Northern Parkrvay I Tonopah Parkrvay Corridor Feasibility Study Contract 2010-004 Project TT005 FINAL Technical Memorandum 3 Conceptual Drainage Report 247ø7 ROBERT A. E¡CHINGER Prepared by: ItI -7 \ t\mrw-nom am Ai¡oqan¡, ilæ. November 2010 091337127 Copydght@ 2010, Kimley-Hom and Associates, lnc. ': TABLE OF CONTENTS CONCEPTUAL DRAINAGE REPORT 1. INTRODUCTION .................................................................................................................................. 1 1.1 1.2 1.3 1.4 2. EXISTING STUDIES AND OTHER DATA SOURCES ............................................................................. 4 2.1 2.1.1 2.1.2 2.1.3 2.1.4 2.1.5 2.1.6 2.1.7 2.1.8 2.2 2.2.1 2.2.2 2.2.3 2.2.4 2.2.5 2.2.6 2.2.7 2.2.8 3. Background and Study Need ......................................................................................... 1 Project Study Area ......................................................................................................... 2 Document Purpose and Scope ....................................................................................... 2 Design Drainage Criteria ............................................................................................... 2 Summary of Drainage Studies ...................................................................................... 4 Palo Verde Watershed Zone A Floodplain Delineation Study Technical Data Notebook (2003) ............................................................................................................................... 4 Hydrologic Study Report for Luke Wash Zone AE Floodplain Delineation Study (2008) 4 Jackrabbit Wash Floodplain Delineation Study Technical Data Notebook Hydrology (1991) ............................................................................................................................... 4 Lower Hassayampa Watercourse Master Plan Phase 1 (FCDMC, 2006) ....................... 4 Hydrologic Analysis of the Hassayampa River in Maricopa County, Arizona (1988) ..... 5 Buckeye/Sun Valley Area Drainage Master Study (2006) ................................................ 5 Sun Valley Area Drainage Master Plan Step 3 Recommended Alternative Report (2006) .......................................................................................................................................... 5 Drainage Report Sun Valley Parkway Phase II and Phase III (1987) ............................. 5 Summary of Other Drainage Documents and Data .................................................... 7 Geologic Mapping of Flood Hazards in Arizona: An Example From the White Tank Mountains Area, Maricopa County (1992) ...................................................................... 7 Geologic Map of the Flatiron Mountain 7.5’ Quadrangle, Maricopa County, Arizona (2006) ............................................................................................................................... 7 Geologic Map of the Wagner Wash Well 7.5’ Quadrangle, Maricopa County, Arizona (2004) ............................................................................................................................... 7 Earth Fissure Map of Maricopa County, Arizona (2009)................................................. 7 Main Canal and Laterals Tonopah Irrigation District, Arizona, Central Arizona Project Drawings (1985) .............................................................................................................. 7 Active Land Subsidence Areas in Arizona Based on ADWR InSAR Data (2009) ............. 8 Uplift in the Vicinity of the Tonopah Recharge Facility (2010) ....................................... 8 Groundwater Site Inventory (GWSI) (2010) ..................................................................... 8 WATERSHED FEATURES .................................................................................................................... 9 3.1 3.1.1 3.2 3.3 3.3.1 3.3.2 3.4 3.4.1 3.4.2 3.4.3 Topography and Geology .............................................................................................. 9 Land Subsidence and Earth Fissures ................................................................................ 9 Soils ................................................................................................................................ 12 Existing Land Use ........................................................................................................ 14 Existing Land Use ........................................................................................................... 14 Future Land Use ............................................................................................................. 14 Flooding Hazards ......................................................................................................... 14 Regulatory Floodplains .................................................................................................. 14 Geologic Flood Hazards ................................................................................................. 15 Alluvial Fans ................................................................................................................... 15 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report i Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 TABLE OF CONTENTS CONCEPTUAL DRAINAGE REPORT 3.4.4 3.4.5 3.5 3.5.1 3.5.2 3.5.3 4. EXISTING HYDROLOGY ................................................................................................................... 21 4.1 4.1.1 4.1.2 4.1.3 4.1.4 4.1.5 4.2 5. Scour and Sedimentation ................................................................................................ 16 Lateral Erosion ............................................................................................................... 17 Potentially Impacted Existing Drainage Structures.................................................. 18 CAP and Tonopah Canals .............................................................................................. 18 Sun Valley Parkway ........................................................................................................ 19 Buckeye Flood Retarding Structure #1 ........................................................................... 19 Summary of Hydrology Methods................................................................................ 21 Palo Verde Watershed .................................................................................................... 23 Luke Wash Watershed ..................................................................................................... 23 Jackrabbit Wash Watershed ........................................................................................... 24 Hassayampa River .......................................................................................................... 24 Buckeye/Sun Valley Watershed ....................................................................................... 25 Offsite Hydrology Results ............................................................................................ 