HomeMy WebLinkAbout1.18A Drainage Report.pdf826 21 ½ Road | Grand Junction, CO 81505 | TEL 970.263.7800 | FAX 970.263.7456 Drainage Report Encana Oil & Gas (USA) Inc Divide Road Produced Water Treatment Facility OA Project No.
012-0400
Final Drainage Report Divide Road Water Facility August 1, 2012 Prepared for: Encana Oil & Gas (USA) Inc. 2717 County Road 215 Suite 100 Parachute, CO 81635 Prepared by: 744 Horizon
Court, Suite 110 Grand Junction, CO 81506 Phone: (970) 241-4722 Fax: (970) 241-8841 Job No. 1086-041 I
TABLE OF CONTENTS ........................................................................... I I. Introduction .......................................................................................
........................... 1 A. Background .............................................................................................................. 1 B. Project Location ......................
................................................................................. 1 C. Project Description ............................................................................................
...... 1 D. Previous Investigations .......................................................................................... 2 II. Drainage System Description ......................................
............................................ 2 A . E xr. sh. ng D rar. nage C ond .1t-..1 ons ............................................................................... _? B. Offsite
Tributary Area ............................................................................................. 3 C. Proposed Drainage System Description ................................................
.............. 3 D. Drainage Facility Maintenance ............................................................................. 3 III. DRAINAGE ANALYSIS AND DESIGN CRITERIA ..........................
............. 3 A. Regulations ............................................................................................................. 3 B. Hydrologic and Hydraulic Criteria ...................
.................................................. 4 C. Calculation Methodology ..................................................................................... 4 D. Input and Results
................................................................................................... 4 IV. CONCLUSIONS .................................................................................
...................... 5 FIGURES General Location Map ..................................................................... 1 Site Grading Plan .......................................................
......................... 2 APPENDIX Hydrology and Hydraulic Calculations (model output) ............................... A NRCS Web Soil Survey .......................................................
........................... B FDR-I
I. Introduction A. Background The purpose of this Drainage Report is to identify pre and post development drainage conditions for the Divide Road Water Facility. This report identifies
the following items with respect to the site: existing drainage, potential drainage issues resulting from this project, solutions to the potential drainage issues, and post construction
BMPs. River City Consultants, Inc. prepared this Final Drainage Report for Encana Oil and Gas (USA) Inc. of Parachute Colorado. B. Project Location The project is approximately 20 miles
north of Parachute Colorado (~16 miles as the crow flies) on the Roan Plateau. The project is north of I-70 and the Colorado River, and just north of the West Fork Falls on the West
Fork of Parachute Creek. The project lies adjacent to the intersection of County Roads 401 and 402. In more legal terms, it is located in the Southeast% of Section 26, Township 4 South,
Range 96 West of the 6th Principal Meridian, Garfield County, Colorado. Primary access to the site is from County Road 401. The proposed project will be on land owned by Encana Oil and
Gas (USA) Inc. (Parcel #s 191727400012). C. Project Description The primary purpose of the proposed project is to create several level areas for a water treatment facility, associated
roads, and tanks and secondary containment. The project will consist of general site grading, gravel surfaced roads, stormwater conveyance facilities (ponds, ditches, and pipes), and
installation of buildings, equipment, piping, tanks, and other appurtenances associated with the facility. This project will require significant earthwork to complete. There will be
approximately 122,118 cubic yards of in place material moved as part of this project. It is estimated that the cuts and fills will balance on this project. Proposed finished surfaces
will be concrete, roof, gravel, compacted soil, or top-soiled and revegetated. Most of the proposed finished surface will be gravel and compacted soil. No lots are being proposed as
part of this project. FDR-1 I
The cover conditions at the project site currently consist of gravel roads, pipeline right-of-way, and undisturbed land with typical high elevation sage brush and scrub oak cover. The
existing grades on the project site vary from relatively flat to ~SO%. According to the NRCS web site, the upper layer of soil present at the project site consists of Parachute-Rhone
loam (36% ), Northwater loam (30% ), Rhone loam (13%), Irigul channery loam (12%), Silas loam (6%), and Parachute loam (3%). These soil types have hydrologic soil classifications of
Band D. A hydrologic soil classification of D will be used for modeling the site due to the removal of the upper layers of soil and the likely exposure of high runoff potential soils
and bedrock D. Previous Investigations No known previously completed drainage reports effect the projected area. Accordingly none were reviewed as part of this project. II. Drainage
System Description A. Existing Drainage Conditions The site drains to the West Fork of Parachute Creek, which in turn ultimately drains to the Colorado River. Existing cover conditions
with the major basin are primarily undeveloped. The development within the basin almost completely consists of dirt/gravel roads, pipeline right-of-way, and well pads. The predominant
