HomeMy WebLinkAboutFile Documents.993 Moore Dr.0192.2019 (41).ARBKGrading and Drainage Report
Prepared for
HL Aspen LLC
993 Moore Drive, aspen
P.O. Box 575
Woody Creek, Colorado 81656
970-309-7130
Prepared By
Josh Rice, P.E.
Revised May 23, 2018
December 12, 2017
i
I hereby affirm that this report and the accompanying plans for the drainage improvements located at 993
Moore was prepared by me for the owners thereof in accordance with the provisions of the City of Aspen
Urban Runoff Management Plan and approved variances and exceptions listed herein. I understand that it
is the policy of the City that the City of Aspen does not and will not assume liability for drainage facilities
designed by others.
Josh Rice, P.E. License No.
1/11/20185/29/2018
ii
1. INTRODUCTION ................................................................................................................................. 1
2. GENERAL SITE DESCRIPTION ....................................................................................................... 1
2.1 Existing Condition ..................................................................................................................................... 1
2.2 Proposed Condition ................................................................................................................................... 2
2.2.1 Determination of Major/Minor .................................................................................................................... 2
2.3 Drainage Basins ......................................................................................................................................... 2
2.3.1 Historical Basin EB : 1 ................................................................................................................................... 5
2.3.2 Historical Basin EB : 2 ................................................................................................................................... 5
2.3.3 Historical Basin EB : 3 ................................................................................................................................... 5
2.3.1 Historical Basin EB : 4 ................................................................................................................................... 5
2.3.1 Proposed Basin PB : 1 ................................................................................................................................... 5
2.3.1 Proposed Basin PB : 2 ................................................................................................................................... 5
2.3.2 Proposed Basin PB : 3 ................................................................................................................................... 5
2.3.3 Proposed Basin PB : 4 ................................................................................................................................... 5
2.3.4 Proposed Basin PB : 5 ................................................................................................................................... 5
3. STORMWATER BMPS AND ROUTING ......................................................................................... 6
3.1 General ..................................................................................................................................................... 7
3.1.1 Detention Calculation and Silva Cells ........................................................................................................... 7
3.2 Inlet Calculations ...................................................................................................................................... 8
3.2.1 Inlet 1 ...................................................................................................................................................... 8
3.2.2 Inlet 2 ...................................................................................................................................................... 8
3.2.3 Inlet 3 ...................................................................................................................................................... 8
3.2.4 Inlet 4 ........................................................................................................................................................... 9
3.2.5 Inlet 5 ...................................................................................................................................................... 9
3.2.6 Inlet 6 ...................................................................................................................................................... 9
3.2.7 Inlet 7 ...................................................................................................................................................... 9
3.2.8 Inlet 8 ...................................................................................................................................................... 9
3.2.1 Inlet 9 ........................................................................................................................................................... 9
3.2.1 Inlet 10 ......................................................................................................................................................... 9
3.2.1 Inlet 11 ......................................................................................................................................................... 9
3.2.1 Inlet 12 ......................................................................................................................................................... 9
3.2.1 Inlet 13 ....................................................................................................................................................... 10
3.2.1 Inlet 14 ....................................................................................................................................................... 10
3.2.1 Inlet 15 ....................................................................................................................................................... 10
3.2.1 Inlet 16 ....................................................................................................................................................... 10
3.2.1 Inlet 17 ....................................................................................................................................................... 10
3.2.2 Inlet 18 ....................................................................................................................................................... 10
3.3 Trench Drain Calculations ........................................................................................................................ 10
3.3.1 TD:1 ............................................................................................................................................................ 10
3.3.2 TD:2 ............................................................................................................................................................ 11
3.3.1 TD:3 ............................................................................................................................................................ 11
3.3.2 Outlet Calculation ...................................................................................................................................... 11
3.3.3 Overflow Calculations ................................................................................................................................ 11
iii
3.4 Operation and Maintenance ................................................................................................................... 11
APPENDIX A--NRCS SOILS REPORT ................................................................................................. 1
APPENDIX B--FEMA FIRM MAP ......................................................................................................... 2
APPENDIX C--PLAN SET ....................................................................................................................... 3
APPENDIX D--HYDROLOGIC CALCULATIONS ............................................................................... 4
APPENDIX E--HYDRAULIC CALCULATIONS .................................................................................. 5
APPENDIX F--DETENTIONCALCULATIONS ................................................................................... 8
1. Introduction
This report was prepared to meet the requirements of a City of Aspen Engineering Department Grading and
Drainage Report for a Major Design. The report was prepared for a single family housing project at 993
Moore Drive, Aspen, Colorado, 81611 (the “Site”). Facilities providing water quality capture volume and
detention have been designed in this report and the associated plan.
2. General Site Description
2.1 Existing Condition
Based on the topographical improvement survey, the lot area is approximately 23729 square feet.
The Site is located in the south west end of Aspen (see Figure 1). The soils are described by the NRCS as,
“Callings-Yeljack complex, 25 to 65 percent slopes” (see Appendix A). The hydrologic soil group is “C.”
The lot is currently vacant.
Figure 1. 993 Moore Drive, Aspen Vicinity Map
(Source: maps.google.com)
The site is located well away from all major drainage ways and is not located within the floodplain bound-
aries the Roaring Fork River. The Site is located within Zone X, as shown and described by FEMA (see
FIRM Map, Appendix B.)
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2.2 Proposed Condition
A new single family structure be constructed on the lot. The lot is currently vacant.
2.2.1 Determination of Major/Minor
The Urban Runoff Management Plan (the “URMP”) has two controlling triggers when determining the
permit requirements: interior demolition and exterior disturbed area. Based on these two triggers, Woody
Creek Engineering (“WCE”) has determined that water quality capture volume (“WQCV”) and detention
is required for the entire property.
The Site is located on a hill that slopes to the north east at 11.1%. Drainage basins are delineated on Plan
Sheet C.1 (Appendix C, C.1). The basins are described in the following sections. The drainage issues and
WQCV treatment BMPs are also described.
2.3 Drainage Basins
Both Historical and proposed basins are described below. Table 1, below, describes the impervious area,
pervious area, total area, percent imperviousness, flow path length, basin slope, runoff coefficients for the
minor (5-yr) and major (100-yr) storm events and runoff flowrates for the minor (5-yr) and major (100-yr)
storm events. Although the Basins are delineated on Plan Sheet C.1 (Appendix C, C.1), they are also
provided in Figure number 2 and 3, below.
Historical peak flows for the 5-year and 100-year events were evaluated for the Site using a time of con-
centration based on the flow path length and slope.
Table 1. Basin Information
BASIN
NO.
TOTAL
BASIN AREA
(ACRES)
IMPERVIOUS AREA
(ACRES)
%
IMPERVIOUS
RUNOFF
COEF. 5YR
RUNOFF COEF.
100YR
FLOW
PATH
LENGTH
(FT)
FLOW
PATH
SLOPE
(FT/FT)
PEAK
FLOW
5YR
(CFS)
PEAK
FLOW
100YR
(CFS)
BULKED
120%
FLOW
(CFS)
EB : 1 3.853 0.000 0.00 0.15 0.50 1029 0.16 1.079 6.910 N/A
EB : 2 4.836 0.000 0.00 0.15 0.50 907 0.22 1.393 8.921 N/A
EB : 3 0.097 0.000 0.00 0.15 0.50 54 0.26 0.048 0.307 N/A
EB : 4 0.334 0.000 0.00 0.15 0.50 102 0.19 0.148 0.950 N/A
PB : 1 3.853 0.000 0.00 0.15 0.50 1029 0.16 1.079 6.910 N/A
PB : 2 4.836 0.000 0.00 0.15 0.50 907 0.22 1.393 8.921 N/A
PB : 3 0.228 0.168 0.74 0.57 0.70 5 0.50 0.425 1.012 N/A
PB : 4 0.095 0.086 0.91 0.76 0.85 5 0.50 0.237 0.508 N/A
PB : 5 0.108 0.108 1.00 0.90 0.96 5 0.50 0.318 0.653 N/A
PB : 2.1 0.573 0.000 0.00 0.15 0.50 300 0.40 0.223 1.430 1.716
PB : 2.2 0.301 0.000 0.00 0.15 0.50 300 0.40 0.117 0.751 0.901
PB : 2.3 0.316 0.000 0.00 0.15 0.50 300 0.40 0.123 0.789 0.946
PB:2 SUBBASINS
3
4
Figure 2. Historical Basins
Figure 3. Proposed Basins
5
2.3.1 Historical Basin EB : 1
Historical Basin EB : 1 has an area of 167848 sf, and has a 16% slope. The basin developed a historical
100-yr flowrate of 6.91 cfs.
2.3.2 Historical Basin EB : 2
Historical Basin EB : 2 has an area of 210645 sf and has a 22% slope. The basin developed a historical
100-yr flowrate of 8.92 cfs.
2.3.3 Historical Basin EB : 3
Historical Basin EB : 3 has an area of 4215 sf and has a 25.9% slope. The basin developed a historical
100-yr flowrate of 0.31 cfs.
2.3.1 Historical Basin EB : 4
Historical Basin EB : 4 has an area of 14570 sf and has a 18.6% slope. The basin developed a historical
100-yr flowrate of 0.95 cfs.
2.3.1 Proposed Basin PB : 1
Proposed Basin PB : 1 is a off site basin located in the northern portion of the site, as shown in Figure 3.
The basin developed a 100-yr flowrate of 6.91 cfs.
2.3.1 Proposed Basin PB : 2
Proposed Basin PB : 2 is a off site basin located in the southern portion of the site, as shown in Figure 3.
The basin developed a 100-yr flowrate of 8.92 cfs. Basin PB:2 was broken into smaller basins PB: 2.1,
PB: 2.2 and PB: 2.3 in order to calculate off site inlet and pipe flows. Proposed basins PB: 2.1, PB: 2.2
and PB: 2.3 have been “bulked” by 120% as recommended by Wright Water Engineers. The three sub-
basins develop 100-year flowrates of 1.716 cfs, 0.901 cfs and 0.946 cfs, respectively.
2.3.2 Proposed Basin PB : 3
Proposed Basin PB : 3 is located in the auto court area and is 74% impervious. The basin developed a
100-yr flowrate of 1.012 cfs.
2.3.3 Proposed Basin PB : 4
Proposed Basin PB : 4 is composed of primary roof area and as a result is 91% impervious. The basin is
100% impervious and developed a 100-yr flowrate of 0.508 cfs.
2.3.4 Proposed Basin PB : 5
Proposed Basin PB : 5 is a roof basin located in the northern portion of the site, as shown in Figure 3. The
basin developed a 100-yr flowrate of 0.653 cfs.
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3. Stormwater BMPs and Routing
Low impact design has been utilized where possible to provide WQCV and detention.
9 Principles
1. Consider stormwater quality needs early in the design process.
The architect and owner considered stormwater requirements early in the process.
2. Use the entire site when planning for stormwater quality treatment.
Where possible, overland conveyance was utilized to increase the time stromwater is in contact
with natural systems, including grass buffers and tree canopy credits.
3. Avoid unnecessary impervious areas.
Impervious areas were reduced where acceptable to the owner and the design team.
4. Reduce runoff rates and volumes to more closely match natural conditions.
The proposed peak runoff rates are no greater than historical runoff rates. The historical flow
paths are followed.
5. Integrate stormwater quality management and flood control.
Through the use of onsite BMPs stormwater quality management and flood control are integrated
in the project.
6. Develop stormwater quality facilities that enhance the site, the community and the environment.
The site, community and the environment are enhanced by reducing the amount of sediment and
other river pollutants conveyed to the stream system. Hopefully, the use of these stormwater
BMPs on this property and throughout the community will improve the water quality of the Roar-
ing Fork River and its tributaries.
7. Use a treatment train approach.
A treatment train approach is not appropriate for this site.
8. Design sustainable facilities that can be safely maintained.
The stormwater BMPs located onsite can be easily and safely maintained and are readily accessi-
ble.
9. Design and maintain facilities with public safely in mind.
Elevation drops to stormwater BMPs are minimal and designed with public safely in mind.
7
3.1 General
Low impact design has been utilized where possible to provide WQCV and detention. Basin Routing is
described in Table 2, below.
