ML21105A782
| ML21105A782 | |
| Person / Time | |
|---|---|
| Site: | Consolidated Interim Storage Facility |
| Issue date: | 04/12/2021 |
| From: | Consolidated Interim Storage Facility |
| To: | Office of Nuclear Material Safety and Safeguards |
| Shared Package | |
| ML21105A766 | List: |
| References | |
| E-58496 | |
| Download: ML21105A782 (117) | |
Text
WCS Consolidated Interim Storage Facility Safety Analysis Report Revision 5 Attachment B Flood Plain Report (1053 pages)
Page B-1
(, I COOK-JOYCE INC.
ENGINEERING AND CONSULTING 812 WEST ELEVENTH 512-474-9097
CENTRALIZED INTERIM STORAGE FACILITY DRAINAGE EVALUATION AND FLOODPLAIN ANALYSIS MARCH 2016 REVISED NOVEMBER 2016 REVISED DECEMBER 2016 REVISED FEBRUARY 2019 REVISED OCTOBER 2019 Prepared for:
Waste Control Specialists LLC P.O. Box 1129 Andrews, Texas 78714 Prepared by:
Cook-Joyce , Inc.
812 West 11th Street, Suite 205 Austin, Texas 78701 This report is issued for permitting or licensing purposes. It is not intended for bidding or construction purposes.
Diana Dworaczyk P.E. No. 63724 10 October 2019 WCS\FINAL\15052\ 1 REVISION4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019 TEXAS REGISTERED ENGINEERING FIRM F-883
EXECUTIVE
SUMMARY
In the process of updating this report to incorporate the revisions to the proposed CISF railroad a new version of the U.S. Army Corps of Engineers Hydrologic Engineering Centers Hydrologic Modeling System (HEC-HMS) has become available. HEC-HMS, version 4.3 is used in this repot and Drainage Areas and parameters that were not revised due to the railroad revision were rerun and produced slightly higher peak flow rates in some scenarios.
These results amount to rounding errors to the peak flows and did not change the resulting elevations of the floodplain in the playa.
No changes to runoff volumes or peak water surface elevations from unchanged drainage areas were simulated using the HEC-HMS, version 4.3.
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TABLE OF CONTENTS SECTION PAGE EXECUTIVE
SUMMARY
.............................................................................................................. ii
1.0 INTRODUCTION
............................................................................................................... 1 1.1 HYDROLOGIC DESCRIPTION................................................................................... 1 1.1.1 Hydrosphere ........................................................................................................ 1 1.1.2 Site and Structures .............................................................................................. 3 2.0 FLOODS ........................................................................................................................... 5 2.1 FLOOD HISTORY ....................................................................................................... 5 2.2 FLOODPLAIN ANALYSIS DEVELOPED CONDITIONS ............................................ 6 2.2.1 Description of Watershed .................................................................................... 6 2.2.2 Description of Hydrologic Analysis Methodology ................................................ 7 2.2.3 Site Drainage and Model Strategy ...................................................................... 9 2.2.3.1 Site Drainage ............................................................................................. 9 2.2.3.2 Model Strategy ......................................................................................... 10 3.0
SUMMARY
OF RESULTS .............................................................................................. 11
4.0 CONCLUSION
S .............................................................................................................. 12 5.0 OTHER CONSIDERATIONS .......................................................................................... 13
6.0 REFERENCES
................................................................................................................ 14 WCS\FINAL\15052\ iii REVISION 4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019
LIST OF TABLES TABLE 1 POST-DEVELOPMENT DRAINAGE AREAS - PEAK FLOW 2 POST-DEVELOPMENT DRAINAGE AREAS - RUNOFF VOLUMES 3 POST-DEVELOPMENT ANALYSIS POINTS - PEAK ELEVATION LIST OF FIGURES FIGURE 1.1-1 SITE LOCATION AND SURROUNDING TOPOGRAPHY MAP 1.1.2-1 DEVELOPED DRAINAGE PLAN 1.1.2-2 DEVELOPED DRAINAGE AREA MAP 2.2.1-1 SOILS BOUNDARY MAP LIST OF APPENDICES APPENDIX APPENDIX A FLOOD PLAIN STUDY, FEBRUARY 2004 APPENDIX B SOIL SURVEY APPENDIX C CALCULATIONS APPENDIX D HEC-HMS OUTPUT APPENDIX E HEC-HMS INPUT (CD)
LIST OF ADDENDA ADDENDUM ADDENDUM A BERM BREACH ANALYSIS WCS\FINAL\15052\ iv REVISION 4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019
1.0 INTRODUCTION
This report presents the results of a hydrologic and hydraulic analysis of the proposed conditions in and around the area of the Centralized Interim Storage Facility (CISF) proposed to be licensed by the Nuclear Regulatory Commission at the Waste Control Specialists, LLC (WCS) site located in Andrews County, Texas. This report is prepared in support of the Safety Analysis Report (SAR) as described at 10 CFR 72.24 and addresses items contained in the Standard Review Plan for Spent Fuel Dry Storage Facilities, NUREG-1567, dated March 2000, Section 2.4.4 Surface Hydrology.
1.1 HYDROLOGIC DESCRIPTION The CISF site is located in western Andrews County, Texas nearly at the Texas - New Mexico border, just north of Texas Highway 176 approximately 31 miles west of Andrews, Texas and 5 miles east of Eunice, New Mexico. There are no maps of special flood hazard areas for this location published by the Federal Emergency Management Agency (FEMA). The Site Location and Surrounding Topography Map, Figure 1.1-1, shows the CISF site location with respect to the surrounding topography and drainage features and the WCS property boundary.
1.1.1 Hydrosphere From a surface water perspective, the general area is characterized by ephemeral drainages, sheet flow, minor gullies and rills, internally-drained playas, and a salt lake basin (identified on Figure 1.1-1 as the Depression Pond). The salt lake basin is the only naturally-occurring, perennial (year-round) water body located near the CISF site; the internally-drained salt lake basin is located approximately 5 miles from the eastern boundary of the CISF site and rarely has more than a few inches of water at scattered locations within the bottom footprint. Surface drainage from the CISF site does not flow into this basin. Other perennial surface water features are man-made, including various stock tanks (often replenished by shallow windmill wells) located across the area and the feature denoted as the Fish Pond on Figure 1.1-1, which is located at the existing Permian Basin Materials quarry west of the CISF site and is also replenished by well water. In addition, Sundance Services, LLC operates the Parabo Disposal Facility for oil and gas waste on portions of the Permian Basin Materials quarry property. Water collects periodically in excavated and/or diked areas at this disposal facility and in the active quarry areas at this property adjacent to and west of the WCS property in New Mexico.
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Baker Spring, another man-made feature, is located at a historic quarry on WCS property about 2,150 ft west of the CISF site in Lea County, New Mexico. This feature was formed by excavation of the caliche caprock to the top of the underlying red bed clays. After periods of rainfall, the depression holds water for some period until it evaporates. During wet cycles, the depression may hold water for an extended period; during dry cycles, the depression may be dry for extended periods.
The National Oceanic and Atmospheric Administrations National Weather Service Office for Hobbs, New Mexico indicates that the minimum average annual precipitation recorded is 2.01 inches in 2011 and the maximum average annual precipitation recorded is 32.19 inches in 1941.
The annual precipitation on average is approximately 14 inches.
The CISF site is located on the southwest-facing slope that transitions from the Southern High Plains to the Pecos Valley physiographic section. The Southern High Plains is an elevated area of undulating plains with low relief encompassing a large area of west Texas and eastern New Mexico. In Andrews County, the southwestern boundary of the Southern High Plains is poorly defined, but in this report is considered to be where the caprock caliche is at or relatively close to surface, such as on and near the CISF site.
The main surface water drainage in the area is Monument Draw, an ephemeral stream about 3 miles west of the WCS site in New Mexico. Ephemeral streams or drainage ways flow briefly only in direct response to precipitation in the immediate locality. Monument Draw is a reasonably well-defined, southward-draining feature (although not through-going) that is identified on the USGS topographic maps that serve as the base map source for Figure 1.1-1.
An ephemeral drainage feature, referred to as the Ranch House Draw crosses the WCS property from east to west, generally to the south of the CISF site, as shown on Figure 1.1-1. This feature is discernible from the topographic relief depicted on Figure 1.1-1, although it is much less pronounced than Monument Draw. This drainage feature is a relict drainage way that is choked with windblown sand and is not through-going to Monument Draw. Most of the drainage from the area of the CISF site is down slope toward the Ranch House Draw, with a small portion of the drainage from this area toward the southwest. Surface water eventually infiltrates into the windblown sands and dune fields to the south and southwest of the CISF site.
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There are no ephemeral drainages that cross the CISF site. Most of the immediate area of the CISF site is drained from northwest to southeast by sheet flow. Sheet flow is a term describing overland flow or down slope movement of water taking the form of a thin, continuous film.
Playas, or small, internally-drained basins, occur on the WCS property. The playas are dry most of the time. Some of the playas occasionally hold water after relatively large precipitation events; however, the ponded water rapidly dissipates through infiltration, evaporation, and plant uptake.
An established playa basin is present on the eastern edge of the CISF site. Surface topography maps indicate approximately 10 ft of relief in the playa.
The combination of low annual precipitation, relatively high potential evapotranspiration, permeable surficial soils down gradient of the CISF site, and topographic relief results in well-drained conditions. The engineering design and construction of the CISF site will eliminate areas that might promote ponding. Diversion berms and a collection ditch will direct stormwater from upstream drainage areas around the CISF.
There are no public or private surface water drinking-water supplies in the site vicinity. Potable water supply for the WCS facility is provided by the City of Eunice, which gets its water from wells in the Hobbs area. There are scattered windmills in the general area that take water from isolated pockets of groundwater perched on top of the red bed clay. This water is utilized primarily for livestock watering.
1.1.2 Site and Structures The CISF site is defined as the area within the owner controlled fence and is approximately 320 acres as depicted on the Developed Drainage Plan, Figure 1.1.2-1. The CISF site is undeveloped and the existing land surface is fairly flat with an average slope of 0.8 percent (%). The existing maximum and minimum elevations of the site are about 3520 ft and 3482 ft msl, respectively. The cover type is desert shrub. The existing WCS railroad is generally aligned parallel with and south of the proposed southern CISF site boundary.
The CISF storage area, which is within the CISF site, is defined as the area within the protected area fence whose boundary is defined by a rectangle 2360 feet by 2430 feet, as indicated on the Developed Drainage Plan, Figure 1.1.2-1. Included in the storage area are the security/administration building, the cask handling building, the storage pads and a portion of the WCS\FINAL\15052\ 3 REVISION 4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019
CISF rail side track. The CISF storage area is approximately 132 acres and is graded for surface drainage with slopes of approximately 0.8 % from the northwest to the southeast. Developed elevations across the CISF storage area range from 3506 ft msl at the northwest corner to 3486 ft msl near the southeast corner.
All of the surface water runoff from the storage area will drain into the large playa southeast of the site. Flow arrows on Figure 1.1.2-2, Developed Drainage Area Map provide the detailed drainage patterns for the CISF site.
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2.0 FLOODS There is no evidence that the CISF site area has experienced flooding in the past. The ranch house drainage within the WCS property was evaluated as part of a Flood Plain Study conducted in February 2004 (Revised December 2004 and March 2006) for the Application for License to Authorize New-Surface Land Disposal of Low-Level Radioactive Waste (LLRW) that was approved by the Texas Commission on Environmental Quality (TCEQ) in 2009 as Radioactive Material License No. R04100. The 2004 Flood Plain Study as revised through March 2006 is provided as Appendix A and includes maps depicting the drainage areas within the WCS property and the location of the 100-year, 500-year and Probable Maximum Precipitation (PMP) flood plain.
The 100-year flood plain extends across the southern portion of the WCS property area along the ranch house drainage. The northernmost limit of the 100-year floodplain is approximately 4,000 ft southeast of the CISF site while the northernmost limits of the 500-year and PMP floodplains are 3965 feet and 3895 feet southeast of the CISF site respectively.
The prior floodplain analysis indicated that the PMP elevation of the large playa located mostly east of the CISF site is 3488 ft msl. A portion of the CISF site is located over the large playa.
Elevations of the storage pads, security/administration building, and the cask handling building are above 3490 ft msl.
An analysis of the drainage features around the CISF site is performed for the PMP to ensure that the structures important to safety are safe from flooding.
2.1 FLOOD HISTORY The climate of the area is classified as semiarid, characterized by dry summers and mild, dry winters. Annual precipitation on average is approximately 14 inches and annual evaporation exceeds annual precipitation by nearly five times. The area is subject to occasionally winter storms, which produce brief snowfall events of short duration.