drainage pattern is characterized by overland flow sloping to the southwest. Grades range from relatively flat on top of the mesas and within the floor of the valleys to vertical and
near vertical on some of the canyon walls. Natural channels and other natural features collect and concentrate surface runoff. Occasionally roads cross the slope also concentrating and
diverting runoff. Flow from the site and areas up-basin from the site drain to Parachute Creek and ultimately to the Colorado River. The Site currently contains some improvements. These
improvements include dirt/gravel roads, associated shoulders and ditches, and pipeline right-ofway. Vegetation exists on the unimproved portions of the site and for the purposes of these
calculations was classified as in poor condition (to be more conservative). S:\ PR( )jFCTS\ I 086 En( ',ln<l\ 041 IH\VVF\ f)<'sign\ Ilrain<1ge\ J)RWF Drainag(> Rt~port.doc FDR-2
B. Offsite Tributary Area The proposed project is right on the apex of a ridgeline. Accordingly the site receives no off-site flows. C. Proposed Drainage System Description The proposed
final drainage system will consist of earthen ditches, culverts, sediment ponds, and other temporary stormwater BMPs. A small percentage of the final cover will be impervious (i.e.,
concrete, roof, etc.). The water quality from the site under proposed final conditions will be controlled by revegetation, check dams in the ditches, sediment basins, level spreaders,
and surface stabilization/hardening (e.g., gravel surfaces and riprap). The sediment ponds were not designed to provide detention or retention. However, just by their nature the ponds
will slow runoff and retarding the peak flow from the site. Access to and through the site shall be by the proposed gravel surface roads as shown on the drawings. D. Drainage Facility
Maintenance The proposed drainage system will not be maintenance free. Maintenance will be performed by Encana. Sediment ponds will be cleaned when sediment is 12 inches deep or within
6 inches of the outlet. Ditch check dams will be cleaned when sediment build up is one half the height of the dam or 12 inches, whichever is less. Vegetated buffer areas will be protected
by signs and/or fencing to keep people and traffic off these areas. It is advisable to inspect drainage facilities following any major storms or at a frequency no less than once a month
and that inspections be documented by the person conduction the inspection. Any issues or deficiencies noted during the inspection should be corrected immediately. III. DRAINAGE ANALYSIS
AND DESIGN CRITERIA A. Regulations The policy, design criteria, design constraints, methods of analysis, recommendations, and conclusions presented in this report are in conformance
with standard engineering practice and Article VII Standards FDR-3 I
Section 7-207 Storm water Runoff of Garfield County Unified Land Use Resolution of 2008, as amended 7-19. B. Hydrologic and Hydraulic Criteria No drainage constraints were noted for
this project. The hydrologic design criteria presented in this report are in conformance with standard engineering practice. Other manuals and publications were also reviewed to determine
conformity with accepted design practices and applicability to the project. These include the National Engineering Handbook, the Civil Engineering Reference Manual, and the Certified
Professional in Storm Water Quality (CPSWQ) Study Guide. C. Calculation Methodology Hydrology and hydraulic calculations were performed using Autodesk Storm and Sanitary Analysis 2011
(formerly BOSS International's StormNET). Some hydraulic calculations were spot checked by hand or using simple flow calculation programs. The following model engines/methods/equations
were used: USEP A SWWM (hydrology), SCS Curve Number (infiltration method), hydrodynamic (hydraulic routing/link), and Hazen-Williams (hydraulic link). D. Input and Results The model
input and results are as follows: • A SCS Curve Number was derived based on cover conditions within each basin (see attached model printout for specifics) • The model consists of 4 basins,
6links (ditches and culverts), 2 storage nodes (ponds), and 2 weirs. • The 100 year 24 hour storm was used to size all drainage features (SCS Type II with a total rainfall value of 2.6
inches from NOAA Atlas 2 Volume III-Colorado). • The basins produced between 2.18 and 1.28 inches of runoff (less than 0.5 inches of rainfall was lost to infiltration and other losses
for most basins). • Basin sizes ranged from 0.26 acres to 2.56 acres. • The average runoff rate was 3.02 cfs per acre. This runoff rate is high, but likely shows the conservative nature
of the model (i.e., over estimation due to conservative model input). • Model continuity for runoff (hydrology) was 0.000% and -0.195% for routing (hydraulic). These values are fully
within the acceptable range. S:\ PROJECTS\ I 0~6 Enl'.HM\ IH I DRIVF\ fl<'sign\ Drainag<'\ IJI(\VF llraindg<' R<'porl.doc FDR-4
IV. CONCLUSIONS The policy, design criteria, design constraints, methods of analysis, recommendations, and conclusions presented in this report are in conformance with standard engineering
practice and Article VII Standards Section 7-207 Stormwater Runoff of Garfield County Unified Land Use Resolution of 2008, as amended 7-19. The proposed design, which is based on the
model is shown on the construction plans. The design include two sediment/detention ponds, trapezoidal ditches, and culverts/outlet pipes. The proposed design will effectively manage
stormwater and provide stormwater BMPs for this site. The proposed BMPs are simple, easy to inspect, easy to maintain, and proven to work effectively. S:\ PROJECTS\! 08() l~nC1na \ O..J:
I I )1\\VF\ J)t>sign\ J)rditMW'\ DR\VF 11rdin<~g<' I\Qport.doc FDR-5 -I
FIGURES
1 ~RIVERCITY ~CONSULTANTS Divide Road Water Facility GENERAL LOCATION MAP DATE ISSUED: 08/08/2012 NOT TO SCALE
Control [)elui' 1 [! c t
APPENDIX A Calculations
Project Description File Name. Project Options Flow Units. Elevation Type . Hydrology Method . EPA SWMM Infiltration Method . Link Routing Method . Enable Overflow Ponding at Nodes .