Table 2. Basin Routing
3.1.1 Detention Calculation and Silva Cells
To calculate water quality requirements, WCE calculated the total area of the basins, the impervious area
of the basins, and time of concentration of the basins. Overall, the basins total area equals 10.3 acres,
while the impervious area equals 0.363. The time of concentration for each basin was found to be 15
minutes. See Appendix D for additional information.
The Silva Cell Systems are filled with the Bio-retention mix and set on a bed of gravel. WCE has calcu-
lated the volume of the voids in the bio-retention mix plus the voids of the underlying gravel to determine
the total storage volume. Each of the inlets has a sump to collect larger debris. Prior to the Silva Cell
Systems a large diameter clean out will also have a sump in order to collect debris.
The site will have two separate Silva Cell detention systems. The North Silva Cell will treat runoff from
basins PB:3, PB:5, and PB:2.1. This results in a total area of 0.909 ac and an impervious area of 0.276 ac,
and is therefore 30.4% impervious. As a result, the WQCV in watershed inches is 0.07 in (see Appendix
D). In terms of volume, the WQCV over the tributary area of 0.909 acres is 231 cf (0.909 ac X 43560
sf/ac X 0.07 in X 1 ft / 12 in). The 100 year storm generates 175 cf of runoff, which will be detained in
the North Silva Cell (See Appendix E). The North Silva Cell will be composed of a 24 3X Silva Cells,
with a 1.0ft gravel base. This results in a detention volume of 301 cf.
The East Silva Cell will treat runoff from basins PB:4, as well as PB:2.1, 2.2, and 2.3. This results in a
total area of 0.711 that is 12.10% impervious. As a result, the WQCV in watershed inches is 0.03 in (see
Appendix D). In terms of volume, the WQCV over the tributary area of 0.711 acres is 77.5 cf (0.711 ac X
43560 sf/ac X 0.03 in X 1 ft / 12 in). The 100 year storm generates 180 cf of runoff, which will be de-
tained in the East Silva Cell (See Appendix E). The East Silva Cell will be composed of a 27 1X Silva
Tributary Basin Name Inlet Name Path 1 Path 2 Path 3 Final Basin ID BMP
PB:2.2 Inlet 1 A East Silva Cell East Outlet EB:2 Silva Cell
PB:4 Inlet 2 A East Silva Cell East Outlet EB:2 Silva Cell
PB : 2.3 Inlet 3 A East Silva Cell East Outlet EB:2 Silva Cell
PB : 2.3 Inlet 4 A East Silva Cell East Outlet EB:2 Silva Cell
PB : 2.3 Inlet 5 A East Silva Cell East Outlet EB:2 Silva Cell
PB : 2.3 Inlet 6 A East Silva Cell East Outlet EB:2 Silva Cell
PB:3 Inlet 7 B North Silva Cell North Outlet EB:1 Silva Cell
PB:3 Inlet 8 B North Silva Cell North Outlet EB:2 Silva Cell
PB:3 Inlet 9 B North Silva Cell North Outlet EB:3 Silva Cell
PB:3 Inlet 10 B North Silva Cell North Outlet EB:4 Silva Cell
PB:3 Inlet 11 B North Silva Cell North Outlet EB:5 Silva Cell
PB:3 Inlet 12 B North Silva Cell North Outlet EB:6 Silva Cell
PB:3 Inlet 13 B North Silva Cell North Outlet EB:7 Silva Cell
PB:3 Inlet 14 B North Silva Cell North Outlet EB:8 Silva Cell
PB:3 Inlet 15 B North Silva Cell North Outlet EB:9 Silva Cell
PB:3 Inlet 16 B North Silva Cell North Outlet EB:10 Silva Cell
PB:3 Inlet 17 B North Silva Cell North Outlet EB:11 Silva Cell
PB:3 Inlet 18 B North Silva Cell North Outlet EB:12 Silva Cell
8
Cells, with a 2.0 ft gravel base and 0.5 ft of cover. This results in a detention volume of 210 cf. Pipe A
and C will route runoff to the Silva Cells. See Appendix C for details.
3.2 Inlet Calculations
Inlets will be installed in order to route runoff to the two Silva Cell Systems. Each Inlet is described be-
low. In addition, a summary has been provided in Table 3. See Appendix C for grate detail.
Table 3. Inlet Properties
3.2.1 Inlet 1
Inlet 1 will be a 24” Square Galvanized Steel Grate, and will capture 0.901 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 1.440 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.2 Inlet 2
Inlet 2 will be a 9” Square Galvanized Steel Grate, and will capture 0.005 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.3 Inlet 3
Inlet 3 will be a 9” Square Galvanized Steel Grate, and will capture 0.003 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
Inlet Name Tributary Basin Name
Required inlet with 50%
Clogging Factor Inlet Required Flow (cfs)
Inlet 50%
Capacity (cfs)
Inlet Connected to
Pipe…
Inlet 1 PB:2.2 24" Square Galvanized Steel 0.901 1.440 A
Inlet 2 PB:4 9" Square Galvanized Steel 0.005 0.211 A
Inlet 3 PB : 2.3 9" Square Galvanized Steel 0.003 0.211 A
Inlet 4 PB : 2.3 24" Square Galvanized Steel 0.397 1.440 A
Inlet 5 PB : 2.3 18" Square Galvanized Steel 0.581 0.814 A
Inlet 6 PB : 2.3 9" Square Galvanized Steel 0.020 0.211 A
Inlet 7 PB:3 9" Square Galvanized Steel 0.031 0.211 B
Inlet 8 PB:3 9" Square Galvanized Steel 0.031 0.211 B
Inlet 9 PB:3 9" Square Galvanized Steel 0.007 0.211 B
Inlet 10 PB:3 9" Square Galvanized Steel 0.033 0.211 B
Inlet 11 PB:3 9" Square Galvanized Steel 0.004 0.211 B
Inlet 12 PB:3 9" Square Galvanized Steel 0.039 0.211 B
Inlet 13 PB:3 9" Square Galvanized Steel 0.038 0.211 B
Inlet 14 PB:3 9" Square Galvanized Steel 0.041 0.211 B
Inlet 15 PB:3 9" Square Galvanized Steel 0.028 0.211 B
Inlet 16 PB:3 9" Square Galvanized Steel 0.050 0.211 B
Inlet 17 PB:3 9" Square Galvanized Steel 0.030 0.211 B
Inlet 18 PB:3 9" Square Galvanized Steel 0.15 0.211 B
9
3.2.4 Inlet 4
Inlet 4 will be a 24” Square Galvanized Steel Grate, and will capture 0.397 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 1.440 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.5 Inlet 5
Inlet 5 will be a 18” Square Galvanized Steel Grate, and will capture 0.581 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.814 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.6 Inlet 6
Inlet 6 will be a 9” Square Galvanized Steel Grate, and will capture 0.020 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.7 Inlet 7
Inlet 7 will be a 9” Square Galvanized Steel Grate, and will capture 0.03 cfs of runoff. This inlet provides
a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capacity.
3.2.8 Inlet 8
Inlet 8 will be a 9” Square Galvanized Steel Grate, and will capture 0.031 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.1 Inlet 9
Inlet 9 will be a 9” Square Galvanized Steel Grate, and will capture 0.007 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.1 Inlet 10
Inlet 10 will be a 9” Square Galvanized Steel Grate, and will capture 0.033 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.1 Inlet 11
Inlet 11 will be a 9” Square Galvanized Steel Grate, and will capture 0.004 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.1 Inlet 12
Inlet 12 will be a 9” Square Galvanized Steel Grate, and will capture 0.039 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
10
3.2.1 Inlet 13
Inlet 13 will be a 9” Square Galvanized Steel Grate, and will capture 0.038 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.1 Inlet 14
Inlet 14 will be a 9” Square Galvanized Steel Grate, and will capture 0.041 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.1 Inlet 15
Inlet 15 will be a 9” Square Galvanized Steel Grate, and will capture 0.028 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.1 Inlet 16
Inlet 16 will be a 9” Square Galvanized Steel Grate, and will capture 0.050 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.1 Inlet 17
Inlet 17 will be a 9” Square Galvanized Steel Grate, and will capture 0.030 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.2.2 Inlet 18
Inlet 18 will be a 9” Square Galvanized Steel Grate, and will capture 0.147 cfs of runoff. This inlet pro-
vides a 50% flow capacity of 0.211 cfs according to NDS. As a result, the inlet has adequate flow capac-
ity.
3.3 Trench Drain Calculations
Two trench drains (“TD”) will be installed in order to route runoff to the Silva Cell Systems. Each trench
drain is described below. In addition, a summary has been provided in Table 4. All trench drains will be
Zurn Z706-HDS. See Appendix C for trench drain details.
Table 4. Trench Drain Properties
Inlet
Name
Inlet Required Flow Capacity (cfs) Inlet Connected to
Pipe….
TD 1 2.17 4.184 B
TD 2 0.14 2.355 C
TD 3 0.32 10.485 B
3.3.1 TD:1
TD:1 captures runoff from the driveway area, capturing 2.17 cfs of runoff. Runoff is then routed to the
North Silva Cell system via Pipe B. TD:1 is 37.5 ft long, resulting in a capacity of 4.184 cfs. As a result,
11
TD:1 has adequate flow capacity. TD:1 will have a Type 480D grate. See Appendix C for details, and Ap-
pendix E for calculations.
3.3.2 TD:2
TD:2 is actually a French drain in the raised planter area. TD:2 captures 0.14 cfs of runoff. Runoff is then
routed to the East Silva Cell system via Pipe A. TD:2 is 21 ft long, resulting in a capacity of 2.355 cfs. As
a result, TD:2 has adequate flow capacity.
3.3.1 TD:3
TD:3 captures runoff from the pool/patio area, capturing 0.32 cfs of runoff. Runoff is then routed to the
North Silva Cell system via Pipe B. TD:3 is 94 ft long, resulting in a capacity of 10.485 cfs. As a result,
TD:3 has adequate flow capacity. TD:3 will have a Type 470 slot drain. See Appendix C for details, and
Appendix E for calculations.
3.3.2 Outlet Calculation
The East Silva Cell outlet will consist of two 6in pvc pipes laid at 2.5%. This will provide an 80% flow
capacity of 0.93 cfs per pipe, resulting in a total of 1.86 cfs, or the historical rate. See Appendix D for his-
torical flow rate calculations, and Appendix E for pipe calculations.
The North Silva Cell outlet will consist of three 6in pvc pipes laid at 2.5%. This will provide an 80% flow
capacity of 0.93 cfs per pipe, resulting in a total of 2.8 cfs, or the historical rate. See Appendix D for his-
torical flow rate calculations, and Appendix E for pipe calculations.
3.3.3 Overflow Calculations
Pipe A and B have 24-in inlet grates set to act as overflow devices in case of Silva Cell failure. The
grates have an open area of 422.45 sq. in. The minimum head on the two grates is 0.84 feet. The result-
ing grate capacity is 3.74 cfs. This is adequate to allow both Silva Cell Systems to overflow at the Silva
Cell. In case of failure, the system will not back up in such a manner to overflow into the structure.
3.4 Operation and Maintenance
In order to maintain a properly functioning system, the inlets, two clean outs and Silva Cells will require
occasional maintenance as described below.
The inlets should be cleaned during the spring after the snow melts, twice during the summer and once in
the fall prior to the snow falling. The Silva Cell Cleanout/Overflows should be cleaned on the same
schedule and the inflow manifold and perforated pipe network should be jetted with a high pressure
washer at least annually.
