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FINAL DRAINAGE REPORT
FALLBROOK FILING NO. 3 Thornton, CO
May 6, 2016
JN: 14053
Prepared for:
Carlson Associates CalAtlantic 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 Filing No. 3 February 15, 2016 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 Filing No. 3 February 15, 2016 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
Historic Basin Map
Developed Basin Map
Fallbrook Filing No. 3 February 15, 2016 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 western 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 Filing No. 3 February 15, 2016 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 western portion of the site. The outlet structure for the proposed
Fallbrook Filing No. 3 February 15, 2016 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 Filing No. 3 February 15, 2016 Page 7
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See Appendix A for Rational Method flow calculations. The UDFCD SF‐3 form was used to
determine peak flows at respective design points.
D. Hydraulics
Street and alleys for the proposed development have been designed in accordance with City
of Thornton Standards. Street and alley capacity calculations for the proposed development
are provided in Appendix B of this report.
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 of this report.
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 discussed with the City of Thornton,
an emergency spillway capable of discharging the 100‐year peak flow (with 1 foot of
freeboard) was designed for the detention pond.
Fallbrook Filing No. 3 February 15, 2016 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.
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 (sump) 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 F to Street A.
Basin A3 drains to a proposed Denver No. 16 valley inlet (sump) 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 F to Street A.
Basin A4‐1 drains to a proposed CDOT Type R inlet (sump) located in Street A (at DP 4‐1)
which conveys stormwater to the proposed detention pond. Should this inlet become
clogged, the overflow path will be through Tract H and into the pond.
Basin A4‐2 drains to a proposed CDOT Type R inlet (sump) located in Street A (at DP 4‐2)
which conveys stormwater to the proposed detention pond. Should this inlet become
Fallbrook Filing No. 3 February 15, 2016 Page 9
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clogged, the overflow path will be through the open space/park area to the south and into
the pond.
Basin A5 drains to a proposed CDOT Type R inlet (sump) 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 F to Street A.
Basin A6‐1 drains to a proposed CDOT Type 13 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 CDOT Type 13 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 CDOT Type R inlet (on grade) located in Street C (at DP 7‐2)
which conveys stormwater to the proposed detention pond.
Basin A8 drains to a proposed CDOT Type R inlet (partial sump due to speed table) 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 over the speed table to the inlet located at
DP 4‐2.
Basin A9 drains to a proposed CDOT Type R inlet (partial sump due to speed table) 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 over the speed table to the inlet located at
DP 10‐2.
Basin A10‐1 drains to a proposed CDOT Type R inlet (sump) located in Street A (at DP 10‐1)
which conveys stormwater to the proposed detention pond. Should this inlet become
clogged, the overflow path will be through Tract H and into the pond.
Basin A10‐2 drains to a proposed CDOT Type R inlet (sump) located in Street A (at DP 10‐2)
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 Filing No. 3 February 15, 2016 Page 10
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Basin A11 drains overland directly into the proposed detention pond.
Basins B1 and B2 are located along the perimeter of the north end of the project site and will
leave the site undetained. The existing swale which runs along the property line (in Basin B1)
will be improved so that it has sufficient capacity to carry the flow. The total undetained flow
from Basins B1 and B2 will be less than the historic peak discharge from the site. Calculations
showing this can be found in Appendix A of this report.
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. The proposed pond 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 Filing No. 3 February 15, 2016 Page 11
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volume. The EURV water surface elevation is 5248.15 feet and the 100‐year storage volume
of the pond has a water surface elevation of 5249.48 feet (1.52 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
Calculated By: STANDARD FORM SF-2 Project: FallbrookDate: TIME OF CONCENTRATION SUMMARY Job No.: 14053
Checked By:
FINAL REMARKStc
