14053-fallbrook-final drainage report - city of thornton · final drainage report ... the...
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FINAL DRAINAGE REPORT
FALLBROOK FILING NO. 3 Thornton, CO
August 19, 2015
JN: 14053
Prepared for:
Carlson Associates Ryland Homes PO Box 247 6161 S. Syracuse Way, Suite 200 Eastlake, CO 80614 Greenwood Village, CO 80111 P: 303.457.2966 P: 303.486.5000
Prepared by:
Jansen Strawn Consulting Engineers 45 W. 2nd Avenue Denver, CO 80223 P: 303.561.3333 F: 303.561.3339
Thomas C. Jansen, PE No. 35942
Principal
Fallbrook Farm Planning Area A August 19, 2015 Page 2
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CERTIFICATION I hereby affirm that this report and plan for the Fallbrook Filing No. 3 Subdivision was
prepared by me, or under my direct supervision, for the owners thereof, in accordance with
the provisions of the City of Thornton Standards and Specifications for the Design and
Construction of Public and Private Improvements for the Responsible Parties thereof. I
understand that the City of Thornton does not and will not assume liability for drainage
facilities designed by others.
Thomas C. Jansen, PE Date
State of Colorado Registration No. 35942
For and on behalf of Jansen Strawn
Consulting Engineers, Inc.
Fallbrook Farm Planning Area A August 19, 2015 Page 3
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T A B L E O F C O N T E N T S
I. GENERAL LOCATION AND DESCRIPTION .............................................................................................. 4
II. DRAINAGE BASINS AND SUB‐BASINS .................................................................................................... 5
III. DRAINAGE FACILITY DESIGN ................................................................................................................. 6
IV. STORMWATER MANAGEMENT FACILITY DESIGN ................................................................................. 8
V. CONCLUSION ....................................................................................................................................... 11
VI. REFERENCES ........................................................................................................................................ 11
A P P E N D I C E S
APPENDIX A – Basin Hydrology
% Impervious Calculations
“C” Values Calculations
SF2 & SF3 Rational Method Calculations
APPENDIX B ‐ Hydraulics
Detention Pond Analysis
Street Capacity Calculations
Inlet Calculations
Storm Sewer Design
APPENDIX C – Reference Materials
Effective FEMA Map Panels
NRCS Soil Information
APPENDIX D ‐ Maps
Developed Basin Map
Fallbrook Farm Planning Area A August 19, 2015 Page 4
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I. GENERAL LOCATION AND DESCRIPTION
The purpose of this report is to define and analyze developed runoff quantities and conveyance
through the Fallbrook Filing No. 3 development. Runoff from this proposed development will be
directed to a stormwater detention pond which will be located on the southern portion of the
site.
A. Site Location
The project site is located in the north half of Section 24, Township 1 North, Range 68 West of
the Sixth Principal Meridian, County of Adams, Colorado. Portions of the site are bounded by
Colorado Boulevard to east and E. 140th Avenue to the south.
Adjacent developments to the site include Fallbrook Subdivision, Filing No. 1 to the west,
Cherrywood Park Subdivision, Filing No. 1 to the south, and the Thornton Fire Department Station
5 to the southeast. See the below vicinity map for reference.
Fallbrook Farm Planning Area A August 19, 2015 Page 5
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There are no major drainageways/floodplains, wetlands or irrigation ditches located on the site,
although Signal Ditch (irrigation ditch) does pass by just outside the property boundary to the
northwest.
B. Description of Property
The Fallbrook Filing No. 3 was platted as Tract K of Fallbrook Filing No. 1 for 140th and Colorado,
LLC.
II. DRAINAGE BASINS AND SUB‐BASINS
A. Major Drainage Basins
The project site lies within the Big Dry Creek watershed and is also located within the study
area of an Outfall Systems Plan (OSP) titled “Outfall Systems Planning North Area Tributaries
Big Dry Creek (ADCO)” prepared by Wright Water Engineers, Inc. This OSP was previously
utilized during the design of the adjacent Fallbrook Subdivision, Filing No. 1
(MMcEngineering, Inc.) and a storm sewer stub was designed and installed as a tie‐in
connection point for the detention pond outlet structure from this current development.
As mentioned previously, there are no FEMA floodplains on the site. According to the Flood
Insurance Rate Map 08001C0304H, the entire site is within Zone X, which is an area that is
determined to be outside of the 500‐year floodplain. Refer to Appendix C for the appropriate
Flood Insurance Rate Map panel.
The USCS Soil Survey indicates that the site is underlain by soils which are part of the
hydrologic soil group C. Hydrologic soil group C soils are identified as soils having a slow
infiltration rate when thoroughly wetted and consisting mostly of soils with a layer that
impedes downward movement of water or soils with moderately‐fine to fine texture. Refer
to Appendix C for an excerpt from the NRCS Soils Report for the site.
B. Sub‐Basin Description
The site, which lies within the Big Dry Creek watershed, will drain to the proposed detention
pond located on the southern portion of the site. The outlet structure for the proposed
Fallbrook Farm Planning Area A August 19, 2015 Page 6
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detention basin will tie into a pre‐existing storm sewer stub which was designed in
anticipation of this proposed development.
III. DRAINAGE FACILITY DESIGN
A. Regulations
Stormwater conveyance and detention facilities for this project were designed in
conformance with the City of Thornton Standards and Specifications and the Urban Drainage
Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual (UDSCM), Volumes 1,
2, and 3.
B. Drainage Studies, Outfall Systems Plans, Site Constraints
As previously mentioned, the project site lies within the Big Dry Creek watershed and is also
located within the study area of an Outfall Systems Plan (OSP) titled “Outfall Systems Planning
North Area Tributaries Big Dry Creek (ADCO)” prepared by Wright Water Engineers, Inc. This
OSP was previously utilized during the design of the adjacent Fallbrook Subdivision, Filing No.
1 (MMcEngineering, Inc.) and a storm sewer stub was designed and installed as a tie‐in
connection point for the detention pond outlet structure from this current development.
C. Hydrology
The minor and major storm frequencies for design are the 5‐year and 100‐year storm events,
respectively. The one hour point rainfall for the 5‐year event is 1.38 inches and 2.69 inches
for the 100‐year event.
The peak discharge for sizing the onsite storm sewer and for the street capacity calculations
was calculated using the following Rational Method formula:
Q=CIA
Where:
Q = peak discharge (cfs)
C = runoff coefficient
I = rainfall intensity (inches/hour)
A = drainage area (acres)
Fallbrook Farm Planning Area A August 19, 2015 Page 7
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See Appendix A for Rational Method flow calculations. The UDFCD SF‐3 form was used to
determine the total flow at respective design points.