Skip Steady State Analysis Time Periods . Analysis Options Start Analysis On . End Analysis On . Start Reporting On . Antecedent Dry Days Runoff (Dry Weather) Time Step. Runoff (Wet
Weather) Time Step . Reporting Time Step . Routing Time Step . Number of Elements Rain Gages. Subbasins .. Nodes .... Junctions ... Outfalls .. Flow Diversions ... Inlets .. Storage
Nodes .. Links .. Channels .. Pipes .. Pumps .. Orifices .. Weirs. Outlets ... Pollutants. Land Uses. Rainfall Details SN Rain Gage ID Data Source 1086-041 DRWF.SPF ........................
CFS . ................................ Elevation EPASWMM . .... SCS Curve Number Hydrodynamic YES NO ...... Feb 01,2011 Feb 04, 2011 Feb 01, 2011 0 0 000500 0 00 00:05 0 0000:05 . ...................
.................. 1 Qty 1 . ......................................... 4 Data Source ID 11 6 3 0 0 2 ........ 8 3 3 0 0 2 0 .0 0 Rainfall Type 00:00:00 00:00:00 00:00:00 days days hh:mm:ss
days hh:mm :ss days hh:mm:ss seconds Rain State Units County Return Rainfall Rainfall Period Depth Distribution Garfield Co 100 yr 24 hr Time Series Garfield County 100 year 24 hour
Cumulative inches Colorado Garfield SCS Type II 24-hr
Subbasin Summary SN Subbasin Area lmpeJVious Weighted Average Equivalent lmpeJVious PeJVious Total Total Total Total Peak Time of ID Area CuJVe Slope Width Area Area Rainfall Infiltration
Runoff Runoff Runoff Concentration Number Manning's Manning's Volume Roughness Roughness (ac) (%) (%) (It) (in) (in) (in) (ac-in) (cfs) (days hh:mm:ss) 11 1.24 50.00 91.00 3.0000 140.15
0.0150 0.0150 2.60 0.4110 1.28 1.59 2.35 0 00:12:22 2 2 2.56 50.00 91.00 4.5000 129.16 0.0150 0.0150 2.60 0.3750 2.18 5.57 8.22 0 00:17:46 3 3 2.27 50.00 91.00 3.0000 213.97 0.0150 0.0150
2.60 0.3750 2.18 4.94 7.68 0 00:13:48 44 0.26 50.00 91 00 10.0000 33.00 0.0150 0.0150 2.60 0.3740 2.18 0.56 0.92 0 00:07:59
Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation
Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (It) (It) (It) (It) (It') (cfs) (It) (It) (It) (da~s hh:rnm)
(ac-in) (min) 1 AccessRd Junction 8255.00 8256.00 8255.00 9000.00 1.00 8.22 8255.46 0.00 0.54 0 00:00 0.00 0.00 2 DRditchdis Junction 8234.50 8237.00 8234.50 9000.00 1.00 3.25 8235.34
0.00 1.66 0 00:00 0.00 0.00 3 DRditchu/s Junction 8260.00 8261.00 8260.00 9000.00 1.00 2.35 8260.18 0.00 0.82 0 0000 0 00 0.00 4 Laydown Junction 8265.00 8265.50 8265.00 9000.00 1.00
7.68 8265.35 0.00 0.15 0 0000 0.00 0.00 5 NPout Junction 8234.25 8241.00 8239.00 9000.00 1.00 2.00 8239.00 0.00 2.00 0 00:00 0.00 0.00 6 SPout Junction 8249.25 8252.25 8249.25 9000.00
1.00 1.16 8249.82 0.00 2.43 0 00:00 0.00 0.00 7 DivideRd Outfall 8223.00 3.29 8223.00 8 NPondout Outfall 8225.00 6.55 8225.00 9 SPondout Outfall 8223.50 1.21 8223.50 10 NPond Storage
Node 8234.25 8241.00 8234.25 0.00 8.21 8239.60 0.00 0.00 11 SPond Storage Node 8249.25 8252.00 8249.25 0.00 7.65 8251.41 0.00 0.00
Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Mann'1ng's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type
(Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft) (ft) (ft)
(in) (cfs) (cfs) (ft!sec) (ft) (min) 1 ARoadculvert Pipe DRditchd/s DivideRd 60.39 8234.50 8224.00 17.3900 18.000 0.0240 3.29 23.73 0.14 4.91 0.61 0.40 0.00 Calculated 2 Link-42 Pipe
NPout NPondout 84.71 8234.50 8226.00 10.0300 12000 0.0240 6.55 6.11 1 07 8.35 1.00 1.00 0.00 SURCHARGED 3 Link-43 Pipe SPout SPondout 65.97 8249.25 8239.00 15.5400 12.000 0.0150 1.21
12.17 0.10 4.26 0.39 0.39 0.00 Calculated 4 DivideRdDitch Channel DRditchu/s DRditchd/s 289.17 8260 00 8234.50 8.8200 6.000 0.0220 2.33 1506 0.15 2.58 0.34 0.68 0.00 5 Nditch Channel
AccessRd NPond 348 05 8255.00 8242.00 3.7400 6.000 0.0220 8.21 9.80 0.84 6.15 0.46 0.92 0.00 6 Sditch Channel Laydown SPond 174.41 8265.00 8250.00 8 6000 6.000 0.0220 7.65 14.87 0.51
6.33 0.42 0.85 0.00 7 NPondweir Weir NPond NPout 8234.25 8234.25 2.00 8 SPweir Weir SPond SPout 8249.25 8249.25 1.16
Subbasin Hydrology Subbasin: 1 Input Data Area (ac) . 1.24 Impervious Area(%) . 50.00 Weighted Curve Number 91.00 Conductivity (in/hr) . 0.1500 Drying Time (days) . 7.00 Average Slope(%).