Rainfall records from July 2009 through December 2015, provided by WCS from a weather station near the CISF site, indicate an average annual rainfall of 12.6 inches and a maximum twenty-four hour rainfall total of 3.62 inches. According to WCS personnel, surface water runoff has not overflowed roads or existing drainage features at the WCS facility during this time frame.
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2.2 FLOODPLAIN ANALYSIS DEVELOPED CONDITIONS This analysis identifies the limits of the watershed in which the CISF site is proposed to be located and determines the local peak flow rates and water elevations at the watershed analysis points resulting from the 100-year and 500-year frequency storm events and the Probable Maximum Precipitation event (PMP) after the CISF site is fully developed. This analysis also identifies the location of the local PMP floodplain associated with a large playa/depression located within the subject watershed.
2.2.1 Description of Watershed The contributing watershed that crosses the CISF site contains about 869 acres (1.4 square miles). For the most part, the CISF site is located on top of a hill and will be graded to allow drainage away from the site. Fully developed conditions result in four distinct drainage areas that predominantly slope away from the CISF site. The Developed Drainage Area Map, Figure 1.1.2-2, identifies the developed drainage area boundaries in relation to the CISF site and the associated analysis points described below.
Drainage Area P DA 1 contains 101.5 acres and drains the northwest portion of the site outside of the storage area. Analysis Point P AP 1 is located where surface water runoff from P DA 1 flows across State Line Road. Drainage Area P DA 2A contains 25.8 acres and drains the southwest portion of the CISF site contained between the existing WCS railroad and State Line Road outside of the storage area. Analysis Point P AP 2A is located at the intersection of State Line Road and the existing WCS railroad. Drainage Area P DA 2B contains 9.6 acres and drains the southwest portion of the CISF site towards State Line Road. Analysis Point P AP 2B is located where surface water from PD A 2B flows across State Line Road. Drainage Area P DA 3 contains 42.8 acres and drains the southeast portion of the CISF site bounded by the existing WCS railroad and the CISF rail side track. Surface water runoff from P DA 3 discharges into the large playa located east of the facility. Drainage Area P DA 4 contains 679.3 acres encompassing the large playa and the majority of the CISF site; surface water from this portion of the CISF site also discharges into the large playa. Analysis Point P AP 3 refers to the location where surface water runoff in the large playa will overtop the existing ground to the south.
The watershed is located in Andrews County, Texas. The Custom Soil Resource Report for Andrews County, Texas, and Lea County, New Mexico, prepared by the United States WCS\FINAL\15052\ 6 REVISION 4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019
Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS), located in Appendix B, shows the watershed contains soils from the Blakeney and Conger, Jalmar-Penwell, Ratliff, and Triomas and Wickett series. These soils are classified with the hydrologic groups A, B and D. Group A soils have high infiltration and transmission rates. Group B soils have moderate infiltration and transmission rates. Group D soils have very low infiltration and transmission rates.
The Soils Boundary Map with the CISF site location, topographic information and drainage area boundaries is included as Figure 2.2.1-1.
2.2.2 Description of Hydrologic Analysis Methodology Surface water runoff from the watershed in which the CISF site is located is modeled using the U.S. Army Corps of Engineers Hydrologic Engineering Centers Hydrologic Modeling System (HEC-HMS), version 4.3. The rainfall amount for the 100-year frequency storm event is taken from the USDA Soil Conservation Service (SCS) Texas Engineering Technical Note No. 210 TX5, October 1990 (TETN 210). A 24-hour storm duration is used. The 100-year 24-hour rainfall amount from TETN 210 for the CISF site is six (6) inches and is the same rainfall amount used in the floodplain study in Appendix A. The 500-year, 24-hour and PMP, 72-hour rainfall amounts are taken from the floodplain study in Appendix A and are 8.71 inches and 40.5 inches, respectively. The precipitation amounts used as input for the HEC-HMS model are as follows:
Return Period Rainfall (In.)
100-Year, 24 Hour 6.0 500-Year, 24 Hour 8.71 PMP, 72 Hour 40.5 Peak discharges from small watersheds are usually caused by intense, brief rainfalls. Utilizing synthetic rainfall distribution as taken from TETN 210 in this case is common practice instead of using actual storm events. The synthetic Type II, 24-hour rainfall distribution for Andrews County, Texas, as shown on Figure 1 of TETN 210, and the SCS dimensionless unit hydrograph method are used for the model. The method requires curve numbers to indicate the runoff potential of a hydrologic soil-cover complex and watershed lag to model watershed response. The development of these values is described in the following paragraphs.
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The curve number (CN) is computed based on land use, cover type, hydrologic condition and soil group. A December 16, 2015 site visit supported determination of land use, cover types and hydrologic condition. Hydrologic condition indicates the effects of cover type and treatment on infiltration and runoff. The hydrologic condition of the cover at the site is considered poor. The soil group information is taken from the Soil Report in Appendix B. The variability of the CN from rainfall intensity and duration, total rainfall, soil moisture conditions, cover density, stage of growth, and temperature are collectively accounted for in the Antecedent Runoff Condition (ARC).
The three classes of ARC are as follows: I for dry conditions, II for average conditions, and III for wetter conditions. Figure 5 of TETN 210 indicates that the ARC across the state of Texas varies greatly and Andrews County is ARC I. In order to be conservative and check the sensitivity of the model to the various ARC conditions, all three classes are used in the CN determinations and the model.
The USDA NRCS, Part 630 Hydrology, National Engineering Handbook (NEH) explains that lag is the delay between the time runoff from a rainfall event over a watershed begins until runoff reaches its maximum peak. Lag is empirically estimated as six-tenths (0.6) of the time of concentration, (USDA NRCS, Part 630, NEH, Equation 15-3). The time of concentration is the time it takes for runoff to travel from the hydraulically most remote part of a watershed to a point of consideration. In hydrograph analysis it represents the time from the end of excess rainfall to the point of inflection of an SCS unit hydrograph.
Time of concentration is computed by determining the travel times for different segments of the flow path. The segments consist of sheet flow, shallow concentrated flow and concentrated flow.
The sheet flow and shallow concentrated flow components are calculated for all of the drainage areas using the equations from USDA SCS Technical Release 55, Urban Hydrology for Small Watersheds. Drainage Area P DA 1, as shown on Figure 1.1.2-2, also exhibits channelized flow.
Broad channelized flow occurs in P DA 1 as the surface water flows southwest out of the CISF site and crosses State Line Road. Concentrated flow is calculated based on the flow velocity for the channel being analyzed. Channel velocities are calculated using Mannings Equation or they are estimated based on the results of the HEC-HMS model. All time of concentration parameters for the various drainage areas are included in Appendix C, Calculations.
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Elevation, storage and cross-section data are developed for P DA 2A, P DA 3 and the playa/depression located within the subject watershed to determine their effect on the runoff from these areas and are included in Appendix C. All watershed parameters that are topography dependent are based on the WCS provided aerial survey dated May 29, 2014 flown by Dallas Aerial Surveys, Inc and the WCS provided proposed CISF elevations.
2.2.3 Site Drainage and Model Strategy The CISF site drainage features consist of a collection ditch and three culverts through the CISF rail side track that are located as shown on the Developed Drainage Plan, Figure 1.1.2-1. The design criterion for the site drainage features are the 100-Year, 24 Hour, ARC I, peak flow rates as determined by HEC-HMS. Whenever possible, surface water runoff will be maintained as sheet flow. Conservative input parameters and strategies are used in the HEC-HMS modeling of the peak flow rates.
2.2.3.1 Site Drainage Surface water runoff from the up gradient area north of the storage area will be diverted by a collection ditch located just north of the protected area fence as shown on Figure 1.1.2-1. Onsite surface water runoff will be mainly sheet flow off of the sloped storage pads and the sloped areas in between the pads. The land surface adjacent to the eastern and western perimeters of the storage pads will be sloped to drain as sheet flow toward the protected area fence and beyond through the owner controlled area fence. Surface water runoff between the collection ditch and the northern storage pads within the storage area will sheet flow to the southeast. Surface water runoff south of Phase 1 storage pad will drain southeast into Culvert 1 under the CISF rail side track just west of the cask handling building. Surface water runoff south of the Phase 5 storage pad and the CISF rail side track will sheet flow to the east.
The cask handling building roof drains half to the north and half to the south. The western portion of the area between the CISF rail side track and the existing railroad outside of the storage area will drain to the west with some of the surface water runoff flowing through the existing culvert under the WCS railroad crossing at State Line Road into existing surroundings. The eastern portion of the area between the CISF rail side track and existing railroad will drain to the east and empty into the large playa through Culverts 2 and 3.
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2.2.3.2 Model Strategy Conservative parameters are input into the HEC-HMS model to determine peak runoff rates and overflow elevations. Conservative assumptions include the following: (1) all areas inside the storage area are assumed to be impervious for the CN calculation; (2) all three ARC conditions are used for the CN calculation even though Andrews County exhibits ARC I conditions; (3) no consideration is given to initial losses or infiltration rates of the precipitation; (4) all culverts are presumed clogged and do not allow any flow through them; and (5) the collection ditch and berms are not in place in order to model the greatest possible area contributing runoff into the playa.
Surface water runoff at the clogged culverts in P DA 2A and P DA 3 and at the outflow of the large playa are modeled as reservoir elements in HEC-HMS. To stimulate flow out of these areas the non-level dam top routine is used with a discharge coefficient of 2.6. The probable maximum flood (PMF) flow is modeled over the existing railroad and the proposed CISF rail side track.
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3.0
SUMMARY
OF RESULTS The Developed Drainage Area Map, Figure 1.1.2-2 delineates the subject watershed including drainage areas and analysis points. The 100-year, 500-year, and PMP peak discharges for each drainage area and ARC condition as determined by the HEC-HMS model are shown in Table 1, Post-Development Drainage Areas - Peak Flow. The 100-year, 500-year, and PMP runoff volumes for each drainage area and ARC condition as determined by the HEC-HMS model are shown in Table 2, Post-Development Drainage Areas - Runoff Volumes.
The 100-year, 500-year, and PMP water surface elevations at analysis points for every ARC condition are shown in Table 3, Post-Development Analysis Points - Peak Elevation.
At Analysis Point 1, the peak discharge resulting from all modeled storm events flows over State Line Road. The peak discharge (during the 500-yearand ARC III conditions) is 445 cubic feet per second (CFS). The maximum depth of flow over the road (during the 500-year and ARC III conditions) is approximately 0.8 ft. which is equivalent to elevation 3487.3 ft. msl.
The peak discharge resulting from all modeled storm events flows over State Line Road at Analysis Point 2A. The peak discharge (during the 500-year and ARC III conditions) is 188 CFS.
The maximum depth of water over the road (during the 500-year and ARC III) is approximately 2.0 ft. which is equivalent to elevation 3486.0 ft. msl.
The playa/depression contains all the runoff from drainage areas P DA 3 and P DA 4. The limit of the PMP, ARC III condition, water surface elevation of the playa/depression based on the topographic information provided by WCS is 3488.9 ft. msl and is shown on Figure 1.1.2-2, Developed Drainage Area Map. The results indicate that the playa/depression does not discharge during the 100-year frequency event but does discharge at Analysis Point 3 during the other modeled events. The peak discharge (during the PMP and ARC III conditions) flowing out of the playa is 3005 CFS. The depth of the PMP, ARC III, peak discharge flow over the railroad tracks at Analysis Point 3 is approximately 1.5 ft. which is equivalent to elevation 3488.9 ft. msl.
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4.0 CONCLUSION
S The local PMP floodplain analysis yields the PMF elevation near the CISF site of 3488.9 ft msl.
Elevations of the storage pads vary from 3490 ft msl to 3504 ft msl. Elevations of the foundations of the security/administration building and the cask handling building are 3496 ft msl and 3493 ft msl, respectively.
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5.0 OTHER CONSIDERATIONS The naturally occurring playa/depression will reach its maximum elevation for a brief time as the surface water flows out over the rail and the natural ground and infiltrates into the existing ground.
At the peak elevation the area of the water surface in the playa/ depression is approximately 280 acres which is too small to produce any wind wave activity.
No PMP analysis of perennial streams or rivers is considered since they do not exist in the vicinity of the CISF site.
There are no dams on any upgradient areas from the site; therefore, no analysis is required.
Since no large bodies of water exist near the site, no surge, seiche, or ice flooding is possible.
The site is located 480 miles from the Gulf of Mexico, which is the nearest coastal area; therefore, no tsunami sea waves are possible.
There are no liquid releases that result from the normal operation of the CISF.