D. Hydraulics
Allowable street and alley capacities for the proposed improvements are in accordance with
City of Thornton Standards. At no point will flow from the minor or major storm events be
allowed to flow into residential lots or at a depth greater than 12 inches. Alley capacities
were calculated assuming that capacity was limited to the width of the alley. Street and alley
capacity calculations for the proposed development are provided in Appendix B.
Inlets have been designed throughout the site to capture runoff from the streets before
maximum allowable street and alley capacities are exceeded and at sump locations. Inlet
calculations have been prepared for the site using the Urban Drainage and Flood Control
District UD‐Inlet_V2.03.xls spreadsheet. Inlet capture calculations are provided in Appendix
B.
Proposed storm sewers have been designed in accordance with the City of Thornton
Standards. Hydraflow Storm Sewers extension for Autodesk AutoCAD Civil 3D was utilized to
perform hydraulic computations on the proposed storm sewer, including the calculation of
hydraulic grade lines. Hydraflow Storm Sewers output for the proposed storm sewer,
including profiles with hydraulic grade lines, is included in Appendix B.
Riprap for the pipe outlet into the proposed detention pond was sized and designed in
accordance with UDFCD USDCM Volume 1, Section 7 (Major Drainage) criteria.
E. Water Quality Enhancement
Because the full‐spectrum detention method is being used for this project, the water
quality capture volume (WQCV) is included as part of the Excess Urban Runoff Volume
(EURV).
F. Detention
As required by the City of Thornton, the stormwater detention pond was designed using
the full spectrum detention method which is detailed in the UDFCD UDSCM. This method
includes providing storage for the EURV and 100‐year detention volume. An outlet
structure was designed to release the EURV over a period of 72 hours and to release the
100‐year detention volume at a rate of 1 cfs/acre. As required by the City of Thornton,
an emergency spillway capable of discharging at a rate of twice the 100‐year peak flow
(with 1 foot of freeboard) was designed for the detention pond.
Fallbrook Farm Planning Area A August 19, 2015 Page 8
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IV. STORMWATER MANAGEMENT FACILITY DESIGN
A. General Concept
Generally speaking, stormwater runoff from the residential areas will sheet flow to nearby
streets or alleys. The runoff will then be captured by storm sewer inlets and conveyed to
the detention pond.
B. Specific Details
The Fallbrook Filing No. 3 development consists of the construction of multi‐family residential
homes on 56 lots. The site is approximately 17.02 acres. The residential density for the site
is computed based on the area of the site that will be developed for residential purposes,
which excludes streets, sidewalks, and open space. Each lot was estimated to have an
imperviousness of approximately 60%. C values were then obtained using UDFCD USDCM
based on that imperviousness percentage. Proposed drainage basins will generally follow
historic drainage patterns. All basins with the exception of basin B1 will direct stormwater
runoff to the proposed detention pond. Basin B1 will leave the site undetained.
Basin A1
Basin A1 drains to an existing inlet located in Colorado Boulevard (at DP 1). Previously, this
inlet discharged runoff as overland flow through the site. In the developed condition, this
inlet will be connected to the proposed storm sewer network which conveys stormwater to
the proposed detention pond.
Basin A2 drains to a proposed CDOT Type R inlet (on sag) located in Street B (at DP 2) which
conveys stormwater to the proposed detention pond. Should this inlet become clogged, the
overflow path will be through Tract G to Street A.
Basin A3 drains to a proposed Denver No. 16 valley inlet (on sag) located in Alley D (at DP 3)
which conveys stormwater to the proposed detention pond. Should this inlet become
clogged, the overflow path will be through Tract G to Street A.
Basin A4 drains to a proposed CDOT Type R inlet (on sag) located in Street A (at DP 4) which
conveys stormwater to the proposed detention pond. Should this inlet become clogged, the
overflow path will be through the open space/park area to the south and into the pond.
Fallbrook Farm Planning Area A August 19, 2015 Page 9
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Basin A5 drains to a proposed CDOT Type R inlet (on sag) located in Street B (at DP 5) which
conveys stormwater to the proposed detention pond. Should this inlet become clogged, the
overflow path will be through Tract G to Street A.
Basin A6‐1 drains to a proposed Denver No. 16 valley inlet (on grade) located in Alley D (at
DP 6‐1) which conveys stormwater to the proposed detention pond.
Basin A6‐2 drains to a proposed CDOT Type R inlet (on grade) located in Street C (at DP 6‐2)
which conveys stormwater to the proposed detention pond.
Basin A7‐1 drains to a proposed Denver No. 16 valley inlet (on grade) located in Alley T (at DP
7‐1) which conveys stormwater to the proposed detention pond.
Basin A7‐2 drains to a proposed Denver No. 16 valley inlet (on grade) located in Alley T (at DP
7‐2) which conveys stormwater to the proposed detention pond.
Basin A7‐3 drains to a proposed CDOT Type R inlet (on grade) located in Street C (at DP 7‐3)
which conveys stormwater to the proposed detention pond.
Basin A8‐1 drains to a proposed Denver No. 16 valley inlet (on grade) located in Alley T (at DP
8‐1) which conveys stormwater to the proposed detention pond.
Basin A8‐2 drains to a proposed Denver No. 16 valley inlet (on grade) located in Alley T (at DP
8‐2) which conveys stormwater to the proposed detention pond.
Basin A8‐3 drains to a proposed CDOT Type R inlet (on sag) located in Street A (at DP 8‐3)
which conveys stormwater to the proposed detention pond. Should this inlet become
clogged, the overflow path will be through the open space/park area to the south and into
the pond.
Basin A9 drains to a proposed CDOT Type R inlet (on sag) located in Street A (at DP 9) which
conveys stormwater to the proposed detention pond. Should this inlet become clogged, the
overflow path will be through the open space/park area to the south and into the pond.
Fallbrook Farm Planning Area A August 19, 2015 Page 10
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Basin A10 drains to a proposed CDOT Type R inlet (on sag) located in Street A (at DP 10) which
conveys stormwater to the proposed detention pond. Should this inlet become clogged, the
overflow path will be through the open space/park area to the south and into the pond.
Basin A11 drains overland directly into the proposed detention pond.
Basin B1 is located along the perimeter of the north end of the project site and will leave the
site undetained.
C. Full Spectrum Detention
Onsite stormwater quality and detention for the proposed development will be provided
using the Urban Drainage and Flood Control District (UDFCD) methods and calculations for
full spectrum detention.
Full spectrum detention includes providing a 72‐hour release for the Excess Urban Runoff
Volume (EURV) and providing detention and release controls to limit the 100‐year discharge
for the site. Required EURV and 100‐year detention volumes and release rates have been
determined for this site using the UD_Detention_2.2.xls spreadsheet from UDFCD, which
utilizes Equation SO‐13 from the Storage section of UDFCD USDCM Volume 2 to determine
the required EURV. Each of the proposed ponds utilizes an orifice plate that has been sized
in accordance with UDFCD criteria for hole‐spacing and hole size for the required EURV. This
plate is affixed to the front of the outlet structure, behind a well screen trash rack. The outlet
structure, which is covered with a grate, and passes through a restrictor plate that has been
designed to restrict the outflow from the pond.