Appendix A--NRCS Soils Report
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Aspen-Gypsum Area,
Colorado, Parts of Eagle,
Garfield, and Pitkin
Counties
Natural
Resources
Conservation
Service
November 27, 2017
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................12
Map Unit Descriptions........................................................................................12
Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin
Counties...................................................................................................14
14—Callings-Yeljack complex, 25 to 65 percent slopes..............................14
References............................................................................................................16
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
433865043386804338710433874043387704338800433883043388604338650433868043387104338740433877043388004338830340820 340850 340880 340910 340940 340970 341000 341030 341060 341090 341120
340820 340850 340880 340910 340940 340970 341000 341030 341060 341090 341120
39° 11' 3'' N 106° 50' 35'' W39° 11' 3'' N106° 50' 21'' W39° 10' 57'' N
106° 50' 35'' W39° 10' 57'' N
106° 50' 21'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300
Feet
0 20 40 80 120
Meters
Map Scale: 1:1,500 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Aspen-Gypsum Area, Colorado, Parts of
Eagle, Garfield, and Pitkin Counties
Survey Area Data: Version 8, Oct 10, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Dec 31, 2009—Feb
16, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
Custom Soil Resource Report
10
MAP LEGEND MAP INFORMATION
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
11
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
14 Callings-Yeljack complex, 25 to
65 percent slopes
9.7 100.0%
Totals for Area of Interest 9.7 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
Custom Soil Resource Report
12
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
13
Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin
Counties
14—Callings-Yeljack complex, 25 to 65 percent slopes
Map Unit Setting
National map unit symbol: jq4z
Elevation: 7,500 to 9,500 feet
Mean annual precipitation: 18 to 20 inches
Mean annual air temperature: 39 to 41 degrees F
Frost-free period: 70 to 80 days
Farmland classification: Not prime farmland
Map Unit Composition
Callings and similar soils: 50 percent
Yeljack and similar soils: 40 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Callings
Setting
Landform: Ridges, mountain slopes
Landform position (three-dimensional): Mountainflank
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Alluvium derived from sandstone and/or colluvium derived from
sandstone
Typical profile
H1 - 0 to 6 inches: loam
H2 - 6 to 12 inches: gravelly loam
H3 - 12 to 34 inches: very cobbly clay loam
H4 - 34 to 53 inches: very gravelly clay loam
H5 - 53 to 60 inches: very cobbly sandy clay loam
Properties and qualities
Slope: 25 to 65 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0
mmhos/cm)
Available water storage in profile: Moderate (about 6.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: C
Ecological site: Brushy Loam (R048AY238CO)
Custom Soil Resource Report
14
Other vegetative classification: BRUSHY LOAM (null_4)
Hydric soil rating: No
Description of Yeljack
Setting
Landform: Mountain slopes
Landform position (three-dimensional): Mountainflank
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Alluvium derived from sandstone and/or eolian deposits
Typical profile
H1 - 0 to 10 inches: silt loam
H2 - 10 to 24 inches: silty clay loam
H3 - 24 to 60 inches: clay loam
Properties and qualities
Slope: 25 to 65 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.60 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 11.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: C
Ecological site: Mountain Loam (R048AY228CO)
Other vegetative classification: Mountain Loam (null_42)
Hydric soil rating: No
Minor Components
Other soils
Percent of map unit: 10 percent
Hydric soil rating: No
Custom Soil Resource Report
15
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
16
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
17
2
Appendix B--FEMA FIRM Map
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® NATIONAL FLOOD INSURANCE PROORAN
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FLOOD RISURANCE RATE NAP
ZONE X PITKIN COUNTY,
COLORADO AND
INCORPORATED AREAS
PANEL 203 OF 325
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_ 08097CO203 C
EFFECTIVE DATE:
JUNE 4, 1987
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Appendix C--Plan Set
5/26/2018DATE OF PUBLICATIONC100COVER SHEETHARLAND LEEDS
993 MOORE DRIVE5/22/2017HOA ReviewWOODY CREEK ENGINEERING, LLCP.O. BOX 575WOODY CREEK, COLORADO 81656(P): 970-429-8297WOODYCREEKENGINEERING.COMHARLAND LEEDS993 MOORE DRIVENOTES:1.ALL MATERIALS, WORKMANSHIP, AND CONSTRUCTION OF PUBLICIMPROVEMENTS SHALL MEET OR EXCEED THE STANDARDS ANDSPECIFICATIONS SET FORTH IN THE CITY OF ASPEN ("COA") MUNICIPALCODE, COA TECHNICAL MANUALS, AND APPLICABLESTATE AND FEDERAL REGULATIONS. WHERE THERE IS CONFLICT BETWEENTHESE PLANS AND THE TECHNICAL MANUAL OR ANY APPLICABLESTANDARDS, THE HIGHER QUALITY STANDARD SHALL APPLY. ALL UTILITYWORK SHALL BE INSPECTED AND APPROVED BY THE UTILITY.2.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATIONAND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS ISBASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHEREPOSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOTTO BE RELIED UPON AS BEING EXACT OR COMPLETE.3.THE CONTRACTOR SHALL HAVE ONE (1) SIGNED COPY OF THEAPPROVED PLANS, ONE (1) COPY OF THE APPROPRIATE CRITERIA ANDSPECIFICATIONS, AND A COPY OF ANY PERMITS AND EXTENSIONAGREEMENTS NEEDED FOR THE JOB ONSITE AT ALL TIMES.4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OFSAFETY INCLUDING, BUT NOT LIMITED TO, EXCAVATION, TRENCHING,SHORING,TRAFFIC CONTROL, AND SECURITY.5.IF DURING THE CONSTRUCTION PROCESS CONDITIONS AREENCOUNTERED WHICH COULD INDICATE A SITUATION THAT IS NOTIDENTIFIED IN THE PLANS OR SPECIFICATIONS, THE CONTRACTOR SHALLCONTACT THE WOODY CREEK ENGINEERING, LLC IMMEDIATELY.6.ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TOTHE LATEST REVISION OF SAID STANDARD UNLESS SPECIFICALLY STATEDOTHERWISE.7.THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN INACCORDANCE WITH MUTCD TO THE APPROPRIATE RIGHT-OF-WAYAUTHORITY (TOWN, COUNTY OR STATE) FOR APPROVAL PRIOR TO ANYCONSTRUCTION ACTIVITIES WITHIN OR AFFECTING THE RIGHT-OF-WAY.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALLTRAFFIC CONTROL DEVICES AS MAY BE REQUIRED BY THECONSTRUCTION ACTIVITIES.8.THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LABOR ANDMATERIALS NECESSARY FOR THE COMPLETION OF THE INTENDEDIMPROVEMENTS SHOWN ON THESE DRAWINGS OR AS DESIGNATED TO BEPROVIDED, INSTALLED, OR CONSTRUCTED UNLESS SPECIFICALLYNOTED OTHERWISE.9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ROADWAYSFREE AND CLEAR OF ALL CONSTRUCTION DEBRIS AND DIRT TRACKED FROMTHE SITE.10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECORDING AS-BUILTINFORMATION ON A SET OF RECORD DRAWINGS KEPT ON THECONSTRUCTION SITE AND AVAILABLE AT ALL TIMES.11.DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BESCALED FROM ANY DRAWING. IF PERTINENT DIMENSIONS ARE NOT SHOWN,CONTACT WOODY CREEK ENGINEERING, LLC FOR CLARIFICATION ANDANNOTATE THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS.15. THE CONTRACTOR SHALL COMPLY WITH ALL TERMS AND CONDITIONS OFTHE COLORADO PERMIT FOR STORM WATER DISCHARGE, THE STORMWATER MANAGEMENT PLAN, AND THE EROSION CONTROL PLAN.16.ALL STRUCTURAL EROSION CONTROL MEASURES SHALL BEINSTALLED AT THE LIMITS OF CONSTRUCTION PRIOR TO ANY OTHEREARTH-DISTURBING ACTIVITY. ALL EROSION CONTROL MEASURES SHALL BEMAINTAINED IN GOOD REPAIR BY THE CONTRACTOR UNTIL SUCH TIME ASTHE ENTIRE DISTURBED AREA IS STABILIZED WITH HARD SURFACE ORLANDSCAPING.17.THE CONTRACTOR SHALL SEQUENCE INSTALLATION OF UTILITIES INSUCH A MANNER AS TO MINIMIZE POTENTIAL UTILITY CONFLICTS. INGENERAL, STORM SEWER AND SANITARY SEWER SHOULD BECONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRYUTILITIES.VICINITY MAP0100 200 400 800Scale: 1" = 200'N10/23/2017PROGRESS SET11/16/2017DRB12/12/2017PERMIT5/29/2018PERMIT COMMENTS1/11/20185/29/2018
EB : 1AREA = 167848.52 FTEB : 2AREA = 210645.75 FTEB : 3AREA =4215.82 FTEB : 4AREA = 14570.44 FTSKI EASEMENT
837583
7
58380 83
8
08385 8385 83858385839083908395840084058410837383
7
3837483
7
4837683
7
6837783
7
7837883
7
8837983
7
9838183
8
1838283
8
2838383
8
3838483
8
4 838483868386838783878388838883898389839183918392839283938393839483948396839783988399840184028403840484068407840884098370837583808385839083698371837283738374837683778378837983818382838383848386838783888389839183928393839183928393839483968397839883998401840284038404
0 10 20 40 80Scale: 1" = 20'NEXISTING CONTOURPROPOSED CONTOUR7910PROPERTY LINE5/26/2018DATE OF PUBLICATIONC200EXISTING BASINSHARLAND LEEDS
993 MOORE DRIVE5/22/2017HOA ReviewWOODY CREEK ENGINEERING, LLCP.O. BOX 575WOODY CREEK, COLORADO 81656(P): 970-429-8297WOODYCREEKENGINEERING.COM10/23/2017PROGRESS SET12/12/2017PERMIT5/29/2018PERMIT COMMENTS1/11/20185/29/2018
SKI EASEMENT839083918392839383948380838583788379838183828383838483868387838883898380838583788379838183828383838483868387838883898400839683978398839984018402840383958396839783988399839983958396839783948393839584008396839783988375837583808380838583858385 838583908390839584008405841083738373837483748376837683778377837883788379837983818381838283828383838383848384 838483868386838783878388838883898389839183918392839283938393839483948396839783988399840184028403840484068407840884098370837583808385839083698371837283738374837683778378837983818382838383848386838783888389839183928393PB : 2 (TOTAL)AREA = 210645.75 SFPB : 3AREA = 9926.10 SFPB : 4AREA = 4136.75 SFPB : 1AREA = 167848.52 SFPB : 5AREA = 4723.41 SFPB : 2.1AREA = 24949 SFPB : 2.2AREA = 13096 SFPB : 2.3AREA = 13755 SF83958400839183928393839483968397839883998401840284038404
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PB : 2 (TOTAL)AREA = 210645.75 SFPB : 3AREA = 9926.10 SFPB : 4AREA = 4136.75 SFPB : 1AREA = 167848.52 SFPB : 5AREA = 4723.41 SFAREA = 24949 SFPB : 2.2AREA = 13096 SFPB : 2.3AREA = 13755 SF8391839283930 10 20 40 80Scale: 1" = 20'NEXISTING CONTOURPROPOSED CONTOUR7910PROPERTY LINE5/26/2018DATE OF PUBLICATIONC201PROPOSEDBASINSHARLAND LEEDS