27 SUMMARY AND CONCLUSIONS ........................................................................................................ 29 LIST OF FIGURES Figure 1 – Project Study Area .................................................................................................................... 3 Figure 2 – Area Drainage Studies .............................................................................................................. 6 Figure 3 – Topography ............................................................................................................................. 11 Figure 4 – Soil Hydrologic Groups .......................................................................................................... 13 Figure 5 – Regulatory Floodplains ........................................................................................................... 20 Figure 6 – Offsite Hydrology Workmap .................................................................................................. 26 LIST OF TABLES Table 1 – Significant Offsite Drainage Crossings .................................................................................... 22 Table 2 – Offsite Hydrology Results ........................................................................................................ 28 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report ii Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 TABLE OF CONTENTS CONCEPTUAL DRAINAGE REPORT LIST OF APPENDICES Appendix TM3-01: Appendix TM3-02: Appendix TM3-03: Appendix TM3-04: Appendix TM3-05: Appendix TM3-06: Appendix TM3-07: Appendix TM3-08: Appendix TM3-09: Appendix TM3-10: Data Collection Summary Existing Geologic Mapping Tonopah Uplift Documentation Drainage Field Photos Existing Geologic Flood Hazard Mapping Recommended Area Drainage Master Plan Improvements Recent Erosion and Sedimentation in Hassayampa River Existing Erosion Hazard Mapping Existing Drainage Structures Documentation Existing Hydrology Results Excerpts 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report iii Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 1. INTRODUCTION Technical Memorandum 3 (TM 3), entitled Conceptual Drainage Report, identifies and summarizes the existing drainage conditions, features, and hydrologic characteristics for the Northern Parkway: Tonopah Parkway to Turner Parkway and Tonopah Parkway: Northern Parkway to Interstate 10 Corridor Feasibility Study (hereafter referred to as the Northern Parkway/Tonopah Parkway CFS, or “the project”). Offsite concentration points and flow magnitudes prepared in previous studies and reports within the project study area for the 100-year storm event were compiled and are presented in this report. TM 3 is based on a review of available existing information including previous drainage master plans and studies, floodplain delineation studies, roadway drainage reports, discussions with select stakeholders, and field observations. Additional detailed information about the project is included in the following companion documents: Existing and Future Corridor Features (TM 1), Environmental Overview (TM 2), Development and Evaluation of Candidate Alternative Alignments (TM 4), and Detailed Preferred Alignment (TM 5). 1.1 Background and Study Need In July 2008, the Maricopa Association of Governments (MAG) completed the Interstate 10/Hassayampa Valley Transportation Framework Study (known as the Hassayampa Framework Study), that recommended a comprehensive roadway network to meet the future traffic demands that result when the area west of the White Tank Mountains is completely developed (hereafter referred to as buildout travel demand). This long-range regional transportation network includes the “Arizona Parkway” as a new facility type to supplement more traditional roadway classifications in meeting projected travel demand. The Arizona Parkway utilizes a distinct intersection treatment that prohibits left turns at major cross-street intersections and controls intersection traffic movements with two-phased traffic signal control. Left-turn movements are made indirectly using directional left-turn crossovers in the median immediately downstream of cross-street intersections. The Hassayampa Framework Study demonstrated the need for both Northern Parkway and Tonopah Parkway. Although today’s land development and travel demands in the project study area do not warrant major new high capacity roadways in the near-term future, the buildout forecast for future land development and travel demands does warrant major new high capacity roadways in the long-term future. Plans are already underway to convert some of the vacant lands within the project study area to land uses that will generate future traffic. To preserve sufficient public right-of-way for the future Northern Parkway and Tonopah Parkway, the planning process needs to identify right-of-way requirements for buildout conditions. This study is the first step in the roadway development process and is meant to aid the governing bodies in defining and protecting a continuous future roadway corridor that can accommodate buildout traffic demands in the project study area. The project scope of work for this study includes the tasks necessary to prepare a corridor feasibility report that will provide the Maricopa County Department of Transportation (MCDOT), the Town of Buckeye, area property owners, developers, and other stakeholders with a planning tool for future growth and development that will lead to the preservation of a 200-foot wide rightof-way corridor to accommodate the typical Arizona Parkway design. This will require significant coordination with various governing bodies, other public agencies, development interests, and the general public. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 1 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 1.2 Project Study Area The project study area includes the planned Northern Parkway, an east-west corridor centered on the Northern Avenue section line, from the planned Tonopah Parkway (411th Avenue alignment) to the planned Turner Parkway (267th Avenue alignment). The Northern Parkway corridor within the project study area is approximately 18 miles long and two miles wide. This section of Northern Parkway is referred to as the Northern Parkway Hassayampa section to distinguish it from other planned Northern Parkway sections east of the White Tank Mountains. The project study area also includes the planned Tonopah Parkway, a north-south corridor centered on the 411th Avenue section line, from Interstate 10 (I-10) to the planned Northern Parkway. The Tonopah Parkway corridor within the project study area is approximately 3.75 miles long and two miles wide. The project study area boundaries are shown in Figure 1. 