3.0000 Equivalent Width (It) .................................... 140.15 Impervious Area Manning's Roughness Pervious Area Manning's Roughness . 0.0150 0.0150 Curb & Gutter Length (ft)
. . ............. 0.00 Rain Gage ID. . Garfield Co 100 yr 24 hr Composite Curve Number Soil/Surface Description Gravel roads Composite Area & Weighted CN Subbasin Runoff Results Total
Rainfall (in) . Total Runon (in) .. Total Evaporation (in). Total Infiltration (in). Total Runoff (in). Peak Runoff (cfs). Weighted Curve Number .. 2.60 0.00 . ........... 0.0000 0.4110
1.28 2.35 91.00 Time of Concentration (days hh:mm:ss). 0 00:12:22 Area (acres) 1.24 1.24 Soil Curve Group Number D 91.00 91.00
Subbasin: 1 Rainfall intensity 38 3.6 34 3.2 3 28 2.6 24 "c" 2.2 2 <"::': ('0 1.8 0:: 1 6 1 4 1.2 08 0.6 0.4 02 . 0 5 10 15 20 25 30 35 40 45 50 55 GO 65 70 Time (hrs) Runoff Hydro graph
25 24 23 2.2 2.1 2 19 1 8 1 7 1 6 15 ~ 1.4 u ·1.3 c0 : 1 2 ::J 0:: 11 09 08 07 0.6 05 04 0 0 0 1 .•...•.... /0 5 10 15 20 25 30 35 40 45 51] 55 60 Ei5 70 T1me (hrs)
Subbasin: 2 Input Data Area (ac). Impervious Area(%) . Weighted Curve Number .. Conductivity (in/hr) . Drying Time (days) . Average Slope(%) ... Equivalent Width (ft) . Impervious Area
Manning's Roughness Pervious Area Manning's Roughness .. 2.56 50.00 91.00 0.1500 7.00 4.5000 ............. 129.16 0.0150 0.0150 Curb & Gutter Length (ft) . .. .... 0.00 Rain Gage ID
. ............ Garfield Co 100 yr 24 hr Composite Curve Number Soil/Surface Description Gravel roads Composite Area & Weighted CN Subbasin Runoff Results Total Rainfall (in) . 2.60 Total
Runon (in). 0.00 Total Evaporation (in) . . .. 0.0000 Total Infiltration (in) . 0.3750 Total Runoff (in).. 2.18 Peak Runoff (cfs). . 8.22 Weighted Curve Number.. 91.00 Time of Concentration
(days hh:mm:ss) ..... 0 00:17:46 Area (acres) 2.56 2.56 Soil Curve Group Number D 91.00 91.00
·---1 Subbasin: 2 42 4 8 36 3.4 3.2 3 28 6 e=: 2.4 c 22 !' 2 ~ 0":' 1.8 1.6 1 4 12 08 06 0.4 0.2 \____ • 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hrs) Runoff Hydro graph 9 85
8 75 7 55 6 55 ~ 5 u 4.5 0 c ::; 0: 5 25 -, 15 I] 5 ,r····'/j 0 10 15 20 25 30 35 40 45 50 55 61] 55 70 Twne (hrs)
Subbasin: 3 Input Data Area (ac) Impervious Area (%) . Weighted Curve Number Conductivity (in/hr) .. Drying Time (days) . Average Slope (%) . Equivalent Width (ft) Impervious Area Manning's
Roughness Pervious Area 2.27 50.00 91.00 0.1500 7.00 3.0000 213.97 0.0150 Manning's Roughness.. 0.0150 Curb & Gutter Length (ft) ............................. 0.00 Rain Gage ID Garfield
Co 100 yr 24 hr Composite Curve Number Soil/Surface Description Gravel roads Composite Area & Weighted CN Subbasin Runoff Results Total Rainfall (in) . 2.60 Total Runon (in) 0.00 Total
Evaporation (in) .................................. 0.0000 Total Infiltration (in) 0.3750 Total Runoff (in). Peak Runoff (cfs). Weighted Curve Number .. Time of Concentration (days hh:mm:ss)
. 2.18 7.68 91 00 0 00:13:48 Area (acres) 2.27 2.27 Soil Group D Curve Number 91.00 91 00
Subbasin: 3 Intensity 4.2 4 38 36 4 32 3 28 26 "" 2.4 c 22 $' 2 ~ 1":1': 1 8 1 6 1.4 1 2 0.8 06 04 02 \______ : 0 5 10 15 20 25 30 35 40 45 50 55 GO 65 70 Time (hrs) Runoff Hydro graph
85 75 7 6.5 6 55 5 ..I ::? u 45 0 c 4 :::l 1:1: 35 j -, 15 05 ,.. • -~···•''l ,,,, 0 5 10 15 20 25 30 35 40 45 50 55 f30 65 70 Twne (hrs)
Subbasin: 4 Input Data Area (ac) .. Impervious Area(%) . Weighted Curve Number. Conductivity (in/hr) . Drying Time (days). Average Slope(%) . Equivalent Width (ft) . Impervious Area
Manning's Roughness Pervious Area Manning's Roughness . Curb & Gutter Length (ft) . Rain Gage ID .. Composite Curve Number Soil/Surface Description Gravel roads Composite Area & Weighted
CN Subbasin Runoff Results Total Rainfall (in) .. Total Runon (in) . Total Evaporation (in) ... Total Infiltration (in). Total Runoff (in). Peak Runoff ( cfs) . Weighted Curve Number.