The basin has been designed with an all‐weather maintenance access road that is 8 feet wide
with a maximum longitudinal slope of 7 percent that consists of Class 6 road base material
with filter fabric. The maintenance access is provided from Street A (and through the park)
and will provide access to the front of the outlet structure in the bottom of the pond.
The maintenance of the proposed detention pond will be the responsibility of the
homeowners association or metropolitan district. Drainage easements have been dedicated
by plat for the proposed pond.
The proposed pond has been designed with a EURV storage of 1.12 acre‐feet and a total 100‐
year storage volume of 2.02 acre‐feet which includes the 0.46 acre‐feet of water quality
Fallbrook Farm Planning Area A August 19, 2015 Page 11
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volume. The design EURV water surface elevation is 5248.08 feet but has been provided at
5248.10 feet and the 100‐year storage volume of the pond has a water surface elevation of
5249.5 feet (1.5 feet below top of berm).
V. CONCLUSION
This drainage report has been prepared in conformance with the City of Thornton Standards
and Specifications, and the UDFCD Urban Storm Drainage Criteria Manual. The proposed
drainage facilities have been designed to safely convey the runoff from design storm events
to adequate outfall locations.
VI. REFERENCES
1. City of Thornton – Standards and Specifications, Section 400 – Storm Drainage Design,
Grading, and Water Quality Technical Criteria, City of Thornton, Revised October 2012.
2. Urban Storm Drainage Criteria Manual, volumes 1, 2, and 3, Urban Drainage and Flood
Control District, June 2001, with updates to December 2011.
3. Natural Resources Conservation Center Web Soil Survey, United States Department of
Agriculture, site visited July 16, 2015.
4. Federal Emergency Management Agency Flood Insurance Rate Map, Community‐Panel
Number 08001C0304H, Map Revised March 5, 2007.
5. Outfall Systems Planning North Area Tributaries Big Dry Creek, Wright Water Engineers
Inc., November 1989.
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APPENDIX A – Basin Hydrology
Time of Concentration
“C” Values Calculations
SF2 & SF3 Calculations
PROJECT: Fallbrook
JOB NO.: 14053
CALC. BY: JMP
DATE: 08/03/15
Impervious Percentages - from UDFCD Urban Storm Drainage Criteria Manual
% Imp 2 5 10 100
RESIDENTIAL 60% 0.41 0.46 0.51 0.63
ASPHALT 100% 0.89 0.90 0.92 0.96
CONCRETE 90% 0.73 0.75 0.77 0.83
LANDSCAPE 0% 0.04 0.15 0.25 0.50
SOIL TYPE: C or D
PROPOSED COMPOSITE IMPERVIOUSNESS
Basin Area (ac) RESIDENTIAL ASPHALT CONCRETE LANDSCAPE Imp. C2 C5 C10 C100
A1 0.55 0.00 0.38 0.05 0.12 77% 0.69 0.72 0.76 0.85
A2 1.69 0.97 0.15 0.20 0.37 54% 0.41 0.47 0.52 0.65
A3 0.68 0.50 0.00 0.13 0.05 61% 0.44 0.49 0.54 0.66
A4 1.55 0.70 0.37 0.17 0.31 61% 0.49 0.53 0.58 0.70
A5 0.22 0.00 0.13 0.05 0.04 80% 0.70 0.73 0.76 0.85
A6-1 0.58 0.42 0.00 0.11 0.05 61% 0.44 0.49 0.54 0.66
A6-2 0.61 0.13 0.23 0.10 0.15 65% 0.55 0.60 0.64 0.76
A7-1 0.47 0.35 0.00 0.09 0.03 62% 0.45 0.50 0.54 0.66
A7-2 0.75 0.48 0.00 0.08 0.19 48% 0.35 0.41 0.47 0.62
A7-3 4.37 0.93 1.34 0.84 1.26 61% 0.51 0.56 0.61 0.73
A8-1 0.88 0.30 0.00 0.14 0.44 35% 0.28 0.35 0.42 0.60
A8-2 0.49 0.16 0.00 0.10 0.23 38% 0.30 0.37 0.44 0.61
A8-3 3.87 0.74 0.58 1.45 1.10 60% 0.50 0.55 0.59 0.72
A9 0.39 0.00 0.23 0.09 0.07 80% 0.70 0.73 0.77 0.85
A10 0.47 0.00 0.27 0.11 0.09 79% 0.69 0.72 0.76 0.84
A11 3.98 1.03 0.00 0.42 2.53 25% 0.21 0.29 0.37 0.57
Detained Areas Total 21.55 6.71 3.68 4.13 7.03 53%
B1 1.16 0.38 0.00 0.09 0.69 27% 0.21 0.30 0.38 0.57
Undetained Areas Total 1.16 0.38 0.00 0.09 0.69
Drainage Study Total 22.71 7.09 3.68 4.22 7.72
C-Values Based on Frequency (yrs)
Areas (ac) Weighted Impervious and C Values
JANSEN STRAWN COMPOSITE C VALUES - PROP8/11/2015
14053_SF2 SF3.xlsx
Calculated By: STANDARD FORM SF-2 Project: Fallbrook
Date: TIME OF CONCENTRATION SUMMARY Job No.: 14053
Checked By:
FINAL REMARKS
tc
DESIG: C5 AREA LENGTH SLOPE ti LENGTH SLOPE VEL. tt COMP. TOT. LENGTH tc=(L/180)+10
