14053-Fallbrook-Final Drainage Report - City of Thornton · FINAL DRAINAGE REPORT FALLBROOK ... are...

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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


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.



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



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.



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



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)



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.



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)


clogged, the overflow path will be through Tract H and into the pond.





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.



clogged, the overflow path will be through Tract H and into the pond.



clogged, the overflow path will be through the open space/park area to the south and into

the pond.



Basin A11 drains overland directly into the proposed detention pond.

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



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.


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


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)


A4-1 4-1 1.27 0.47 7.8 0.59 2.88 1.7 To proposed inlet at DP 4-1 (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)




A8 8 4.84 0.43 14.8 2.10 2.21 4.7 To proposed inlet at DP 8 (partial 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




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

)

SL

OP

E

(%)

ST

RE

ET

F

LO

W

DE

SIG

N

F

LO

W (

CF

S)

SL

OP

E

(%)

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)

















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


JMP STANDARD FORM SF-34/29/2016 STORM DRAINAGE SYSTEM DESIGN


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




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)

















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


PIPE

JMP

LEN

GT

H

(FT

)

VE

LOC

ITY

(FP

S)

t t

(MIN

)

REMARKS


DIRECT RUNOFF TOTAL RUNOFF STREET

BASIN

JANSEN STRAWN

100-YEAR5/4/2016


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


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

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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


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




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


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


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

dallen

Highlight

dallen

Highlight

For a depiction of the drainage area analyzed, refer to Sheet DR01.

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):





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 =



<---

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




Project:

Inlet ID:






















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



Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs







Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs






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


MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs



Fallbrook

DP-2




Project =

Inlet ID =


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


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:







Overland Flow =

Channel Flow =



C2 =

C3 =







FallbrookDP 3

Site is Urban

Site is Non-Urban

Show Details

Site Type:

Street Inlets



Street & Inlet Capacities - DP 3 (13 Valley).xlsm, Q-Peak 12/8/2015, 3:14 PM

Project =

Inlet ID =







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


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




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:







Overland Flow =

Channel Flow =



C2 =

C3 =







FallbrookDP 4-1

Site is Urban

Site is Non-Urban

Show Details

Site Type:

Street Inlets



Street & Inlet Capacities - DP 4-1 (Type R).xlsm, Q-Peak 12/8/2015, 12:51 PM

Project:Inlet ID:





































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







FallbrookDP 4-1



Street & Inlet Capacities - DP 4-1 (Type R).xlsm, Q-Allow 12/8/2015, 1:57 PM

Project =

Inlet ID =






















MINOR MAJOR




Fallbrook

DP 4-1


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:







Overland Flow =

Channel Flow =



C2 =

C3 =







FallbrookDP 4-2

Site is Urban

Site is Non-Urban

Show Details

Site Type:

Street Inlets



Street & Inlet Capacities - DP 4-2 (Type R).xlsm, Q-Peak 2/11/2016, 9:27 AM

Project:Inlet ID:












































FallbrookDP 4-2




Project =

Inlet ID =






















MINOR MAJOR




Fallbrook

DP 4-2


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):





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 =



<---

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




Project:

Inlet ID:























Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs










Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs






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







Fallbrook

DP-5




Project =

Inlet ID =






















MINOR MAJOR




Fallbrook

DP-5


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:







Overland Flow =

Channel Flow =



C2 =

C3 =







FallbrookDP 6-1

Site is Urban

Site is Non-Urban

Show Details

Site Type:

Street Inlets



Street & Inlet Capacities - DP 6-1 (13 Valley).xlsm, Q-Peak 12/8/2015, 12:55 PM

Project:

Inlet ID:






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






Fallbrook

DP 6-1


Street & Inlet Capacities - DP 6-1 (13 Valley).xlsm, Inlet On Grade 12/8/2015, 12:56 PM

Worksheet Protected

Project:Inlet ID:







Overland Flow =

Channel Flow =



C2 =

C3 =







FallbrookDP 6-2

Site is Urban

Site is Non-Urban

Show Details

Site Type:

Street Inlets




Project:Inlet ID:

















MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 16.3 49.2 cfs



FallbrookDP 6-2




Project:

Inlet ID:














Fallbrook

DP 6-2


Street & Inlet Capacities - DP 6-2 (Type R).xlsm, Inlet On Grade 12/8/2015, 12:54 PM

Worksheet Protected

Project:Inlet ID:







Overland Flow =

Channel Flow =



C2 =

C3 =







FallbrookDP 7-1

Site is Urban

Site is Non-Urban

Show Details

Site Type:

Street Inlets



Street & Inlet Capacities - DP 7-1 (13 Valley).xlsm, Q-Peak 12/10/2015, 8:19 AM

Project:

Inlet ID:






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






Fallbrook

DP 7-1


Street & Inlet Capacities - DP 7-1 (13 Valley).xlsm, Inlet On Grade 12/10/2015, 8:21 AM

Worksheet Protected

Project:Inlet ID:







Overland Flow =

Channel Flow =



C2 =

C3 =







FallbrookDP 7-2

Site is Urban

Site is Non-Urban

Show Details

Site Type:

Street Inlets




Project:Inlet ID:

















MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 16.3 63.7 cfs



FallbrookDP 7-2




Project:

Inlet ID:










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





Interception Capacity Qi = N/A N/A cfs


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




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


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


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





Fallbrook

DP 7-2


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

dallen

Highlight

Worksheet Protected

Project:Inlet ID:







Overland Flow =

Channel Flow =



C2 =

C3 =







FallbrookDP 8

Site is Urban

Site is Non-Urban

Show Details

Site Type:

Street Inlets



Street & Inlet Capacities - DP 8 (Type R).xlsm, Q-Peak 2/11/2016, 9:03 AM

Project:Inlet ID:




















FallbrookDP 8




Project =

Inlet ID =






















MINOR MAJOR


WARNING: Inlet Capacity less than Q Peak for MAJOR Storm Q PEAK REQUIRED = 6.6 20.3 cfs


Fallbrook

DP 8


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:







Overland Flow =

Channel Flow =



C2 =

C3 =







FallbrookDP 9

Site is Urban

Site is Non-Urban

Show Details

Site Type:

Street Inlets



Street & Inlet Capacities - DP 9 (Type R).xlsm, Q-Peak 2/11/2016, 9:14 AM

Project:

Inlet ID:




















Fallbrook

DP 9




Project =

Inlet ID =






















MINOR MAJOR




Fallbrook

DP 9


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:







Overland Flow =

Channel Flow =



C2 =

C3 =







FallbrookDP 10-1

Site is Urban

Site is Non-Urban

Show Details

Site Type:

Street Inlets




Project:Inlet ID:












































FallbrookDP 10-1




Project =

Inlet ID =






















MINOR MAJOR




Fallbrook

DP 10-1


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:







Overland Flow =

Channel Flow =



C2 =

C3 =







FallbrookDP 10-2

Site is Urban

Site is Non-Urban

Show Details

Site Type:

Street Inlets



Street & Inlet Capacities - DP 10-2 (Type R).xlsm, Q-Peak 2/11/2016, 9:30 AM

Project:Inlet ID:












































FallbrookDP 10-2




Project =

Inlet ID =






















MINOR MAJOR




Fallbrook

DP 10-2


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)


-2 0 2 4 6 8 10 12 14 16 18


0.00 -0.67

0.50 -0.17

1.00 0.33

1.50 0.83

2.00 1.33

Sta (ft)

jpowlison

Highlight


Alley U



(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)


-2 0 2 4 6 8 10 12 14 16 18


0.00 -0.67

0.50 -0.17

1.00 0.33

1.50 0.83

2.00 1.33

Sta (ft)

jpowlison

Highlight


Alley T



(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)


-2 0 2 4 6 8 10 12 14 16 18


0.00 -0.67

0.50 -0.17

1.00 0.33

1.50 0.83

2.00 1.33

Sta (ft)

jpowlison

Highlight


Alley L



(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)


-2 0 2 4 6 8 10 12 14 16 18


0.00 -0.67

0.50 -0.17

1.00 0.33

1.50 0.83

2.00 1.33

Sta (ft)

jpowlison

Highlight


Alley E



(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)


-2 0 2 4 6 8 10 12 14 16 18


0.00 -0.67

0.50 -0.17

1.00 0.33

1.50 0.83

2.00 1.33

Sta (ft)

jpowlison

Highlight


Alley D



(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)


-2 0 2 4 6 8 10 12 14 16 18


0.00 -0.67

0.50 -0.17

1.00 0.33

1.50 0.83

2.00 1.33

Sta (ft)

jpowlison

Highlight

jpowlison

Highlight

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


0 1 2 3 4 5 6 7 8


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


0 5 10 15 20 25 30 35 40 45 50 55 60 65 70


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

jpowlison

Callout

PROPOSED GRADE (TYP.)

jpowlison

Callout

5-YEAR HGL (TYP.)

jpowlison

Callout

PROPOSED GRADE (TYP.)

jpowlison

Callout

100-YEAR HGL (TYP.)


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


Soil Rating PointsA

A/D

B

B/D

C

C/D

D


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


APPENDIX D – Maps

Historic Basin Map

Developed Basin Map

Date post:	05-May-2018
Category:	Documents
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