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
A4-1 0.52 1.27 40 2.0 5.3 300 20 1.0 2.0 2.5 7.8 340 11.9 7.8
A4-2 0.58 0.68 40 2.0 4.7 160 20 1.0 2.0 1.3 6.0 200 11.1 6.0
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 0.44 1.22 40 2.0 5.9 300 20 3.0 3.5 1.4 7.4 340 11.9 7.4
A7-2 0.56 4.37 40 2.0 4.9 300 20 2.0 2.8 1.8 6.6 340 11.9 6.6
A8 0.49 4.84 80 2.0 7.8 1,200 20 2.0 2.8 7.1 14.8 1,280 17.1 14.8
A9 0.74 0.23 5 2.0 1.2 500 20 3.0 3.5 2.4 3.6 505 12.8 5.0
A10-1 0.73 0.38 5 2.0 1.2 320 20 2.0 2.8 1.9 3.1 325 11.8 5.0
A10-2 0.71 0.25 5 2.0 1.2 20 20 2.0 2.8 0.1 1.4 25 10.1 5.0
A11 0.35 3.31 300 3.0 16.1 0 20 0.0 0.0 0.0 16.1 300 11.7 16.1
A12 0.25 0.67 280 4.0 16.0 0 20 0.0 0.0 0.0 16.0 280 11.6 16.0
B1 0.31 0.90 60 2.0 8.8 0 20 0.0 0.0 0.0 8.8 60 10.3 8.8
B2 0.27 0.26 60 2.0 9.2 0 20 0.0 0.0 0.0 9.2 60 10.3 9.2
JMP4/29/2016
DATA
SUB-BASIN TRAVEL TIME
(tt)
tc CHECK
(URBANIZED BASINS)
INITIAL/OVERLAND
TIME (ti)
Cv
JANSEN STRAWN
TOC5/2/2016
14053_SF2 SF3 - DEVELOPED.xlsx
PROJECT: Fallbrook
JOB NO.: 14053
CALC. BY: JMP
DATE: 04/29/16
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 0.83LANDSCAPE 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 1.27 0.62 0.27 0.12 0.26 59% 0.47 0.52 0.57 0.69
A4-2 0.68 0.32 0.19 0.09 0.08 68% 0.54 0.58 0.63 0.73
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 1.22 0.83 0.00 0.17 0.22 53% 0.39 0.44 0.50 0.63
A7-2 4.37 0.93 1.34 0.84 1.26 61% 0.51 0.56 0.61 0.73
A8 4.84 0.96 0.49 1.65 1.74 53% 0.43 0.49 0.55 0.68
A9 0.23 0.00 0.14 0.05 0.04 80% 0.71 0.74 0.77 0.85
A10-1 0.38 0.00 0.22 0.09 0.07 79% 0.70 0.73 0.76 0.84
A10-2 0.25 0.00 0.14 0.06 0.05 78% 0.68 0.71 0.75 0.84
A11 3.31 1.03 0.00 0.42 2.53 30% 0.25 0.35 0.45 0.68
A12 0.67 0.13 0.00 0.05 0.49 18% 0.16 0.25 0.34 0.55
Detained Areas Total 21.55 6.84 3.68 4.18 7.52 54% 0.44 0.50 0.56 0.70
B1 0.90 0.32 0.00 0.07 0.51 28% 0.23 0.31 0.38 0.57
B2 0.26 0.06 0.00 0.02 0.18 21% 0.18 0.27 0.35 0.56
Undetained Areas Total 1.16 0.38 0.00 0.09 0.69 27% 0.21 0.30 0.38 0.57
Drainage Study Total 22.71 7.22 3.68 4.27 8.21
C-Values Based on Frequency (yrs)
Areas (ac) Weighted Impervious and C Values
JANSEN STRAWN COMPOSITE C VALUES - PROP5/2/2016
14053_SF2 SF3 - DEVELOPED.xlsx
Calculated By: Project: FallbrookDate: Job No.: 14053
Checked By: Design Storm: 2-YR0.97
DE
SIG
N
PO
INT
AR
EA
D
ES
IGN
AR
EA
(AC
)
RU
NO
FF
C
OE
FF
tc
(MIN
)
C *
A
(A
C)
I
(IN
/HR
)
Q
(C
FS
)
t c
(MIN
)
S (
C *
A)
(CA
)
I
(IN
/HR
)
Q
(C
FS
)
SL
OP
E
(%)
ST
RE
ET
F
LO
W
DE
SIG
N
FL
OW
(C
FS
)
SL
OP
E
(%)
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 To existing inlet at DP 1 (on-grade)
A2 2 1.69 0.41 7.2 0.69 2.96 2.0 To proposed inlet at DP 2 (sump)
A3 3 0.68 0.44 7.3 0.30 2.94 0.9 To proposed inlet at DP 3 (sump)
A4-1 4-1 1.27 0.47 7.8 0.59 2.88 1.7 To proposed inlet at DP 4-1 (sump)
A4-2 4-2 0.68 0.54 6.0 0.37 3.13 1.2 To proposed inlet at DP 4-2 (sump)
A5 5 0.22 0.70 5.0 0.15 3.29 0.5 To proposed inlet at DP 5 (sump)
A6-1 6-1 0.58 0.44 7.1 0.25 2.97 0.8 To proposed inlet at DP 6-1 (on-grade)
A6-2 6-2 0.61 0.55 5.2 0.34 3.26 1.1 To proposed inlet at DP 6-2 (on-grade)
A7-1 7-1 1.22 0.39 7.4 0.47 2.93 1.4 To proposed inlet at DP 7-1 (on-grade)
A7-2 7-2 4.37 0.51 6.6 2.24 3.03 6.8 To proposed inlet at DP 7-2 (on-grade)
A8 8 4.84 0.43 14.8 2.10 2.21 4.7 To proposed inlet at DP 8 (partial sump)
A9 9 0.23 0.71 5.0 0.16 3.29 0.5 To proposed inlet at DP 9 (partial sump)
A10-1 10-1 0.38 0.70 5.0 0.26 3.29 0.9 To proposed inlet at DP 10-1 (sump)
A10-2 10-2 0.25 0.68 5.0 0.17 3.29 0.6 To proposed inlet at DP 10-2 (sump)
A11 11 3.31 0.25 16.1 0.83 2.13 1.8 To proposed detention pond at DP 11
A12 12 0.67 0.16 16.0 0.11 2.13 0.2 To proposed inlet at DP 9
B1 B1 0.90 0.23 8.8 0.20 2.76 0.6 Undetained
B2 B1 0.26 0.18 9.2 0.05 2.71 0.1 Undetained
STANDARD FORM SF-34/29/2016 STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
PIPE
JMP
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
JANSEN STRAWN
2-YEAR5/4/2016
14053_SF2 SF3 - DEVELOPED.xlsx
Calculated By: Project: FallbrookDate: Job No.: 14053
Checked By: Design Storm: 5-YR1.38
DE
SIG
N
PO
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AR
EA
D
ES
IGN
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(A
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RU
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t c
(MIN
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C *
A
(AC
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I
(I
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Q
(C
FS
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t c
(MIN
)
S (
C *
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(CA
)
I
(I
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(C
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SL
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(%)
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SL
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IAM
. (I
N.)