1.3 Document Purpose and Scope The purpose of the Conceptual Drainage Report is to describe the existing drainage conditions in the project study area. The drainage study was limited to the collection and review of existing drainage reports and studies, existing geologic and groundwater mapping, limited discussion with stakeholders, and field observations of existing drainage patterns and structures included in and adjacent to the project study area. Hydrologic information from previous drainage and floodplain studies was compiled to present watershed subbasins and previously determined peak flow rates draining to the project study area. This information provides an overview of the physical features of the project study area pertaining to drainage and will be used in the development of feasible alignment alternatives. 1.4 Design Drainage Criteria Drainage design for the proposed parkway will follow criteria outlined in the Drainage Policies and Standards for Maricopa County, Arizona (Maricopa County, 2007) and Chapter 4.7 of the Roadway Design Manual (MCDOT, 2004). A draft version of an update to the Drainage Policies and Standards for Maricopa County was distributed by MCDOT for public review and comment in July 2010. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 2 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Figure 1 – Project Study Area 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 3 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 2. EXISTING STUDIES AND OTHER DATA SOURCES Numerous drainage, geologic, and groundwater studies and other drainage-related documents have been prepared within or adjacent to the project study area. A complete list of the existing documents reviewed is included in Appendix TM3-01. Summaries of the most relevant documents are provided in the following sections. The general order of presentation and discussion is from west to east. 2.1 Summary of Drainage Studies A map depicting the drainage studies that are in the general vicinity of the project study area is provided as Figure 2 at the end of this section. The drainage studies shown in Figure 2 that have direct relevance to the project are briefly discussed below. These drainage studies were reviewed for descriptions of existing hydrology, drainage features, and existing drainage patterns. Most of these drainage studies were completed for the Flood Control District of Maricopa County (FCDMC). 2.1.1 Palo Verde Watershed Zone A Floodplain Delineation Study Technical Data Notebook (2003) This FCDMC study developed 100-year hydrology and delineated 400 linear miles of approximate Zone A floodplain. The Palo Verde Watershed extends from the Big Horn Mountains to just east of Wickenburg Road. Four of the studied washes cross the Tonopah Parkway corridor and seven studied washes cross the Northern Parkway corridor. 2.1.2 Hydrologic Study Report for Luke Wash Zone AE Floodplain Delineation Study (2008) The purpose of this FCDMC study was to develop detailed 100-year hydrologic models to delineate 85 linear miles of Zone AE floodplains and floodways. The analysis focused on Luke Wash and nearby tributaries of the Hassayampa and Gila Rivers, with five washes that cross the Northern Parkway corridor: T2N-R6W-S36, Phillips Wash, T3N-R5W-S32E, T2N-R5W-S33E, and T2N-R5W-S05W. 2.1.3 Jackrabbit Wash Floodplain Delineation Study Technical Data Notebook Hydrology (1991) This FCDMC study developed 100-year hydrology and delineated detailed floodplains for Jackrabbit Wash and tributaries. The Jackrabbit Wash Watershed within the project study area extends from 371st Avenue to the Hassayampa River. Three mapped washes, including Jackrabbit Wash, cross the Northern Parkway corridor. 2.1.4 Lower Hassayampa Watercourse Master Plan Phase 1 (FCDMC, 2006) The FCDMC prepared this watercourse master to formulate technical guidance for managing flooding hazards, lateral migration of the watercourse, and cumulative impacts of existing and future development into the floodplain of the Hassayampa River. The Northern Parkway corridor crosses the river within River Reach 4, which extends from Jackrabbit Wash to Wagner/Daggs Wash. Phase 1 is complete and contains seven volumes; Phase 2 is currently under development and should be made available in the near future. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 4 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Volume 2 contains hydrologic documentation – an analysis of stream gage records, a simplified HEC-1 model, and multiple previous studies were compared to examine peak discharges for the river. Volume 5 contains river behavior analysis – compiled and presented historical and existing fluvial processes in the river. 2.1.5 Hydrologic Analysis of the Hassayampa River in Maricopa County, Arizona (1988) This report was prepared for FEMA in order to estimate the 100-year discharges of the Hassayampa River for use in the corresponding FEMA Flood Insurance Re-Study. The study limits comprise approximately 53 stream miles from the Yavapai/Maricopa County line to the confluence with the Gila River. The Northern Parkway corridor crosses the Hassayampa River within this study reach. 2.1.6 Buckeye/Sun Valley Area Drainage Master Study (2006) This FCDMC Area Drainage Master Study (ADMS) identified drainage, flooding, and erosion hazards within the Buckeye/Sun Valley area and developed preliminary guidelines for development to be used as a basis of stormwater management. The Buckeye/Sun Valley study limits extend from the Hassayampa River to the White Tank Mountains. This overall watershed was subdivided into four hydrologically distinct areas, with the Northern Parkway corridor falling within Area 3 (Buckeye Structures Area) and Area 4 (North Sun Valley Area). Hydrologic documentation was provided for the Buckeye Structures Area (Area 3). 2.1.7 Sun Valley Area Drainage Master Plan Step 3 Recommended Alternative Report (2006) The Area Drainage Master Plan (ADMP) was prepared for the FCDMC as a follow-up to the ADMS process described above. It contained seven volumes that document the last step of a three step process to develop a regional flood control master plan, and presented specific recommended regional drainage improvements for each alluvial fan. The master plan watershed extends from the Hassayampa River to the White Tank Mountains. The Northern Parkway corridor crosses the Hassayampa sub-area (Volume 4 of the ADMP) and the White Tank Wash sub-area (Volume 5 of the ADMP). 2.1.8 Drainage Report Sun Valley Parkway Phase II and Phase III (1987) These documents were two separate drainage reports prepared for the Adams Group. Both drainage reports were in support of roadway design for the proposed Sun Valley Parkway, which has since been constructed. Sun Valley Parkway intersects the Northern Parkway corridor near the eastern edge of the study area. Phase II was from Northern Avenue to approximately 255th Avenue, and Phase III was from I-10 to Northern Avenue. Both reports document the amount of runoff that crosses Sun Valley Parkway and sized the proposed culverts and channels. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 5 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Figure 2 – Area Drainage Studies 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 6 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 2.2 Summary of Other Drainage Documents and Data In addition to drainage studies, data sources such as geologic investigations, groundwater records, and irrigation canal plans were reviewed for information on other regional physical processes that could potentially impact the project study area. A summary of the most relevant data sources is provided below. 