993 MOORE DRIVE5/22/2017HOA ReviewWOODY CREEK ENGINEERING, LLCP.O. BOX 575WOODY CREEK, COLORADO 81656(P): 970-429-8297WOODYCREEKENGINEERING.COM10/23/2017PROGRESS SET12/12/2017PERMIT0 50 100 200 400Scale: 1" = 100'5/29/2018PERMIT COMMENTS1/11/20185/29/2018
NORTH SILVA CELLMINIMUM 1.17 FT COVER1.5 FT No.2 GRAVEL BED24 3X SILVA CELLSSEWER PUMP VAULTGWTCE-2.7%0.0%0.0%-1.6%FRENCH DRAIN 2GXFMRCTEXISTXFRMSS10' UTILITY EASEMENT10' UTILITY EASEMENTSKI EASEMENT
-1.4%-0.0%0.0%-1.9%-0.6%-0.6%-1.1%-5.0%-2.1%-3.0%-2.1%-22.6%-26.7%-29.1%-29.9%-3.6%-0.8%-8.3%-2.7%-2.8%-1.0%-0.6%-33.0%TOW:8399.5TOW:8401TOW:8401TOW:8395TOW:8395-31.3%GUTTER 1GUTTER 210' UTILITY EASEMENTACCESS EASEMENTBUILDING ENVELOPE
DAYLIGHT EAST SILVACELL2 6IN PVC PIPESSLOPE: 2.5%START IE:8375.53END IE:8375TRENCH DRAIN 1 : TYPE 480DTRENCH DRAIN 3 : TYPE 47083908391839283938394
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TOW:8397.5-33.3%2-3 FT DIAM.BOULDERS6 FT SPACING6-8" EXPOSED4.03 FTPIPE C4" PVCPIPE A8" N12PIPE B10" N12-2
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%6-9 IN SELECT ANGULAR GREYGRANITE RIP WRAP WITHMARBLE VEINS (THE ROCKSHOP, GRAND JUNCTION)6-9 IN SELECT ANGULAR GREYGRANITE RIP WRAP WITHMARBLE VEINS (THE ROCKSHOP, GRAND JUNCTION)8400.658400.708395.458395.778395.778395.458395.008395.008394.738395.008394.808400.508400.508397.008394.658394.578395.008394.008387.168386.448387.008394.848394.848390.008386.008395.008390.008395.008394.008395.00PATIO:8394.68GRADE:8393.428392.928394.688393.258394.688394.688394.158395.008395.008395.008395.008394.898396.078396.078395.718395.878400.808400.808394.848394.848395.778394.80PATIO:8394.688384.528394.408395.008397.008393.126"STEPFRENCH DRAIN ATDRIP EDGE6-IN RIP RAP PLACEOVER FRENCHDRAININLET - 124" GRATERIM:8400.78SUMP:0.5FTINV OUT:8395.72 8"INLET 424" GRATERIM:8395.31SUMP:0.5FTINV IN:8392.22 8"INV OUT:8392.22 8"INLET 518" GRATERIM:8394.13SUMP:0.5FTINV IN:8391.49 8"INV IN:8391.49 4" PVCINV OUT:8390.50 8"INLET 29" GRATERIM:8394.93SUMP:0.5FTINV OUT:8395.774" PVCINLET - 69" GRATERIM:8394.18SUMP:0.5FTINV OUT:8393.64 4"PVCINLET - 139" GRATERIM:8395.93SUMP:0.5FTINV OUT:8395.16 4" PVCINLET 79" GRATERIM:8394.81SUMP:0.5FTINV IN:8391.89 10"INV OUT:8391.89 10"INLET - 89" GRATERIM:8394.81SUMP:0.5FTINV IN:8391.54 10"INV OUT:8391.54 10"INLET - 99" GRATERIM:8394.84SUMP:0.5FTINV OUT:8392.33 4" PVCINLET - 109" GRATERIM:8394.95SUMP:0.5FTINV IN:8391.994" PVCINV OUT:8391.99 4" PVCINLET - 119" GRATERIM:8394.92SUMP:0.5FTINV IN:8391.72 4" PVCINV OUT:8391.72 4" PVCINLET - 149" GRATERIM:8395.82SUMP:0.5FTINV IN:8394.18 4" PVCINV OUT:8394.18 4" PVCINLET - 159" GRATERIM:8395.00SUMP:0.5FTINV OUT:8390.40 4" PVCINLET 179" GRATERIM:8394.89SUMP:0.5FTINV IN:8390.28 10"INV IN:8390.28 4" PVCINV OUT:8390.28 10"INLET 18.09" GRATERIM:8394.01SUMP:0.5FTINV IN:8389.43 10"INV OUT:8389.43 10"INLET 169" GRATERIM:8395.86SUMP:0.5FTINV IN:8390.61 4" PVCINV IN:8390.61 10"INV OUT:8390.59 10"INLET 129" GRATERIM:8395.55SUMP:0.5FTINV IN:8391.09 10"INV IN:8391.09 4" PVCINV OUT:8391.09 10"INLET - 39" GRATERIM:8397.38SUMP:0.5FTINV IN:8392.52 8"INV IN:8392.52 4" PVCINV OUT:8392.52 8"EINLET 18.09" GRATERIM:8394.01SUMP:0.5FTINV IN:8389.43 10"INV OUT:8389.43 10"EAST CELL OVERFLOWRIM:8381.1224-IN GRATESUMP:0.5FTINV IN:8377.00 8"839583918392839383948396NORTH CELL OVERFLOWRIM:8393.1724-IN GRATESUMP:0.5FTINV IN:8388.61 10"DAYLIGHT NORTH SILVA CELL3 6IN PVC PIPESSLOPE: 2.5%START IE:8376.12END IE:8385UTILIZE EXISTING SERVICE IF POSSIBLENEW SERVICE SHALL BE 2-IN TYPE K COPPERWATER SERVICE.IF EXISTING TAP CANNOT BE UTILIZED ABAONDONPER COA WATER DEPT STANDARDSAND TAP A MINIMUM OF 18-IN FROM EXISTING.RELOCATEEXISTINGTRANSFORMEREAST SILVA CELL0.5 FT COVER0.75 FT No.2 GRAVEL BED27 1X CELLS8395.008395.00-33.0%5/29/2018DATE OF PUBLICATIONC300GRADING ANDDRAINAGEHARLAND LEEDS
993 MOORE DRIVE5/22/2017HOA ReviewWOODY CREEK ENGINEERING, LLCP.O. BOX 575WOODY CREEK, COLORADO 81656(P): 970-429-8297WOODYCREEKENGINEERING.COM0 5 10 20 40Scale: 1" = 10'NEXISTING CONTOURPROPOSED CONTOUR7910SPOT ELEVATION XXXX.XXCONC. = CONCRETEHP = HIGH POINTTD = TRENCH DRAINUTILITY SERVICEE=ELECTRICUG=UNDERGROUND GASSS=SANITARY SEWERW=WATERTel=PHONE LINECable=CABLE LINEECT=ELECTIC,CABLE,TELPROPERTY LINEPATIOACCESS EASEMENTCHIP SEALGAS METERBACKFLOW PREVENTERAND YARD HYDRANTELECTRIC METERGWECONCRETE10/23/2017PROGRESS SETTRENCH DRAIN (TD)GUTTER (GU)PIPEFOUNDATION DRAIN11/16/2017DRB12/12/2017PERMITNOTES:1. USE EROSIONCONTROL MATTINGWHERE SLOPES EXCEED30%. SEE C500 FORTENSILE STRENGTHREQUIREMENTS.5/29/2018PERMIT COMMENTS3/16/20185/29/2018
ElevationStationDriveway CL PROFILE839083928395839884000+000+250+500+751+001+251+33-4.00%-5.0%-2.10%3.00%EXISTINGPROPOSEDElevationStationPIPE C PROFILE83708372837583788380838283858388839083928395839884000+000+250+328.43' of 4" PVC @ 31.76%ElevationStationPIPE A PROFILE837583788380838283858388839083928395839884000+000+250+500+751+001+0710.64' of 8" @ 2.00%INLET - 1RIM:8400.78SUMP:0.5FTINV OUT:8395.72 8"6.06' of 8" @ 49.37%14.92' of 8" @ 2.00%36.61' of 8" @ 2.00%1.79' of 8" @ 30.45%35.93' of 8" @ 36.06%INLET - 3RIM:8397.38SUMP:0.5FTINV IN:8392.52 8"INV IN:8392.52 4" PVCINV OUT:8392.52 8"INLET 5RIM:8394.13SUMP:0.5FTINV IN:8391.49 8"INV IN:8391.49 4" PVCINV OUT:8390.50 8"INLET - 4RIM:8395.31SUMP:0.5FTINV IN:8392.22 8"INV OUT:8392.22 8"EAST CELL OVERFLOWRIM:8381.12SUMP:0.5FTINV IN:8377.00 8"ElevationStationPIPE B PROFILE8380838283858388839083928395839884000+000+250+500+751+001+251+501+68-3.39%4.18' of 10" @ 2.00%17.15' of 10" @ 2.00%22.58' of 10" @ 2.00%24.07' of 10" @ 2.00%15.39' of 10" @ 2.00%42.74' of 10" @ 2.00%41.22' of 10" @ 2.00%INLET 12RIM:8395.55SUMP:0.5FTINV IN:8391.09 10"INV IN:8391.09 4" PVCINV OUT:8391.09 10"INLET 16RIM:8395.86SUMP:0.5FTINV IN:8390.61 4" PVCINV IN:8390.61 10"INV OUT:8390.59 10"STA:1+67.32ELEV:8388.61INLET 8RIM:8394.81SUMP:0.5FTINV IN:8391.54 10"INV OUT:8391.54 10"INLET 7RIM:8394.81SUMP:0.5FTINV IN:8391.89 10"INV OUT:8391.89 10"INLET 17RIM:838394.89SUMP:0.5FTINV IN:8390.28 4" PVCINV IN:8390.28 10"INV OUT:8390.28 10"INLET 18RIM:8394.01SUMP:0.5FTINV IN:8389.43 10"INV OUT:8389.43 10"NORTH CELL OVERFLOWRIM:8393.17SUMP:0.5FTINV IN:8388.61 10"5/26/2018DATE OF PUBLICATIONC400PROFILESHARLAND LEEDS
993 MOORE DRIVE5/22/2017HOA ReviewWOODY CREEK ENGINEERING, LLCP.O. BOX 575WOODY CREEK, COLORADO 81656(P): 970-429-8297WOODYCREEKENGINEERING.COM10/23/2017PROGRESS SET12/12/2017PERMIT5/29/2018PERMIT COMMENTS1/11/20185/29/2018
1.00 FT0.50 FT4.00 FT3.58FT0.50 FT0.33 FT1.39 FTNORTH SILVA CELL DETAIL5/26/2018DATE OF PUBLICATIONC500DETAILSHARLAND LEEDS
993 MOORE DRIVE5/22/2017HOA ReviewWOODY CREEK ENGINEERING, LLCP.O. BOX 575WOODY CREEK, COLORADO 81656(P): 970-429-8297WOODYCREEKENGINEERING.COM10/23/2017PROGRESS SET11/16/2017DRBEAST SILVA CELL DETAIL12/12/2017PERMITSILVA CELL INLET DETAILNORTH AND EASTNORTH SILVA CELLOUTLET DETAILEAST SILVA CELLOUTLET DETAILNORTH SILVA CELL5/29/2018PERMIT COMMENTS1/11/20185/29/2018
Xref C:\WCE\Dropbox\Projects\0048_Lot33_MaroonCreekClub\XREF\2017-0418-Blood-Dwgs\UPPER LEVEL FLOOR PLAN.dwg
5/26/2018DATE OF PUBLICATIONC501DETAILSHARLAND LEEDS
993 MOORE DRIVE5/22/2017HOA ReviewWOODY CREEK ENGINEERING, LLCP.O. BOX 575WOODY CREEK, COLORADO 81656(P): 970-429-8297WOODYCREEKENGINEERING.COM10/23/2017PROGRESS SET11/16/2017DRBEAST SILVA CELL12/12/2017PERMIT5/29/2018PERMIT COMMENTS1/11/20185/29/2018
PT3.5"PT3.5"PT3.5"PT3.5"PP12'PP12'PP10'PT3"PT3.5"PP10'PP10'PM8'PM8'PM8'PM6'PM6'PM6'PT3.5"PM8'PP16'PP16'PT3.5"PP14'PT3"PT3"PP12'PT3.5"PM6'PM6'SEWER PUMP VAULTGWTCEGXFMRCTEXISTXFRMSS10' UTILITY EASEMENT10' UTILITY EASEMENTS
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LOPE2-3 FT DIAM.BOULDERS6 FT SPACING6-8" EXPOSED4.03 FTE83958400839183928393839483968397839883998401840284038404 UTILIZE EXISTING SERVICE IF POSSIBLENEW SERVICE SHALL BE 2-IN TYPE K COPPERWATER SERVICE.IF EXISTING TAP CANNOT BE UTILIZED ABAONDONPER COA WATER DEPT STANDARDSAND TAP A MINIMUM OF 18-IN FROM EXISTING.RELOCATEEXISTINGTRANSFORMER0 5 10 20 40Scale: 1" = 10'NEXISTING CONTOURPROPOSED CONTOUR7910SPOT ELEVATION XXXX.XXCONC. = CONCRETEHP = HIGH POINTTD = TRENCH DRAINUTILITY SERVICEE=ELECTRICUG=U.G. GASECT= ELEC., CABLE, TELE.SS=SANITARY SEWERW=WATERTel=PHONE LINECable=CABLE LINEPROPERTY LINE5/29/2018DATE OF PUBLICATIONC600UTILITIESHARLAND LEEDS
993 MOORE DRIVE5/22/2017HOA ReviewWOODY CREEK ENGINEERING, LLCP.O. BOX 575WOODY CREEK, COLORADO 81656(P): 970-429-8297WOODYCREEKENGINEERING.COM10/23/2017PROGRESS SET12/12/2017PERMIT5/29/2018PERMIT COMMENTS3/16/20185/29/2018
TRACKING PADCONCRETEWASHOUTGSKI EASEMENT
ESTOCKPILECAPTURE SEDIMENT WITH SEDIMENTFENCE, ROCK SOCKS, STRAWWADDLES OR OTHER APPROPRIATEBMP WHEN STOCKPILE IS NOT BEINGACCESSED.GATE0 5 10 20 40Scale: 1" = 10'NEXISTING CONTOURPROPOSED CONTOUR7910PROPERTY LINE5/29/2018DATE OF PUBLICATIONC700EROSION ANDSEDIMENT CONTROLHARLAND LEEDS
993 MOORE DRIVE5/22/2017HOA ReviewWOODY CREEK ENGINEERING, LLCP.O. BOX 575WOODY CREEK, COLORADO 81656(P): 970-429-8297WOODYCREEKENGINEERING.COM10/23/2017PROGRESS SETSEDIMENT FENCE12/12/2017PERMIT5/29/2018PERMIT COMMENTS3/16/20185/29/2018
GSKI EASEMENT
DAYLIGHTFOUNDATIONDRAIN83908391839283938394
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FOUNDATIONDRAINE8395839183928393839483960 5 10 20 40Scale: 1" = 10'NEXISTING CONTOURPROPOSED CONTOUR7910PROPERTY LINE5/29/2018DATE OF PUBLICATIONC800FOUNDATION DRAINHARLAND LEEDS
993 MOORE DRIVE5/22/2017HOA ReviewWOODY CREEK ENGINEERING, LLCP.O. BOX 575WOODY CREEK, COLORADO 81656(P): 970-429-8297WOODYCREEKENGINEERING.COM10/23/2017PROGRESS SETSEDIMENT FENCE12/12/2017PERMIT5/29/2018PERMIT COMMENTS3/16/20185/29/2018
4
Appendix D--Hydrologic Calculations
City of Aspen Urban Runoff Management Plan
Chapter 8 – Water Quality 8-30 Rev 11/2014
Figure 8.13 Aspen Water Quality Capture Volume
0.00
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100WQCV (watershed-inches) Effective Imperviousness of Tributary Area to BMP (percent)
WQCV
SF
5YR-EB1.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:EB : 1
I.Catchment Hydrologic Data
Catchment ID =EB : 1
Area =3.853 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =5 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.15
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.1600 1,029 0.15 N/A 0.78 22.04