(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 To existing inlet at DP 1 (on-grade)
A2 2 1.69 0.41 7.2 0.69 4.21 2.9 To proposed inlet at DP 2 (sump)
A3 3 0.68 0.44 7.3 0.30 4.18 1.3 To proposed inlet at DP 3 (sump)
A4-1 4-1 1.27 0.47 7.8 0.59 4.10 2.4 To proposed inlet at DP 4-1 (sump)
A4-2 4-2 0.68 0.54 6.0 0.37 4.45 1.6 To proposed inlet at DP 4-2 (sump)
A5 5 0.22 0.70 5.0 0.15 4.68 0.7 To proposed inlet at DP 5 (sump)
A6-1 6-1 0.58 0.44 7.1 0.25 4.22 1.1 To proposed inlet at DP 6-1 (on-grade)
A6-2 6-2 0.61 0.55 5.2 0.34 4.63 1.6 To proposed inlet at DP 6-2 (on-grade)
A7-1 7-1 1.22 0.39 7.4 0.47 4.17 2.0 To proposed inlet at DP 7-1 (on-grade)
A7-2 7-2 4.37 0.51 6.6 2.24 4.32 9.7 To proposed inlet at DP 7-2 (on-grade)
A8 8 4.84 0.43 14.8 2.10 3.15 6.6 To proposed inlet at DP 8 (partial sump)
A9 9 0.23 0.71 5.0 0.16 4.68 0.8 To proposed inlet at DP 9 (partial sump)
A10-1 10-1 0.38 0.70 5.0 0.26 4.68 1.2 To proposed inlet at DP 10-1 (sump)
A10-2 10-2 0.25 0.68 5.0 0.17 4.68 0.8 To proposed inlet at DP 10-2 (sump)
A11 11 3.31 0.25 16.1 0.83 3.02 2.5 To proposed detention pond at DP 11
A12 12 0.67 0.16 16.0 0.11 3.03 0.3 To proposed inlet at DP 9
B1 B1 0.90 0.23 8.8 0.20 3.92 0.8 Undetained
B2 B1 0.26 0.18 9.2 0.05 3.85 0.2 Undetained
5-yr, 1-hour rainfall=
JMP STANDARD FORM SF-34/29/2016 STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
VE
LO
CIT
Y
(F
PS
)
t t
(MIN
)
REMARKSBASIN
DIRECT RUNOFF TOTAL RUNOFF STREET PIPE
LE
NG
TH
(F
T)
JANSEN STRAWN
5-YEAR5/4/2016
14053_SF2 SF3 - DEVELOPED.xlsx
Calculated By: Project: FallbrookDate: Job No.: 14053
Checked By: Design Storm: 100-YR2.69
DE
SIG
N
PO
INT
AR
EA
D
ES
IGN
AR
EA
(A
C)
RU
NO
FF
C
OE
FF
t c
(MIN
)
C *
A
(AC
)
I
(I
N/H
R)
Q
(C
FS
)
t c
(MIN
)
S (
C *
A)
(CA
)
I
(I
N/H
R)
Q
(C
FS
)
SLO
PE
(%)
ST
RE
ET
F
LOW
DE
SIG
N
F
LOW
(C
FS
)
SLO
PE
(%)
PIP
E D
IAM
. (I
N.)
(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 To existing inlet at DP 1 (on-grade)
A2 2 1.69 0.65 7.2 1.11 8.20 9.1 To proposed inlet at DP 2 (sump)
A3 3 0.68 0.66 7.3 0.45 8.15 3.6 To proposed inlet at DP 3 (sump)
A4-1 4-1 1.27 0.69 7.8 0.88 7.99 7.0 To proposed inlet at DP 4-1 (sump)
A4-2 4-2 0.68 0.73 6.0 0.50 8.68 4.3 To proposed inlet at DP 4-2 (sump)
A5 5 0.22 0.85 5.0 0.19 9.12 1.7 To proposed inlet at DP 5 (sump)
A6-1 6-1 0.58 0.66 7.1 0.38 8.23 3.1 To proposed inlet at DP 6-1 (on-grade)
A6-2 6-2 0.61 0.76 5.2 0.46 9.03 4.2 To proposed inlet at DP 6-2 (on-grade)
A7-1 7-1 1.22 0.63 7.4 0.77 8.13 6.3 To proposed inlet at DP 7-1 (on-grade)
A7-2 7-2 4.37 0.73 6.6 3.20 8.41 26.9 To proposed inlet at DP 7-2 (on-grade)
A8 8 4.84 0.68 14.8 3.31 6.14 20.3 To proposed inlet at DP 8 (partial sump)
A9 9 0.23 0.85 5.0 0.20 9.12 1.8 To proposed inlet at DP 9 (partial sump)
A10-1 10-1 0.38 0.84 5.0 0.32 9.12 2.9 To proposed inlet at DP 10-1 (sump)
A10-2 10-2 0.25 0.84 5.0 0.21 9.12 1.9 To proposed inlet at DP 10-2 (sump)
A11 11 3.31 0.68 16.1 2.26 5.89 13.3 To proposed detention pond at DP 11
A12 12 0.67 0.55 16.0 0.37 5.92 2.2 To proposed inlet at DP 9
B1 B1 0.90 0.57 8.8 0.51 7.65 3.9 Undetained
B2 B1 0.26 0.56 9.2 0.14 7.51 1.1 Undetained
STANDARD FORM SF-34/29/2016 STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
PIPE
JMP
LEN
GT
H
(FT
)
VE
LOC
ITY
(FP
S)
t t
(MIN
)
REMARKS
100-yr, 1-hour rainfall=
DIRECT RUNOFF TOTAL RUNOFF STREET
BASIN
JANSEN STRAWN
100-YEAR5/4/2016
14053_SF2 SF3 - DEVELOPED.xlsx
Inlet at: Receiving bypass flow from inlet at: 5‐yr flow bypassed 100‐yr flow bypassed
DP 6‐2 DP 6‐1 0.3 1.6
DP 4‐1 DP 6‐2 0.2 2.7
DP 7‐2 DP 7‐1 0.4 2.4
DP 4‐2 DP 7‐2 & 8 0.6 21.2
DP 10‐2 DP‐9 0.0 0.0
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
JANSEN STRAWN CONSULTING ENGINEERS45 West 2nd Ave. - Denver, CO 80223
p: 303.561.3333 f: 303.561.3339
PROJECT : Fallbrook 3 DATE : 4/28/2016PROJECT NO. : 14053 BY : DFA
Required VolumeTributary Area (ac) % Impervious
21.55 53.0%
WQCV = 0.46 ac-ft ( WQCV = 1.2*A*(0.91i 3 -1.19i 2 +0.78i)/12 )WQCV = 20,146 cu-ft
EURV = 1.12 ac-ft ( EURV = 1.1*(1.1381*i-0.0339)/12*A, INCLUDES WQCV )EURV = 48,987 cu-ft
100-yr Detention = 2.04 ac-ft ( V 100 = (1.78*I-0.002*I 2 -3.56)/900 * A )100-yr Detention = 88,826 cu-ft