The local short-term overland flow depth of surface water runoff and velocity on the CISF Phase 1 pad for the 500-year rainfall event are calculated using Mannings Equation. The maximum rainfall intensity for all analyzed storms is used which is the 500-year rainfall event and is taken from the HEC-HMS output. Calculations are found in Appendix C and the results are as follows:
Maximum depth: 1.1 inches Maximum velocity: 1.7 feet/second Berms and ditches upgradient of the storage area will be constructed of on-site available compacted red bed clay and armored with on-site available caliche in order to minimize erosion and seepage. Inspection of the berms for erosion and ditches for sediment buildup will be part of the routine inspection operations for the site. Areas of the site impacted by erosion and sediment buildup will be repaired to original grades. Inspection and maintenance will occur after normal and extreme precipitation events and through all phases of the facility.
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6.0 REFERENCES
Waste Control Specialists LLC, Application for License to Authorize Near-Surface Land Disposal of Low-Level Radioactive Waste, Appendix 2.4.1: Flood Plain Study, March 2006.
United States Department of Agriculture, Natural Resources Conservation Service. Custom Soil Resource Report for Andrews, County, Texas, and Lea County, New Mexico, December 2015.
United States Department of Agriculture, Soil Conservation Service. Texas Engineering Technical Note No. 210-18-TX5, October 1990 (TETN 210).
United States Department of Agriculture, Natural Resources Conservation Service. Part 630 Hydrology, National Engineering Handbook (NEH), Chapter 15, Time of Concentration, May 2010.
United States Department of Agriculture, Natural Resources Conservation Service Technical Release 55. June 1986. Urban Hydrology for Small Watersheds.
United States Army Corps of Engineers, Hydrologic Engineering Center, Hydrologic Modeling System, version 4.3 WCS\FINAL\15052\ 14 REVISION 4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019
TABLES WCS\FINAL\15052\ REVISION 4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019
TABLE 1 WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT DRAINAGE AREAS - PEAK FLOW ARC I Drainage 100 YR 500 YR PMP Area Peak Flow Peak Flow Peak Flow (CFS) (CFS) (CFS)
P DA 1 119.4 247.7 413.3 P DA 2A 84.0 145.1 106.4 P DA 2B 37.1 65.5 39.8 P DA 3 127.9 218.8 178.4 P DA 4 806.1 1527.6 2787.0 ARC II Drainage 100 YR 500 YR PMP Area Peak Flow Peak Flow Peak Flow (CFS) (CFS) (CFS)
P DA 1 225.5 376.6 424.2 P DA 2A 115.4 177.1 107.3 P DA 2B 53.0 82.5 40.2 P DA 3 174.3 266.1 179.8 P DA 4 1327.9 2120.0 2839.4 ARC III Drainage 100 YR 500 YR PMP Area Peak Flow Peak Flow Peak Flow (CFS) (CFS) (CFS)
P DA 1 294.7 444.8 426.9 P DA 2A 127.5 187.5 107.5 P DA 2B 59.9 88.5 40.3 P DA 3 191.6 280.7 180.1 P DA 4 1579.3 2353.7 2849.7 WCS\FINAL\15052\ REVISION 4 T191010_TABLES.xlsx 10 OCTOBER 2019
TABLE 2 WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT DRAINAGE AREAS - RUNOFF VOLUMES ARC I Drainage 100 YR 500 YR PMP Area Runoff Volume Runoff Volume Runoff Volume (IN) (IN) (IN)
P DA 1 2.09 4.11 33.97 P DA 2A 3.28 5.69 36.76 P DA 2B 2.99 5.32 36.18 P DA 3 3.38 5.81 36.94 P DA 4 2.62 4.84 35.35 ARC II Drainage 100 YR 500 YR PMP Area Runoff Volume Runoff Volume Runoff Volume (IN) (IN) (IN)
P DA 1 3.68 6.17 37.48 P DA 2A 4.63 7.26 38.91 P DA 2B 4.41 7.02 38.61 P DA 3 4.74 7.38 39.05 P DA 4 4.20 6.78 38.30 ARC III Drainage 100 YR 500 YR PMP Area Runoff Volume Runoff Volume Runoff Volume (IN) (IN) (IN)
P DA 1 4.96 7.63 39.34 P DA 2A 5.41 8.11 39.88 P DA 2B 5.30 7.99 39.74 P DA 3 5.53 8.23 40.00 P DA 4 5.18 7.87 39.61 WCS\FINAL\15052\ REVISION 4 T191010_TABLES.xlsx 10 OCTOBER 2019
TABLE 3 WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT ANALYSIS POINTS - PEAK ELEVATION ARC I Analysis 100 YR 500 YR PMP Point MAX WSE MAX WSE MAX WSE (FT) (FT) (FT)
P AP 1 3486.9 3487.1 3487.2 P AP 2A 3485.5 3485.8 3485.6 P AP 2B 3486.5 3486.5 3486.5 P AP 3 3484.4 3485.8 3488.8 ARC II Analysis 100 YR 500 YR PMP Point MAX WSE MAX WSE MAX WSE (FT) (FT) (FT)
P AP 1 3487.0 3487.2 3487.2 P AP 2A 3485.7 3485.9 3485.6 P AP 2B 3486.5 3486.5 3486.5 P AP 3 3485.4 3486.5 3488.9 ARC III Analysis 100 YR 500 YR PMP Point MAX WSE MAX WSE MAX WSE (FT) (FT) (FT)
P AP 1 3487.1 3487.3 3487.3 P AP 2A 3485.7 3486.0 3485.6 P AP 2B 3486.5 3486.6 3486.5 P AP 3 3486.0 3486.8 3488.9 NOTES:
- 1. Water surface elevation (WSE) represent elevation above mean sea level (AMSL).
- 2. Elevations are taken from topographic aerial survey provided by Dallas Aerial Surveys, Inc., flown 5292014.
10220 Forest Lane, Dallas, Texas 2143492190, 8008622190, Fax 2143492193.
WCS\FINAL\15052\ REVISION 4 T191010_TABLES.xlsx 10 OCTOBER 2019
FIGURES WCS\FINAL\15052\ REVISION 4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019
APPENDICES WCS\FINAL\15052\ REVISION 4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019
Cii APPENDIX A FLOOD PLAIN STUDY, FEBRUARY 2004 WCS \FINAL\150521 REVISION 2 R161212_CISF REPORT 12 DECEMBER 2016
APPLICATION FOR LICENSE TO AUTHORIZE NEAR-SURFACE LAND DISPOSAL OF LOW-LEVEL RADIOACTIVE WASTE Appendix 2.4.1: Flood Plain Study APPENDIX 2.4.1 FLOOD PLAIN STUDY August2 , 2004 2.4.1-1 APP A-1
ATTACHMENT 11.F.
FLOOD PLAIN STUDY FEBRUARY 2004 (REVISED DECEMBER 2004 AND MARCH 2006)
Prepared for:
Waste Control Specialists LLC Andrews, Texas Prepared by:
Frederick H. Haas, PE 812 West Eleventh Street Austin, Texas 78701 This document is issued for interim review purposes only.
Frederick H. Haas, P. E. , No. 55490 WCS\FINAL\03047\03047.05\TECHNICAL NOD 21 TNOD 2 RESPONSES & DOCUMENTS\FLOOD PLAIN\ REVISION 11 R060331_FLOODPLAIN RPT DOC 31 MARCH 2006 APP A-2
TABLE OF CONTENTS SECTION PAGE
1.0 INTRODUCTION
................................................................................................... 1-1
2.0 DESCRIPTION
OF WATERSHED ........................................................................ 2-1
3.0 DESCRIPTION
OF HYDROLOGIC ANALYSIS .................................................... 3-1
4.0 DESCRIPTION
OF HYDRAULIC ANALYSIS ........................................................ 4-1 5.0
SUMMARY
OF RESULTS ..................................................................................... 5-1 6.0 IMPACT OF DEVELOPMENT OF THE LOW LEVEL AND BYPRODUCT FACILITY ON THE FLOODPLAIN ................................................. 6-1 7.0 IMPACT OF CHANGES IN ANTECEDENT MOISTURE CONDITION ON THE FLOODPLAIN ......................................................................................... 7-1 WCS\FINAL\03047103047.05\TECHNICAL NOD 21 TNOD 2 RESPONSES & DOCUMENTS\FLOOD PLAIN\
ii REV ISION 11 R060331_FLOODPLAIN RPT.DOC 31 MARCH 2006 APPA-3
LIST OF TABLES TABLE 11.F.1 100-YEAR PEAK DISCHARGE 11.F.2 100-YEAR WATER SURFACE ELEVATIONS 11.F.3 500-YEAR AND PMP PEAK DISCHARGE 11.F.4 500-YEAR WATER SURFACE ELEVATIONS 11.F.5 PMP WATER SURFACE ELEVATIONS 11.F.6 DEVELOPED LOW LEVEL & BYPRODUCT FACILITY 100-YEAR PEAK DISCHARGE 11.F.7 DEVELOPED LOW LEVEL & BYPRODUCT FACILITY 100-YEAR WATER SURFACE ELEVATIONS 11.F.8 DEVELOPED LOW LEVEL & BYPRODUCT FACILITY 500-YEAR AND PMP PEAK DISCHARGE 11.F.9 DEVELOPED LOW LEVEL & BYPRODUCT FACILITY 500-YEAR WATER SURFACE ELEVATIONS 11.F.10 DEVELOPED LOW LEVEL & BYPRODUCT FACILITY PMP WATER SURFACE ELEVATIONS 11.F.11 100-YEAR PEAK DISCHARGE, ANTECEDENT MOISTURE CONDITION 11 11.F.12 100-YEAR WATER SURFACE ELEVATIONS, ANTECEDENT MOISTURE CONDITION II 11.F.13 500-YEAR AND PMP PEAK DISCHARGE, ANTECEDENT MOISTURE CONDITION II 11.F.14 500-YEAR WATER SURFACE ELEVATIONS, ANTECEDENT MOISTURE CONDITION II 11.F.15 PMP WATER SURFACE ELEVATIONS, ANTECEDENT MOISTURE CONDITION II 11.F.16 100-YEAR PEAK DISCHARGE, ANTECEDENT MOISTURE CONDITION Ill 11.F.17 100-YEAR WATER SURFACE ELEVATIONS, ANTECEDENT MOISTURE CONDITION 111 11.F.18 500-YEAR AND PMP PEAK DISCHARGE, ANTECEDENT MOISTURE CONDITION Ill W CS\FINAL\03047103047.05\TECHNICAL NOD 21 TNOD 2 RESPONSES & DOCUMENTS\FLOOD PLAIN\
iii REV ISION 11 R060331_FLOODPLAIN RPT.DOC 31 MARCH 2006 APPA-4
LIST OF TABLES - continued TABLE 11.F.19 500-YEAR WATER SURFACE ELEVATIONS, ANTECEDENT MOISTURE CONDITION 111 11.F.20 PMP WATER SURFACE ELEVATIONS, ANTECEDENT MOISTURE CONDITION Ill WCS\FINAL\03047103047.05\TECHNICAL NOD 21 TNOD 2 RESPONSES & DOCUMENTS\FLOOD PLAIN\
iv REVISION 11 R060331_FLOODPLAIN RPT.DOC 31 MARCH 2006 APPA-5
LIST OF FIGURES FIGURE 11.F.1 DRAINAGE AREA MAP 11.F.2 SOILS MAP 11.F.3 PHOTOGRAPHS 11.F.4 FLOODPLAIN MAP 11.F.5 DEVELOPED LOW LEVEL & BYPRODUCT FACILITY DRAINAGE AREA MAP 11.F.6 DEVELOPED LOW LEVEL & BYPRODUCT FACILITY SOILS MAP WCS\FINAL\03047103047.05\TECHNICAL NOD 21 TNOD 2 RESPONSES & DOCUMENTS\FLOOD PLAIN\
v REV ISION 11 R060331_FLOODPLAIN RPT.DOC 31 MARCH 2006 APPA-6
LIST OF APPENDICES APPENDIX A DRAINAGE CALCULATIONS B HEC-HMS MODEL FOR THE CALCULATION OF THE 100-YEAR PEAK DISCHARGES C HEC-RAS MODEL FOR THE CALCULATION OF THE 100-YEAR WATER SURFACE PROFILE D HEC-HMS MODEL FOR THE CALCULATION OF THE 500-YEAR PEAK DISCHARGES E HEC-HMS MODEL FOR THE CALCULATION OF THE PMP PEAK DISCHARGES F HEC-RAS MODEL FOR THE CALCULATION OF THE 500-YEAR AND PMP WATER SURFACE PROFILES G HEC-HMS MODEL FOR THE CALCULATION OF THE DEVELOPED LOW LEVEL &
BYPRODUCT FACILITY 100-YEAR PEAK DISCHARGES H HEC-RAS MODEL FOR THE CALCULATION OF THE DEVELOPED LOW LEVEL &
BYPRODUCT FACILITY 100-YEAR WATER SURFACE PROFILES HEC-HMS MODEL FOR THE CALCULATION OF THE DEVELOPED LOW LEVEL &
BYPRODUCT FACILITY 500-YEAR PEAK DISCHARGES J HEC-HMS MODEL FOR THE CALCULATION OF THE DEVELOPED LOW LEVEL &
BYPRODUCT FACILITY PMP PEAK DISCHARGES K HEC-RAS MODEL FOR THE CALCULATION OF THE DEVELOPED LOW LEVEL &
BYPRODUCT FACILITY 500-YEAR AND PMP WATER SURFACE PROFILES L HEC-HMS 100-YEAR MODEL FOR THE CALCULATION OF THE 100-YEAR PEAK DISCHARGE, ANTECEDENT MOISTURE CONDITION II M HEC-RAS MODEL FOR THE CALCULATION OF THE 100-YEAR WATER SURFACE PROFILE, ANTECEDENT MOISTURE CONDITION II N HEC-RAS MODEL FOR THE CALCULATION OF THE 500-YEAR WATER SURFACE PROFILE, ANTECEDENT MOISTURE CONDITION II 0 HEC-HMS MODEL FOR THE CALCULATION OF THE PMP PEAK DISCHARGE, ANTECEDENT MOISTURE CONDITION II P HEC-RAS MODEL FOR THE CALCULATION OF THE 500-YEAR AND PMP WATER SURFACE PROFILES, ANTECEDENT MOISTURE CONDITION II WCS\FINAL\03047103047.05\TECHNICAL NOD 21 TNOD 2 RESPONSES & DOCUMENTS\FLOOD PLAIN\
vi REVISION 11 R060331_FLOODPLAIN RPT.DOC 31 MARCH 2006 APPA-7
LIST OF APPENDICES - continued APPENDIX Q HEC-HMS MODEL FOR THE CALCULATION OF THE 100-YEAR PEAK DISCHARGE, ANTECEDENT MOISTURE CONDITION Ill R HEC-RAS MODEL FOR THE CALCULATION OF THE 100-YEAR WATER SURFACE PROFILE, ANTECEDENT MOISTURE CONDITION Ill S HEC-HMS MODEL FOR THE CALCULATION OF THE 500-YEAR PEAK DISCHARGE, ANTECEDENT MOISTURE CONDITION Ill T HEC-HMS MODEL FOR THE CALCULATION OF THE PMP PEAK DISCHARGE, ANTECEDENT MOISTURE CONDITION Ill U HEC-RAS MODEL FOR THE CALCULATION OF THE 500-YEAR AND PMP WATER SURFACE PROFILES, ANTECEDENT MOISTURE CONDITION Ill W CS\FINAL\03047103047.05\TECHNICAL NOD 21 TNOD 2 RESPONSES & DOCUMENTS\FLOOD PLAIN\
vii REV ISION 11 R060331_FLOODPLAIN RPT.DOC 31 MARCH 2006 APPA-8
1.0 INTRODUCTION
The following report presents the results of a hydrologic and hydraulic analysis for Waste Control Specialist LLC (WCS) Andrews County, Texas Facility. This report is prepared in support of the licensing and permitting activities at the WCS facility. In accordance with applicable requirements, this analysis identifies the location of the 100-year floodplain to determine its location with respect to the facility. There are no maps of special flood hazard areas for this location published by the Federal Emergency Management Agency (FEMA).This analysis also identifies the location of the floodplain resulting from the 500-year frequency storm event and the Probable Maximum Precipitation (PMP).