2.2.1 Geologic Mapping of Flood Hazards in Arizona: An Example From the White Tank Mountains Area, Maricopa County (1992) The Arizona Geological Survey (AZGS) developed a method for identifying flood hazard zones from geologic mapping and field investigations. The resulting product, also known as Open-File Report 91-10, presented a practical exercise of this process using the White Tank Mountains Area as an example. This example area encompasses the Northern Parkway corridor east of the Hassayampa River. 2.2.2 Geologic Map of the Flatiron Mountain 7.5’ Quadrangle, Maricopa County, Arizona (2006) The AZGS produced digital geologic mapping and descriptions of the Flatiron Mountain 7.5’ Quadrangle. This quadrangle encompasses the Northern Parkway corridor from 383rd Avenue to just west of the Hassayampa River. The descriptive map legend described the process of distinguishing young alluvial surfaces from older, more stable surfaces. 2.2.3 Geologic Map of the Wagner Wash Well 7.5’ Quadrangle, Maricopa County, Arizona (2004) The AZGS produced digital geologic mapping and descriptions of the Wagner Wash Well 7.5’ Quadrangle. This quadrangle encompasses the Northern Parkway corridor from the Hassayampa River to the western slopes of the White Tank Mountains. 2.2.4 Earth Fissure Map of Maricopa County, Arizona (2009) The AZGS produced a map summarizing the earth fissure mapping that had been completed in Maricopa County. It presented a graphical overview of the eight areas that had been found to have active earth fissures, none of which are within the project study area. 2.2.5 Main Canal and Laterals Tonopah Irrigation District, Arizona, Central Arizona Project Drawings (1985) These construction drawings were prepared for the United States Department of the Interior Bureau of Reclamation (USBR) system of canals that carries water south from the Central Arizona Project (CAP) canal for agricultural usage. The main canal that branches off of the CAP canal is called the Tonopah canal. The Tonopah canal crosses the Northern Parkway corridor near 383rd Avenue. The Tonopah Irrigation District, which covers the irrigated lands that benefit from the Tonopah canal and associated lateral canals, extends from approximately 395th Avenue to 379th Avenue within the project study area. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 7 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 2.2.6 Active Land Subsidence Areas in Arizona Based on ADWR InSAR Data (2009) This working document shows active land subsidence areas monitored by the Arizona Department of Water Resources (ADWR). Interferometric synthetic aperture radar (InSAR) technology is used to measure temporal elevation changes in the Earth’s surface. The map covers the entire state of Arizona. 2.2.7 Uplift in the Vicinity of the Tonopah Recharge Facility (2010) This ADWR working document shows the extent of uplift, or elevation of the Earth’s surface, caused by the Tonopah Desert Recharge Project. The recharge facility is located west of the project study area adjacent to the CAP Canal. 2.2.8 Groundwater Site Inventory (GWSI) (2010) The GWSI is ADWR’s primary repository for statewide groundwater data. It contains historical well levels and other background information for each well in the database, including the wells within the project study area. The GWSI is an online product that is continuously updated as new field data is collected. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 8 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 3. WATERSHED FEATURES 3.1 Topography and Geology The land west of the Hassayampa River gently slopes towards the south. The Belmont Mountains, Hot Rock Mountain, and Flatiron Mountain are located north of the project study area. A land form slope analysis map is provided in Figure 3. The map shows the land slopes mildly south of these mountains. According to the Geologic Map of the Flatiron Mountain 7.5’ Quadrangle, Maricopa County, Arizona (AZGS, 2006), much of this area is composed of relict alluvial fans. Land surfaces are drained by broad swales and well-developed, moderately-to-deeply incised tributary channel networks. There is enough topographic confinement that there are no major distributary channel networks or active alluvial fans. Flood hazards are restricted to broad, nearly-flat valley bottoms in this western area. The Arizona Geological Survey (AZGS) maps pertaining to the study area have been included as Appendix TM3-02. The region around the Hassayampa River contains more undulating terrain and steeper slopes. Jackrabbit Wash and the Hassayampa River both feature wide incised channels within older, higher banks. According to the Geologic Map of the Wagner Wash Well 7.5’ Quadrangle, Maricopa County, Arizona (AZGS, 2004), this area features a moderately thick sequence of old Hassayampa River and alluvial fan deposits that have over time been dissected and eroded. The unit descriptions in this map suggest that the current Hassayampa River channel is 20 to 30 meters (66 to 98 feet) below the terraces formed by the maximum aggradation of the river. The land east of the Hassayampa River slopes towards the west and the southwest. The White Tank Mountains lie on the eastern edge of the project study area. There are steep slopes associated with the mountains, but the land between the White Tanks Mountains and the Hassayampa River is predominantly mildly sloped. The intersection of Northern Avenue with Sun Valley Parkway occurs on young deposits associated with recently active alluvial fans and terraces, and active and inactive alluvial fans are present throughout the piedmont. Many of the larger tributaries that drain to the Hassayampa River have become deeply incised. However, in the southern part of the quadrangle where piedmont drainages turn to the southwest before joining the Hassayampa River, many have major expansion reaches with distributary channel networks. These areas are of particular concern because of the potential for widespread inundation and changes in channel positions during floods. 3.1.1 Land Subsidence and Earth Fissures Based on a review of Active Land Subsidence Areas in Arizona Based on ADWR InSAR Data (ADWR, 2009) there are no active subsidence areas within the project study area. However, ADWR is monitoring an active uplift area caused by the Tonopah Desert Recharge Project. The recharge facility is located adjacent to the CAP canal approximately 9,000 feet west of the project study area. The facility’s groundwater plume and associated ground uplift have extended southeast to approximately 355th Avenue. ADWR provided an exhibit called Uplift in the Vicinity of the Tonopah Recharge Facility (ADWR, 2010) that is included in Appendix TM3-03. This map shows that zero to three centimeters (zero to 1.2 inches) of uplift occurred within the project study area between 2006 and 2010. Well logs from the Groundwater Site Inventory (GWSI) (ADWR, 2010) were reviewed to confirm the groundwater plume. The historical hydrograph for well site #333146112560801, located at 411th Avenue and Glendale Avenue, has also been included in Appendix TM3-03. This 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 9 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 hydrograph shows that the groundwater level has dramatically feet in recent years. The recharge project will probably not Northern Parkway or Tonopah Parkway alternative, but uplift should be monitored in future design phases, especially if the Project modifies or stops the groundwater recharge. risen by approximately 70 impact the selection of a or subsidence in this area Tonopah Desert Recharge Based on a review of the Earth Fissure Map of Maricopa County, Arizona (AZGS, 2009), there are no earth fissures mapped within the project study area. No surface evidence of fissures has been found, but this conclusion does not guarantee that hidden or future earth fissures are not present. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 10 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Figure 3 – Topography 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 11 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 3.2 Soils The National Resources Conservation Service (NRCS) assigns soil map unit components to hydrologic soil groups to broadly indicate soils groups that have similar runoff characteristics. These hydrologic soil groups are shown in Figure 4. Most of the project study area falls within Group A or Group B: soils that have low or moderately low runoff potential when thoroughly wet. These areas typically have a large proportion of sands and allow unimpeded transmission of water through the soil. As shown in Figure 4, there are limited regions that fall within Hydrologic Group C: soils with moderately high runoff potential. The most significant Group C regions are the area between Fourmile Wash and Phillips Wash and the area surrounding the Hassayampa River (but not including the active floodplain portion of the river). Soils in Group C typically have between 20 to 40 percent clay and less than 50 percent sands. Water movement through the soil is expected to be somewhat restricted. The area north of the Northern Avenue alignment and east of Sun Valley Parkway falls within Hydrologic Group D: soils with high runoff potential when thoroughly wet. Water movement in these soils is restricted or very restricted. Soils in Group D typically have greater than 40 percent clay or the depth to a water impermeable layer (such as rock) is less than 20 inches. Descriptions of the hydrologic soil groups were taken from Chapter 7 of the NRCS National Engineering Handbook Part 630 Hydrology (2007). Contributing watersheds that contain Hydrologic Group D soils should be carefully analyzed when designing downstream structures or roadways since precipitation events may result in very quick runoff responses. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 12 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Figure 4 – Soil Hydrologic Groups 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 13 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 3.3 Existing Land Use Technical Memorandum 1 (TM 1) presents a discussion of land ownership, zoning, existing land use, future land use, existing and planned developments, and existing and future transportation networks can be found in TM 1. The land use descriptions below are abbreviated versions of the TM 1 descriptions that pertain to drainage design. 3.3.1 Existing Land Use The predominant existing land use within the project study area is vacant land. Appendix TM3-04 provides photographs taken during field reviews of the project study area land uses and major drainage features. Photos 334 and 580 in particular show undeveloped desert landscape that is typical of the project study area. A few clusters of residential and agriculture use are located between 379th Avenue and 419th Avenue as well as a limited network of two-lane paved roadways and unpaved roadways that corresponds to the same area. Wickenburg Road and Sun Valley Parkway are the only other existing transportation features of note. These paved roadways cross the project study area but the land around these roadways is not developed. 3.3.2 Future Land Use According to Maricopa Association of Governments (MAG) general plan GIS data provided by Public Works of Maricopa County (May 2009), existing vacant land within the study area is anticipated to be converted to primarily residential land use at buildout. Most of the study area land west of 371st Avenue is planned to be single family low density residential use, while the land to the east of 371st Avenue is planned to have higher density residential uses. There are also large areas of retail, office, and industrial land uses at major intersections throughout the study area east of 371st Avenue. These future land use patterns follow the land use plans for the large master planned communities in this region. 3.4 Flooding Hazards 3.4.1 Regulatory Floodplains Floodplain and floodway delineations were based on the Flood Insurance Study, Maricopa County, Arizona and Incorporated Areas, FIS No. 04013CV001A (Federal Emergency Management Agency, 2005). Numerous FEMA floodplains drain through the project study area. The watercourses in the west half of the study area drain south to ultimately discharge to the Gila River. Watercourses in the east half of the study area drain west and southwest to the Hassayampa River, which ultimately drains south to the Gila River. Figure 5 provides a map of the 100-year floodplain areas and also displays the Flood Insurance Rate Map (FIRM) panels containing the effective floodplain mapping. Both FEMA effective and FCDMC (typically pending FEMA approval) floodplain limits are shown on this exhibit. The project study area contains 22 regulatory floodplains. Floodplain encroachment is a consideration for the parkway alternatives, especially when crossing wide floodplains such as the Hassayampa River and Jackrabbit Wash. The Hassayampa River 100-year floodplain is approximately 3,100 feet wide and the Jackrabbit Wash 100-year floodplain is approximately 1,100 feet wide at the Northern Avenue alignment. Crossing these wide 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 14 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 floodplains while minimizing adverse impacts to the surrounding properties will be a challenge. Detailed hydraulic studies will be necessary. The crossings near Coyote Wash also deserve further attention when developing alignment alternatives because two tributaries join Coyote Wash near the Northern Avenue and 387th Avenue intersection. All three washes have regulatory floodplains delineated. Upstream of the confluence at the Northern Avenue alignment, the individual 100-year floodplains are approximately 400 feet, 500 feet, and 600 feet wide. The combined floodplain width is approximately 2,300 feet at the confluence. Significant coordination with FCDMC and FEMA may be required at this location and wherever floodplain encroachments occur. 