Total Required Volume = 2.04 ac-ft (V100)= 88,826 cu-ft
Max Allowable Release RateQ100 = 20.45 cfs
Provided VolumeContour Elevation
5244.60
5245.00
5246.00
5247.00
5248.00
5249.00
5249.50
WSEL Depth (ft)
WQCV = 5246.93 2.33
EURV = 5248.10 3.50
100-yr = 5249.42 4.82
41 0 0.00
30,685
27,716
22,255
11,414
402
4,653 4,729 0.11
76 76 0.00
24,936
Pond - EURV / Detention Calculations
Ft2
1/3 (A1 + A2 +
(A1A2)1/2) D Total Volume (ft3) Total Volume (ac-ft)
46,200 1.06
16,536 21,265 0.49
33,019 15,922 91,310 2.10
29,188 75,388 1.73
PROJECT : Fallbrook 3 DATE : 2/9/2016
PROJECT NO. : 14053 BY : JMP
A. Verify grate can pass the allowable 100‐year storm release:
Q100 = 20.45 cfs
Determine the area necessary to pass the required flow through grate:
A = Q / (C*(2GH)1/2) Q: 20.45 cfs
C: 0.65
G: 32.2 ft/s2
H: 1.33 ft
Aopen = 3.40 ft2 (Required)
Try: CDOT Close Mesh Grate
Grate size: (L*W) 3.00 X 3.50 ft Custom outlet structure
Area of grate = 10.50 Ft2
Area of grate open to flow = 70%
Area** 3.68 Ft2 > 3.40 Ft2
Grate can pass the required flow
** 50% reduction of the open area of the inlet has been applied for
a clogging factor
Pond - Grate Capacity Calculations
JANSEN STRAWN CONSULTING ENGINEERS
45 West 2nd Ave. ‐ Denver, CO 80223
p: 303.561.3333 f: 303.561.3339
PROJECT : Fallbrook 3 DATE : 2/9/2016
PROJECT NO. : 14053 BY : JMP
100‐yr WSEL = 5249.47
18" INV OUT = 5244.31
Try Orifice Release:
Orifice Equation => Q=Cd*A*(2*g*h)0.5
Q100 = 20.45 cfs
Cd = 0.82
D = 16.250 in (orifice Diameter)
D = 1.35 ft (orifice Diameter)
A = 1.44
g = 32.20
h = 4.48
Q Release = 19.94 cfs
USE: 16.25 in orifice
Pond - 100-Year Outlet Box Control
JANSEN STRAWN CONSULTING ENGINEERS
45 West 2nd Ave. ‐ Denver, CO 80223
p: 303.561.3333 f: 303.561.3339
UD-Detention_v2.35 - 2-12-16.xls, WQCV 6/20/2016, 8:36 AM
Project:
Basin ID:
WQCV Design Volume (Input):Catchment Imperviousness, Ia = 53.0 percent
Catchment Area, A = 21.55 acres Diameter of holes, D = 1.402 inchesDepth at WQCV outlet above lowest perforation, H = 1.93 feet Number of holes per row, N = 1
Vertical distance between rows, h = 4.00 inches ORNumber of rows, NL = 8.00
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): 1.93Percent 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 = 1.54 square inchesTotal opening area at each row based on user-input above, Ao = 1.54 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 Σ5245.00 5245.33 5245.67 5246.00 5246.33 5246.67 5247.00 5247.33 Flow
5245.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.005245.50 0.0365 0.0213 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.065246.00 0.0516 0.0422 0.0296 0.0000 0.0000 0.0000 0.0000 0.0000 0.125246.50 0.0632 0.0558 0.0470 0.0365 0.0213 0.0000 0.0000 0.0000 0.225247.00 0.0730 0.0667 0.0595 0.0516 0.0422 0.0296 0.0000 0.0000 0.325247.50 0.0816 0.0760 0.0698 0.0632 0.0558 0.0470 0.0365 0.0213 0.455248.00 0.0894 0.0843 0.0788 0.0730 0.0667 0.0595 0.0516 0.0422 0.555248.50 0.0965 0.0919 0.0868 0.0816 0.0760 0.0698 0.0632 0.0558 0.625249.00 0.1032 0.0989 0.0942 0.0894 0.0843 0.0788 0.0730 0.0667 0.695249.50 0.1095 0.1054 0.1010 0.0965 0.0919 0.0868 0.0816 0.0760 0.755250.00 0.1154 0.1115 0.1074 0.1032 0.0989 0.0942 0.0894 0.0843 0.805250.50 0.1210 0.1173 0.1134 0.1095 0.1054 0.1010 0.0965 0.0919 0.865251.00 0.1264 0.1229 0.1191 0.1154 0.1115 0.1074 0.1032 0.0989 0.905251.50 0.1316 0.1282 0.1246 0.1210 0.1173 0.1134 0.1095 0.1054 0.955252.00 0.1365 0.1333 0.1298 0.1264 0.1229 0.1191 0.1154 0.1115 0.995252.50 0.1413 0.1382 0.1349 0.1316 0.1282 0.1246 0.1210 0.1173 1.045253.00 0.1460 0.1429 0.1397 0.1365 0.1333 0.1298 0.1264 0.1229 1.085253.50 0.1505 0.1475 0.1444 0.1413 0.1382 0.1349 0.1316 0.1282 1.125254.00 0.1548 0.1520 0.1489 0.1460 0.1429 0.1397 0.1365 0.1333 1.155254.50 0.1591 0.1563 0.1533 0.1505 0.1475 0.1444 0.1413 0.1382 1.19
#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 #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 - 2-12-16.xls, WQCV 6/20/2016, 8:36 AM
Worksheet Protected
Project:
Basin ID:
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Fallbrook
Total Site
5244.00
5246.00
5248.00
5250.00
5252.00
5254.00
5256.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40
Sta
ge
(fee
t, e
lev.