1
2
3
4
5
Sum 1,029 Computed Tc =22.04
Regional Tc =15.72
User-Entered Tc =15.72
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =1.48 inch/hr Peak Flowrate, Qp =0.856 cfs
Rainfall Intensity at Regional Tc, I =1.87 inch/hr Peak Flowrate, Qp =1.079 cfs
Rainfall Intensity at User-Defined Tc, I =1.87 inch/hr Peak Flowrate, Qp =1.079 cfs
5YR-EB2.1.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:EB : 2.1
I.Catchment Hydrologic Data
Catchment ID =EB : 2.1
Area =0.573 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =5 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.15
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.4000 300 0.15 N/A 0.57 8.79
1
2
3
4
5
Sum 300 Computed Tc =8.79
Regional Tc =11.67
User-Entered Tc =8.79
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =2.60 inch/hr Peak Flowrate, Qp =0.223 cfs
Rainfall Intensity at Regional Tc, I =2.23 inch/hr Peak Flowrate, Qp =0.192 cfs
Rainfall Intensity at User-Defined Tc, I =2.60 inch/hr Peak Flowrate, Qp =0.223 cfs
5YR-EB2.2.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 2.2
I.Catchment Hydrologic Data
Catchment ID =PB : 2.2
Area =0.301 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =5 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.15
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.4000 300 0.15 N/A 0.57 8.79
1
2
3
4
5
Sum 300 Computed Tc =8.79
Regional Tc =11.67
User-Entered Tc =8.79
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =2.60 inch/hr Peak Flowrate, Qp =0.117 cfs
Rainfall Intensity at Regional Tc, I =2.23 inch/hr Peak Flowrate, Qp =0.101 cfs
Rainfall Intensity at User-Defined Tc, I =2.60 inch/hr Peak Flowrate, Qp =0.117 cfs
5YR-EB2.3.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:EB : 2.3
I.Catchment Hydrologic Data
Catchment ID =EB : 2.3
Area =0.316 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =5 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.15
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.4000 300 0.15 N/A 0.57 8.79
1
2
3
4
5
Sum 300 Computed Tc =8.79
Regional Tc =11.67
User-Entered Tc =8.79
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =2.60 inch/hr Peak Flowrate, Qp =0.123 cfs
Rainfall Intensity at Regional Tc, I =2.23 inch/hr Peak Flowrate, Qp =0.106 cfs
Rainfall Intensity at User-Defined Tc, I =2.60 inch/hr Peak Flowrate, Qp =0.123 cfs
5YR-EB2.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:EB : 2
I.Catchment Hydrologic Data
Catchment ID =EB : 2
Area =4.836 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =5 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.15
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.2200 907 0.15 N/A 0.81 18.63
1
2
3
4
5
Sum 907 Computed Tc =18.63
Regional Tc =15.04
User-Entered Tc =15.04
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =1.67 inch/hr Peak Flowrate, Qp =1.209 cfs
Rainfall Intensity at Regional Tc, I =1.92 inch/hr Peak Flowrate, Qp =1.393 cfs
Rainfall Intensity at User-Defined Tc, I =1.92 inch/hr Peak Flowrate, Qp =1.393 cfs
5YR-EB3.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:EB : 3
I.Catchment Hydrologic Data
Catchment ID =EB : 3
Area =0.097 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =5 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.15
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.2590 54 0.15 N/A 0.21 4.31
1
2
3
4
5
Sum 54 Computed Tc =4.31
Regional Tc =10.30
User-Entered Tc =5.00
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =3.46 inch/hr Peak Flowrate, Qp =0.050 cfs
Rainfall Intensity at Regional Tc, I =2.39 inch/hr Peak Flowrate, Qp =0.035 cfs
Rainfall Intensity at User-Defined Tc, I =3.29 inch/hr Peak Flowrate, Qp =0.048 cfs
5YR-EB4.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:EB : 4
I.Catchment Hydrologic Data
Catchment ID =EB : 4
Area =0.334 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =5 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.15
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.1860 102 0.15 N/A 0.26 6.60
1
2
3
4
5
Sum 102 Computed Tc =6.60
Regional Tc =10.57
User-Entered Tc =6.60
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =2.96 inch/hr Peak Flowrate, Qp =0.148 cfs
Rainfall Intensity at Regional Tc, I =2.36 inch/hr Peak Flowrate, Qp =0.118 cfs
Rainfall Intensity at User-Defined Tc, I =2.96 inch/hr Peak Flowrate, Qp =0.148 cfs
5YR-PB1.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 1
I.Catchment Hydrologic Data
Catchment ID =PB : 1
Area =3.853 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =5 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.15
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.1600 1,029 0.15 N/A 0.78 22.04
1
2
3
4
5
Sum 1,029 Computed Tc =22.04
Regional Tc =15.72
User-Entered Tc =15.72
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =1.48 inch/hr Peak Flowrate, Qp =0.856 cfs
Rainfall Intensity at Regional Tc, I =1.87 inch/hr Peak Flowrate, Qp =1.079 cfs
Rainfall Intensity at User-Defined Tc, I =1.87 inch/hr Peak Flowrate, Qp =1.079 cfs
5YR-PB2.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 2
I.Catchment Hydrologic Data
Catchment ID =PB : 2
Area =4.836 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =5 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.15
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.2200 907 0.15 N/A 0.81 18.63
1
2
3
4
5
Sum 907 Computed Tc =18.63
Regional Tc =15.04
User-Entered Tc =15.04
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =1.67 inch/hr Peak Flowrate, Qp =1.209 cfs
Rainfall Intensity at Regional Tc, I =1.92 inch/hr Peak Flowrate, Qp =1.393 cfs
Rainfall Intensity at User-Defined Tc, I =1.92 inch/hr Peak Flowrate, Qp =1.393 cfs
5YR-PB3.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 3
I.Catchment Hydrologic Data
Catchment ID =PB : 3
Area =0.228 Acres
Percent Imperviousness =74.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =5 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.57
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.57
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.5000 5 0.57 N/A 0.14 0.59
1
2
3
4
5
Sum 5 Computed Tc =0.59
Regional Tc =10.03
User-Entered Tc =5.00
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =4.75 inch/hr Peak Flowrate, Qp =0.613 cfs
Rainfall Intensity at Regional Tc, I =2.43 inch/hr Peak Flowrate, Qp =0.313 cfs
Rainfall Intensity at User-Defined Tc, I =3.29 inch/hr Peak Flowrate, Qp =0.425 cfs
5YR-PB4.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 4
I.Catchment Hydrologic Data
Catchment ID =PB : 4
Area =0.095 Acres
Percent Imperviousness =91.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =5 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.76
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.76
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.5000 5 0.76 N/A 0.22 0.38
1
2
3
4
5
Sum 5 Computed Tc =0.38
Regional Tc =10.03
User-Entered Tc =5.00
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =4.85 inch/hr Peak Flowrate, Qp =0.350 cfs
Rainfall Intensity at Regional Tc, I =2.43 inch/hr Peak Flowrate, Qp =0.175 cfs
Rainfall Intensity at User-Defined Tc, I =3.29 inch/hr Peak Flowrate, Qp =0.237 cfs
5YR-PB5.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 5
I.Catchment Hydrologic Data
Catchment ID =PB : 5
Area =0.108 Acres
Percent Imperviousness =100.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =5 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.90
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.90
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.5000 5 0.90 N/A 0.37 0.23
1
2
3
4
5
Sum 5 Computed Tc =0.23
Regional Tc =10.03
User-Entered Tc =5.00
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =4.92 inch/hr Peak Flowrate, Qp =0.476 cfs
Rainfall Intensity at Regional Tc, I =2.43 inch/hr Peak Flowrate, Qp =0.235 cfs
Rainfall Intensity at User-Defined Tc, I =3.29 inch/hr Peak Flowrate, Qp =0.318 cfs
100YR-EB1.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:EB : 1
I.Catchment Hydrologic Data
Catchment ID =EB : 1
Area =3.853 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =100 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.50
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.1600 1,029 0.15 N/A 0.78 22.04
1
2
3
4
5
Sum 1,029 Computed Tc =22.04
Regional Tc =15.72
User-Entered Tc =15.72
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =2.85 inch/hr Peak Flowrate, Qp =5.484 cfs
Rainfall Intensity at Regional Tc, I =3.59 inch/hr Peak Flowrate, Qp =6.910 cfs
Rainfall Intensity at User-Defined Tc, I =3.59 inch/hr Peak Flowrate, Qp =6.9101 cfs
100YR-EB2.1.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 2.1
I.Catchment Hydrologic Data
Catchment ID =PB : 2.1
Area =0.573 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =100 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.50
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.4000 300 0.15 N/A 0.57 8.79
1
2
3
4
5
Sum 300 Computed Tc =8.79
Regional Tc =11.67
User-Entered Tc =8.79
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =4.99 inch/hr Peak Flowrate, Qp =1.430 cfs
Rainfall Intensity at Regional Tc, I =4.30 inch/hr Peak Flowrate, Qp =1.231 cfs
Rainfall Intensity at User-Defined Tc, I =4.99 inch/hr Peak Flowrate, Qp =1.4298 cfs
100YR-EB2.2.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 2.2
I.Catchment Hydrologic Data
Catchment ID =PB : 2.2
Area =0.301 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =100 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.50
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.4000 300 0.15 N/A 0.57 8.79
1
2
3
4
5
Sum 300 Computed Tc =8.79
Regional Tc =11.67
User-Entered Tc =8.79
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =4.99 inch/hr Peak Flowrate, Qp =0.751 cfs
Rainfall Intensity at Regional Tc, I =4.30 inch/hr Peak Flowrate, Qp =0.646 cfs
Rainfall Intensity at User-Defined Tc, I =4.99 inch/hr Peak Flowrate, Qp =0.7511 cfs
100YR-EB2.3.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:EB : 2.3
I.Catchment Hydrologic Data
Catchment ID =EB : 2.3
Area =0.316 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =100 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.50
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.4000 300 0.15 N/A 0.57 8.79
1
2
3
4
5
Sum 300 Computed Tc =8.79
Regional Tc =11.67
User-Entered Tc =8.79