Ac Ft % Min Ft % FPS Min tc Ft Min Min
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14)
A1 0.72 0.55 10 2.0 1.7 350 20 1.5 2.4 2.4 4.1 360 12.0 5.0
A2 0.47 1.69 40 2.0 5.7 300 20 3.0 3.5 1.4 7.2 340 11.9 7.2
A3 0.49 0.68 40 2.0 5.5 220 20 1.0 2.0 1.8 7.3 260 11.4 7.3
A4 0.53 1.55 40 2.0 5.1 460 20 1.0 2.0 3.8 8.9 500 12.8 8.9
A5 0.73 0.22 40 2.0 3.3 300 20 3.0 3.5 1.4 4.8 340 11.9 5.0
A6-1 0.49 0.58 40 2.0 5.5 190 20 1.0 2.0 1.6 7.1 230 11.3 7.1
A6-2 0.60 0.61 40 2.0 4.5 150 20 3.6 3.8 0.7 5.2 190 11.1 5.2
A7-1 0.50 0.47 40 2.0 5.5 300 20 3.0 3.5 1.4 6.9 340 11.9 6.9
A7-2 0.41 0.75 200 3.0 12.1 90 20 2.0 2.8 0.5 12.7 290 11.6 11.6
A7-3 0.56 4.37 40 2.0 4.9 300 20 3.0 3.5 1.4 6.3 340 11.9 6.3
A8-1 0.35 0.88 40 2.0 6.8 130 20 1.0 2.0 1.1 7.8 170 10.9 7.8
A8-2 0.37 0.49 50 2.0 7.3 110 20 2.4 3.1 0.6 7.9 160 10.9 7.9
A8-3 0.55 3.87 40 2.0 5.0 300 20 3.0 3.5 1.4 6.4 340 11.9 6.4
A9 0.73 0.39 5 2.0 1.2 500 20 3.0 3.5 2.4 3.6 505 12.8 5.0
A10 0.72 0.47 5 2.0 1.2 500 20 2.0 2.8 2.9 4.2 505 12.8 5.0
A11 0.29 3.98 300 3.0 17.4 0 20 2.0 2.8 0.0 17.4 300 11.7 17.4
B1 0.30 1.16 60 2.0 8.9 0 20 2.0 2.8 0.0 8.9 60 10.3 8.9
JMP
8/3/2015
DATA
SUB-BASIN TRAVEL TIME
(tt)
tc CHECK
(URBANIZED BASINS)
INITIAL/OVERLAND
TIME (ti)
Cv
JANSEN STRAWN
TOC8/11/2015
14053_SF2 SF3.xlsx
Calculated By: Project: Fallbrook
Date: Job No.: 14053
Checked By: Design Storm: 2-YR
0.97D
ES
IGN
PO
INT
AR
EA
DE
SIG
N
AR
EA
(AC
)
RU
NO
FF
CO
EF
F
tc
(MIN
)
C *
A
(AC
)
I
(IN
/HR
)
Q
(CF
S)
t c
(MIN
)
S (
C *
A)
(CA
)
I
(IN
/HR
)
Q
(CF
S)
SLO
PE
(%)
ST
RE
ET
FLO
W
DE
SIG
N
FLO
W (
CF
S)
SLO
PE
(%)
PIP
E
DIA
M.
(IN
.)
(2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22)
A1 1 0.55 0.69 5.0 0.38 3.29 1.2
A2 2 1.69 0.41 7.2 0.69 2.96 2.0
A3 3 0.68 0.44 7.3 0.30 2.94 0.9
A4 4 1.55 0.49 8.9 0.75 2.74 2.1
A5 5 0.22 0.70 5.0 0.15 3.29 0.5
A6-1 6-1 0.58 0.44 7.1 0.25 2.97 0.8
A6-2 6-2 0.61 0.55 5.2 0.34 3.26 1.1
A7-1 7-1 0.47 0.45 6.9 0.21 3.00 0.6
A7-2 7-2 0.75 0.35 11.6 0.26 2.47 0.6
A7-3 7-3 4.37 0.51 6.3 2.24 3.08 6.9
A8-1 8-1 0.88 0.28 7.8 0.24 2.87 0.7
A8-2 8-2 0.49 0.30 7.9 0.15 2.86 0.4
A8-3 8-3 3.87 0.50 6.4 1.92 3.06 5.9
A9 9 0.39 0.70 5.0 0.27 3.29 0.9
A10 10 0.47 0.69 5.0 0.32 3.29 1.1
A11 11 3.98 0.21 17.4 0.83 2.05 1.7
B1 B1 1.16 0.21 8.9 0.25 2.75 0.7
LE
NG
TH
(FT
)
VE
LO
CIT
Y
(FP
S)
t t
(MIN
)
REMARKS
2-yr, 1-hour rainfall=
DIRECT RUNOFF TOTAL RUNOFF STREET
BASIN
STANDARD FORM SF-38/3/2015 STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
PIPE
JMP
JANSEN STRAWN
2-YEAR8/11/2015
14053_SF2 SF3.xlsx
Calculated By: Project: Fallbrook
Date: Job No.: 14053
Checked By: Design Storm: 5-YR
1.38D
ES
IGN
PO
INT
AR
EA
DE
SIG
N
AR
EA
(AC
)
RU
NO
FF
CO
EF
F
tc
(MIN
)
C *
A
(AC
)
I
(IN
/HR
)
Q
(CF
S)
t c
(MIN
)
S (
C *
A)
(CA
)
I
(IN
/HR
)
Q
(CF
S)
SLO
PE
(%)
ST
RE
ET
FLO
W
DE
SIG
N
FLO
W (
CF
S)
SLO
PE
(%)
PIP
E
DIA
M.
(IN
.)
(2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22)
A1 1 0.55 0.69 5.0 0.38 4.68 1.8
A2 2 1.69 0.41 7.2 0.69 4.21 2.9
A3 3 0.68 0.44 7.3 0.30 4.18 1.3
A4 4 1.55 0.49 8.9 0.75 3.90 2.9
A5 5 0.22 0.70 5.0 0.15 4.68 0.7
A6-1 6-1 0.58 0.44 7.1 0.25 4.22 1.1
A6-2 6-2 0.61 0.55 5.2 0.34 4.63 1.6
A7-1 7-1 0.47 0.45 6.9 0.21 4.26 0.9
A7-2 7-2 0.75 0.35 11.6 0.26 3.51 0.9
A7-3 7-3 4.37 0.51 6.3 2.24 4.38 9.8
A8-1 8-1 0.88 0.28 7.8 0.24 4.08 1.0
A8-2 8-2 0.49 0.30 7.9 0.15 4.07 0.6
A8-3 8-3 3.87 0.50 6.4 1.92 4.35 8.4
A9 9 0.39 0.70 5.0 0.27 4.68 1.3
A10 10 0.47 0.69 5.0 0.32 4.68 1.5
A11 11 3.98 0.21 17.4 0.83 2.91 2.4
B1 B1 1.16 0.21 8.9 0.25 3.91 1.0
VE
LO
CIT
Y
(FP
S)
t t
(MIN
)
REMARKSBASIN
DIRECT RUNOFF TOTAL RUNOFF STREET PIPE
LE
NG
TH
(FT
)
5-yr, 1-hour rainfall=
JMP STANDARD FORM SF-38/3/2015 STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
JANSEN STRAWN
5-YEAR8/11/2015
14053_SF2 SF3.xlsx
Calculated By: Project: Fallbrook
Date: Job No.: 14053
Checked By: Design Storm: 100-YR
2.69D
ES
IGN
PO
INT
AR
EA
DE
SIG
N
AR
EA
(AC
)
RU
NO
FF
CO
EF
F
tc
(MIN
)
C *
A
(AC
)
I
(IN
/HR
)
Q
(CF
S)
t c
(MIN
)
S (
C *
A)
(CA
)
I
(IN
/HR
)
Q
(CF
S)
SL
OP
E
(%)
ST
RE
ET
FLO
W
DE
SIG
N
FLO
W (
CF
S)
SL
OP
E
(%)
PIP
E D
IAM
.