)
Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
PROJECT: FallbrookJOB NO.: 14053
CALC. BY: JMP = FORMULA CELLSDATE:
pipe outlet DP Q(100)
pipe size or curb
opening (FT) Velocity Qfull
Q/Qfull or A/Afull d/D (1)
design depth (d)
Pd - riprap design
parameterRiprap Type
riprap size (D50)
(2)
minimum depth
(inches) width (ft) length (ft)
cutoff wall
depth (FT)
DP-11 96.8 3.5 10.08 101.1 0.96 0.87 3.045 14.13 L 9 15.75 14 14 3.1
Note: All riprap calculations determined from Urban Drainage and Flood Control District Drainage Criteria Manual Volume 2(1) - determined from Figure HS-20a(2) - determined from Figure HS-20c - Min. 12-inch riprap will be utilized
12/8/2015
DRAINAGE CRITERIA MANUAL (V. 2) HYDRAULIC STRUCTURES
Figure HS-20a—Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets— Discharge and Flow Area Relationships for Circular and Rectangular Pipes
(Ratios for Flow Based on Manning’s n Varying With Depth) (Stevens and Urbonas 1996)
Rev. 2008-04 HS-81 Urban Drainage & Flood Control District
0.96
0.87
Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, May 2 2016
FALLBROOK FILING 3 EMERGANCY OVERFLOW
TrapezoidalBottom Width (ft) = 110.00Side Slopes (z:1) = 4.00, 4.00Total Depth (ft) = 1.50Invert Elev (ft) = 5249.50Slope (%) = 2.00N-Value = 0.035
CalculationsCompute by: Known QKnown Q (cfs) = 162.00
HighlightedDepth (ft) = 0.43Q (cfs) = 162.00Area (sqft) = 48.04Velocity (ft/s) = 3.37Wetted Perim (ft) = 113.55Crit Depth, Yc (ft) = 0.41Top Width (ft) = 113.44EGL (ft) = 0.61
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Elev (ft) Depth (ft)Section
5249.00 -0.50
5249.50 0.00
5250.00 0.50
5250.50 1.00
5251.00 1.50
5251.50 2.00
5252.00 2.50
Reach (ft)
Overflow Analysis Notes:The emergency overflow was evaluated using a total flow of 162.0 cfs. This number was derived by adding the 100 year peak flow rate from pipe Line 1 (67.7 cfs, Refer to Storm Drain Calculations) to the direct runoff rate at Design Point 11 (13.3 cfs, Refer to Form SF-3). Then the peak flow was multiplied by 2.0.
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 = 1.8 4.3 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 StormDesign Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inchesC1 =
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 = 1.8 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
FallbrookDP-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 1 (Type R).xlsm, Q-Peak 5/4/2016, 3:07 PM
Project:Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 20.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.040 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 = 30.0 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 = 0.013 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 = 20.0 20.0 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 = 4.80 4.80 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 = 6.31 6.31 inches
Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 18.0 18.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.296 0.296Discharge outside the Gutter Section W, carried in Section TX QX = 12.8 12.8 cfs
Discharge within the Gutter Section W (QT - QX) QW = 5.4 5.4 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT = 18.2 18.2 cfs
Flow Velocity within the Gutter Section V = 6.1 6.1 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 3.2 3.2
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 0.186Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 10.5 46.6 cfs
Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 10.5 46.6 cfs
Discharge within the Gutter Section W (Qd - QX) QW = 4.9 10.7 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 1.9 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 15.4 59.2 cfs
Average Flow Velocity Within the Gutter Section V = 5.9 8.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 2.9 6.0Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = 1.00 1.00Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = 15.4 59.2 cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = 6.00 9.00 inches
Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = 0.00 0.29 inches
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 15.4 18.2 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)
FallbrookDP-1
(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 1 (Type R).xlsm, Q-Allow 5/4/2016, 3:07 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 = 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 = 10.00 10.00 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
Design Discharge for Half of Street (from Sheet Q-Peak ) Qo = 1.8 4.3 cfs
Water Spread Width T = 7.2 11.0 ft
Water Depth at Flowline (outside of local depression) d = 3.2 4.2 inches
Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches
Ratio of Gutter Flow to Design Flow Eo = 0.738 0.533
Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.5 2.0 cfs
Discharge within the Gutter Section W Qw = 1.3 2.3 cfs
Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs
Flow Area within the Gutter Section W AW = 0.65 1.33 sq ft
Velocity within the Gutter Section W VW = 2.8 3.2 fps
Water Depth for Design Condition dLOCAL = 6.2 7.2 inches
Grate Analysis (Calculated) MINOR MAJOR
Total Length of Inlet Grate Opening L = N/A N/A ft
Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A
Under No-Clogging Condition MINOR MAJOR
Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps
Interception Rate of Frontal Flow Rf = N/A N/A
Interception Rate of Side Flow Rx = N/A N/A
Interception Capacity Qi = N/A N/A cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A
Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A
Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft
Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps
Interception Rate of Frontal Flow Rf = N/A N/A
Interception Rate of Side Flow Rx = N/A N/A
Actual Interception Capacity Qa = N/A N/A cfs
Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs
Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR
Equivalent Slope Se (based on grate carry-over) Se = 0.159 0.120 ft/ft
Required Length LT to Have 100% Interception LT = 6.22 11.02 ft
Under No-Clogging Condition MINOR MAJOR
Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 6.22 10.00 ft
Interception Capacity Qi = 1.8 4.2 cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient CurbCoef = 1.25 1.25
Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06
Effective (Unclogged) Length Le = 8.75 8.75 ft
Actual Interception Capacity Qa = 1.8 4.2 cfs
Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.1 cfs
Summary MINOR MAJOR
Total Inlet Interception Capacity Q = 1.80 4.18 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.1 cfs
Capture Percentage = Qa/Qo = C% = 100 97 %
INLET ON A CONTINUOUS GRADE
Fallbrook
DP-1
CDOT Type R Curb Opening
Street & Inlet Capacities - DP 1 (Type R).xlsm, Inlet On Grade 5/4/2016, 3:34 PM
RELEVANT TO COLORADO BLVD. 100 YEAR WSEL ANALYSIS
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 StormDesign Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inchesC1 =
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
FallbrookDP 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 12/8/2015, 3:14 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 = 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) = 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 = 3.6 3.6 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 12/8/2015, 3:13 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 = 2.4 7.0 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 StormDesign Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inchesC1 =
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 2.7 cfs
Total Design Peak Flow, Q = 2.6 9.7 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
FallbrookDP 4-1
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 4-1 (Type R).xlsm, Q-Peak 12/8/2015, 12:51 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 0.350Discharge 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 0.186Theoretical 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 0.0Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMPMax 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)
FallbrookDP 4-1
(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 4-1 (Type R).xlsm, Q-Allow 12/8/2015, 1:57 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 = 2.6 9.7 cfs
INLET IN A SUMP OR SAG LOCATION
Fallbrook
DP 4-1
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
Street & Inlet Capacities - DP 4-1 (Type R).xlsm, Inlet In Sump 12/8/2015, 1:58 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 = 1.7 4.3 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 StormDesign Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inchesC1 =
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 = 0.6 21.2 cfs
Total Design Peak Flow, Q = 2.3 25.5 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
FallbrookDP 4-2
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 4-2 (Type R).xlsm, Q-Peak 2/11/2016, 9:27 AM
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 0.350Discharge 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 0.130Theoretical 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 0.0Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMPMax 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)
FallbrookDP 4-2
(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 4-2 (Type R).xlsm, Q-Allow 12/8/2015, 3:21 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 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 = 10.5 25.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 2.3 25.5 cfs
INLET IN A SUMP OR SAG LOCATION
Fallbrook
DP 4-2
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
Street & Inlet Capacities - DP 4-2 (Type R).xlsm, Inlet In Sump 2/11/2016, 9:28 AM
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 StormDesign Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inchesC1 =
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
FallbrookDP 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 (13 Valley).xlsm, Q-Peak 12/8/2015, 12:55 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 = 0.77 1.47 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.3 1.6 cfs
Capture Percentage = Qa/Qo = C% = 70 47 %
INLET ON A CONTINUOUS GRADE
Fallbrook
DP 6-1
CDOT/Denver 13 Valley Grate
Street & Inlet Capacities - DP 6-1 (13 Valley).xlsm, Inlet On Grade 12/8/2015, 12:56 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 StormDesign Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inchesC1 =
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
FallbrookDP 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 12/8/2015, 12:53 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)
FallbrookDP 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 12/8/2015, 12:53 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 12/8/2015, 12:54 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 = 2.0 6.3 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 StormDesign Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inchesC1 =
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 = 2.0 6.3 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
FallbrookDP 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 (13 Valley).xlsm, Q-Peak 12/10/2015, 8:19 AM
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 = 3 3
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 = 1.60 3.88 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.4 2.4 cfs
Capture Percentage = Qa/Qo = C% = 80 62 %
INLET ON A CONTINUOUS GRADE
Fallbrook
DP 7-1
CDOT/Denver 13 Valley Grate
Street & Inlet Capacities - DP 7-1 (13 Valley).xlsm, Inlet On Grade 12/10/2015, 8:21 AM
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 = 9.7 26.9 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 StormDesign Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inchesC1 =
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 = 0.4 2.4 cfs