0.26 50.00 91.00 0.1500 7.00 10.0000 . ....... 33.00 0.0150 0.0150 . .... 0.00 .......... Garfield Co 100 yr 24 hr 2.60 0.00 0.0000 0.3740 2.18 0.92 91.00 Area (acres) 0.26 0.26 Time
of Concentration (days hh:mm:ss). 0 00 07:59 Soil Group D Curve Number 91.00 91.00
Subbasin: 4 42 4 38 36 34 3 2.8 2.6 '2 24 ~ c 2.2 !:' 2 ~ (<) et: 1.8 1.6 1.4 1.2 08 0.6 0.4 0.2 0 5 10 15 20 25 30 35 40 45 50 55 GO 65 70 Time (hrs) Runoff 0 95 0.9 0.85 08 0.75 07
0.65 06 1::' u 0.55 05 D c., 0.45 et: n 4 [1_35 03 0.25 02 0 15 0 1 0 05 ,/········p·l 0 5 10 15 20 25 30 35 40 45 50 55 60 f35 70 T~rne (hrs)
Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset
Elevation Depth Cover (It) (It) (It) (It) (It) (It) (It) (It') (in) 1 AccessRd 8255 00 8256.00 1.00 8255.00 0.00 9000.00 744.00 1.00 6.00 2 DRditchd/s 8234.50 8237.00 2.50 8234.50 0.00
9000.00 763.00 1.00 12.00 3 DRditchu/s 8260 00 8261 00 1.00 8260.00 0.00 9000.00 739.00 1.00 6.00 4 Laydown 8265 00 8265.50 0.50 8265.00 000 9000.00 734.50 1.00 0.00 5 NPout 8234 25
8241.00 6.75 8239.00 4.75 9000.00 759.00 1.00 0.00 6 SPout 8249.25 8252.25 3.00 8249.25 0.00 9000.00 747.75 1.00 0.00
Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation
Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cis) (cis) (It) (It) (It) (It) (It) (It)
(days hh:mm) (days hh:mm) (ac-in) (min) 1 AccessRd 8.22 8.22 8255.46 0.46 0.00 0.54 8255.02 0.02 0 11:58 0 0000 0.00 0.00 2 DRditchdls 3.25 0.92 8235.34 0.84 0.00 1.66 8234.53 0.03 0
11:57 0 00:00 0.00 0.00 3 DRditchu/s 2.35 2.35 8260.18 0.18 0.00 0.82 8260 01 0.01 0 11:55 0 00:00 0.00 0.00 4 Laydown 7.68 7.68 8265.35 0.35 0 00 0.15 8265.01 0.01 0 11:55 0 00:00 0.00
0.00 5 NPout 2.00 0.00 8239.00 4.75 0.00 2.00 8234.55 0.30 0 0000 0 00:00 0.00 0 00 6 SPout 1.16 0.00 8249.82 0.57 0.00 2.43 8249.29 0.04 0 1210 0 0000 0.00 0.00
Channel Input SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap ID Invert Invert Invert Invert Drop Slope
Roughness Losses Losses Losses Flow Gate Offset ft cfs 1 DivideRdDitch 289.17 0.0220 0.5000 0.5000 0.0000 0.00 No 2 Nditch 348.05 0.00 8242.00 0.0220 0.5000 0.5000 0.0000 0.00 No 3 Sditch
174.41 000 8250.00 0.500 0.0220 0.5000 0.5000 0.0000 0.00 No
Channel Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time F roude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth
Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh mm) (cfs) (fUsee) (min) (ft) (min) 1 DivideRdDitch 2.33 0 11:55 15.06 0.15 2.58 1.87 0.34 0.68 0.00
0.13 2 Nditch 8.21 0 11:58 9.80 0.84 6.15 0.94 0.46 0.92 000 0.78 3 Sditch 7.65 0 11:55 14.87 0.51 6.33 046 0.42 0.85 000 0.26
Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance ExiUBend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope
Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Height ft cfs 1 ARoadculvert 0.0240 0.9000 0.5000 0.0000 0.00 No 2 Link-42 0.0240 0.9000 0.5000
0.0000 0.00 No 3 Link-43 65.97 0.0150 0.9000 0.5000 00000 0.00 No
Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time F roude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth
Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cis) (da~s hh:mm) (cis) (It/sec) (min) (It) (min) 1 ARoadculvert 3.29 0 1156 23.73 0.14 4.91 0.20 0.61 040 0.00
0.67 Calculated 2 Link-42 6.55 0 0000 6.11 1 07 8.35 0.17 1.00 1.00 0.00 0.76 SURCHARGED 3 Link-43 1.21 0 1210 12.17 0.10 4.26 0.26 0.39 0.39 0.00 1.25 Calculated
Storage Nodes Storage Node : NPond Input Data Invert Elevation (ft) ... ........................... 8234.25 Max (Rim) Elevation (ft). Max (Rim) Offset (ft). Initial Water Elevation (ft).