(IN
.)
(2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22)
A1 1 0.55 0.85 5.0 0.47 9.12 4.3
A2 2 1.69 0.65 7.2 1.11 8.20 9.1
A3 3 0.68 0.66 7.3 0.45 8.15 3.6
A4 4 1.55 0.70 8.9 1.09 7.60 8.3
A5 5 0.22 0.85 5.0 0.19 9.12 1.7
A6-1 6-1 0.58 0.66 7.1 0.38 8.23 3.1
A6-2 6-2 0.61 0.76 5.2 0.46 9.03 4.2
A7-1 7-1 0.47 0.66 6.9 0.31 8.31 2.6
A7-2 7-2 0.75 0.62 11.6 0.46 6.85 3.2
A7-3 7-3 4.37 0.73 6.3 3.20 8.54 27.3
A8-1 8-1 0.88 0.60 7.8 0.53 7.96 4.2
A8-2 8-2 0.49 0.61 7.9 0.30 7.93 2.4
A8-3 8-3 3.87 0.72 6.4 2.78 8.49 23.6
A9 9 0.39 0.85 5.0 0.33 9.12 3.0
A10 10 0.47 0.84 5.0 0.40 9.12 3.6
A11 11 3.98 0.57 17.4 2.26 5.68 12.8
B1 B1 1.16 0.57 8.9 0.66 7.62 5.0
LE
NG
TH
(FT
)
VE
LO
CIT
Y
(FP
S)
t t
(MIN
)
REMARKS
100-yr, 1-hour rainfall=
DIRECT RUNOFF TOTAL RUNOFF STREET
BASIN
STANDARD FORM SF-38/3/2015 STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
PIPE
JMP
JANSEN STRAWN
100-YEAR8/11/2015
14053_SF2 SF3.xlsx
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
APPENDIX B – Hydraulics
Detention Pond Analysis
Street Capacity Calculations
Inlet Calculations
Storm Sewer Design
Project:Basin ID:
21.55
53.0%
0
53.0%
Percentage of Area Area (acres)0.0% 0.00.0% 0.0
100.0% 21.6
Initial--f i Final--fo
3 0.5 0.0018
(watershed inches) (acre-feet)
0.63 1.12Design Oulet to Empty
EURV in 72 Hours
100-year Detention Volume Including WQCV 5 1.12 2.02 21.55
Notes:
Hydrologic Soil TypeType AType B
Excess Urban Runoff Volume4
Infiltration (inches per hour)
Maximum Allowable
Release Rate, cfs3
4) EURV approximates the difference between developed and pre-developed runoff volume.
5) 100-yr detention volume includes EURV. No need to add more volume for WQCV or EURV
Detention Volumes 2,5
DETENTION VOLUME BY THE FULL SPECTRUM METHOD
Fallbrook 3Total Site
1) Effective imperviousness is based on Figure ND-1 of the Urban Storm Drainage Criteria Manual (USDCM).
Area of Watershed (acres)
Subwatershed ImperviousnessLevel of Minimizing Directly Connected
Impervious Area (MDCIA)
* User input data shown in blue.
2) Results shown reflect runoff reduction from Level 1 or 2 MDCIA and are plotted at the watershed's total imperviousness value; the impact of MDCIA is reflected by the results being below the curves.3) Maximum allowable release rates for 100-year event are based on Table SO-1. Outlet for the Excess Urban Runoff Volume (EURV) to be designed to empty out the EURV in 72 hours. Outlet design is similar to one for the WQCV outlet of an extended detention basin (i.e., perforated plate with a micro-pool) and extends to top of EURV water surface elevation.
Recommended Horton's Equation Parameters for CUHP
Effective Imperviousness1
Type C or D
Decay Coefficient--
0.00
0.50
1.00
1.50
2.00
2.50
0 20 40 60 80 100
Ru
no
ff V
ou
me
-In
ch
es
Percent Total Imperviousness
100-yr Vol Type A Soil
100-yr Vol Type B, C & D Soils
EURV Type A Soil
EURV Type B Soil
EURV Type C/D Soil
100-yr Storage Volume
EURV Storage Volume
UD-Detention_v2.35 - 7-20-15.xls 8/11/2015, 5:32 PM
Project: Basin ID:
Design Information (Input):Width of Basin Bottom, W = ft Right Triangle OR…Length of Basin Bottom, L = ft Isosceles Triangle OR…Dam Side-slope (H:V), Zd = ft/ft Rectangle OR…
Circle / Ellipse OR…Irregular (Use Overide values in cells G32:G52)
MINOR MAJORStorage Requirement from Sheet 'Modified FAA': acre-ft.
Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft.Storage Requirement from Sheet 'Full-Spectrum': 1.12 2.02 acre-ft.
Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumesfor WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor,& Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage
Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes(input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek)
5245.00 (input) 290 0.007 0.0005245.50 0.00 0.00 2,635 731 0.060 0.0175246.00 0.00 0.00 13,704 4,816 0.315 0.1115247.00 0.00 0.00 21,269 22,303 0.488 0.5125248.00 0.00 0.00 27,108 46,491 0.622 1.0675249.00 0.00 0.00 31,735 75,913 0.729 1.7435249.50 0.00 0.00 33,851 92,309 0.777 2.119
#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A
STAGE-STORAGE SIZING FOR DETENTION BASINS
Fallbrook
Check Basin Shape
Total Site
UD-Detention_v2.35 - 7-20-15.xls, Basin 8/11/2015, 5:32 PM
Project: Basin ID:
STAGE-STORAGE SIZING FOR DETENTION BASINS
5245.00
5245.50
5246.00
5246.50
5247.00
5247.50
5248.00
5248.50
5249.00
5249.50
5250.00
0.00 0.50 1.00 1.50 2.00 2.50
Sta
ge
(ft.
ele
v.)