3.4.2 Geologic Flood Hazards Five flood hazard zones were defined for the area east of the Hassayampa River in Geologic Mapping of Flood Hazards in Arizona: An Example From the White Tank Mountains Area, Maricopa County (1992). Excerpts of the mapping have been reproduced with regulatory floodplains and project boundaries overlaid on the AZGS flood hazard zones in Appendix TM3-05. Most areas within the project study area are classified as the lowest hazard zone, L1, which occur in areas that have not been flooded for at least 10,000 years with entrenched streams. The highest hazard zone, H1, occurs in extensive young deposits with a distributary channel system. Within the project study area, H1 zones typically correspond with the approximate areas delineated by effective floodplains. However, in two cases, the following discrepancies were observed: ƒ ƒ White Tank Wash was mapped as an H1 hazard zone upstream of the Sun Valley Parkway alignment but an L1 hazard area downstream of the Sun Valley Parkway alignment (until the confluence with a tributary); The small tributary that joins the Hassayampa River from the east at the Northern Avenue alignment was mapped as an H1 zone even though it is not a regulatory floodplain. Proposed roadway alignments should avoid H1 flood hazard zones when possible. This designation indicates either an entrenched major drainage or a distributary flow area with potentially high flow velocities. Mitigation measures that include structural improvements built in these areas would likely need to be sized for large capacities and have increased maintenance needs. 3.4.3 Alluvial Fans Active and inactive alluvial fan systems are prevalent in the study area east of the Hassayampa River. These alluvial fans are sloping, fan-shaped landforms created over long periods of time by the deposition of sediment as flows from the White Tank Mountains spread out. The alluvial fans in this area have been studied in detail as part of the Sun Valley Area Drainage Master Plan (SVADMP). The information presented in this section has been taken from the SVADMP Step 3 Recommended Alternative Report, the Hassayampa Sub-Area (Volume 4), and the White Tank Wash Sub-Area (Volume 5) (FCDMC, 2006). Known problems associated with alluvial fan flooding include spatial uncertainty of the flow distribution, lack of containment within the relatively flat 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 15 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 topographic relief laterally across the fan, avulsive movement of defined flow paths, distributary flow, sheet flooding, scour, and landform aggradation. Relatively steep channel slopes between the base of the White Tank Mountains and the incised Hassayampa River can result in high flow velocities with the energy to move significant volumes of sediment and debris during floods. The SVADMP analyzed several alternatives for mitigating the flood hazards of the alluvial fans including structural and non-structural strategies. The result of the alternatives evaluation process was to recommend large in-line detention basins at the apex of each alluvial fan together with downstream corridors protected by levees. The detention basins were designed to outlet 10 percent of the 100-year inflow volume from each alluvial fan. The corridors were designed to act as regional flood control trunk systems and were sized to include local drainage as well as sediment from adjacent watershed areas. Numerous drop structures would be constructed as part of the wash corridors. A conceptual cross-section of the leveed corridor and the location of the recommended flood control improvements are included in Appendix TM3-06. The Northern Parkway alignment will almost certainly cross the drainage corridor associated with alluvial fan #6, also known as White Tank Wash. The location of the apex of each studied alluvial fan is shown in Appendix TM3-06. Volume 5 of the SVADMP stated that the recommended detention basin at the apex of this alluvial fan would have a top area of 17 acres and a volume of 72 acre-feet. The apex of alluvial fan #6 was located approximately 6,700 feet upstream of the Sun Valley Parkway crossing. The wash corridor for approximately one mile downstream of Sun Valley Parkway was designated as natural containment, suggesting that the location of the existing wash in this area may be more stable than in other reaches. This conclusion matches the lower flood hazard noted in the discussion of geologic flood hazard mapping in Section 3.4.2. The recommended drainage corridors associated with alluvial fans #4 and #5 are also within the project study area. As shown in Appendix TM3-06, these corridors enter the study area near the Hassayampa River and can likely be avoided by locating the Northern Parkway alignment near the Northern Avenue alignment or configured with an offsite channel for Northern Parkway. 3.4.4 Scour and Sedimentation Degradation of the Hassayampa River channel bed was not expected to be limited by the development of an armored layer of larger materials according to the Lower Hassayampa Watercourse Master Plan Phase I (FCDMC, 2006). Total scour (not including local scour) was estimated to be 8-10 feet for the 10-year event and greater than 10 feet for the 100-year event. Despite the large amount of sediment that moves through the Hassayampa River system, historical channel slopes have been relatively constant, suggesting that the system is near sediment balance equilibrium. This equilibrium could readily change in the future if sand and gravel mining in the river or other disturbances to the sediment balance occur. Increased pressure to mine the Hassayampa River channel for sand and gravel will increase as development occurs in the area. Sediment issues are expected to be a critical maintenance concern for any Northern Parkway culvert constructed east of Jackrabbit Wash. Very high sediment loads have been associated with Jackrabbit Wash, the Hassayampa River, and the alluvial fans between the 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 16 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 river and the White Tank Mountains. Photo 579 in Appendix TM3-04 shows the typical debris that was found in the Hassayampa River during the field visit. The FCDMC also provided photos of a significant flood event that occurred in January of 2010. One of these photos showing sediment deposition of the Hassayampa River near the Tonopah-Salome Highway has been included in Appendix TM3-07. Water can be seen flowing through the main channel in the background of the photo, and the foreground shows the overbank where slowing flows have deposited approximately six feet of sediment. Alluvial fans are built up from sediment that drops out of flood waters when flows start to spread out at the base of mountains. Therefore, excessive sedimentation can be expected in active alluvial fan areas such as the study area east of the Hassayampa River. The Buckeye/Sun Valley Area Drainage Master Study Volume V-A1: Area 3 Hydrology Report (FCDMC, 2006) noted that the existing culverts under Sun Valley Parkway had reduced capacities due to sedimentation. The culverts were designed for the 100-year event but current conditions indicated that overtopping of Sun Valley Parkway occurred during the 100-year event. Photo 609 in Appendix TM3-04 shows one set of these culverts with a small amount of sediment on the culvert bottoms. 