Total Design Peak Flow, Q = 10.1 29.3 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
FallbrookDP 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 (Type R).xlsm, Q-Peak 12/8/2015, 3:18 PM
Project:Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 15.0 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 = 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 9.8 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 63.7 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)
FallbrookDP 7-2
(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 7-2 (Type R).xlsm, Q-Allow 12/8/2015, 3:17 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 = 3 3
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
Design Discharge for Half of Street (from Sheet Q-Peak ) Qo = 10.1 29.3 cfs
Water Spread Width T = 12.3 19.0 ft
Water Depth at Flowline (outside of local depression) d = 4.6 6.3 inches
Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches
Ratio of Gutter Flow to Design Flow Eo = 0.475 0.309
Discharge outside the Gutter Section W, carried in Section Tx Qx = 5.3 20.3 cfs
Discharge within the Gutter Section W Qw = 4.8 9.1 cfs
Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs
Flow Area within the Gutter Section W AW = 1.71 3.92 sq ft
Velocity within the Gutter Section W VW = 5.9 7.5 fps
Water Depth for Design Condition dLOCAL = 7.6 9.3 inches
Grate Analysis (Calculated) MINOR MAJOR
Total Length of Inlet Grate Opening L = N/A N/A ft
Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A
Under No-Clogging Condition MINOR MAJOR
Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps
Interception Rate of Frontal Flow Rf = N/A N/A
Interception Rate of Side Flow Rx = N/A N/A
Interception Capacity Qi = N/A N/A cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A
Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A
Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft
Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps
Interception Rate of Frontal Flow Rf = N/A N/A
Interception Rate of Side Flow Rx = N/A N/A
Actual Interception Capacity Qa = N/A N/A cfs
Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs
Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR
Equivalent Slope Se (based on grate carry-over) Se = 0.110 0.079 ft/ft
Required Length LT to Have 100% Interception LT = 18.87 37.82 ft
Under No-Clogging Condition MINOR MAJOR
Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 15.00 15.00 ft
Interception Capacity Qi = 9.5 17.5 cfs
Under Clogging Condition MINOR MAJOR
Clogging Coefficient CurbCoef = 1.31 1.31
Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.04 0.04
Effective (Unclogged) Length Le = 14.34 14.34 ft
Actual Interception Capacity Qa = 9.5 17.3 cfs
Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.6 12.0 cfs
Summary MINOR MAJOR
Total Inlet Interception Capacity Q = 9.46 17.29 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.6 12.0 cfs
Capture Percentage = Qa/Qo = C% = 94 59 %
INLET ON A CONTINUOUS GRADE
Fallbrook
DP 7-2
CDOT Type R Curb Opening
Street & Inlet Capacities - DP 7-2 (Type R).xlsm, Inlet On Grade 5/4/2016, 4:05 PM
RELEVANT COLORADO BLVD. 100 YEAR WSEL ANALYSIS
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 = 6.6 20.3 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 StormDesign Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inchesC1 =
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 = 6.6 20.3 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
FallbrookDP 8
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 (Type R).xlsm, Q-Peak 2/11/2016, 9:03 AM
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 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)
FallbrookDP 8
(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 (Type R).xlsm, Q-Allow 12/8/2015, 3:19 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 = 3 3
Water Depth at Flowline (outside of local depression) Ponding Depth = 5.6 5.6 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 = 11.1 11.1 cfs
WARNING: Inlet Capacity less than Q Peak for MAJOR Storm Q PEAK REQUIRED = 6.6 20.3 cfs
INLET IN A SUMP OR SAG LOCATION
Fallbrook
DP 8
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
Street & Inlet Capacities - DP 8 (Type R).xlsm, Inlet In Sump 2/11/2016, 9:04 AM
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 = 0.8 1.8 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 StormDesign Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inchesC1 =
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 = 0.8 1.8 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
FallbrookDP 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 2/11/2016, 9:14 AM
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 = 0.8 1.8 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 2/11/2016, 9:16 AM
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 = 1.2 2.9 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 StormDesign Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inchesC1 =
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 = 1.2 2.9 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
FallbrookDP 10-1
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 10-1 (Type R).xlsm, Q-Peak 12/8/2015, 3:26 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 0.350Discharge 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 0.130Theoretical 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 0.0Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMPMax 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)
FallbrookDP 10-1
(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 10-1 (Type R).xlsm, Q-Allow 12/8/2015, 3:26 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 = 1.2 2.9 cfs
INLET IN A SUMP OR SAG LOCATION
Fallbrook
DP 10-1
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
Street & Inlet Capacities - DP 10-1 (Type R).xlsm, Inlet In Sump 12/8/2015, 3:26 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 = 0.8 1.9 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 StormDesign Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inchesC1 =