This report includes the following items.
- Description of watershed
- Description of hydrologic analysis
- Description of hydraulic analysis
- Summary of Results REVISION 3 WCSIFINAL\03047.04\DEC 2004 ANOD R041217 _FLOODPLAIN RPT.DOC 1-1 17 DECEMBER 2004 APPA-9
2.0 DESCRIPTION
OF WATERSHED There is a draw that crosses the southern portion of the facility. This draw crosses the facility north of the RCRA permit boundary and south of the process area. The draw flows from east to west across the facility. The draw crosses under the access road west of the facility through six (6) - 29 inches by 18 inches corrugated metal pipe-arch culverts. The draw continues south and west downstream and crosses under State Highway 176 through two (2) - 43 inches by 27 inches corrugated metal pipe-arch culverts. After crossing the state highway the draw continues to the west and south downstream and ultimately drains into Monument Draw.
The contributing watershed to the draw that crosses the facility contains about 1350 acres (2.1 square miles). This contributing watershed is divided into six (6) sub areas (Drainage Areas 1A, 1B, 3, 4, SA, & 58) to model the runoff into the draw within the facility. There is another drainage area (Drainage Area 6) downstream of the access road that contributes runoff to the reach of the draw between the access road and the state highway. There is also a drainage area (Drainage Area 7) adjacent to State Highway 176 that crosses the access road through an 18 inches diameter corrugated metal pipe. This area contributes runoff to the two (2) - 43 inches by 27 inches corrugated metal pipe-arch culverts under State Highway 176.
There is a playa/depression in the area near the northeast corner of the facility. The contributing watershed (Drainage Area 2) that drains into this depression contains about 680 acres (1.1 square miles). This watershed was modeled to determine if the runoff is contained within the depression or if there is an overflow that contributes runoff to the draw that crosses the facility. The results indicate that Drainage Area 2 does not discharge from the playa/depression during the 100 and 500-year frequency storm events.
The Drainage Area Map is included as Figure 11.F.1.
The watershed is characterized by gently rolling terrain with slopes ranging from about one-half percent (0.5%) to about four and a half percent (4.5%). The average slope in the watershed is about one percent (1 %). The land is mostly undeveloped except for the facility and the highway. The cover type is desert shrub. The hydrologic condition of the cover ranges from fair in the southern portion of the watershed to poor in the northern portion of the watershed.
REVISION 3 WCS\FINAL\03047.04\DEC 2004 ANOD 2-1 17 DECEMBER 2004 R041217 _FLOODPLAIN RPT.DOC APPA-10
The watershed is located in Andrews County. The Soil Survey of Andrews County Texas, prepared by the USDA, Soil Conservation Service (SCS) shows the watershed contains soils from the Blakeney, Faskin, Ima, Jalmar, Kimbrough, Ratliff, and Triomas series. These soils are classified with the hydrologic groups A, B and C. Group A soils have high infiltration and transmission rates. Group B soils have moderate infiltration and transmission rates. Group C soils have low infiltration and transmission rates. The soils map is included as Figure 11.F.2.
Please note that the SCS has changed its name since the publication of this document to the National Resources Conservation Service (NRCS).
WCS\FINAL\03047.04\DEC 2004 ANOD R041217 _FLOODPLAIN RPT.DOC 2-2 REVISION 3 17 DECEMBER 2004 APP A-11
3.0 DESCRIPTION
OF HYDROLOGIC ANALYSIS The watershed runoff is modeled using the U.S. Army Corps of Engineers Hydrologic Engineering Center's Hydrologic Modeling System (HEC-HMS), version 2.2.1. The existing 100-year and 500-year storm events and the PMP are the only conditions modeled.
The rainfall amount for the 100-year frequency storm event is taken from the U.S. Weather Bureau, Technical Paper 40, (TP-40). A 24-hour storm duration is used. The 100-year 24-hour rainfall amount from TP-40 for this facility is six (6) inches. An SCS type II rainfall distribution is used.
The rainfall amount for the 500-year frequency storm event is calculated based on the procedure in Depth-Duration Frequency of Precipitation for Texas, Water Resources Investigations Report 98-4044, W.H. Asquith, U.S. Geological Survey, 1998. The General Logistic (GLO) Distribution Equation is used to determine the precipitation depth for the 500-year storm event. The parameter, K, in the GLO distribution is a shape parameter. It is estimated to be between -0.20 and -0.22 for the 24-hour storm event. The shape parameter, K, estimate of -0.20 results in the 500-year 24-hour rainfall amount for this facility of 8.71 inches.
The shape parameter, K, estimate of -0.22 results in the 500-year 24-hour rainfall amount for this facility of 9.24 inches. Each of these precipitation amounts is input into the HEC-HMS model. The results of the HEC-HMS model are input into HEC-RAS to determine the sensitivity of the 500-year water surface elevation to the shape parameter, K The water surface elevations change less than one inch (from 0.48 inches to 0.96 inches). Therefore, the value of the shape parameter, K, does not have a significant impact on the resulting 500-year water surface elevation. Based on the information in the reference, the shape parameter, K, is estimated to be closer to -0.20 than -0.22. A 24-hour storm duration is used. The 500-year 24-hour rainfall amount for this facility is 8.71 inches. An SCS type II rainfall distribution is used.
Both the HEC-HMS model results from the sensitivity analysis for the shape parameter, K, are included in Appendix D. Both the HEC-RAS model results from the sensitivity analysis for the shape parameter, K, are included in Appendix F.
The rainfall amount for the Probable Maximum Precipitation (PMP) is calculated based on the procedure in Hydrometeorological Report No. 51 , Probable Maximum Precipitation Estimates, WCS\FINAL\03047103047.05\FLOOD PLAIN STUDY 3-1 REVISION 9 R051115_FLOOD PLAIN REPORT.DOC 18 NOVEMBER 2005 APP A-12
United States East of the 1051h Meridian, Schreiner and Riedel, National Weather Service. A 72-hour storm duration is used. The rainfall is distributed based on the procedure outlined in Hydrometeorological Report No. 52, Application of Probable Maximum Precipitation Estimates -
United States East of the 1051h Meridian, Hansen, Schreiner and Miller, National Weather Service (HMR 52). Two temporal sequences are modeled to determine which distribution produces the greatest runoff. One temporal sequence conforms to Figure 3 from HMR 52 and the other conforms to the example provided in the stepwise procedure Section 7.1.E, HMR 52.
The temporal sequence from Figure 3, HMR 52 provides the greatest runoff and the results from that model are included in this report.
The SCS dimensionless unit hydrograph method is used for this model. The method requires curve numbers to indicate the runoff potential of a hydrologic soil-cover complex and watershed lag to model watershed response.
The curve number is computed based on land use, cover type, hydrologic condition and soil group. A dry antecedent moisture condition (AMC I) is used to compute the curve number. The amount of precipitation occurring in the five days preceding the storm in question is an indication of the antecedent moisture condition of the soil. Texas Engineering Technical Note, Hydrology, No. 210 TX5, Estimating Runoff for Conservation Practices, Figure 1 shows the average condition runoff curve number in West Texas is AMC I. This publication also states that when an adjusted AMC results in a curve number less than 60 then a curve number of 60 will be selected as the minimally applicable number.
The curve number computed for Drainage Area 1A is 62. The curve number computed for Drainage Areas 1B, 2, 3, 4, SA, 58, 6 and 7 is 60.
The watershed lag is the time from the center of mass of excess rainfall to the time to peak for an SCS unit hydrograph. Lag is empirically estimated as six-tenths (0.6) of the time of concentration. The time of concentration is the time it takes for runoff to travel from the hydraulically most remote part of a watershed to a point of consideration. In hydrograph analysis it represents the time from the end of excess rainfall to the point of inflection of an SCS unit hydrograph. Time of concentration is computed by determining the travel times for different segments of the flow path. The segments consist of sheet flow, shallow concentrated flow and WCS\FINAL\03047103047.05\FLOOD PLAIN STUDY 3-2 REVISION 9 R051115_FLOOD PLAIN REPORT.DOC 18 NOVEMBER 2005 APP A-13
concentrated flow. The sheet flow and shallow concentrated flow components are calculated using the equations from USDA SCS Technical Release 55, Urban Hydrology for Small Watersheds. Concentrated flow is calculated based on the flow velocity for the channel.
Channel velocities are calculated using Manning's Equation or they are estimated based on the results of the hydraulic model.
The lag time for drainage area 1A is eighty-six (86) minutes. The lag time for drainage area 1B is forty-four (44) minutes. The lag time for drainage area 2 is sixty-five (65) minutes, but does not contribute to the runoff in the draw. The lag time for drainage area 3 is forty-four (44) minutes. The lag time for drainage area 4 is thirty-nine (39) minutes. The lag time for drainage area SA is thirty-eight (38) minutes. The lag time for drainage area 58 is fifty-three (53) minutes.
The lag time for drainage area 6 is thirty (30) minutes. The lag time for drainage area 7 is sixty-four (64) minutes.