3.4.5 Lateral Erosion Bank erosion from flood events is another critical concern for potential Northern Parkway and Tonopah Parkway infrastructure. Most of the soils in the project study area are composed of sands and non-cohesive materials that water can easily erode. Avulsions can readily occur where some change in the terrain, manmade or natural, causes water to abandon a previously established channel in favor of a new drainage path. Excerpts from the Lower Hassayampa Watercourse Master Plan River Behavior Report (FCDMC, 2006) pertaining to erosion in the Hassayampa River and tributaries have been included in Appendix TM3-08. One of the exhibits in this appendix, titled “Major tributary avulsion locations,” shows the current Jackrabbit Wash channel compared with the previous channel overlaid on an aerial photograph. The current channel is approximately 5,000 feet away from the historical channel. An example of an existing avulsion within the project area is shown in Photos 280 and 281 in Appendix TM3-04: Photo 280 looks downstream at the historical flow path of Old Camp Wash, and Photo 281 looks downstream at the new flow path along the east side of 411th Avenue. Avulsions like this could lead to downstream developed areas or infrastructure receiving unexpected increases in flood flows. Northern Parkway and Tonopah Parkway should minimize changes to existing flow paths as much as possible, and provide adequate structural protection of the roadway at all wash crossing locations. Photos 331 and 341 in Appendix TM3-04 show wash banks in the project area that have been recently eroded into near vertical cut banks. These banks are unstable and may continue to erode during successive flood events until a more resistant soil layer is encountered. Appendix TM3-07 presents photos and a map exhibit showing the extent of bank erosion of the Hassayampa River during the recent January 2010 flood event. As shown in the map exhibit, the three SRP transmission line towers along the Indian School Road alignment were originally built above the banks of the Hassayampa River. The banks of the river eroded approximately 265 feet during this single storm event, exposing the tower footings 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 17 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 as shown in the photos. While this location of the river is downstream of the project study area, it provides a good indication of the extremely erosive nature of the Hassayampa River. The Lower Hassayampa Watercourse Master Plan classified the river as having a naturally braided pattern. The river is subject to extreme rates of lateral erosion during small and large flood events. The active flow channel moves laterally on a frequent basis, except at confluences with major tributaries. The maximum reported change in channel position during a single storm event was 1,300 feet. The Watercourse Master Plan included the delineation of Jackrabbit Wash and Hassayampa River erosion hazard zones to safeguard future development from river bank movement. Existing erosion hazard maps and historical channel locations are shown in Appendix TM3-08. The Buckeye/Sun Valley Area Drainage Master Study (FCDMC, 2006) recommended that grade controls or other erosion protection be considered at outlets of future retention basins. The study also cautioned that smaller, more frequent flow events should be analyzed in addition to the 100-year event to adequately protect downstream washes. This was recommended because future land use changes may have a proportionally greater impact on the runoff response of a smaller, more frequent storm event. Erosion hazard setbacks were also determined for watercourses with existing floodplain delineations. These erosion hazard zones are shown in the “Interim Guidelines for Development Flooding and Erosion Areas” exhibit included at the end of Appendix TM3-08. Wherever possible, care must be taken to locate foundations and structures outside of the erosion hazard zones that have been delineated for the Hassayampa River, Jackrabbit Wash, and the alluvial fan areas. These drainage systems are highly dynamic and have a history of rapidly changing channels. 3.5 Potentially Impacted Existing Drainage Structures 3.5.1 CAP and Tonopah Canals The Central Arizona Project (CAP) canal is located upstream of the project study area. Many of the contributing watershed hydrographs are modified by the CAP due to significant storage along the upstream dikes protecting the canal. Drainages cross the canal at select locations via culverts, overchutes, or siphons. The Northern Parkway and Tonopah Parkway corridors are expected to have no impact on the CAP canal. An existing concrete irrigation canal known as the Tonopah canal extends south from the CAP through the project area along 383rd Avenue. The location of this canal and the CAP canal are shown on Figure 3. The Tonopah canal is owned by the Bureau of Reclamation (USBR) and operated by the Tonopah Irrigation District (TID). The TID boundary is generally located along Northern Avenue to the north, 379th Avenue to the east, TonopahSalome Highway to the south, and 435th Avenue to the west. Within this district boundary, the TID uses the canal to distribute CAP water to farms. A figure showing the boundary of the TID can be found in the companion document, Existing and Future Corridor Features (TM 1). The existing canal is a five-foot deep, concrete-lined trapezoidal ditch with sixinch berms on both sides of the canal. The main canal typically runs approximately parallel to drainage flow paths, but inverted siphons exist where crossing major drainages such as Coyote Wash. The TID staff suggested that Northern Parkway may be able to minimize impacts to the canal by utilizing one of the two existing siphon crossings located north of 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 18 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 the Northern Avenue alignment. Both of these existing siphons are located at washes with regulatory floodplains delineated. Alternately, new canal siphons or a bridge crossing could also be used for Northern Parkway to cross the Tonopah canal. 3.5.2 Sun Valley Parkway The Drainage Report Sun Valley Parkway Phase II (The Adams Group, 1987) and the Drainage Report Sun Valley Parkway Phase III (The Adams Group, 1987) quantified the amount of runoff that would cross the roadway and sized proposed culverts and channels for Sun Valley Parkway. Erosion protection for box culvert outlets consists of grouted riprap aprons with minimum four-foot cutoff walls. The pavement and median drainage was designed for the 10-year storm. Cross drainage structures were designed for the 100-year, 1hour event. Nine cross culverts in Phase II and eight culverts within Phase III fall within the project study area. These culverts are highlighted in the ‘Runoff and Culvert Summary’ excerpts included in Appendix TM3-09-01. As the intent of drainage design for Northern Parkway will be to maintain existing flow patterns to the extent feasible, it is not expected that Northern Parkway will have adverse impacts on the Sun Valley Parkway culverts. However, the Northern Avenue alignment intersects with Sun Valley Parkway within a regulatory floodplain for White Tank Wash. As a result, there may be interaction between the culverts of each project or even opportunities for combined drainage crossings that serve both roadways. 