Storage (acre-feet)
STAGE-STORAGE CURVE FOR THE POND
UD-Detention_v2.35 - 7-20-15.xls, Basin 8/11/2015, 5:32 PM
Project:
Basin ID:
WQCV Design Volume (Input):Catchment Imperviousness, Ia = 53.0 percent
Catchment Area, A = 21.55 acres Diameter of holes, D = 1.408 inchesDepth at WQCV outlet above lowest perforation, H = 2 feet Number of holes per row, N = 1
Vertical distance between rows, h = 4.00 inches ORNumber of rows, NL = 5.00
Orifice discharge coefficient, Co = 0.60 Height of slot, H = inchesSlope of Basin Trickle Channel, S = 0.005 ft / ft Width of slot, W = inches
Time to Drain the Pond = 72 hours
Watershed Design Information (Input): 1.9Percent Soil Type A = 0 %Percent Soil Type B = 0 %
Percent Soil Type C/D = 100 %
Outlet Design Information (Output):Excess Urban Runoff Volume (From 'Full-Spectrum Sheet') 0.626 watershed inches X
N/A 0.00Excess Urban Runoff Volume (From 'Full-Spectrum Sheet') 1.125 acre-feet
Outlet area per row, Ao = 1.56 square inchesTotal opening area at each row based on user-input above, Ao = 1.56 square inchesTotal opening area at each row based on user-input above, Ao = 0.011 square feet
3
Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 5245.00 5245.33 5245.67 5246.00 5246.33 Flow
5245.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.005245.50 0.0368 0.0215 0.0000 0.0000 0.0000 0.065246.00 0.0521 0.0426 0.0299 0.0000 0.0000 0.125246.50 0.0638 0.0563 0.0474 0.0368 0.0215 0.235247.00 0.0736 0.0673 0.0600 0.0521 0.0426 0.305247.50 0.0823 0.0767 0.0704 0.0638 0.0563 0.355248.00 0.0902 0.0851 0.0795 0.0736 0.0673 0.405248.50 0.0974 0.0927 0.0876 0.0823 0.0767 0.445249.00 0.1041 0.0997 0.0950 0.0902 0.0851 0.475249.50 0.1104 0.1063 0.1019 0.0974 0.0927 0.51
#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A
Override Area
Row 1
Override Area
Row 2
Override Area
Row 3
Override Area
Row 4
Override Area
Row 5
Override Area
Row 6
Override Area
Row 7
Override Area
Row 8
Override Area
Row 9
Override Area
Row 10
Override Area
Row 11
Override Area
Row 12
Override Area
Row 13
Override Area
Row 14
Override Area
Row 15
Override Area
Row 16
Override Area
Row 17
Override Area
Row 18
Override Area
Row 19
Override Area
Row 20
Override Area
Row 21
Override Area
Row 22
Override Area
Row 23
Override Area
Row 24
Central Elevations of Rows of Holes in feet
Collection Capacity for Each Row of Holes in cfs
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Fallbrook
Total Site
UD-Detention_v2.35 - 8-12-15.xls, WQCV 8/12/2015, 8:09 AM
Worksheet Protected
Project:
Basin ID:
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Fallbrook
Total Site
5244.50
5245.00
5245.50
5246.00
5246.50
5247.00
5247.50
5248.00
5248.50
5249.00
5249.50
5250.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60
Sta
ge
(fe
et,
ele
v.)
Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
UD-Detention_v2.35 - 8-12-15.xls, WQCV 8/12/2015, 8:09 AM
Project:
Basin ID:
X
1
#1 Vertical #2 Vertical
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice
Water Surface Elevation at Design Depth Elev: WS = 5,249.50 feet
Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 5,245.00 feet
Required Peak Flow through Orifice at Design Depth Q = 21.55 cfs
Pipe/Vertical Orifice Diameter (inches) Dia = 24.0 inchesOrifice Coefficient Co = 0.60
Full-flow Capacity (Calculated)
Full-flow area Af = 3.14 sq ft
Half Central Angle in Radians Theta = 3.14 rad
Full-flow capacity Qf = 28.3 cfs
Percent of Design Flow = 131%
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416) Theta = 1.95 radFlow area Ao = 2.29 sq ft
Top width of Orifice (inches) To = 22.30 inches
Height from Invert of Orifice to Bottom of Plate (feet) Yo = 1.37 feet
Elevation of Bottom of Plate Elev Plate Bottom Edge = 5,246.37 feetResultant Peak Flow Through Orifice at Design Depth Qo = 21.6 cfs
Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 1.67 feet
Fallbrook
Total Site
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
UD-Detention_v2.35 - 8-12-15.xls, Restrictor Plate 8/12/2015, 8:06 AM
Weir ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 18 2015
Emergency Spillway
Trapezoidal WeirCrest = SharpBottom Length (ft) = 190.00Total Depth (ft) = 1.50Side Slope (z:1) = 3.00
CalculationsWeir Coeff. Cw = 3.10Compute by: Known QKnown Q (cfs) = 207.00
HighlightedDepth (ft) = 0.50Q (cfs) = 207.00Area (sqft) = 95.75Velocity (ft/s) = 2.16Top Width (ft) = 193.00
0 50 100 150 200 250 300 350
Depth (ft) Depth (ft)Emergency Spillway
-0.50 -0.50
0.00 0.00
0.50 0.50
1.00 1.00
1.50 1.50
2.00 2.00
Length (ft)Weir W.S.
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 2.9 9.1 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 2.9 9.1 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP-2
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 2 (Type R).xlsm, Q-Peak 8/11/2015, 4:58 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 12.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 17.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.0 17.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (Eq. ST-2) y = 4.08 4.08 inches
Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12)) a = 1.51 1.51 inches
Water Depth at Gutter Flowline d = 5.59 5.59 inches
Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 15.0 15.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.350 0.350
Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs
Flow Velocity within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH = 18.7 31.2 ft
Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 16.7 29.2 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.318 0.186
Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs
Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs
Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0
Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP
Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches
Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Fallbrook
DP-2
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
Street & Inlet Capacities - DP 2 (Type R).xlsm, Q-Allow 8/11/2015, 4:58 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 10.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 2.9 9.1 cfs
INLET IN A SUMP OR SAG LOCATION
Fallbrook
DP-2
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
Street & Inlet Capacities - DP 2 (Type R).xlsm, Inlet In Sump 8/11/2015, 4:58 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.3 3.6 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.3 3.6 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP 3
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 3 (13 Valley).xlsm, Q-Peak 8/11/2015, 4:59 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = 3.00 3.00 feet
Width of a Unit Grate Wo = 1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = N/A N/A feet
Height of Vertical Curb Opening in Inches Hvert = N/A N/A inches
Height of Curb Orifice Throat in Inches Hthroat = N/A N/A inches
Angle of Throat (see USDCM Figure ST-5) Theta = N/A N/A degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = N/A N/A feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = N/A N/A
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = N/A N/A
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 2.6 4.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.3 3.6 cfs
INLET IN A SUMP OR SAG LOCATION
Fallbrook
DP 3
CDOT/Denver 13 Valley Grate
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
Street & Inlet Capacities - DP 3 (13 Valley).xlsm, Inlet In Sump 8/11/2015, 4:59 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 2.9 8.3 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 3.0 35.7 cfs
Total Design Peak Flow, Q = 5.9 44.0 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP 4
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 4 (Type R).xlsm, Q-Peak 8/11/2015, 5:00 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 12.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 17.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.0 17.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (Eq. ST-2) y = 4.08 4.08 inches
Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12)) a = 1.51 1.51 inches
Water Depth at Gutter Flowline d = 5.59 5.59 inches
Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 15.0 15.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.350 0.350
Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs
Flow Velocity within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH = 18.7 43.7 ft
Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 16.7 41.7 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.318 0.130
Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs
Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs
Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0
Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP
Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches
Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Fallbrook
DP 4
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
Street & Inlet Capacities - DP 4 (Type R).xlsm, Q-Allow 8/11/2015, 5:00 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 4 4
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 12.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 18.2 52.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 5.9 44.0 cfs
INLET IN A SUMP OR SAG LOCATION
Fallbrook
DP 4
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
Street & Inlet Capacities - DP 4 (Type R).xlsm, Inlet In Sump 8/11/2015, 5:00 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.7 1.7 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.7 1.7 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP-5
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 5 (Type R).xlsm, Q-Peak 8/11/2015, 5:01 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 12.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 17.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.0 17.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (Eq. ST-2) y = 4.08 4.08 inches
Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12)) a = 1.51 1.51 inches
Water Depth at Gutter Flowline d = 5.59 5.59 inches
Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 15.0 15.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.350 0.350
Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs
Flow Velocity within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH = 18.7 31.2 ft
Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 16.7 29.2 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.318 0.186
Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs
Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs
Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0
Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP
Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches
Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Fallbrook
DP-5
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
Street & Inlet Capacities - DP 5 (Type R).xlsm, Q-Allow 8/11/2015, 5:01 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 10.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.7 1.7 cfs
INLET IN A SUMP OR SAG LOCATION
Fallbrook
DP-5
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
Street & Inlet Capacities - DP 5 (Type R).xlsm, Inlet In Sump 8/11/2015, 5:01 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.1 3.1 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.1 3.1 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP 6-1
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 6-1 (16 Valley).xlsm, Q-Peak 8/11/2015, 5:02 PM
Project:
Inlet ID:
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') aLOCAL = 2.0 2.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W from Q-Allow) Wo = 1.73 1.73 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = 0.50 0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = N/A N/A
Street Hydraulics: OK - Q < maximum allowable from sheet 'Q-Allow' MINOR MAJOR
Total Inlet Interception Capacity Q = 0.78 1.49 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.3 1.6 cfs
Capture Percentage = Qa/Qo = C% = 71 48 %
INLET ON A CONTINUOUS GRADE
Fallbrook
DP 6-1
Denver No. 16 Valley Grate
Street & Inlet Capacities - DP 6-1 (16 Valley).xlsm, Inlet On Grade 8/11/2015, 5:02 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.6 4.2 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.3 1.6 cfs
Total Design Peak Flow, Q = 1.9 5.8 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP 6-2
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 6-2 (Type R).xlsm, Q-Peak 8/11/2015, 5:20 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 14.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.019 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 19.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.021 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.036 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 16.3 49.2 cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Fallbrook
DP 6-2
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
Street & Inlet Capacities - DP 6-2 (Type R).xlsm, Q-Allow 8/11/2015, 5:20 PM
Project:
Inlet ID:
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') aLOCAL = 3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W from Q-Allow) Wo = N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10
Street Hydraulics: OK - Q < maximum allowable from sheet 'Q-Allow' MINOR MAJOR
Total Inlet Interception Capacity Q = 1.70 3.08 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.2 2.7 cfs
Capture Percentage = Qa/Qo = C% = 89 53 %
INLET ON A CONTINUOUS GRADE
Fallbrook
DP 6-2
CDOT Type R Curb Opening
Street & Inlet Capacities - DP 6-2 (Type R).xlsm, Inlet On Grade 8/11/2015, 5:20 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.9 2.6 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.2 1.7 cfs
Total Design Peak Flow, Q = 1.1 4.3 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP 7-1
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 7-1 (16 Valley).xlsm, Q-Peak 8/11/2015, 5:06 PM
Project:
Inlet ID:
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') aLOCAL = 2.0 2.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W from Q-Allow) Wo = 1.73 1.73 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = 0.50 0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = N/A N/A
Street Hydraulics: OK - Q < maximum allowable from sheet 'Q-Allow' MINOR MAJOR
Total Inlet Interception Capacity Q = 0.79 1.79 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.3 2.5 cfs
Capture Percentage = Qa/Qo = C% = 70 42 %
INLET ON A CONTINUOUS GRADE
Fallbrook
DP 7-1
Denver No. 16 Valley Grate
Street & Inlet Capacities - DP 7-1 (16 Valley).xlsm, Inlet On Grade 8/11/2015, 5:06 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.9 3.2 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.9 3.2 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP 7-2
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 7-2 (16 Valley).xlsm, Q-Peak 8/11/2015, 5:07 PM
Project:
Inlet ID:
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') aLOCAL = 2.0 2.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W from Q-Allow) Wo = 1.73 1.73 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = 0.50 0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = N/A N/A
Street Hydraulics: OK - Q < maximum allowable from sheet 'Q-Allow' MINOR MAJOR
Total Inlet Interception Capacity Q = 0.67 1.53 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.2 1.7 cfs
Capture Percentage = Qa/Qo = C% = 74 48 %
INLET ON A CONTINUOUS GRADE
Fallbrook
DP 7-2
Denver No. 16 Valley Grate
Street & Inlet Capacities - DP 7-2 (16 Valley).xlsm, Inlet On Grade 8/11/2015, 5:07 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 9.8 27.3 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.3 2.5 cfs
Total Design Peak Flow, Q = 10.1 29.8 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP 7-3
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 7-3 (Type R).xlsm, Q-Peak 8/11/2015, 5:08 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 14.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.019 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 19.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.021 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.036 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 16.3 49.2 cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Fallbrook
DP 7-3
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
Street & Inlet Capacities - DP 7-3 (Type R).xlsm, Q-Allow 8/11/2015, 5:08 PM
Project:
Inlet ID:
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') aLOCAL = 3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2
Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W from Q-Allow) Wo = N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10
Street Hydraulics: OK - Q < maximum allowable from sheet 'Q-Allow' MINOR MAJOR
Total Inlet Interception Capacity Q = 7.36 12.18 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 2.8 17.6 cfs
Capture Percentage = Qa/Qo = C% = 73 41 %
INLET ON A CONTINUOUS GRADE
Fallbrook
DP 7-3
CDOT Type R Curb Opening
Street & Inlet Capacities - DP 7-3 (Type R).xlsm, Inlet On Grade 8/11/2015, 5:08 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.0 4.2 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.0 4.2 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP 8-1
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 8-1 (16 Valley).xlsm, Q-Peak 8/11/2015, 5:08 PM
Project:
Inlet ID:
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') aLOCAL = 2.0 2.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W from Q-Allow) Wo = 1.73 1.73 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = 0.50 0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = N/A N/A