Hydrographs are routed through the stream reaches using the Lag model. The Lag model simply translates the hydrograph ordinates by a specified duration. The travel times are estimated using the velocities from the results of the hydraulic model or by calculating the velocity using Manning's Equation. The lag for Reach 1 is thirty-five (35) minutes. The lag for Reach 1A is seventeen (17) minutes. The lag for Reach 1B is three (3) minutes. The lag for Reach 2 is fifteen (15) minutes. The lag for Reach 3 is seventeen (17) minutes. The lag for Reach 4 is twenty-one (21) minutes. The lag for Reach 5 is fourteen (14) minutes. The lag for Reach 6 is zero (0) minutes.
Storage, elevation, and outflow curves are developed for the playa/depression to determine the effect of the storage on the runoff from the area.
Calculations for the parameters used in the HEC-HMS model are included in the Drainage Calculations, Appendix A.
WCS \FINAL\03047103047.05\FLOOD PLAIN STUDY 3-3 REVISION 9 R051115_FLOOD PLAIN REPORT.DOC 18 NOVEMBER 2005 APP A-14
4.0 DESCRIPTION
OF HYDRAULIC ANALYSIS The water surface elevations are determined using the U.S. Army Corps of Engineers Hydrologic Engineering Center's River Analysis System (HEC-RAS), version 3.0.1.
Cross sections for the model are taken from an Aerial Survey Map prepared by Cooper Aerial Surveys Co. This information is supplemented with ground elevations taken from a field survey by West Texas Consultants, Inc. This topographic information is then used to estimate the location of the 100-year, 500-year, and PMP water surfaces through the facility.
The starting station for the model is at the inlet to the culverts under State Highway 176 downstream of the facility. This is about 1700 feet downstream of the access road. Additional sections are located in this downstream reach to determine the sensitivity of the model to the downstream water surface elevation. Different starting water surface elevations are input to determine any impact on the 100-year water surface within the facility. The top of the Highway is greater than elevation 3405 based on information provided for the flow line elevation and the size of the existing culverts. The starting water surface elevations range from 3404.5 to 3407 msl. The water surface elevations within the facility are the same regardless of the starting water surface elevation. The elevation of the 100-year water surface at the RCRA permit line where the floodplain exits the facility (Section 2989) is 3414.32. The elevation of the 500-year water surface at the RCRA permit line is 3414.57. The elevation of the PMP water surface at the RCRA permit line is 3415.54.
The Manning's n value for the draw and overbanks is 0.033 based on an earth channel with minor irregularity and low vegetation. There is no difference in the material or vegetation for the draw or its overbanks. Photographs of six (6) - 29 inches by 18 inches corrugated metal pipe-arch culverts under the access road and a representative section of the draw are included as Figure 11.F.3.
Calculations for the parameters used in the HEC-RAS model are included in the Drainage Calculations, Appendix A.
REVISION 3 WCSIFINAL\03047.04\DEC 2004 ANOD 4-1 17 DECEMBER 2004 R041217_FLOODPLAIN RPT.DOC APP A-15
5.0
SUMMARY
OF RESULTS The 100-year peak discharges for each drainage area as determined by the HEC-HMS model are shown in Table 11.F.1. The HEC-HMS model for the calculation of the 100-year peak discharges for each drainage area is included in Appendix B.
The 100-year peak discharge at the access road is about 790 cubic feet per second. The playa/depression contains all the runoff from drainage area 2.
The 100-year water surface elevations through the facility as determined by HEC-RAS are shown in Table 11.F.2. The HEC-RAS model for the calculation of the water surface profile is included in Appendix C. The limits of the 100-year floodplain based on the topographic information provided and the location of the cross-sections are shown on Figure 11.F.4, Floodplain Map.
The 100-year peak discharge flows over the access road at the six (6) - 29 inches by 18 inches corrugated metal pipe-arch culverts. The maximum depth of flow over the road during the 100-year storm event is about one (1) foot.
The 100-year floodplain of the draw is generally characterized as shallow and wide. The maximum depths of flow in the sections through the facility range from less than one half (0.5) of a foot to less than two (2) feet. The average maximum depth in the sections through the facility is about one ( 1) foot. The width of the floodplain ranges from about one hundred ( 100) feet to about seven hundred and fifty (750) feet. The average width of the floodplain through the facility is about three hundred and fifty (350) feet. The velocity of flow for the 100-year storm event within the draw through the facility is less than about four (4) feet per second .
The 500-year peak discharges for each drainage area as determined by the HEC-HMS model are shown in Table 11.F.3. The HEC-HMS model for the calculation of the 500-year peak discharges for each drainage area is included in Appendix D.
The 500-year water surface elevations through the facility as determined by HEC-RAS are shown in Table 11.F.4. The HEC-RAS model for the calculation of the water surface profile is REVISION 3 WCSIFINAL\03047.04\DEC 2004 ANOD 5-1 17 DECEMBER 2004 R041217_FLOODPLAIN RPT.DOC APP A-16
included in Appendix F. The limits of the 500-year floodplain based on the topographic information provided and the location of the cross-sections are shown on Figure 11.F.4, Floodplain Map.
The PMP peak discharges for each drainage area as determined by the HEC-HMS model are shown in Table 11.F.3. The HEC-HMS model for the calculation of the PMP peak discharges for each drainage area is included in Appendix E.
The PMP water surface elevations through the facility as determined by HEC-RAS are shown in Table 11.F.5. The HEC-RAS model for the calculation of the water surface profile is included in Appendix F. The limits of the PMP floodplain based on the topographic information provided and the location of the cross-sections are shown on Figure 11.F.4, Floodplain Map.
REVISION 3 WCSIFINAL\03047.04\DEC 2004 ANOD 5-2 17 DECEMBER 2004 R041217 _FLOODPLAIN RPT.DOC APP A-17
6.0 IMPACT OF DEVELOPMENT OF THE LOW LEVEL AND BYPRODUCT FACILITY ON THE FLOODPLAIN There is a temporary diversion ditch (Primary Ditch) north of the Low Level and Byproduct Facility. This ditch intercepts rainfall runoff from the north and directs it around the facility. As a result, a total of about 96 acres of the runoff from drainage areas 4 and 3 are diverted into drainage area 1. The impact of this diversion is modeled as described previously.
Runoff is modeled for the 100-year and 500-year storm events and the PMP using HEC-HMS.
These models are changed to reflect the presence of the diversion ditch. It is assumed that all the possible runoff from each storm event is captured and diverted by the ditch. This is a conservative assumption since the maximum amount of runoff diverted will produce the greatest difference in the floodplain (i.e. if the diversion ditch does not convey the runoff then the floodplain remains as calculated previously). Drainage areas, lag times, curve numbers, and routing through stream reaches are adjusted as necessary. The Developed Low Level &
Byproduct Facility Drainage Area Map is included as Figure 11.F.5. Table 11.F.6 summarizes the 100-year peak discharge. Results of the 100-year HEC-HMS model for the Developed Low Level & Byproduct Facility are included in Appendix G. Results of the 500-year HEC-HMS model for the Developed Low Level & Byproduct Facility are included in Appendix I. Results of the PMP HEC-HMS model for the Developed Low Level & Byproduct Facility are included in Appendix J. Table 11.F.8 summarizes the 500-year and PMP peak discharges.
Water surface profiles are modeled for the 100-year and 500-year storm events and the PMP using HEC-RAS. The flowrate for these models is changed to reflect the runoff calculated by the HEC-HMS models. Table 11.F.7 summarizes the 100-year water surface elevations. The results of the HEC-RAS model for 100-year storm with the Developed Low Level & Byproduct Facility in operation are included in Appendix H. The results of the HEC-RAS model for 500-year storm and PMP with the Developed Low Level & Byproduct Facility in operation are included in Appendix K. Table 11.F.9 summarizes the 500-year water surface elevations. Table 11.F.10 summarizes the PMP water surface elevations.
The water surface elevation increases by a maximum of less than one inch between sections 9690 and 8130 (about 1600 feet) for the 1DO-year storm event. The remaining water surface WCS\FINAL\03047\03047.05\TECHNICAL NOD 21 TNOD 2 RESPONSES & DOCUMENTS\FLOOD PLAIN\
6-1 REVISION 11 R060331_FLOODPLAIN RPT.DOC 31 MARCH 2006 APP A-18
elevations are about the same for the 9700-foot long floodplain reach through the site. The water surface elevation increases by a maximum of less than one and one half inches between sections 9690 and 8130 (about 1600 feet) for the 500-year storm event. The remaining water surface elevations are about the same for the 9700-foot long floodplain reach through the site.
The water surface elevation increase ranges from five and four tenths and eight and one half inches between sections 9690 and 7717 (about 2000 feet) for the PMP. The remaining water surface elevations are about the same for the 9700-foot long floodplain reach through the site.
There are no structures in the vicinity of the floodplain that are affected by this minor increase in the water surface elevation that occurs over a small reach of the floodplain. Furthermore, the diversion ditch is temporary. It will direct water around the Low Level and Byproduct Facility during the operation of the facility. The diversion ditch will be filled in and the natural drainage patterns will be restored after the final grades are restored to the facility.
In conclusion, the impact of the diversion of runoff from the north around the Low Level and Byproduct Facility is insignificant in the magnitude of the increase in water surface elevation, limited in length of affected reach, and it is temporary.
WCS\FINAL\03047103047 .05\TECHNICAL NOD 2\
TNOD 2 RESPONSES & DOCUMENTSIFLOOD PLAIN\
6-2 REVISION 11 R060331_FLOODPLAIN RPT.DOC 31MARCH2006 APP A-19
7.0 IMPACT OF CHANGES IN ANTECEDENT MOISTURE CONDITION ON THE FLOODPLAIN The floodplain determined as discussed in Sections 1.0 through 5.0 of this report and depicted on Figure 11.F.4, Floodplain Map, is the current floodplain for the draw that crosses the southern portion of the facility. It is also the floodplain for the draw for the foreseeable future assuming there are no improvements to the floodplain. If there are some unforeseen climatic changes that occur in the distant future that also changes the climate of west Texas from semi-arid to tropical or wet, then the antecedent moisture condition of the soil will also change. The antecedent moisture condition of the soil is indicated by the amount of precipitation occurring in the five days preceding the storm in question. As discussed in Section 3, Description of Hydrologic Analysis, AMC I is the average condition runoff curve number in west Texas. Curve numbers based on AMC II and AMC Ill are modeled to determine the sensitivity of the floodplain to the Antecedent Moisture Condition of the soil. AMC I represents dry conditions, AMC II represents average moisture conditions, and AMC Ill represents a watershed that is practically saturated from antecedent rains.
The curve numbers for each drainage basin increase as the Antecedent Moisture Condition of the soil becomes wetter. As a result the runoff also increases. This increase in runoff becomes less significant as the magnitude of the storm increases. As the magnitude of the storm increases, the percentage of the direct runoff from rainfall increases so the affect of the curve number decreases.
The increase in water surface elevation for the 100-year storm event from AMC I to AMC II is an average of 0.28 feet (about three inches). This increase ranges from 0.2 feet to 0.36 feet. The increase in water surface elevation for the 100-year storm event from AMC I to AMC Ill is an average of 0.45 feet (about five inches). This increase ranges from 0.35 feet to 0.55 feet. The increase in water surface elevation for the 500-year storm event from AMC I to AMC II is an average of 0.25 feet (about three inches). This increase ranges from 0.2 feet to 0.31 feet. The increase in water surface elevation for the 500-year storm event from AMC I to AMC 111 is an average of 0.39 feet (about five inches). This increase ranges from 0.30 feet to 0.47 feet. The increase in water surface elevation for the PMP from AMC I to AMC II is an average of 0.05 feet (less than one inch). This increase ranges from 0.0 feet to 0.08 feet. The increase in water WCS\FINAL\03047\03047.05\TECHNICAL NOD 2\
TNOD 2 RESPONSES & DOCUMENTS\FLOOD PLAIN\
7-1 REVISION 11 R060331_FLOODPLAIN RPT.DOC 31 MARCH 2006 APPA-20
surface elevation for the PMP from AMC I to AMC Ill is an average of 0.08 feet (less than one inch). This increase ranges from 0.0 feet to 0.15 feet.
The increase in the water surface elevation resulting from an increase in the Antecedent Moisture Condition of the soil will not impact the facility. The maximum increases are for the 100-year water surface profile and that is only about one-half of a foot. The increase in the water surface elevation resulting for an increase in the Antecedent Moisture Condition of the soil for the most extreme storm, the PMP, is less than two inches at its maximum. The existing ground around the Low Level and Byproduct Facility is at a minimum about twenty feet above the elevation of the PMP water surface in the area. Based on the location of the facility with respect to the floodplain these minor increases in water surface elevation resulting from increased Antecedent Moisture Condition of the soil are insignificant and will not impact the facility.
