PIPE TO PIPE PER CITY OF FONTANA STD. PLAN 3010
CONSTRUCT PIPE PLUG PER DETAIL ON SHEET 1
ADJUST MANHOLE RIM TO GRADE AFTER FINAL SURFACE HAS BEEN INSTALLED
REMOVE EXISTING HEADWALL STIRUCTURE
PROTECT IN PLACE (ITEM AS INDICATED ON PLANS)
SAWCUT AND REMOVE EXISTING AC/AB, LIMITS AND TIRENCH PER CITY OF
FONTANA STD. PLAN 1008 AND AS INDICATED ON PLAN
CONSTRUCT AC/AB PAVEMENT REPLACEMENT PER CITY OF FONTANA STD.
PLAN 1008 AND AS INDICATED ON PLAN
CONSTRUCT LOCAL DEPRESSION AT CATCH BASIN PER CITY OF FONTANA
STD. PLAN 3003 (CASE A), H=4"
REMOVE EXISTING PIPE
SAWCUT AND REMOVE EXISTING CURB & GUTTER (LIMITS AS INDICA TED ON PLAN)
USE EXTREME CAUTION AND PROTECT EXISTING UTILITIES IN PLACE WHILE
WORKING IN THIS AREA
INSTALL TYPE F DELINEATOR ON FLEXIBLE POST 5' ON CENTER PER MUTCD
3F-101(CA) CLASS 1
FIGURE
-
CONSTRUCT 4" THICK AC LOCAL DEPRESSION AROUND CMP INLET PER DETAIL ON SHEET 1
t---------;02211\-------r:-,,,,..--.. ~n-------t
5• 5'
I') LL
"' 0
0136
5•
* .. C, u~~ 1-LLU 0 f--
"' ,-.. LL ~o I')
0' ~ CX)
5'
a "--ex, 0 -I') ' ON
@
~
(Il
0
...J <(
Ow
"' U) roc'.'j
N "' -+ II i!'l 3:
6' 5•
~ -r•. ~
1031.28 TP 'l.___] "-.J 1031.46 TP
GRAPHIC SCALE CONSTRUCT AC/AB PAVEMENT REPLACEMENT "TOTAL LENGTH DETAIL A CB •1 DETAIL B CB •2
40 0 40 80
I
(IN FEET)
1"=40'
BENCHMARK 289 ELEV. 1032.22
LOCATION: CITY OF FON TANA
FOUND RAILROAD SPIKE IN POWER
POLE #61319, NE CORNER CATAWBA
AVENUE & SANTA ANA AVENUE.
z/r,/n JM
NO. REVISION DESCRIPTION DATE ENGR. CITY DATE
SHOULD CONSTRUCTION OF THE
REQUIRED IMPROVEMENTS NOT
COMMENCE WITHIN TWO YEARS
OF THE DATE OF APPROVAL
SHOWN HEREON AND CARRIED
FORTH IN A DILIGENT MANNER,
THE CITY ENGINEER MAY REQUIRE
REVISIONS TO THE PLANS TO
BRING THEM INTO CONFORMANCE
WITH STANDARDS IN EFFECT.
1"=20' 1 "=20'
HUITT-7 ~._A~ CITY OF FONTANA. CALIFORNIA
Huitt-Zollars. Inc. Ontario MASTER S.D. LINE, DZ-9 SCALE: AS SHOWN
DRAWN BY:
H-Z STAFF 3990 CONCOURS, #330 • ONTARIO, CALIFORNIA 91761 • (909) 941-7799
1-----------------------tDESIGNED BY: CAT A WBA A VENUE
J.M. ,. ST~ 84+00,ij _..,TO STA 93+80.00
DATE:
2-2016 ••••ovrn BY MAURICE H. MURADQ •.c.E.
2s;.r«d·<=· 4Ju..,; 33366
EXPIRES DA lE
t'.C:c:H-;;:E:-;:C:;-;K-;::-ED;;-;B;-;-Y;-,: ,':'--t-;Ac;;P:;;;P,w;;;·;;cVEaa~s:: · ,,, //
/I ~ ~'x--"'/, .J f ~ M.H .M.
Cll'I' ENGINEER R.C.E. 51152 DATE:
DWG. NO.:
5414