Initial Water Depth (It). Ponded Area (ft') Evaporation Loss . . ....................................... 8241.00 . ........ 6.75 . ....... 8234.25 . ............ 0.00 0.00 . ...... 0.00
Storage Area Volume Curves Storage Curve North Pond Stage Storage Storage Area Volume (It) (It') (ft') 0 0 0 0.25 83.76 10.47 .5 320.28 80.07 .75 698.61 261.98 1 1060.18 530.09 1.25
1316.37 822.73 1.5 1520.49 1140.37 1.75 1695.43 1483.5 2 1852.59 1852.59 2.25 1998.33 2248.12 2.5 2136.45 2670.56 2.75 2269.38 3120.4 3 2398.73 3598.1 3.25 2525.63 4104.15 3.5 2650.87
4639.02 3.75 2775.03 5203.19 4 2898.57 5797.14 4.25 3021.80 6421.33 4.5 3145.00 7076.26 4.75 3268.37 7762.39 5 3393.09 8482.73 5.25 3519.93 9239.82 5.5 3648.41 10033.12 5.75 3778.13
10862.12 6 3908.76 11726.28 6.25 4040.03 12625.1 6.5 4171.70 13558.03 6.75 4303.57 14524.55
Volume Stom!Je Volume (ft) 0 '1,000 2,000 3,000 4,000 5,1100 6,000 7,000 8,000 9,000 '10,000 1'1,000 1?,000 13,000 1-l.OOO &.2 6 5.8 5.6 5.2 4.8 -1.6 -l.4 -l.2 4 £, 3.6 "" 3.4 ."3" IJ)
3.2 2.3 2.6 2.4 2.2 2 1.!1 1.G 1.4 1.2 0.8 0.6 0.4 0.2 0 0 500 '1,000 '1.500 2,000 2~500 3,000 3,500 4,0(10 Storage Area (ft) "'''''' Citorage Area -~ Storage Volume
Storage Node : NPond (continued) Outflow Weirs SN Element Weir Flap Gate Crest Crest Length Weir Total Discharge ID Type NPondweir Rectangular No Output Summary Results Peak Inflow (cfs)
. Peak Lateral Inflow (cfs) . Peak Outflow (cfs) . Peak Exfiltration Flow Rate (elm) Max HGL Elevation Attained (It) . 8.21 0.00 2.00 000 8239 60 Max HGL Depth Attained (It) . 5.35 Average
HGL Elevation Attained (It) . Average HGL Depth Attained (ft) . . ................ 8238.45 Time of Max HGL Occurrence (days hh:mm) Total Exfiltration Volume (1 000-ft'). Total Flooded
Volume (ac-in) .. Total Time Flooded (min). Total Retention Time (sec) . . ... 4.2 0 1208 .. 0.000 0 0 0.00 Offset Height Coefficient ft ft 3.33
Storage Node : SPond Input Data Invert Elevation (ft). Max (Rim) Elevation (ft) .. Max (Rim) Offset (ft) . Initial Water Elevation (ft) . Initial Water Depth (ft). Ponded Area (ft')
..... Evaporation Loss . Storage Area Volume Curves Storage Curve South Pond Stage Storage Area (It) (ft') 0 0 0.25 1168.32 .5 2169.68 .75 3504.88 4746.76 1.25 5668.61 1.5 6422.45 1.75
7080.74 2. 7679.67 2.25 8239.36 2.5 8771.90 2.75 9284.95 Storage Volume (It') 0 146.04 542.42 1314.33 2373.38 3542.88 4816.84 6195.65 7679.67 9269.28 10964.87 12766.8 . . 8249.25 . ...