The 100-year peak discharge for Antecedent Moisture Condition II is shown in Table 11.F.11.
The 100-year water surface elevations for Antecedent Moisture Condition II are shown in Table 11.F.12. The 500-year peak and PMP discharge for Antecedent Moisture Condition II is shown in Table 11.F.13. The 500-year water surface elevations for Antecedent Moisture Condition II are shown in Table 11.F.14. The PMP water surface elevations for Antecedent Moisture Condition II are shown in Table 11.F.15. The 100-year peak discharge for Antecedent Moisture Condition Ill is shown in Table 11.F.16. The 100-year water surface elevations for Antecedent Moisture Condition Ill are shown in Table 11.F.17. The 500-year peak and PMP discharge for Antecedent Moisture Condition Ill is shown in Table 11.F.18. The 500-year water surface elevations for Antecedent Moisture Condition Ill are shown in Table 11.F.19. The PMP water surface elevations for Antecedent Moisture Condition Ill are shown in Table 11.F.20.
The HEC-HMS model for the calculation of the 100-year peak discharges for Antecedent Moisture Condition II is included in Appendix L. The HEC-RAS model for the calculation of the 100-year water surface profile for Antecedent Moisture Condition II is included in Appendix M.
The HEC-HMS model for the calculation of the 500-year peak discharges for Antecedent Moisture Condition II is included in Appendix N. The HEC-HMS model for the calculation of the PMP peak discharges for Antecedent Moisture Condition II is included in Appendix 0 . The WCS\FINAL\03047103047.05\TECHNICAL NOD 21 TNOD 2 RESPONSES & DOCUMENTSIFLOOD PLAIN\
7-2 REVISION 11 R060331_FLOODPLAIN RPT.DOC 31 MARCH 2006 APP A-21
HEC-RAS model for the calculation of the 500-year and PMP water surface profiles for Antecedent Moisture Condition II are included in Appendix P. The HEC-HMS model for the calculation of the 100-year peak discharges for Antecedent Moisture Condition 111 is included in Appendix Q. The HEC-RAS model for the calculation of the 100-year water surface profile for Antecedent Moisture Condition Ill is included in Appendix R. The HEC-HMS model for the calculation of the 500-year peak discharges for Antecedent Moisture Condition Ill is included in Appendix S. The HEC-HMS model for the calculation of the PMP peak discharges for Antecedent Moisture Condition Ill is included in Appendix T. The HEC-RAS model for the calculation of the 500-year and PMP water surface profiles for Antecedent Moisture Condition 111 are included in Appendix U.
WCS\FINAL\03047\03047.05\TECHNICAL NOD 21 TNOD 2 RESPONSES & DOCUMENTSIFLOOD PLAIN\
7-3 REVISION 11 R060331_FLOODPLAIN RPT.DOC 31MARCH2006 APPA-22
TABLES WCS\FINAL\03047.04\DEC 2004 ANOD REVISION 3 R041217_FLOODPLAIN RPT.DOC 17 DECEMBER 2004 APPA-23
Table 11.F .1 100-Year Peak Discharge 100 Year Flow rate Drainage Area/Junction (cfs)
Drainage Area 2 440 Playa/Depression 0 Drainage Area 1A 257 Junction 1A 325 Junction 1 364 Junction 2 687 Junction 3 790 WCS\FINAL\03047.04\DEC 2004 ANOD REVISION 3 T041217_TABLE 11.F.1.DOC 17 DECEMBER 2004 APPA-24
Table 11.F .2 100-Year Water Surface Elevations 100 Year 100 Year Maximum Channel Flow rate WSEL Depth Velocity Top Width Section (cfs) (msl) (ft) (fps) (ft) 12674 257 3478.09 1.09 1.71 266.62 11337 257 3470.06 1.06 3.96 117.70 10937 257 3465.38 1.38 3.45 101.30 10288 257 3456.67 0.67 3.57 187.76 9690 325 3451.19 1.19 2.13 250.83 9009 325 3446.12 1.12 3.57 169.88 8130 325 3441.25 1.25 1.84 273.95 7717 325 3438.44 0.64 3.64 223.91 7253 364 3436.09 1.09 1.28 491.10 6343 687 3430.46 0.46 3.65 469.62 5363 687 3426.02 1.02 1.41 739.57 4221 790 3420.71 0.71 4.01 402.25 3489 790 3416.92 1.91 1.66 743.33 2989 790 3414.32 0.52 3.36 600.34 WCS\FINAL\03047.04\DEC 2004 ANODI REVISION 3 T041217_TABLE 11.F.2.DOC 17 DECEMBER 2004 APPA-25
Table 11.F .3 500-Year And PMP Peak Discharge 500 Year PMP Flow rate Flow rate Drainage Area/Junction (cfs) (cfs)
Drainage Area 2 949 2726 Playa/Depression 0 2194 Drainage Area 1A 533 1768 Junction 1A 677 2568 Junction 1 770 4793 Junction 2 1496 6409 Junction 3 1717 6969 WCS\FINAL\03047.04\DEC 2004 ANODI REVISION 3 T041217_TABLE 11.F.3.DOC 17 DECEMBER 2004 APPA-26
Table 11.F .4 500-Year Water Surface Elevations 500 Year 500 Year Maximum Channel Flow rate WSEL Depth Velocity Top Width Section (cfs) (msl) (ft) (fps) (ft) 12674 533 3478.39 1.39 2.31 306.92 11337 533 3470.41 1.41 5.03 132.24 10937 533 3465.80 1.80 4.31 130.37 10288 533 3456.93 0.93 4.13 250.47 9690 677 3451.55 1.55 2.64 325.16 9009 677 3446.51 1.51 3.89 252.56 8130 677 3441.63 1.63 2.28 355.10 7717 677 3438.71 0.91 4.26 284.67 7253 770 3436.41 1.41 1.75 523.18 6343 1496 3430.75 0.75 4.53 524.36 5363 1496 3426.40 1.40 1.94 851.92 4221 1717 3421.06 1.06 4.81 517.17 3489 1717 3417.25 2.25 2.14 1002.71 2989 1717 3414.57 0.77 4.34 629.71 WCS\FINAL\03047.04\DEC 2004 ANODI REVISION 3 T041217_TABLE 11.F.4.DOC 17 DECEMBER 2004 APPA-27
Table 11.F .5 PMP-Year Water Surface Elevations PMP PMP Maximum Channel Flow rate WSEL Depth Velocity Top Width Section (cfs) (msl) (ft) (fps) (ft) 12674 1768 3479.22 2.22 3.61 417.81 11337 1768 3471.40 2.40 7.37 173.86 10937 1768 3466.73 2.73 6.57 197.71 10288 1768 3457.50 1.50 5.03 466.54 9690 2568 3452.40 2.40 4.32 473.42 9009 2568 3447.55 2.55 4.66 472.01 8130 2568 3442.51 2.51 3.85 498.79 7717 2568 3439.61 1.81 5.19 449.87 7253 4793 3437.73 2.73 4.15 656.51 6343 6409 3431.79 1.79 6.69 787.68 5363 6409 3427.60 2.60 3.49 1207.27 4221 6969 3422.09 2.09 6.36 1009.59 3489 6969 3418.33 3.33 3.59 1076.90 2989 6969 3415.54 1.74 6.56 879.23 WCS\FINAL\03047.04\DEC 2004 ANODI REVISION 3 T041217_TABLE 11.F.5.DOC 17 DECEMBER 2004 APPA-28
Table 11.F .6 Developed Low-Level and Byproduct Facility 100-Year Peak Discharge 100 Year Flow rate Drainage Area/Junction (cfs)
Drainage Area 2 440 Playa/Depression 0 Drainage Area 1A 257 Junction 1A 385 Junction 1 406 Junction 2 679 Junction 3 770 W CS\FINAL\03047103047.05\TECHNICAL NOD 21 TNOD2 RESPONSES & DOCUMENTS\FLOOD PLAIN\ REV ISION 11 T06033 1_100-YEAR DISCHARGE.DOC 31 MARCH 2006 APPA-29
Table 11.F. 7 Developed Low-Level and Byproduct Facility 100-Year Water Surface Elevations 100 Year 100 Year Maximum Channel Flow rate WSEL Depth Velocity Top Width Section (cfs) (msl) (ft) (fps) (ft) 12674 257 3478.09 1.09 1.71 266.62 11337 257 3470.06 1.06 3.96 117.70 10937 257 3465.38 1.38 3.45 101.30 10288 257 3456.67 0.67 3.57 187.76 9690 385 3451.27 1.27 2.23 266.72 9009 385 3446.20 1.20 3.65 186.98 8130 385 3441.33 1.33 1.93 291.13 7717 385 3438.49 0.69 3.79 235.89 7253 406 3436.11 1.10 1.39 492.58 6343 679 3430.47 0.46 3.60 469.90 5363 679 3426.01 1.01 1.41 737.55 4221 770 3420.70 0.70 3.99 399.36 3489 770 3416.90 1.90 1.64 739.55 2989 770 3414.31 0.51 3.33 599.61 W CS\FINAL\03047103047.05\TECHNICAL NOD 21 TNOD2 RESPONSES & DOCUMENTS\FLOOD PLAIN\ REV ISION 11 T060331_100-YEAR ELEVATIONS .DOC 31 MARCH 2006 APPA-30
Table 11.F .8 Developed Low-Level and Byproduct Facility 500-Year And PMP Peak Discharge 500 Year PMP Flow rate Flow rate Drainage Area/Junction (cfs) (cfs)
Drainage Area 2 949 2726 Playa/Depression 0 2194 Drainage Area 1A 533 1768 Junction 1A 828 4796 Junction 1 872 4942 Junction 2 1470 6399 Junction 3 1668 6955 W CSI FINALI03047103047 .051TECHNICAL NOD 21 TNOD2 RESPONSES & DOCUMENTSIFLOOD PLAIN REV ISION 11 T060331_500-YEAR DISCHARGE.DOC 3 1 MARCH 2006 APP A-31
Table 11.F .9 Developed Low-Level and Byproduct Facility 500-Year Water Surface Elevations 500 Year 500 Year Maximum Channel Flow rate WSEL Depth Velocity Top Width Section (cfs) (msl) (ft) (fps) (ft) 12674 533 3478.39 1.39 2.31 306.92 11337 533 3470.41 1.41 5.03 132.24 10937 533 3465.80 1.80 4.31 130.37 10288 533 3456.93 0.93 4.13 250.47 9690 828 3451.67 1.67 2.79 349.80 9009 828 3446.63 1.63 4.04 277.44 8130 828 3441.76 1.76 2.41 382.07 7717 828 3438.80 1.00 4.48 304.12 7253 872 3436.44 1.44 1.91 526.19 6343 1470 3430.74 0.74 4.51 522.87 5363 1470 3426.38 1.38 1.93 847.50 4221 1668 3421.05 1.05 4.76 511.16 3489 1668 3417.23 2.23 2.12 1001.82 2989 1668 3414.56 0.76 4.28 628.05 W CSI FINALI03047103047.951TECHNICAL NOD 21 TNOD2 RESPONSES & DOCUMENTSIFLOOD PLAIN REV ISION 11 T060331_500-YEAR ELEVATIONS .DOC 3 1 MARCH 2006 APPA-32
Table 11.F .1 O Developed Low-Level and Byproduct Facility PMP - Water Surface Elevations PMP PMP Maximum Channel Flow rate WSEL Depth Velocity Top Width Section (cfs) (msl) (ft) (fps) (ft) 12674 1768 3479.22 2.22 3.61 417.81 11337 1768 3471.40 2.40 7.37 173.86 10937 1768 3466.73 2.73 6.57 197.71 10288 1768 3457.50 1.50 5.03 466.54 9690 4796 3453.03 3.03 5.43 560.63 9009 4796 3448.10 3.10 5.69 579.12 8130 4796 3443.22 3.22 4.75 590.61 7717 4796 3440.06 2.26 6.74 521.44 7253 4942 3437.75 2.75 4.24 658.36 6343 6399 3431.80 1.80 6.68 788.09 5363 6399 3427.59 2.59 3.49 1206.47 4221 6955 3422.09 2.09 6.35 1009.43 3489 6955 3418.33 3.33 3.58 1076.73 2989 6955 3415.53 1.73 6.56 878.78 WCS\FINAL\03047103047.05\TECHNICAL NOD 21 TNOD2 RESPONSES & DOCUMENTS\FLOOD PLAIN\ REVISION 11 T060331_PMP ELEVATIONS.DOC 31 MARCH 2006 APPA-33