Street Hydraulics: OK - Q < maximum allowable from sheet 'Q-Allow' MINOR MAJOR
Total Inlet Interception Capacity Q = 0.72 1.76 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.3 2.4 cfs
Capture Percentage = Qa/Qo = C% = 72 42 %
INLET ON A CONTINUOUS GRADE
Fallbrook
DP 8-1
Denver No. 16 Valley Grate
Street & Inlet Capacities - DP 8-1 (16 Valley).xlsm, Inlet On Grade 8/11/2015, 5:08 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.6 2.4 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.3 2.4 cfs
Total Design Peak Flow, Q = 0.9 4.8 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP 8-2
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 8-2 (16 Valley).xlsm, Q-Peak 8/11/2015, 5:09 PM
Project:
Inlet ID:
Design Information (Input) MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') aLOCAL = 2.0 2.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W from Q-Allow) Wo = 1.73 1.73 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = 0.50 0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = N/A N/A
Street Hydraulics: OK - Q < maximum allowable from sheet 'Q-Allow' MINOR MAJOR
Total Inlet Interception Capacity Q = 0.65 1.90 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.2 2.9 cfs
Capture Percentage = Qa/Qo = C% = 73 39 %
INLET ON A CONTINUOUS GRADE
Fallbrook
DP 8-2
Denver No. 16 Valley Grate
Street & Inlet Capacities - DP 8-2 (16 Valley).xlsm, Inlet On Grade 8/11/2015, 5:09 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 8.4 23.6 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.2 2.9 cfs
Total Design Peak Flow, Q = 8.6 26.5 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP 8-3
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 8-3 (Type R).xlsm, Q-Peak 8/11/2015, 5:24 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 14.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.019 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 19.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.021 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Fallbrook
DP 8-3
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
Street & Inlet Capacities - DP 8-3 (Type R).xlsm, Q-Allow 8/11/2015, 5:24 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 2 2
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 10.5 10.5 cfs
WARNING: Inlet Capacity less than Q Peak for MAJOR Storm Q PEAK REQUIRED = 8.6 26.5 cfs
INLET IN A SUMP OR SAG LOCATION
Fallbrook
DP 8-3
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
Street & Inlet Capacities - DP 8-3 (Type R).xlsm, Inlet In Sump 8/11/2015, 5:24 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.3 3.0 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.3 3.0 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP 9
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 9 (Type R).xlsm, Q-Peak 8/11/2015, 5:11 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 12.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.019 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 19.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.021 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Fallbrook
DP 9
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
Street & Inlet Capacities - DP 9 (Type R).xlsm, Q-Allow 8/11/2015, 5:11 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.3 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 5.9 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.3 3.0 cfs
INLET IN A SUMP OR SAG LOCATION
Fallbrook
DP 9
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
Street & Inlet Capacities - DP 9 (Type R).xlsm, Inlet In Sump 8/11/2015, 5:11 PM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.5 3.6 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.5 3.6 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
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DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Fallbrook
DP 10
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
Street & Inlet Capacities - DP 10 (Type R).xlsm, Q-Peak 8/11/2015, 5:12 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 12.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 17.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.0 17.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (Eq. ST-2) y = 4.08 4.08 inches
Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12)) a = 1.51 1.51 inches
Water Depth at Gutter Flowline d = 5.59 5.59 inches
Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 15.0 15.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.350 0.350
Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs
Flow Velocity within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH = 18.7 43.7 ft
Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 16.7 41.7 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.318 0.130
Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs
Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs
Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0
Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP
Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches
Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Fallbrook
DP 10
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
Street & Inlet Capacities - DP 10 (Type R).xlsm, Q-Allow 8/11/2015, 5:12 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 10.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.5 3.6 cfs
INLET IN A SUMP OR SAG LOCATION
Fallbrook
DP 10
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
Street & Inlet Capacities - DP 10 (Type R).xlsm, Inlet In Sump 8/11/2015, 5:12 PM
Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Aug 12 2015
Alley Capacity
User-definedInvert Elev (ft) = 0.65Slope (%) = 1.00N-Value = Composite
CalculationsCompute by: Q vs DepthNo. Increments = 10
(Sta, El, n)-(Sta, El, n)...( 0.00, 1.00)-(6.00, 0.82, 0.016)-(8.00, 0.65, 0.016)-(10.00, 0.82, 0.016)-(16.00, 1.00, 0.016)
HighlightedDepth (ft) = 0.35Q (cfs) = 5.201Area (sqft) = 2.14Velocity (ft/s) = 2.43Wetted Perim (ft) = 16.02Crit Depth, Yc (ft) = 0.35Top Width (ft) = 16.00EGL (ft) = 0.44
-2 0 2 4 6 8 10 12 14 16 18
Elev (ft) Depth (ft)Section
0.00 -0.65
0.50 -0.15
1.00 0.35
1.50 0.85
2.00 1.35
Sta (ft)
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
APPENDIX C – Reference Materials
Effective FEMA Map Panels
NRCS Soil Information
17
Custom Soil Resource ReportMap—Hydrologic Soil Group
4422
210
4422
270
4422
330
4422
390
4422
450
4422
510
4422
570
4422
630
4422
210
4422
270
4422
330
4422
390
4422
450
4422
510
4422
570
4422
630
504810 504870 504930 504990 505050 505110
504810 504870 504930 504990 505050 505110
39° 57' 14'' N10
4° 5
6' 3
8'' W
39° 57' 14'' N
104°
56'
23'
' W
39° 56' 59'' N
104°
56'
38'
' W
39° 56' 59'' N
104°
56'
23'
' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS840 100 200 400 600
Feet0 30 60 120 180
MetersMap Scale: 1:2,340 if printed on A portrait (8.5" x 11") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)Area of Interest (AOI)
SoilsSoil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating LinesA
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating PointsA
A/D
B
B/D
C
C/D
D
Not rated or not available
Water FeaturesStreams and Canals
TransportationRails
Interstate Highways
US Routes
Major Roads
Local Roads
BackgroundAerial Photography
The soil surveys that comprise your AOI were mapped at 1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soil lineplacement. The maps do not show the small areas of contrastingsoils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for mapmeasurements.
Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: http://websoilsurvey.nrcs.usda.govCoordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if more accuratecalculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as ofthe version date(s) listed below.
Soil Survey Area: Adams County Area, Parts of Adams andDenver Counties, ColoradoSurvey Area Data: Version 11, Sep 23, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000or larger.
Date(s) aerial images were photographed: Mar 16, 2012—Sep18, 2014
The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minor shiftingof map unit boundaries may be evident.
Custom Soil Resource Report
18
Table—Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Adams County Area, Parts of Adams and Denver Counties, Colorado (CO001)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
PlC Platner loam, 3 to 5percent slopes
C 16.7 73.8%
UlD Ulm loam, 5 to 9 percentslopes
C 5.9 26.2%
Totals for Area of Interest 22.6 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
19
t 303.561.3333 | f 303.561.3339 | 45 West 2nd Avenue, Denver, Colorado 80223 | www.jansenstrawn.com
APPENDIX D – Maps
Developed Basin Map