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =4.99 inch/hr Peak Flowrate, Qp =0.789 cfs
Rainfall Intensity at Regional Tc, I =4.30 inch/hr Peak Flowrate, Qp =0.679 cfs
Rainfall Intensity at User-Defined Tc, I =4.99 inch/hr Peak Flowrate, Qp =0.7885 cfs
100YR-EB2.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:EB : 2
I.Catchment Hydrologic Data
Catchment ID =EB : 2
Area =4.836 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =100 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.50
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.2200 907 0.15 N/A 0.81 18.63
1
2
3
4
5
Sum 907 Computed Tc =18.63
Regional Tc =15.04
User-Entered Tc =15.04
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =3.20 inch/hr Peak Flowrate, Qp =7.748 cfs
Rainfall Intensity at Regional Tc, I =3.69 inch/hr Peak Flowrate, Qp =8.921 cfs
Rainfall Intensity at User-Defined Tc, I =3.69 inch/hr Peak Flowrate, Qp =8.9209 cfs
100YR-EB3.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:EB : 3
I.Catchment Hydrologic Data
Catchment ID =EB : 3
Area =0.097 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =100 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.50
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.2590 54 0.15 N/A 0.21 4.31
1
2
3
4
5
Sum 54 Computed Tc =4.31
Regional Tc =10.30
User-Entered Tc =5.00
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =6.65 inch/hr Peak Flowrate, Qp =0.322 cfs
Rainfall Intensity at Regional Tc, I =4.60 inch/hr Peak Flowrate, Qp =0.223 cfs
Rainfall Intensity at User-Defined Tc, I =6.33 inch/hr Peak Flowrate, Qp =0.3068 cfs
100YR-EB4.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:EB : 4
I.Catchment Hydrologic Data
Catchment ID =EB : 4
Area =0.334 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =100 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.50
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.1860 102 0.15 N/A 0.26 6.60
1
2
3
4
5
Sum 102 Computed Tc =6.60
Regional Tc =10.57
User-Entered Tc =6.60
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =5.69 inch/hr Peak Flowrate, Qp =0.949 cfs
Rainfall Intensity at Regional Tc, I =4.54 inch/hr Peak Flowrate, Qp =0.758 cfs
Rainfall Intensity at User-Defined Tc, I =5.69 inch/hr Peak Flowrate, Qp =0.9495 cfs
100YR-PB1.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 1
I.Catchment Hydrologic Data
Catchment ID =PB : 1
Area =3.853 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =100 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.50
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.1600 1,029 0.15 N/A 0.78 22.04
1
2
3
4
5
Sum 1,029 Computed Tc =22.04
Regional Tc =15.72
User-Entered Tc =15.72
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =2.85 inch/hr Peak Flowrate, Qp =5.484 cfs
Rainfall Intensity at Regional Tc, I =3.59 inch/hr Peak Flowrate, Qp =6.910 cfs
Rainfall Intensity at User-Defined Tc, I =3.59 inch/hr Peak Flowrate, Qp =6.9101 cfs
100YR-PB2.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 2
I.Catchment Hydrologic Data
Catchment ID =PB : 2
Area =4.836 Acres
Percent Imperviousness =0.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =100 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.50
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.15
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.2200 907 0.15 N/A 0.81 18.63
1
2
3
4
5
Sum 907 Computed Tc =18.63
Regional Tc =15.04
User-Entered Tc =15.04
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =3.20 inch/hr Peak Flowrate, Qp =7.748 cfs
Rainfall Intensity at Regional Tc, I =3.69 inch/hr Peak Flowrate, Qp =8.921 cfs
Rainfall Intensity at User-Defined Tc, I =3.69 inch/hr Peak Flowrate, Qp =8.9209 cfs
100YR-PB3.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 3
I.Catchment Hydrologic Data
Catchment ID =PB : 3
Area =0.228 Acres
Percent Imperviousness =74.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =100 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.70
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.57
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.5000 5 0.57 N/A 0.14 0.59
1
2
3
4
5
Sum 5 Computed Tc =0.59
Regional Tc =10.03
User-Entered Tc =5.00
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =9.12 inch/hr Peak Flowrate, Qp =1.459 cfs
Rainfall Intensity at Regional Tc, I =4.67 inch/hr Peak Flowrate, Qp =0.746 cfs
Rainfall Intensity at User-Defined Tc, I =6.33 inch/hr Peak Flowrate, Qp =1.0116 cfs
100YR-PB4.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 4
I.Catchment Hydrologic Data
Catchment ID =PB : 4
Area =0.095 Acres
Percent Imperviousness =91.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =100 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.85
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.76
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.5000 5 0.76 N/A 0.22 0.38
1
2
3
4
5
Sum 5 Computed Tc =0.38
Regional Tc =10.03
User-Entered Tc =5.00
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =9.32 inch/hr Peak Flowrate, Qp =0.748 cfs
Rainfall Intensity at Regional Tc, I =4.67 inch/hr Peak Flowrate, Qp =0.375 cfs
Rainfall Intensity at User-Defined Tc, I =6.33 inch/hr Peak Flowrate, Qp =0.5078 cfs
100YR-PB5.xls Page 3
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:Harland Leeds
Catchment ID:PB : 5
I.Catchment Hydrologic Data
Catchment ID =PB : 5
Area =0.108 Acres
Percent Imperviousness =100.00 %
NRCS Soil Type =C A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =100 years (input return period for design storm)
C1 =88.80 (input the value of C1)
C2=10.00 (input the value of C2)
C3=1.052 (input the value of C3)
P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.96
Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.90
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed Paved Areas &
Type Meadow Field Pasture/Bare Swales/Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.5000 5 0.90 N/A 0.37 0.23
1
2
3
4
5
Sum 5 Computed Tc =0.23
Regional Tc =10.03
User-Entered Tc =5.00
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =9.46 inch/hr Peak Flowrate, Qp =0.977 cfs
Rainfall Intensity at Regional Tc, I =4.67 inch/hr Peak Flowrate, Qp =0.482 cfs
Rainfall Intensity at User-Defined Tc, I =6.33 inch/hr Peak Flowrate, Qp =0.6531 cfs
City of Aspen Urban Runoff Management Plan
Chapter 8 – Water Quality 8-30 Rev 11/2014
Figure 8.13 Aspen Water Quality Capture Volume
0.00
0.05
0.10
0.15
0.20
0.25
0.30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100WQCV (watershed-inches) Effective Imperviousness of Tributary Area to BMP (percent)
WQCV
SF
5
Appendix E--Hydraulic Calculations
6
East Silva Cell Volume Calculation
North Silva Cell Volume Calculation
Storage Volume Required 180
1X 2X 3X % In Gravel 0.62
soil vol 13.23 24.76 34.5 Silva Cell Storage 68.4
water vol (gal)19.7 37.02 51.6 Gravel Storage 111.6
water vol (cf)2.633516 4.948871 6.89794
Surface Area 8 8 8 1X 2X 3X
Depth 1.391667 2.575 3.583333 Cells Required 25.97288484 13.82133526 9.916004483
Cost Area Required 207.7830787 110.5706821 79.32803587
Gravel Depth 2.148394387 4.037236558 5.627266516
Total Depth 3.540061054 6.612236558 9.210599849
Gravel Fill 111.6 Cost 8674.943537 3.235 8527.763856
void ratio 0.25
gravel vol 446.4
Cell Type (3X,2X, or 1X)1X
Number of Cells 27
Gravel Depth 2.1
Volume 184.5 cf
Cell Type
grav. Storage vol
Actual Cell Volume
Storage Volume Required 175
1X 2X 3X % In Gravel 0.3025
soil vol 13.23 24.76 34.5 Silva Cell Storage 122.0625
water vol (gal)19.7 37.02 51.6 Gravel Storage 52.9375
water vol (cf)2.633516 4.948871 6.89794
Surface Area 8 8 8 1X 2X 3X
Depth 1.391667 2.575 3.583333 Cells Required 46.34963824 24.66471835 17.69550142
Cost Area Required 370.7971059 197.3177468 141.5640114
Gravel Depth 0.571067025 1.073142195 1.49578977
Total Depth 1.962733691 3.648142195 5.079123103
Gravel Fill 52.9375 Cost 15480.77917 3.235 15218.13122
void ratio 0.25 USE 3X CELLS
gravel vol 211.75
Cell Type (3X,2X, or 1X)3X
Number of Cells 24
Gravel Depth 1.5
Volume 237.6 cf
Actual Cell Volume
Cell Type
grav. Storage vol
7
Inlet, Pipe, and Trench Drain Calculation
Inlet Name Tributary Basin Name
Tributary Basin
Total Area (sf)
Actual Tributary Area
(sf)
Percentage of
Total Area (%)
Tributary Basin
Total Flow (cfs)
Inlet Required
Flow
Required Inlet with 50%
Clogging Factor
Inlet 50%
Capacity
Inlet Connected
to Pipe….
Inlet 1 PB:2.2 13096.00 13096.00 1.00 0.90 0.90 24" Square Galvanized Steel 1.440 A
Inlet 2 PB:4 14570.44 147.00 0.01 0.51 0.01 9" Square Galvanized Steel 0.211 A
Inlet 3 PB : 2.3 13755.00 46.00 0.003 0.95 0.003 9" Square Galvanized Steel 0.211 A
Inlet 4 PB : 2.3 13755.00 5778.00 0.42 0.95 0.40 12" Square Galvanized Steel 0.388 A
Inlet 5 PB : 2.3 13755.00 8446.82 0.61 0.95 0.58 18" Square Galvanized Steel 0.814 A
Inlet 6 PB : 2.3 13755.00 291.58 0.02 0.95 0.02 9" Square Galvanized Steel 0.211 A
Inlet 7 PB:3 9926.10 303.52 0.03 1.01 0.03 9" Square Galvanized Steel 0.211 B
Inlet 8 PB:3 9926.10 303.52 0.03 1.01 0.03 9" Square Galvanized Steel 0.211 B
Inlet 9 PB:3 9926.10 71.64 0.01 1.01 0.01 9" Square Galvanized Steel 0.211 B
Inlet 10 PB:3 9926.10 324.32 0.03 1.01 0.03 9" Square Galvanized Steel 0.211 B
Inlet 11 PB:3 9926.10 42.99 0.00 1.01 0.00 9" Square Galvanized Steel 0.211 B
Inlet 12 PB:3 9926.10 386.00 0.04 1.01 0.04 9" Square Galvanized Steel 0.211 B
Inlet 13 PB:3 9926.10 371.82 0.04 1.01 0.04 9" Square Galvanized Steel 0.211 B
Inlet 14 PB:3 9926.10 405.31 0.04 1.01 0.04 9" Square Galvanized Steel 0.211 B
Inlet 15 PB:3 9926.10 270.06 0.03 1.01 0.03 9" Square Galvanized Steel 0.211 B
Inlet 16 PB:3 9926.10 485.98 0.05 1.01 0.05 9" Square Galvanized Steel 0.211 B
Inlet 17 PB:3 9926.10 298.30 0.03 1.01 0.03 9" Square Galvanized Steel 0.211 B
Inlet 18 PB:3 9926.10 1438.49 0.14 1.01 0.15 9" Square Galvanized Steel 0.211 B
Inlet Name Tributary Basin Name
Tributary Basin
Total Area (sf)
Actual Tributary Area
(sf)
Percentage of
Total Area (%)
Tributary Basin
Total Flow (cfs)
Inlet Required
Flow Length (ft)Flow per ft (cfs/ft)Capacity (cfs)
TD 1 PB:3, PB:2.1 34875.10 27704.06 0.794 2.728 2.167 38 0.111 4.184
TD 2 PB:4 4136.75 410.720 0.099 1.409 0.140 21 0.111 2.355
TD 3 PB:5, PB:3 14649.51 2796.000 0.191 1.665 0.318 94 0.111 10.485
Pipe Name Total Inflow (CFS)PIPE TYPE Capacity (cfs)
Pipe A 1.91 8 IN PVC 2%2.000
Pipe B 3.38 10 IN ADS N12 at 2%3.541
Pipe C 0.14 4 IN PVC at 2%0.277 1.059
Inlet Calculations
--
--
#VALUE!