Table 11.F .11 100-Year Peak Discharge Antecedent Moisture Condition II 100 Year Flow rate Drainage Area/Junction (cfs)
Drainage Area 2 744 Playa/Depression 0 Drainage Area 1A 257 Junction 1A 611 Junction 1 697 Junction 2 1328 Junction 3 1500 W CS\FINAL\03047.05\Technical NOD 21 REV ISION 11 TNOD2 Responses & Docum ents\Flood Plain 31 March 2006 006033 1_AMll TABLE 11.F.11.DOC APPA-34
Table 11.F .12 100-Year Water Surface Elevations Antecedent Moisture Condition II 100 Year 100 Year Maximum Channel Flow rate WSEL Depth Velocity Top Width Section (cfs) (msl) (ft) (fps) (ft) 12674 488 3478.35 1.35 2.23 301.04 11337 488 3470.36 1.36 4.87 130.23 10937 488 3465.74 1.74 4.21 126.27 10288 488 3456.90 0.90 4.04 242.43 9690 611 3451.49 1.49 2.56 313.59 9009 611 3446.45 1.45 3.84 239.94 8130 611 3441.57 1.57 2.21 342.53 7717 611 3438.66 0.86 4.18 274.48 7253 697 3436.35 1.35 1.69 517.58 6343 1328 3430.70 0.70 4.37 514.6 5363 1328 3426.33 1.33 1.85 830.57 4221 1501 3420.99 0.99 4.67 483.60 3489 1501 3417.18 2.18 2.05 998.9 2989 1501 3414.52 0.72 4.14 623.28 W CS\FINAL\03047.05\Technical NOD 21 REV ISION 11 TNOD2 Responses & Docum ents\Flood Plain 31 March 2006 0060331_AMll TABLE 11.F.12.DOC APPA-35
Table 11.F .13 500-Year And PMP Peak Discharge Antecedent Moisture Condition II 500 Year PMP Flow rate Flow rate Drainage Area/Junction (cfs) (cfs)
Drainage Area 2 1343 2805 Playa/Depression 0 2380 Drainage Area 1A 818 1833 Junction 1A 1032 2662 Junction 1 1201 5170 Junction 2 2315 6871 Junction 3 2625 7467 W CS\FINAL\03047.05\Technical NOD 21 REV ISION 11 TNOD2 Responses & Docum ents\Flood Plain 31 March 2006 0060331_AMll TABLE 11.F.13.DOC APPA-36
Table 11.F .14 500-Year Water Surface Elevations Antecedent Moisture Condition II 500 Year 500 Year Maximum Channel Flow rate WSEL Depth Velocity Top Width Section (cfs) (msl) (ft) (fps) (ft) 12674 818 3478.64 1.64 2.70 340.14 11337 818 3470.67 1.67 5.89 143.25 10937 818 3466.11 2.11 4.88 152.46 10288 818 3457.15 1.15 4.08 402.08 9690 1032 3451.81 1.81 2.97 378.22 9009 1032 3446.77 1.77 4.19 307.32 8130 1032 3441.91 1.91 2.56 413.44 7717 1032 3438.91 1.11 4.70 328.51 7253 1201 3436.66 1.66 2.11 548.75 6343 2315 3430.98 0.98 5.08 568.22 5363 2315 3426.68 1.68 2.32 934.95 4221 2625 3421.33 1.33 5.21 648.13 3489 2625 3417.51 2.51 2.45 1016.94 2989 2625 3414.77 0.97 5.02 651.07 W CS\FINAL\03047.05\Technical NOD 21 REV ISION 11 TNOD2 Responses & Docum ents\Flood Plain 31 March 2006 0060331_AMll TABLE 11.F.14.DOC APPA-37
Table 11.F .15 PMP-Year Water Surface Elevations Antecedent Moisture Condition II PMP PMP Maximum Channel Flow rate WSEL Depth Velocity Top Width Section (cfs) (msl) (ft) (fps) (ft) 12674 1833 3479.26 2.26 3.66 421.93 11337 1833 3471.45 2.45 7.43 175.84 10937 1833 3466.73 2.73 6.81 197.77 10288 1833 3457.54 1.54 4.94 474.18 9690 2662 3452.41 2.41 4.45 474.74 9009 2662 3447.61 2.61 4.59 485.14 8130 2662 3442.51 2.51 3.98 499.24 7717 2662 3439.69 1.89 5.00 463.57 7253 5170 3437.80 2.80 4.32 663.98 6343 6871 3431.88 1.88 6.95 836.71 5363 6871 3427.67 2.67 3.60 1229.57 4221 7467 3422.16 2.16 6.45 1031.21 3489 7467 3418.39 3.39 3.72 1083.03 2989 7467 3415.64 1.84 6.54 894.76 W CS\FINAL\03047.05\Technical NOD 21 REV ISION 11 TNOD2 Responses & Docum ents\Flood Plain 31 March 2006 0060331_AMll TABLE 11.F.15.DOC APPA-38
Table 11.F .16 100-Year Peak Discharge Antecedent Moisture Condition Ill 100 Year Flow rate Drainage Area/Junction (cfs)
Drainage Area 2 1108 Playa/Depression 0 Drainage Area 1A 645 Junction 1A 817 Junction 1 966 Junction 2 1873 Junction 3 2128 W CS\FINAL\03047.05\Technical NOD 21 REV ISION 11 TNOD2 Responses & Docum ents\Flood Plain 31 March 2006 006033 1_AMlll TABLE 11.F.16.DOC APPA-39
Table 11.F .17 100-Year Water Surface Elevations Antecedent Moisture Condition Ill 100 Year 100 Year Maximum Channel Flow rate WSEL Depth Velocity Top Width Section (cfs) (msl) (ft) (fps) (ft) 12674 645 3478.49 1.49 2.49 320.33 11337 645 3470.53 1.53 5.36 137.13 10937 645 3465.93 1.93 4.57 139.30 10288 645 3457.07 1.07 3.87 349.93 9690 817 3451.66 1.66 2.78 348.04 9009 817 3446.62 1.62 4.03 275.79 8130 817 3441.75 1.75 2.40 380.21 7717 817 3438.79 0.99 4.47 302.82 7253 966 3436.53 1.53 1.92 535.68 6343 1873 3430.86 0.86 4.82 545.10 5363 1873 3426.53 1.53 2.13 892.02 4221 2128 3421.19 1.19 5.0 581.33 3489 2128 3417.37 2.37 2.30 1009.36 2989 2128 3414.67 0.87 4.64 640.02 W CS\FINAL\03047. 05\Technical NOD 21 REV ISION 11 TNOD2 Responses & Docum ents\Flood Plain 31 March 2006 0060331_AMlll TABLE 11.F.17.DOC APPA-40
Table 11.F .18 500-Year And PMP Peak Discharge Antecedent Moisture Condition Ill 500 Year PMP Flow rate Flow rate Drainage Area/Junction (cfs) (cfs)
Drainage Area 2 1741 2847 Playa/Depression 0 2519 Drainage Area 1A 976 1850 Junction 1A 1242 2689 Junction 1 1483 5399 Junction 2 2888 7144 Junction 3 3286 7766 W CS\FINAL\03047.05\Technical NOD 21 REV ISION 11 TNOD2 Responses & Docum ents\Flood Plain 31 March 2006 0060331_AMlll TABLE 11.F.1 8.DOC APP A-41
Table 11.F .19 500-Year Water Surface Elevations Antecedent Moisture Condition Ill 500 Year 500 Year Maximum Channel Flow rate WSEL Depth Velocity Top Width Section (cfs) (msl) (ft) (fps) (ft) 12674 976 3478.76 1.75 2.90 355.40 11337 976 3470.81 1.81 6.21 149.13 10937 976 3466.24 2.24 5.21 162.01 10288 976 3457.22 1.22 4.31 413.97 9690 1242 3451.93 1.93 3.13 404.17 9009 1242 3446.90 1.90 4.31 334.67 8130 1242 3442.03 2.03 2.73 437.11 7717 1242 3439.01 1.21 4.88 350.81 7253 1483 3436.81 1.81 2.29 563.87 6343 2888 3431.11 1.11 5.44 583.36 5363 2888 3426.84 1.84 2.54 934.24 4221 3286 3421.49 1.49 5.39 728.53 3489 3286 3417.66 2.66 2.66 1025.44 2989 3286 3414.95 1.15 5.40 788.45 W CS\FINAL\03047.05\Technical NOD 21 REV ISION 11 TNOD2 Responses & Docum ents\Flood Plain 31 March 2006 0060331_AMlll TABLE 11.F.19.DOC APPA-42
Table 11.F .20 PMP-Year Water Surface Elevations Antecedent Moisture Condition Ill PMP PMP Maximum Channel Flow rate WSEL Depth Velocity Top Width Section (cfs) (msl) (ft) (fps) (ft) 12674 1850 3479.26 2.26 3.69 422.29 11337 1850 3471.47 2.47 7.39 176.84 10937 1850 3466.72 2.72 6.91 197.22 10288 1850 3457.57 1.57 4.82 479.25 9690 2689 3452.40 2.40 4.52 473.62 9009 2689 3447.65 2.65 4.51 492.15 8130 2689 3442.50 2.50 4.06 497.59 7717 2689 3439.74 1.94 4.84 471.42 7253 5399 3437.84 2.84 4.42 667.97 6343 7144 3431.94 1.94 6.76 867.12 5363 7144 3427.72 2.72 3.65 1242.81 4221 7766 3422.20 2.20 6.51 1043.46 3489 7766 3418.44 3.44 3.78 1087.51 2989 7766 3415.68 1.88 6.62 900.85 W CS\FINAL\03047.05\Technical NOD 21 REV ISION 11 TNOD2 Responses & Docum ents\Flood Plain 31 March 2006 0060331_AMlll TABLE 11.F.20.DOC APPA-43
FIGURES WCS\FINAL\03047.04\DEC 2004 ANOD REVISION 3 R041217 _FLOODPLAIN RPT.DOC 17 DECEMBER 2004 APPA-44
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1 NOTES:
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f Andrews County, Texas issued August 1974.
CJ CJ I 0 0 LL 0 ~
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' ~ (f)
'/ *'
( 2. Existing topographic information within the limits shown 1s 0 (f)
"* provided by Cooper Aerial Survey Co .,
., *1 ' /
11402 N. Cave Creek Road, Phoenix, AZ 85020, (602) 678-5111,
/
Fax: (602) 678-5228, 1-800-229-2279.
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' ' \.,";.. --
/ ,' ' '
Information System (TNRIS).
, ,_./
-- /" -
- 4. Hydrologic condition north of the line IS considered poor.
Hydrologic condition south of the line IS considered fair.
5 . Permit boundary information provided by Waste Control Specialists LLC.
Soil Map SCALE* r - 1000' 11.F.2 APPA-46
. I \ '*' '*'
nrr.OEllCK H. i AAS P.£.
CCN LT \
- f"(; ~ f:Jl
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2/09/ 04
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APP A-47
NOTES:
LEGEND
- 1. Existing pipe sizes taken from field observation. Pipe flowlines taken from PROBABLE MAXIMUM PRECIPITATION FLOODPLAIN LIMITS Survey by West Texas Consultants, Inc., 305 NW Ave. C, Andrews, TX 79714, 500 YEAR FLOODPLAIN LIMITS (91 :>) 523-2181, Fax: (915) 524-2346, dated 10/07 /06 .
- 2. Existing topographic information within the limits shown is 100 YEAR FLOODPLAIN LIMITS provided by Cooper Aerial Survey Co., LIMITS OF TOPOGRAPHIC SURVEY BY COOPER AERIAL SURVEY CO.
11402 N. Cave Creek Road, Phoenix, AZ 85020, (602) 678-5111 FACILITY Fax: (602) 678-5228, 1-800- 229-2279 .
CHANNEL CENTER LINE
- 3. Existing topographic information outside the limits shown is based on a 34+89---- CHANNEL CROSS-SECTION LOCATION digital elevation model (DEM) provided by The Texas Natural Resources lnfor*mation System (TNRIS).
- 4. Facility boundary and Land Disposal Facility information provided by Waste Control Specialists LLC .
Q
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DRAINAGE AREA BOUNDARY i .
LIMITS OF TOPOGRAPHIC SURVEY BY COOPER AERIAL SURVEY CO.
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EXISTING PERMIT BOUNDARY
'J REACH LENGTH
' L TRAVEL TIME FLOW PATH 0 JUNCTION
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NOTES:
- 1. Existing pipe sizes taken from field observation . Pipe flowlines taken from (/) a..