8252.00 . .. 2.75 . .... 8249.25 . ....... 0.00 0.00 . ... 0.00
ShHage Volume (ff) 0 1.000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9.000 10,000 1Vl00 12,000 2.7 ?.6 2.5 2.4 2.3 ;u 2.2 2.2 2.1 2 1.9 1.3 1.7 1.7 1.6 -1.5 g, $:.~ "' 1.4 '="> "'="'>
.:3 1.3 "' -!J'! 1,/) '1.2 1.'1 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.? 0.-1 0 !) 1,000 :2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 Storage Area (ft"j "'""""'~ Storage .A.rea -~ Storage
VolurTre
Storage Node : SPond (continued) Outflow Weirs SN Element Weir Flap Gate Crest Crest Length Weir Total Discharge ID Type Offset Height Coefficient It It 1 SPweir Rectangular No 3.33
Output Summary Results Peak Inflow (cfs) . 7.65 Peak Lateral Inflow (cfs) . 0.00 PeakOutflow(cfs).. 1.16 Peak Ex filtration Flow Rate (cfm). 0.00 Max HGL Elevation Attained (It). 8251.41
Max HGL Depth Attained (It) . . 2.16 Average HGL Elevation Attained (ft) . . . ..... 8250.83 Average HGL Depth Attained (It). . ........ 1.58 Time of Max HGL Occurrence (days hh:mm)
.......... 0 12:11 Total Exfiltration Volume (1000-ft'). . .... 0.000 Total Flooded Volume (ac-in). 0 Total Time Flooded (min) . 0 Total Retention Time (sec) . 0.00
I
Divide Road North Pond North Pond Stage Storage.txt Project: Divide Road Basin Description: North Pond Contour contour Depth Incremental Cumulative Incremental cumulative Elevation Area
(ft) volume volume volume volume (sq. ft) Avg. End Avg. End Conic Conic (cu. ft) (cu. ft) (cu. ft) (cu. ft) 8,234.25 0.00 N/A N/A 0.00 N/A 0.00 8,234.50 125.70 0.25 15.71 15.71 10.47
10.47 8,234.75 467.10 0.25 74.10 89.81 69.59 80.07 8,235.00 1,024.21 0.25 186.41 276.23 181.92 261.98 8,235.25 1' 121.37 0.25 268.20 544.42 268.11 530.09 8,235.50 1,220.43 0.25 292.72
837.15 292.64 822.73 8,235.75 1,321.40 0.25 317.73 1154.88 317.65 1140.37 8,236.00 1,424.28 0.25 343.21 1498.09 343.13 1483.50 8,236.25 1,529.07 0.25 369.17 1867.26 369.09 1852.59 8,236.50
1,635.76 0.25 395.60 2262.86 395.53 2248.12 8,236.75 1,744.37 0.25 422.52 2685.38 422.44 2670.56 8,237.00 1,854.88 0.25 449.91 3135.28 449.84 3120.40 8,237.25 1,967.30 0.25 477.77 3613.05
477.70 3598.10 8,237.50 2 '081. 63 0.25 506.12 4119.17 506.05 8,237.75 2,197.86 0.25 534.94 4654.11 534.87 44160349..0125 8,238.00 2,316.01 0.25 564.23 5218.34 564.17 5203.19 8,238.25
2,436.06 0.25 594.01 5812.35 593.94 5797.14 8,238.50 2,558.02 0.25 624.26 6436.61 624.20 6421. 33 8,238.75 2' 681.89 0.25 654.99 7091.60 654.93 7076.26 8,239.00 2,807.66 0.25 686.19
7777.79 686.13 7762.39 8,239.25 2,955.67 0.25 720.42 8498.21 720.34 8482.73 8,239.50 3' 101. 58 0.25 757.16 9255.36 757.08 9239.82 8,239.75 3,245.39 0.25 793.37 10048.73 793.30 10033.12
8,240.00 3,387.10 0.25 829.06 10877.80 829.00 10862.12 8,240.25 3,526.71 0.25 864.23 11742.02 864.17 11726.28 8,240.50 3 '664. 22 0.25 898.87 12640.89 898.81 12625.10 8,240.75 3,799.63
0.25 932.98 13573.87 932.93 13558.03 8,241.00 3,932.94 0.25 966.57 14540.44 966.52 14524.55 Page 1
south Pond Stage Storage.txt Divide Road south Pond Project: Divide Road Basin Description: south Pond contour contour Depth Incremental cumulative Incremental cumulative Elevation Area
(ft) volume volume volume volume (sq. ft) Avg. End Avg. End conic Conic (cu. ft) (cu. ft) (cu. ft) (cu. ft) 8,249.25 250.35 N/A N/A 0.00 N/A 0.00 8,249.50 1,001.40 0.25 156.47 156.47
146.04 146.04 8,249.75 2,253.14 0.2 406.82 563.29 396.39 542.42 8,250.00 4,005.59 0.25 782.34 1345.63 771.91 1314. 33 8,250.25 4,471.05 0.25 1059.58 2405.21 1059.05 2373.38 8,250.50
4,888.03 0.25• 1169.89 3575.09 1169.50 3542.88 8,250.75 5,306.53 0.25: 1274.32 4849.41 1273.96 4816.84 8, 251.00 5,726.56 0.25 1379.14 6228.55 1378.80 6195.65 8,251.25 6,148.10 0.25
1484.33 7712.88 1484.02 7679.67 8,251.50 6,571.16 0.25 1589.91 9302.79 1589.61 9269.28 8,251.75 6,995.74 0.25 1695.86 10998.65 1695. 59 10964.87 8,252.00 7,421.85 0.25 1802.20 12800.85
1801.94 12766.80 Page 1
APPENDIXB NRCS Web Soil Survey
39° 40' 42" 39' 39' 25" Hydrologic So11 Group-Rifle Area, Colorado, Parts of Garfield and Mesa Counties Map Scale: 1:11,200 if printed on A size (8.5" x 11") sheet. N --~~~~~:===-----...::=====Meters
A 0 100 200 400 600 ---liE::===-------====== Feet 0 400 800 1,600 2,400 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/21/2012 Page 1 of 4
39° 40' 40" 39" 39' 24"
Hydrologic Soil Group-Rifle Area, Colorado, Parts of Garfield and Mesa Counties MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Soil Ratings A .BA ID D
BID D c • CID D Not rated or not available Political Features 0 Cities Water Features Streams and Canals Transportation +-++ Rails Interstate Highways US Routes Major Roads ~ LocaiRoads
Natural Resources Conservation Service MAP INFORMATION Map Scale: 1:11 ,200 if printed on A size (8.5" x 11 ") sheet. 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 accurate map measurements.
Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 12N NAD83 This product is generated from the
USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Rifle Area, Colorado, Parts of Garfield and Mesa Counties Survey Area Data: Version 6, Mar 25, 2008
Date(s) aerial images were photographed: 6/30/2005; 8/8/2005 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Web Soil Survey National Cooperative Soil Survey 2/21/2012 Page 2 of 4
Hydrologic Soil Group-Rifle Area, Colorado, Parts of Garfield and Mesa Counties Hydrologic Soil Group Hydrologic Soil Group-Summary by Map Unit-Rifle Area, Colorado, Parts of Garfield
and Mesa Counties (C0683) Map unit symbol Map unit name Rating 36 lrigul channery loam, 9 to 50 percent Jo slopes ···-----·· 48 Northwater loam, 15 to 65 percent B slopes 152 I 1 I Parachute
loam, 25 to 65 percent slopes IB ·---·· .. ·---~~----------------53 Parachute-Rhone loams, 5 to 30 B percent slopes 61 B 63 B Totals for Area of Interest Natural Resources Conservation
Service Web Soil Survey National Cooperative Soil Survey Acres in AOI 60.2 488.1 Percent of AOI 12.3% 30.2% 2.7% 35.5% 12.8% 6.5% 100.0% 2/21/2012 Page 3 of 4
Hydrologic Soil Group-Rifle Area, Colorado, Parts of Garfield and Mesa Counties Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one
of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The
soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (ND, BID, and CID). The groups are defined as follows: Group A. Soils having a high infiltration
rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately
fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly
of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D.
Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high
water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural
condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources
Conservation Service Web Soil Survey National Cooperative Soil Survey 2/21/2012 Page 4 of 4
39° 40' 42" 39" 39' 25" K Factor, Whole Soil-Rifle Area, Colorado, Parts ot Garfield and Mesa Counties Map Scale: 1:11.200 if printed on A size (8.5" x 11") sheet. N IIIIIIIIIIBE===------=====::::JMe
ters A 0 10 0 200 400 600 BBIIIIIIIIII-====~IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIRC=========~Feet 0 400 800 1,600 2,400 Natural Resources Conservation Service Web Soil Survey National Cooperative
Soil Survey 2/21/2012 Page 1 of 3 39° 40' 40" 39" 39' 24"
K Factor, Whole Soil-Rifle Area, Colorado, Parts of Garfield and Mesa Counties MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Soil Ratings .02 . 05 .10
D .1s D .17 .20 D .24 . 28 D .32 .37 .43 .49 •. 55 •. 64 Not rated or not available Political Features 0 Cities Water Features Streams and Canals Transportation -H+ Rails Natural Resources
Conservation Service .-'V Interstate Highways US Routes Major Roads Local Roads MAP INFORMATION Map Scale: 1·.11 ,200 if printed on A size (8.5" x 11 ") sheet. 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 accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System:
UTM Zone 12N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below . Soil Survey Area: Rifle Area, Colorado, Parts of Garfield and
Mesa Counties Survey Area Data: Version 6. Mar 25, 2008 Date(s) aerial images were photographed: 6/30/2005; 8/8/2005 The orthophoto or other base map on which the soil lines were compiled
and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Web Soil Survey National Cooperative
Soil Survey 2/21/2012 Page 2 of 3
K Factor, Whole Soil-Rifle Area, Colorado, Parts of Garfield and Mesa Counties K Factor, Whole Soil K Factor, Whole Soil-Summary by Map Unit-Rifle Area, Colorado, Parts of Garfield and
Mesa Counties (C0683) Map unit symbol Map unit name Rating Acres inAOI Percent of AOI 36 48 I ;52 I 53 lrigul channery loam, 9 to 50 percent j.15 slopes Northwater loam, 15 to 65 percent
.20 slopes I Parachute loam, 25 to 65 percent 1.20 slopes ~· ~~ ~------------------Parachute-Rhone loams, 5 to 30 .20 percent slopes Rhone loam, 30 to 70 percent slopes .20 .20 60.2
I 147.2 13.3 173.1 62.6 Totals for Area of Interest Description Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors
used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons
per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range
from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kw (whole soil)" indicates the
erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified
Tie-break Rule: Higher Layer Options: Surface Layer Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12.3% 100.0% 2/21/2012 Page 3 of 3