422.45
0.84
1675.05FLOW RATE (GPM):
OPEN AREA (SQUARE INCHES):
ENTER OPEN AREA (SQUARE INCHES):
ENTER HEAD ABOVE FLOOR (INCHES):
DRAIN OPEN AREA / FLOW RATE CALCULATIONS
(GIVEN OPEN AREA & HEAD ABOVE FLOOR)
(GIVEN FLOW RATE & HEAD ABOVE FLOOR)
OPEN AREA CALCULATION
FLOW RATE CALCULATION
*NOTE: ORIGINAL FORMULAS SHOWN AND UNITS USED ARE FOR REFERENCE ONLY.
SPREADSHEET CALCULATES USING INCH AND SQUARE INCH UNITS FOR CONVENIENCE
ENTER FLOW RATE (GPM):
ENTER HEAD ABOVE FLOOR (INCHES):
A = OPEN AREA OF GRATE (SQUARE INCHES)
g = ACCELERATION (32 ft/sec/sec)
h = HEAD ABOVE FLOOR (INCHES)
*FORMULA USED:
A (SQUARE FEET)
h (FEET)
*FORMULA USED:
A (SQUARE FEET)
h (FEET)
ASSUMED VALUES / UNITS USED IN SPREADSHEET CALCULATION:
INDICATES FORMULA OUTPUT VALUE CELL
INDICATES FORMULA INPUT VALUE CELL
Q = 448.2 x Cd x A x √2gh
A = Q / (448.2 x Cd x √2gh )
Cd = DISCHARGE COEFFICIENT (0.6 ASSUMED)
Q = FLOW RATE (GALLONS PER MINUTE)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Dec 6 2017
<Name>
Circular
Diameter (ft) = 0.50
Invert Elev (ft) = 100.00
Slope (%) = 2.50
N-Value = 0.012
Calculations
Compute by: Q vs Depth
No. Increments = 10
Highlighted
Depth (ft) = 0.40
Q (cfs) = 0.939
Area (sqft) = 0.17
Velocity (ft/s) = 5.58
Wetted Perim (ft) = 1.11
Crit Depth, Yc (ft) = 0.47
Top Width (ft) = 0.40
EGL (ft) = 0.88
0 1
Elev (ft)Section
99.75
100.00
100.25
100.50
100.75
101.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Nov 30 2017
<Name>
Circular
Diameter (ft) = 0.33
Invert Elev (ft) = 100.00
Slope (%) = 2.00
N-Value = 0.012
Calculations
Compute by: Q vs Depth
No. Increments = 10
Highlighted
Depth (ft) = 0.26
Q (cfs) = 0.277
Area (sqft) = 0.07
Velocity (ft/s) = 3.78
Wetted Perim (ft) = 0.73
Crit Depth, Yc (ft) = 0.30
Top Width (ft) = 0.26
EGL (ft) = 0.49
0 1
Elev (ft)Section
99.75
100.00
100.25
100.50
100.75
101.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jul 3 2018
8-IN PVC @ 2%--80 Percent Full
Circular
Diameter (ft) = 0.67
Invert Elev (ft) = 100.00
Slope (%) = 2.00
N-Value = 0.011
Calculations
Compute by: Q vs Depth
No. Increments = 10
Highlighted
Depth (ft) = 0.54
Q (cfs) = 2.000
Area (sqft) = 0.30
Velocity (ft/s) = 6.61
Wetted Perim (ft) = 1.48
Crit Depth, Yc (ft) = 0.63
Top Width (ft) = 0.54
EGL (ft) = 1.22
0 1
Elev (ft)Section
99.75
100.00
100.25
100.50
100.75
101.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Saturday, May 26 2018
10-in PVC PIpe
Circular
Diameter (ft) = 0.83
Invert Elev (ft) = 100.00
Slope (%) = 2.00
N-Value = 0.011
Calculations
Compute by: Q vs Depth
No. Increments = 10
Highlighted
Depth (ft) = 0.66
Q (cfs) = 3.541
Area (sqft) = 0.46
Velocity (ft/s) = 7.63
Wetted Perim (ft) = 1.84
Crit Depth, Yc (ft) = 0.79
Top Width (ft) = 0.66
EGL (ft) = 1.57
0 1
Elev (ft)Section
99.75
100.00
100.25
100.50
100.75
101.00
Reach (ft)
8
Appendix F--DetentionCalculations
Project:
Basin ID:
Design Information (Input):Design Information (Input):
Catchment Drainage Imperviousness Ia = 82.20 percent Catchment Drainage Imperviousness Ia = 82.20 percent
Catchment Drainage Area A = 0.336 acres Catchment Drainage Area A = 0.336 acres
Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D
Return Period for Detention Control T = 5 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100)
Time of Concentration of Watershed Tc = 5.00 minutes Time of Concentration of Watershed Tc = 5.00 minutes
Allowable Unit Release Rate q = 0.496 cfs/acre Allowable Unit Release Rate q = 3.170 cfs/acre
One-hour Precipitation P1 = 0.64 inches One-hour Precipitation P1 = 1.23 inches
Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3
Coefficient One C1 = 88.80 Coefficient One C1 = 88.80
Coefficient Two C2 = 10 Coefficient Two C2 = 10
Coefficient Three C3 = 1.052 Coefficient Three C3 = 1.052
Determination of Average Outflow from the Basin (Calculated):Determination of Average Outflow from the Basin (Calculated):
Runoff Coefficient C = 0.65 Runoff Coefficient C = 0.76
Inflow Peak Runoff Qp-in = 0.719 cfs Inflow Peak Runoff Qp-in = 1.62 cfs
Allowable Peak Outflow Rate Qp-out =0.167 cfs Allowable Peak Outflow Rate Qp-out =1.065 cfs
Mod. FAA Minor Storage Volume = 293 cubic feet Mod. FAA Major Storage Volume = 237 cubic feet
Mod. FAA Minor Storage Volume = 0.007 acre-ft Mod. FAA Major Storage Volume = 0.005 acre-ft
1 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes)
Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage
Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume
minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet
(input)(output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output)
0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000
1 4.56 0.001 1.00 0.17 0.000 0.001 1 8.77 0.003 1.00 1.07 0.001 0.002
2 4.16 0.003 1.00 0.17 0.000 0.002 2 8.00 0.006 1.00 1.07 0.003 0.003
3 3.83 0.003 1.00 0.17 0.001 0.003 3 7.35 0.008 1.00 1.07 0.004 0.003
4 3.54 0.004 1.00 0.17 0.001 0.003 4 6.80 0.010 1.00 1.07 0.006 0.004
5 3.29 0.005 1.00 0.17 0.001 0.004 5 6.33 0.011 1.00 1.07 0.007 0.004
6 3.08 0.006 0.92 0.15 0.001 0.004 6 5.91 0.012 0.92 0.98 0.008 0.004
7 2.89 0.006 0.86 0.14 0.001 0.005 7 5.54 0.014 0.86 0.91 0.009 0.005
8 2.72 0.007 0.81 0.14 0.001 0.005 8 5.22 0.015 0.81 0.87 0.010 0.005
9 2.57 0.007 0.78 0.13 0.002 0.005 9 4.93 0.016 0.78 0.83 0.010 0.005
10 2.43 0.007 0.75 0.12 0.002 0.006 10 4.67 0.016 0.75 0.80 0.011 0.005
11 2.31 0.008 0.73 0.12 0.002 0.006 11 4.44 0.017 0.73 0.77 0.012 0.005
12 2.20 0.008 0.71 0.12 0.002 0.006 12 4.23 0.018 0.71 0.75 0.012 0.005
13 2.10 0.008 0.69 0.12 0.002 0.006 13 4.03 0.018 0.69 0.74 0.013 0.005
14 2.01 0.008 0.68 0.11 0.002 0.006 14 3.86 0.019 0.68 0.72 0.014 0.005
15 1.92 0.009 0.67 0.11 0.002 0.006 15 3.70 0.019 0.67 0.71 0.015 0.005
16 1.85 0.009 0.66 0.11 0.002 0.006 16 3.55 0.020 0.66 0.70 0.015 0.005
17 1.77 0.009 0.65 0.11 0.003 0.007 17 3.41 0.020 0.65 0.69 0.016 0.004
18 1.71 0.009 0.64 0.11 0.003 0.007 18 3.28 0.021 0.64 0.68 0.017 0.004
19 1.64 0.009 0.63 0.11 0.003 0.007 19 3.16 0.021 0.63 0.67 0.018 0.004
20 1.59 0.010 0.63 0.10 0.003 0.007 20 3.05 0.021 0.63 0.67 0.018 0.003
21 1.53 0.010 0.62 0.10 0.003 0.007 21 2.95 0.022 0.62 0.66 0.019 0.003
22 1.48 0.010 0.61 0.10 0.003 0.007 22 2.85 0.022 0.61 0.65 0.020 0.002
23 1.44 0.010 0.61 0.10 0.003 0.007 23 2.76 0.022 0.61 0.65 0.021 0.002
24 1.39 0.010 0.60 0.10 0.003 0.007 24 2.67 0.023 0.60 0.64 0.021 0.001
25 1.35 0.010 0.60 0.10 0.003 0.007 25 2.59 0.023 0.60 0.64 0.022 0.001
26 1.31 0.010 0.60 0.10 0.004 0.007 26 2.52 0.023 0.60 0.63 0.023 0.000
27 1.27 0.010 0.59 0.10 0.004 0.007 27 2.45 0.023 0.59 0.63 0.023 0.000
28 1.24 0.010 0.59 0.10 0.004 0.007 28 2.38 0.023 0.59 0.63 0.024 -0.001
29 1.20 0.011 0.59 0.10 0.004 0.007 29 2.31 0.024 0.59 0.62 0.025 -0.001
30 1.17 0.011 0.58 0.10 0.004 0.007 30 2.25 0.024 0.58 0.62 0.026 -0.002
31 1.14 0.011 0.58 0.10 0.004 0.007 31 2.20 0.024 0.58 0.62 0.026 -0.002
32 1.11 0.011 0.58 0.10 0.004 0.006 32 2.14 0.024 0.58 0.62 0.027 -0.003
33 1.09 0.011 0.58 0.10 0.004 0.006 33 2.09 0.024 0.58 0.61 0.028 -0.004
34 1.06 0.011 0.57 0.10 0.004 0.006 34 2.04 0.024 0.57 0.61 0.029 -0.004
35 1.04 0.011 0.57 0.10 0.005 0.006 35 1.99 0.025 0.57 0.61 0.029 -0.005
36 1.01 0.011 0.57 0.09 0.005 0.006 36 1.95 0.025 0.57 0.61 0.030 -0.005
37 0.99 0.011 0.57 0.09 0.005 0.006 37 1.90 0.025 0.57 0.60 0.031 -0.006
38 0.97 0.011 0.57 0.09 0.005 0.006 38 1.86 0.025 0.57 0.60 0.032 -0.007
39 0.95 0.011 0.56 0.09 0.005 0.006 39 1.82 0.025 0.56 0.60 0.032 -0.007
40 0.93 0.011 0.56 0.09 0.005 0.006 40 1.78 0.025 0.56 0.60 0.033 -0.008
41 0.91 0.011 0.56 0.09 0.005 0.006 41 1.75 0.025 0.56 0.60 0.034 -0.009
42 0.89 0.011 0.56 0.09 0.005 0.006 42 1.71 0.025 0.56 0.60 0.034 -0.009
43 0.87 0.011 0.56 0.09 0.006 0.006 43 1.68 0.025 0.56 0.59 0.035 -0.010
44 0.86 0.011 0.56 0.09 0.006 0.006 44 1.64 0.025 0.56 0.59 0.036 -0.011
45 0.84 0.011 0.56 0.09 0.006 0.006 45 1.61 0.026 0.56 0.59 0.037 -0.011
46 0.82 0.011 0.55 0.09 0.006 0.006 46 1.58 0.026 0.55 0.59 0.037 -0.012
47 0.81 0.011 0.55 0.09 0.006 0.005 47 1.55 0.026 0.55 0.59 0.038 -0.012
48 0.79 0.011 0.55 0.09 0.006 0.005 48 1.52 0.026 0.55 0.59 0.039 -0.013
49 0.78 0.011 0.55 0.09 0.006 0.005 49 1.50 0.026 0.55 0.59 0.040 -0.014
50 0.77 0.012 0.55 0.09 0.006 0.005 50 1.47 0.026 0.55 0.59 0.040 -0.014
51 0.75 0.012 0.55 0.09 0.006 0.005 51 1.45 0.026 0.55 0.58 0.041 -0.015
52 0.74 0.012 0.55 0.09 0.007 0.005 52 1.42 0.026 0.55 0.58 0.042 -0.016
53 0.73 0.012 0.55 0.09 0.007 0.005 53 1.40 0.026 0.55 0.58 0.043 -0.016