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 = 0.8 1.9 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
FallbrookDP 10-2
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 10-2 (Type R).xlsm, Q-Peak 2/11/2016, 9:30 AM
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 0.350Discharge 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 0.130Theoretical 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 0.0Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMPMax 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)
FallbrookDP 10-2
(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 10-2 (Type R).xlsm, Q-Allow 12/8/2015, 3:30 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 = 0.8 1.9 cfs
INLET IN A SUMP OR SAG LOCATION
Fallbrook
DP 10-2
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
Street & Inlet Capacities - DP 10-2 (Type R).xlsm, Inlet In Sump 2/11/2016, 9:30 AM
Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Dec 9 2015
Alley X
User-definedInvert Elev (ft) = 0.67Slope (%) = 1.88N-Value = Composite
CalculationsCompute by: Q vs DepthNo. Increments = 10
(Sta, El, n)-(Sta, El, n)...( 0.00, 1.00)-(8.00, 0.67, 0.016)-(16.00, 0.83, 0.016)-(16.00, 1.00, 0.016)
HighlightedDepth (ft) = 0.33Q (cfs) = 19.96Area (sqft) = 4.00Velocity (ft/s) = 4.99Wetted Perim (ft) = 16.34Crit Depth, Yc (ft) = 0.33Top Width (ft) = 16.00EGL (ft) = 0.72
-2 0 2 4 6 8 10 12 14 16 18
Elev (ft) Depth (ft)Section
0.00 -0.67
0.50 -0.17
1.00 0.33
1.50 0.83
2.00 1.33
Sta (ft)
Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Dec 9 2015
Alley U
User-definedInvert Elev (ft) = 0.67Slope (%) = 1.60N-Value = Composite
CalculationsCompute by: Q vs DepthNo. Increments = 10
(Sta, El, n)-(Sta, El, n)...( 0.00, 1.00)-(8.00, 0.67, 0.016)-(16.00, 0.83, 0.016)-(16.00, 1.00, 0.016)
HighlightedDepth (ft) = 0.33Q (cfs) = 18.42Area (sqft) = 4.00Velocity (ft/s) = 4.60Wetted Perim (ft) = 16.34Crit Depth, Yc (ft) = 0.33Top Width (ft) = 16.00EGL (ft) = 0.66
-2 0 2 4 6 8 10 12 14 16 18
Elev (ft) Depth (ft)Section
0.00 -0.67
0.50 -0.17
1.00 0.33
1.50 0.83
2.00 1.33
Sta (ft)
Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Dec 9 2015
Alley T
User-definedInvert Elev (ft) = 0.67Slope (%) = 2.06N-Value = Composite
CalculationsCompute by: Q vs DepthNo. Increments = 10
(Sta, El, n)-(Sta, El, n)...( 0.00, 1.00)-(8.00, 0.67, 0.016)-(16.00, 0.83, 0.016)-(16.00, 1.00, 0.016)
HighlightedDepth (ft) = 0.33Q (cfs) = 20.90Area (sqft) = 4.00Velocity (ft/s) = 5.22Wetted Perim (ft) = 16.34Crit Depth, Yc (ft) = 0.33Top Width (ft) = 16.00EGL (ft) = 0.75
-2 0 2 4 6 8 10 12 14 16 18
Elev (ft) Depth (ft)Section
0.00 -0.67
0.50 -0.17
1.00 0.33
1.50 0.83
2.00 1.33
Sta (ft)
Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Dec 9 2015
Alley L
User-definedInvert Elev (ft) = 0.67Slope (%) = 1.65N-Value = Composite
CalculationsCompute by: Q vs DepthNo. Increments = 10
(Sta, El, n)-(Sta, El, n)...( 0.00, 1.00)-(8.00, 0.67, 0.016)-(16.00, 0.83, 0.016)-(16.00, 1.00, 0.016)
HighlightedDepth (ft) = 0.33Q (cfs) = 18.70Area (sqft) = 4.00Velocity (ft/s) = 4.68Wetted Perim (ft) = 16.34Crit Depth, Yc (ft) = 0.33Top Width (ft) = 16.00EGL (ft) = 0.67
-2 0 2 4 6 8 10 12 14 16 18
Elev (ft) Depth (ft)Section
0.00 -0.67
0.50 -0.17
1.00 0.33
1.50 0.83
2.00 1.33
Sta (ft)
Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Dec 9 2015
Alley E
User-definedInvert Elev (ft) = 0.67Slope (%) = 1.00N-Value = Composite
CalculationsCompute by: Q vs DepthNo. Increments = 10
(Sta, El, n)-(Sta, El, n)...( 0.00, 1.00)-(8.00, 0.67, 0.016)-(16.00, 0.83, 0.016)-(16.00, 1.00, 0.016)
HighlightedDepth (ft) = 0.33Q (cfs) = 14.56Area (sqft) = 4.00Velocity (ft/s) = 3.64Wetted Perim (ft) = 16.34Crit Depth, Yc (ft) = 0.33Top Width (ft) = 16.00EGL (ft) = 0.54
-2 0 2 4 6 8 10 12 14 16 18
Elev (ft) Depth (ft)Section
0.00 -0.67
0.50 -0.17
1.00 0.33
1.50 0.83
2.00 1.33
Sta (ft)
Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Dec 9 2015
Alley D
User-definedInvert Elev (ft) = 0.67Slope (%) = 1.00N-Value = Composite
CalculationsCompute by: Q vs DepthNo. Increments = 10
(Sta, El, n)-(Sta, El, n)...( 0.00, 1.00)-(8.00, 0.67, 0.016)-(16.00, 0.83, 0.016)-(16.00, 1.00, 0.016)
HighlightedDepth (ft) = 0.33Q (cfs) = 14.56Area (sqft) = 4.00Velocity (ft/s) = 3.64Wetted Perim (ft) = 16.34Crit Depth, Yc (ft) = 0.33Top Width (ft) = 16.00EGL (ft) = 0.54
-2 0 2 4 6 8 10 12 14 16 18
Elev (ft) Depth (ft)Section
0.00 -0.67
0.50 -0.17
1.00 0.33
1.50 0.83
2.00 1.33
Sta (ft)
Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Feb 15 2016
Fallbrook 3 - North Swale Capacity
TriangularSide Slopes (z:1) = 5.00, 5.00Total Depth (ft) = 0.60
Invert Elev (ft) = 1.00Slope (%) = 3.10N-Value = 0.035
CalculationsCompute by: Known QKnown Q (cfs) = 3.90
HighlightedDepth (ft) = 0.52Q (cfs) = 3.900Area (sqft) = 1.35Velocity (ft/s) = 2.88Wetted Perim (ft) = 5.30Crit Depth, Yc (ft) = 0.52Top Width (ft) = 5.20EGL (ft) = 0.65
0 1 2 3 4 5 6 7 8
Elev (ft) Depth (ft)Section
0.75 -0.25
1.00 0.00
1.25 0.25
1.50 0.50
1.75 0.75
2.00 1.00
Reach (ft)
Channel ReportHydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Jun 20 2016
Emergency Overflow Path for Jackson St. Sump Inlets
TrapezoidalBottom Width (ft) = 19.00Side Slopes (z:1) = 65.00, 28.00Total Depth (ft) = 0.40Invert Elev (ft) = 1.00Slope (%) = 2.00N-Value = 0.030
CalculationsCompute by:
Known Q
Known Q (cfs) = 38.20
HighlightedDepth (ft) = 0.38Q (cfs) = 38.20Area (sqft) = 13.93Velocity (ft/s) = 2.74Wetted Perim (ft) = 54.35Crit Depth, Yc (ft) = 0.38Top Width (ft) = 54.34EGL (ft) = 0.50
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Elev (ft) Depth (ft)Section
0.75 -0.25
1.00 0.00
1.25 0.25
1.50 0.50
1.75 0.75
2.00 1.00
Reach (ft)
NOTE: FLOW (Q) WAS CALCULATED BY COMBINING THE 100 YEAR FLOWS FOR EACH SUMP INLET IN JACKSON STREET:
DP 4-1=7.0 CFSDP 4-2=4.3 CFSDP 10-1=2.9 CFSDP 8= 20.3 CFSDP 9=1.8 CFSTOTAL=38.2 CFS
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
Historic Basin Map
Developed Basin Map