88~ 0 <(
3: 2 Survey by West Texas Consultants, Inc., .305 NW Ave. C, Andrews, TX 79714, oo~
~
- 1 (915) 52.3-2181 , Fax: (915) 524-2.346, dated 10/07/96. <(
z
)
' }I 2. Exist ing t opographic information within the limits shown 1s ~
I. / "
I ' ' 0 provided by Cooper Aerial Survey Co.,
I
/ ' J I
I ' /
( * ,* / I
/ *-'
'* 11402 N. Cave Creek Road, Phoenix, AZ 85020, (602) 678- 5111
/
/
'I Fax: (602) 678-5228, 1-800-229-2279.
I I ' J
~ J ; / *
- . I
/
/ .3. Existing t opographic information outside the limits shown IS based on a
/
- 4. Perm it boundary and facility information provided by Waste Control Specialists LLC.
Developed Low Level &
Byproduct Facility Drainage Area Map SCALE* f - 1000' 11.F .5 APPA-49
- - ---*-- - -- - - --- ----~ -~-.----*-- --- ------- ----------
LEGEND
)
r ' . -- ..',._, \ SOIL BOUNDARY
(
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/
" HYDRO LOGIC CONDITION
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LIMITS OF TOPOGRAPHIC SURVEY BY COOPER AERIAL SURVEY CO.
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/
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" "' ; digital elevation model (DEM) provided by The Texas Natural Resources
" I -llno (doplffllon)
(210-VI-TR-55, Second Ed., June 1986)
APPA-56
Figure B-7 50-year, 24-hour rainfall U.S. DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE 50-Year 24-Hour Rainfall (Inches) 5
- - - - Rai1111l lao-llne
- - - - R<<w.11190-ine hd wit
- - - AaWlll-(dopream) 10 Figure B-8 100-year, 24-hour rainfall U.S. DEPAIHMENT OF AGRIC\JL TURE NATURAL RESOURCES CONSERVATION SERVICE 100-Year 24-Hour Rainfall (lncbes)
- - - - Ra~flil ilcHlne
- __ - - Aatnfe.11 llo*llM helf unit
_ _ _ Ralnfall loo*IOJ* (depnosslon) 11 (210-VI-TR-55, Second Ed., June 1986)
APPA-57
100-YEAR 24-HOUR RAINFALL (I NCHES) 0
(")
I Exhibit 3. (Sh e et 6 o f 6) Ref: Weather Bureau TP No. 40 APP A-58
wcs FHH Dec-04 PAGE 1OF1 DRAINAGE CALCULATIONS 500 YEAR STORM CALCULATIONS REF: DEPTH-DURATION FREQUENCY OF PRECIPITATION FOR TEXAS, W.H. ASQUITH, WATER RESOURCES INVESTIGATIONS REPORT 98-4044, U.S. GEOLOGICAL SURVEY, 1998 (98-4044)
GENERALIZED LOGISTIC DISTRIBUTION Xd(F)= ~ + a I K {I - [(I - F) IF]"' K} EQ. 1o, 98-4044 WHERE: Xd(F)= PRECIPITATION DEPTH FOR A GIVEN FREQUENCY q,a,andK = LOCATION, SCALE AND SHAPE PARAMETERS FOR THE GLO DIST.
F= ANNUAL NONEXCEEDANCE PROBABILITY FOR 500 YEAR STORM q = 1.93 FIGURE 18, 98-4044 a= 0.55 FIGURE 32, 98-4044 K = -0.20 FIGURE 46, 98-4044 F= 0.998 Xd(F)= 8.71 INCHES APPA-59
Figure 18 EXPLANATION
- 2.75- Line of equal location parameter-Interval 0.25 inch. Hachures indicate depression 0 so 100 150 200 MILES Figure 18. Location(~) parameter of generalized logistic (GLO) distribution for 24-hour precipitation duration in Texas.
36 Depth-Duration Frequency of Precipitation for Texas APPA-60
Figure 32 EXPLANATION
- 0.50- Line of equal scale parameter-Interval 0.05 and 0.10 inch 0 50 100 150 200 MILES Figure 32. Scale (ex) parameter of generalized logistic (GLO) distribution for 24-hour precipitation duration in Texas.
50 Depth-Duration Frequency of Precipitation for Texas APP A-61
Figure 46 EXPLANATION
-~.20- Line of equal shape parameter-Interval 0.05 inch 0 50 100 150 200 MILES Figure 46. Shape (K) parameter of generalized logistic (GLO) distribution for 24-hour precipitation duration in Texas.
64 Depth-Duration Frequency of Precipitation for Texas APPA-62
wcs FHH Dec-04 PAGE 1OF3 DRAINAGE CALCULATIONS PMP CALCULATIONS REF: HYDROMETEOROLOGICAL REPORT NO. 51, PROBABLE MAXIMUM PRECIPITATION ESTIMATES, UNITED STATES EAST OF THE 105TH MERIDIAN, NATIONAL WEATHER SERVICE, 1978 (HMR 51)
NOAA HYDROMETEOROLOGICAL REPORT NO. 52, APPLICATION OF PROBABLE MAXIMUM PRECIPITATION ESTIMATES - UNITED STATES EAST OF THE 105TH MERIDIAN, NATIONAL WEATHER SERVICE, 1982 (HMR 52)
AREA-DEPTH-DURATION FROM HMR 51 DURATION (HR)
AREA 6 12 24 48 72 SQ.Ml.
10 25.0 30.5 35.0 39.0 40.5 OD(
25 23.2 28.1 32.5 36.6 38.2 50 21.9 26.1 30.3 34.5 36.2
\I\ \
100 20.1 24.0 28.1 32.2 34.0 175 18.8 22.3 26.3 30.2 32.3
\.(1; \
300 17.1 20.4 24.4 28.2 30.2 450 15.7 19.0 22.9 26.9 28.8 700 14.2 17.4 21.1 25.0 27.0 1000 13.0 16.1 19.6 23.5 25.0 FROM CURVE AREA 18-HR SQ.Ml. DURATION 10 33.0 25 30.6 50 28.5 100 26.4 175 24.7 300 22.8 450 21 .3 700 19.6 1000 18.1 APPA-63
wcs FHH Dec-04 PAGE 2 OF 3 DRAINAGE CALCULATIONS FIRST THREE SIX HOURS AREA 1 2 3 SQ.Ml.
10 25.0 5.5 2.5 25 23.2 4.9 2.5 50 21.9 4.2 2.4 100 20.1 3.9 2.4 175 18.8 3.5 2.4 300 17.1 3.3 2.4 450 15.7 3.3 2.3 700 14.2 3.2 2.2 1000 13.0 3.1 2.0 FROM GRAPH AREA 1 2 3 SQ.Ml.
10 24.99 5.50 2.53 25 23.50 4.62 2.51 50 21.90 4.20 2.48 100 20.10 3.86 2.44 175 18.60 3.63 2.40 300 17.00 3.42 2.35 450 15.70 3.30 2.29 700 14.20 3.18 2.20 1000 13.00 3.08 2.02 6-HR INC. PRECIP. DELTA PRECIP (IN.} (IN.}
1 24.99 24.99 2 30.49 5.50 3 33.02 2.53 4 35.00 1.98 5 36.00 1.00 6 37.00 1.00 7 38.00 1.00 8 39.00 1.00 9 39.50 0.50 10 40.00 0.50 11 40.30 0.30 12 40.50 0.20 APPA-64
wcs FHH Dec-04 PAGE 3 OF 3 DRAINAGE CALCULATIONS TEMPORAL DISTRIBUTION INTERVAL SEQUENCE A SEQUENCE B (HR)
Oto6 0.20 0.30 6to12 0.30 0.50 12 to 18 0.50 1.00 18 to 24 0.50 1.00 24 to 30 1.00 24.99 30to 36 1.00 5.50 36 to 42 1.00 2.53 42 to 48 2.53 1.98 48 to 54 24.99 1.00 54 to60 5.50 1.00 60 to 66 1.98 0.50 66 to 72 1.00 0.20 APPA-65
-*""1-<
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APPENDIX B HEC-HM S MODEL FOR THE CALCULATION OF THE 100-YEAR PEAK DISCHARGES REVISION 3 WCSIFINAL\03047.04\0EC 2004 ANOO 17 DECEMBER 2004 R041217 _FLOOOPLAIN RPT.OOC APPA-69
wcs DGD Dec-03 PAGE 1OF1 PLAYA ELEVATION, STORAGE, OUTFLOW ELEVATION AND STORAGE ELEV. AREA DELTA E AVERAGE STORAGE CUMULATIVE AREA VOLUME STORAGE MSL SQ . FT FT. SQ FT CU. FT CU . FT AC.-FT 3478 402878 0 0 0 2 517775 3480 632672 1035550 1035550 24 2 811324.5 3482 989977 1622649 2658199 61 2 2375467 3484 3760957 4750934 7409133 170 2 6247779 .5 3486 8734602 12495559 19904692 457 2 10261979 3488 11789356 20523958 40428650 928 OUTFLOW WEIR EQUATION Q= C*L*H"3/2 WHERE: Q= FLOW, CFS C= WEIR COEFFICIENT L= HORIZONTAL LENGTH, FT H= HEAD ON WEIR, FT ASSUME TOP OF PLAYA IS ELEVATION 3486 LENGTH OF 3486 CONTOUR IS 241 FT .
HEAD Cw Q FT. CU FT/SEC 0.5 3.58 305 1.0 3 .58 863 1.5 3.58 1585 2.0 3.56 2427 NOTE: Cw IS FROM WATER-RESOURCES ENGINEERING , LINSLEY AND FRANZINI APPA-70
Meteorologic Model Input APP A-71
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS 2000 2200 B s n IOOYtAMl/7~/04 Run RI 'i 10*
T1m1 1'0cl0*. U O 0 00 0400 0600 0800 1000 noo 1400 1600 1800 2DOO 2200 2400 010ec2000 1~
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WCS\0\03047.02 3 Append ix 2.4.1_Appendix B_Hydrographs.doc APP A-74
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WCS\D\0304 7.02 4 Appendix 2.4.1_ Appendlx B_Hydrographs .doc APP A-75
WCS FACILITY FLOOD PLAIN STUDY HYDROGRAPHS x
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WCS\D\0304 7 .02 7 Append ix 2-4 .1_Appendlx B_Hydrographs.doc APPA-78
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HMS
- Summary of Results Project wcs RunName Rl/22/04 Start of Run OlDecOO 0000 Basin Model lOOYrAMl/ 22/04 End . of Run 02Dec00 0000 Met. Model MetlOO Year Execution Time 29Jan04 1349 Control Specs Control 1 Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi)
Subbasin-4 297.60 01 Dec 00 1235 49.246 0.490 Reach-2 297.60 01 Dec 00 1250 48.953 0.490 Subbasin-2 440.24 01 Dec 00 1305 i05.39 1.063 pl a ya o.o 30 Nov 00 2400 o.o 1.063 Reach-1 o.o 30 Nov 00 2400 0.0 1.063 Subbasin-l A 256.61 01 Dec 00 1328 73.~08 0.691 Reach-lA 256.61 01 Dec 00 1345 73.298 0.691 Subbasin-l B 174.42 01 Dec 00 1241 31.477 0.314 Junction-l A 324.86 01 Dec 00 1332 104.77 1.005 Reach-lB 324.86 01 Dec 00 1335 104.65 1.005 Subbasin-3 86.653 01 Dec 00 1241 15.638 0.156 Junction-1 364.05 01 Dec 00 1326 120.28 2.224 Reach-3 364.05 01 Dec 00 1343 119.45 2.224
~ubbasin-5A 118.86 01 Dec 00 1234 19.306 0.192 mction-2 686.69 01 Dec 00 1255 187.71 2.906 Reach-4 686.69 01 Dec 00 1316 186.08 2.906 Subbasin-5 B 128.06 01 Dec 00 1251 26 .440 0.265 Junction-3 790.00 01 Dec 00 1314 212.52 3.171 Reacb-5 790.00 01 Dec 00 1328 211.28 3.171 Subbasin-6 54.403 Ol. Dec 00 1225 7.4715 0.074 Junction-4 803.31 01 Dec 00 1328 218.75 3.245 Reach-6 803.31 01 Dec 00 1328 218.75 3.245 Subbasin-7 43.582 01 Dec 00 1304 10.316 0.104 Junction-5 841.14 01 Dec 00 1327 229.07 3.349 APPA-84
HEC-HMS Project: WCS Basin Model:
APPA-85
60 0.0 60 0.0 60 0.0 60 00 60 0.0 60 0.0 60 0.0 I 60 0.0- - 1 65 44 39 53 30 44
- - - -38 ---
64 APPA-86
APPA-87