54 0.72 0.012 0.55 0.09 0.007 0.005 54 1.37 0.026 0.55 0.58 0.043 -0.017
55 0.70 0.012 0.55 0.09 0.007 0.005 55 1.35 0.026 0.55 0.58 0.044 -0.018
56 0.69 0.012 0.54 0.09 0.007 0.005 56 1.33 0.026 0.54 0.58 0.045 -0.019
57 0.68 0.012 0.54 0.09 0.007 0.005 57 1.31 0.026 0.54 0.58 0.045 -0.019
58 0.67 0.012 0.54 0.09 0.007 0.004 58 1.29 0.026 0.54 0.58 0.046 -0.020
59 0.66 0.012 0.54 0.09 0.007 0.004 59 1.27 0.026 0.54 0.58 0.047 -0.021
60 0.65 0.012 0.54 0.09 0.007 0.004 60 1.25 0.026 0.54 0.58 0.048 -0.021
Mod. FAA Minor Storage Volume (cubic ft.) = 293 Mod. FAA Major Storage Volume (cubic ft.) = 237
Mod. FAA Minor Storage Volume (acre-ft.) = 0.0067 Mod. FAA Major Storage Volume (acre-ft.) = 0.0054
Determination of MAJOR Detention Volume Using Modified FAA Method
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
Determination of MINOR Detention Volume Using Modified FAA Method
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Harland Leeds
West BMP Tributary
West BMP FAA, Modified FAA 5/4/2017, 12:59 PM
Project:
Basin ID:
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Harland Leeds
West BMP Tributary
0
0.01
0.02
0.03
0.04
0.05
0.06
0 10 20 30 40 50 60 70Volume (acre-feet)Duration (Minutes)
Inflow and Outflow Volumes vs. Rainfall Duration
Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume
West BMP FAA, Modified FAA 5/4/2017, 12:59 PM
Project:
Basin ID:
Design Information (Input):Design Information (Input):
Catchment Drainage Imperviousness Ia = 90.66 percent Catchment Drainage Imperviousness Ia = 90.66 percent
Catchment Drainage Area A = 0.095 acres Catchment Drainage Area A = 0.095 acres
Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D
Return Period for Detention Control T = 5 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100)
Time of Concentration of Watershed Tc = 5.00 minutes Time of Concentration of Watershed Tc = 5.00 minutes
Allowable Unit Release Rate q = 0.443 cfs/acre Allowable Unit Release Rate q = 2.839 cfs/acre
One-hour Precipitation P1 = 0.64 inches One-hour Precipitation P1 = 1.23 inches
Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3
Coefficient One C1 = 88.80 Coefficient One C1 = 88.80
Coefficient Two C2 = 10 Coefficient Two C2 = 10
Coefficient Three C3 = 1.052 Coefficient Three C3 = 1.052
Determination of Average Outflow from the Basin (Calculated):Determination of Average Outflow from the Basin (Calculated):
Runoff Coefficient C = 0.75 Runoff Coefficient C = 0.84
Inflow Peak Runoff Qp-in = 0.234 cfs Inflow Peak Runoff Qp-in = 0.50 cfs
Allowable Peak Outflow Rate Qp-out =0.042 cfs Allowable Peak Outflow Rate Qp-out =0.270 cfs
Mod. FAA Minor Storage Volume = 107 cubic feet Mod. FAA Major Storage Volume = 105 cubic feet
Mod. FAA Minor Storage Volume = 0.002 acre-ft Mod. FAA Major Storage Volume = 0.002 acre-ft
1 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes)
Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage
Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume
minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet
(input)(output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output)
0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000
1 4.56 0.000 1.00 0.04 0.000 0.000 1 8.77 0.001 1.00 0.27 0.000 0.001
2 4.16 0.001 1.00 0.04 0.000 0.001 2 8.00 0.002 1.00 0.27 0.001 0.001
3 3.83 0.001 1.00 0.04 0.000 0.001 3 7.35 0.002 1.00 0.27 0.001 0.001
4 3.54 0.001 1.00 0.04 0.000 0.001 4 6.80 0.003 1.00 0.27 0.001 0.002
5 3.29 0.002 1.00 0.04 0.000 0.001 5 6.33 0.003 1.00 0.27 0.002 0.002
6 3.08 0.002 0.92 0.04 0.000 0.001 6 5.91 0.004 0.92 0.25 0.002 0.002
7 2.89 0.002 0.86 0.04 0.000 0.002 7 5.54 0.004 0.86 0.23 0.002 0.002
8 2.72 0.002 0.81 0.03 0.000 0.002 8 5.22 0.005 0.81 0.22 0.002 0.002
9 2.57 0.002 0.78 0.03 0.000 0.002 9 4.93 0.005 0.78 0.21 0.003 0.002
10 2.43 0.002 0.75 0.03 0.000 0.002 10 4.67 0.005 0.75 0.20 0.003 0.002
11 2.31 0.002 0.73 0.03 0.000 0.002 11 4.44 0.005 0.73 0.20 0.003 0.002
12 2.20 0.003 0.71 0.03 0.000 0.002 12 4.23 0.006 0.71 0.19 0.003 0.002
13 2.10 0.003 0.69 0.03 0.001 0.002 13 4.03 0.006 0.69 0.19 0.003 0.002
14 2.01 0.003 0.68 0.03 0.001 0.002 14 3.86 0.006 0.68 0.18 0.004 0.002
15 1.92 0.003 0.67 0.03 0.001 0.002 15 3.70 0.006 0.67 0.18 0.004 0.002
16 1.85 0.003 0.66 0.03 0.001 0.002 16 3.55 0.006 0.66 0.18 0.004 0.002
17 1.77 0.003 0.65 0.03 0.001 0.002 17 3.41 0.006 0.65 0.17 0.004 0.002
18 1.71 0.003 0.64 0.03 0.001 0.002 18 3.28 0.006 0.64 0.17 0.004 0.002
19 1.64 0.003 0.63 0.03 0.001 0.002 19 3.16 0.007 0.63 0.17 0.004 0.002
20 1.59 0.003 0.63 0.03 0.001 0.002 20 3.05 0.007 0.63 0.17 0.005 0.002
21 1.53 0.003 0.62 0.03 0.001 0.002 21 2.95 0.007 0.62 0.17 0.005 0.002
22 1.48 0.003 0.61 0.03 0.001 0.002 22 2.85 0.007 0.61 0.17 0.005 0.002
23 1.44 0.003 0.61 0.03 0.001 0.002 23 2.76 0.007 0.61 0.16 0.005 0.002
24 1.39 0.003 0.60 0.03 0.001 0.002 24 2.67 0.007 0.60 0.16 0.005 0.002
25 1.35 0.003 0.60 0.03 0.001 0.002 25 2.59 0.007 0.60 0.16 0.006 0.002
26 1.31 0.003 0.60 0.03 0.001 0.002 26 2.52 0.007 0.60 0.16 0.006 0.001
27 1.27 0.003 0.59 0.02 0.001 0.002 27 2.45 0.007 0.59 0.16 0.006 0.001
28 1.24 0.003 0.59 0.02 0.001 0.002 28 2.38 0.007 0.59 0.16 0.006 0.001
29 1.20 0.003 0.59 0.02 0.001 0.002 29 2.31 0.007 0.59 0.16 0.006 0.001
30 1.17 0.003 0.58 0.02 0.001 0.002 30 2.25 0.007 0.58 0.16 0.007 0.001
31 1.14 0.003 0.58 0.02 0.001 0.002 31 2.20 0.007 0.58 0.16 0.007 0.001
32 1.11 0.003 0.58 0.02 0.001 0.002 32 2.14 0.008 0.58 0.16 0.007 0.001
33 1.09 0.004 0.58 0.02 0.001 0.002 33 2.09 0.008 0.58 0.16 0.007 0.001
34 1.06 0.004 0.57 0.02 0.001 0.002 34 2.04 0.008 0.57 0.15 0.007 0.000
35 1.04 0.004 0.57 0.02 0.001 0.002 35 1.99 0.008 0.57 0.15 0.007 0.000
36 1.01 0.004 0.57 0.02 0.001 0.002 36 1.95 0.008 0.57 0.15 0.008 0.000
37 0.99 0.004 0.57 0.02 0.001 0.002 37 1.90 0.008 0.57 0.15 0.008 0.000
38 0.97 0.004 0.57 0.02 0.001 0.002 38 1.86 0.008 0.57 0.15 0.008 0.000
39 0.95 0.004 0.56 0.02 0.001 0.002 39 1.82 0.008 0.56 0.15 0.008 0.000
40 0.93 0.004 0.56 0.02 0.001 0.002 40 1.78 0.008 0.56 0.15 0.008 -0.001
41 0.91 0.004 0.56 0.02 0.001 0.002 41 1.75 0.008 0.56 0.15 0.009 -0.001
42 0.89 0.004 0.56 0.02 0.001 0.002 42 1.71 0.008 0.56 0.15 0.009 -0.001
43 0.87 0.004 0.56 0.02 0.001 0.002 43 1.68 0.008 0.56 0.15 0.009 -0.001
44 0.86 0.004 0.56 0.02 0.001 0.002 44 1.64 0.008 0.56 0.15 0.009 -0.001
45 0.84 0.004 0.56 0.02 0.001 0.002 45 1.61 0.008 0.56 0.15 0.009 -0.001
46 0.82 0.004 0.55 0.02 0.001 0.002 46 1.58 0.008 0.55 0.15 0.009 -0.001
47 0.81 0.004 0.55 0.02 0.002 0.002 47 1.55 0.008 0.55 0.15 0.010 -0.002
48 0.79 0.004 0.55 0.02 0.002 0.002 48 1.52 0.008 0.55 0.15 0.010 -0.002
49 0.78 0.004 0.55 0.02 0.002 0.002 49 1.50 0.008 0.55 0.15 0.010 -0.002
50 0.77 0.004 0.55 0.02 0.002 0.002 50 1.47 0.008 0.55 0.15 0.010 -0.002
51 0.75 0.004 0.55 0.02 0.002 0.002 51 1.45 0.008 0.55 0.15 0.010 -0.002
52 0.74 0.004 0.55 0.02 0.002 0.002 52 1.42 0.008 0.55 0.15 0.011 -0.002
53 0.73 0.004 0.55 0.02 0.002 0.002 53 1.40 0.008 0.55 0.15 0.011 -0.003
54 0.72 0.004 0.55 0.02 0.002 0.002 54 1.37 0.008 0.55 0.15 0.011 -0.003
55 0.70 0.004 0.55 0.02 0.002 0.002 55 1.35 0.008 0.55 0.15 0.011 -0.003
56 0.69 0.004 0.54 0.02 0.002 0.002 56 1.33 0.008 0.54 0.15 0.011 -0.003
57 0.68 0.004 0.54 0.02 0.002 0.002 57 1.31 0.008 0.54 0.15 0.012 -0.003
58 0.67 0.004 0.54 0.02 0.002 0.002 58 1.29 0.008 0.54 0.15 0.012 -0.003
59 0.66 0.004 0.54 0.02 0.002 0.002 59 1.27 0.008 0.54 0.15 0.012 -0.004
60 0.65 0.004 0.54 0.02 0.002 0.002 60 1.25 0.008 0.54 0.15 0.012 -0.004
Mod. FAA Minor Storage Volume (cubic ft.) = 107 Mod. FAA Major Storage Volume (cubic ft.) = 105
Mod. FAA Minor Storage Volume (acre-ft.) = 0.0024 Mod. FAA Major Storage Volume (acre-ft.) = 0.0024
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Harland Leeds
East BMP Tributary
Determination of MAJOR Detention Volume Using Modified FAA Method
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
Determination of MINOR Detention Volume Using Modified FAA Method
East BMP FAA, Modified FAA 5/4/2017, 12:53 PM
Project:
Basin ID:
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Harland Leeds
East BMP Tributary
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
0
0.002
0.004
0.006
0.008
0.01
0.012
0.014
0 10 20 30 40 50 60 70Volume (acre-feet)Duration (Minutes)
Inflow and Outflow Volumes vs. Rainfall Duration
Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume
East BMP FAA, Modified FAA 5/4/2017, 12:53 PM