3.5.3 Buckeye Flood Retarding Structure #1 The easternmost watersheds of the project study area drain southwest to the Buckeye Flood Retarding Structure (FRS) #1 located immediately upstream of I-10. This earthen embankment was constructed in 1974 to provide flood protection for the Interstate and downstream properties. The embankment is approximately seven miles long and outlets west into the Hassayampa River. Additional information on the FRS, the hydrology model used to design it, and a map showing the structure and contributing watersheds, are included in Appendix TM3-09-2. Note that the documents in Appendix TM3-09-02 were from the original design of the FRS. The FCDMC is currently completing the final design for rehabilitation of Buckeye FRS #1 and may be developing updated hydrology for the contributing area. The updated design documents should be reviewed when they are made available. However, the intent of drainage design for Northern Parkway will be to maintain existing flow patterns to the extent feasible, therefore Northern Parkway is not expected to have adverse impacts on the Buckeye FRS #1. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 19 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Figure 5 – Regulatory Floodplains 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 20 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 4. EXISTING HYDROLOGY Various hydrologic studies have been completed that together encompass the entire study area. These existing studies were not necessarily performed to the same level of detail. Some studies, typically those intended for planning purposes, focused on broad drainage trends, featuring large subbasins and a limited number of concentration points. On the other hand, studies intended for floodplain delineation purposes typically used small subbasins and a large number of concentration points. To present a consistent level of hydrologic analysis throughout this study, offsite flows were reported at each location where a regulatory 100-year floodplain or a United States Geological Survey (USGS) “blue line” stream crossed the project study corridor centerline. Regulatory floodplains can be FEMA effective floodplains or 100-year floodplains that have been recognized by FCDMC. USGS “blue lines” refer to intermittent and perennial streams that are shown (in blue) on the commonly referenced USGS primary series quadrangle maps. Table 1 presents an overview of the offsite hydrology concentration points examined for this report. The location of each offsite drainage crossing is provided in Figure 6 at the end of this section. Drainage crossings 1-4 are located approximately on the Tonopah Parkway portion of the alignment and crossings 5-23 are located approximately on the Northern Parkway portion of the alignment. Eight named washes exist in the project study area. 4.1 Summary of Hydrology Methods Existing hydrology data for the project study area was extracted for each of the 23 offsite concentration points from the following five studies: ƒ Palo Verde Watershed Zone A Floodplain Delineation Study Technical Data Notebook (FCDMC, 2003); ƒ Hydrologic Study Report for Luke Wash Zone AE Floodplain Delineation Study (FCDMC, 2008); ƒ Jackrabbit Wash Floodplain Delineation Study Technical Data Notebook Hydrology (FCDMC, 1991); ƒ Hydrologic Analysis of the Hassayampa River in Maricopa County, Arizona (FEMA, 1988); and ƒ Buckeye/Sun Valley Area Drainage Master Study Volume V-A1: Area 3 Hydrology Report (FCDMC, 2006). Figure 6 shows the subbasins within each of these watersheds grouped by color. Concentration points in existing studies were used directly if located near the center of the project corridor. If a crossing was not near a published concentration point, the peak flow was calculated as the contributing area weighted portion of the next downstream published value. The methodology used in each existing study is summarized below. The watersheds are discussed from a west to east direction. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 21 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Table 1 – Significant Offsite Drainage Crossings Watercourse Name Nearest Cross Street Regulatory Floodplain USGS "Blue Line" 1 Unnamed Tributary to Winters Wash I-10 Yes No 2 Unnamed Tributary to Winters Wash Missouri Ave Yes Yes 3 Unnamed Tributary to Winters Wash Glendale Ave Yes No 4 Old Camp Wash Northern Ave Yes Yes 5 Unnamed Tributary to Old Camp Wash 403rd Ave Yes No 6 Winters Wash 395th Ave Yes Yes 7 Unnamed Tributary to Coyote Wash 395th Ave Yes Yes 8 Unnamed Tributary to Coyote Wash 387th Ave Yes Yes 9 Coyote Wash 383rd Ave Yes Yes 10 Fourmile Wash 373rd Ave Yes Yes 11 Unnamed Tributary to Fourmile Wash 363rd Ave No Yes 12 Phillips Wash 355th Ave Yes Yes 13 Phillips Wash North Wickenburg Rd Yes Yes 14 T2N‐R5W‐S05E Aguila Rd Yes No 15 T3N‐R5W‐S32E Aguila Rd Yes Yes 16 T2N‐R5W‐S05W Aguila Rd Yes No 17 TWN‐R5W‐S04 unnamed Yes No 18 Jackrabbit Wash unnamed Yes Yes 19 T2N‐R5W‐S2 unnamed Yes Yes 20 Hassayampa River unnamed Yes Yes 21 Unnamed Tributary to Hassayampa River unnamed Yes No 22 White Tank Wash Sun Valley Parkway Yes Yes 23 Unnamed Tributary to White Tank Wash Sun Valley Parkway Yes No Crossing ID 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 22 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 4.1.1 Palo Verde Watershed An area/runoff relationship was developed for the Floodplain Delineation Study to calculate 100-year peak flows for the Palo Verde watershed. Results from two general HEC-1 models were used to generate local regression equations (flow as a function of area) for mountain and valley terrain types. The first model included the entire watershed and was used to develop the mountain area/runoff relationships. The second model included only the valley basins and was used to develop the valley area/runoff relationships. The project study area only comprises what the Palo Verde study considers valley area, so the following equations are applicable: ƒ ƒ For basins < 26 mi2, Q100 (cubic feet per second (cfs)) = 510 * Area (mi2); and For basins > 26 mi2, Q100 (cfs) = 8,060 * Area (mi2). National Oceanic and Atmospheric Administration (NOAA) Atlas rainfall data was used to estimate the design rainfall depth for this study. The Clark Unit Hydrograph method was used for the computation of peak discharges in the preliminary HEC-1 models. These HEC-1 models were not detailed enough to accurately reflect flow splits, so flow splits were estimated manually by comparing downstream channel capacities of the flow paths at each split using normal depth of weir flow equations. Storage was ignored when creating the original HEC-1 models used to develop the area/runoff relationships. To account for storage at the CAP canal, a separate HEC-1 model was developed that included level pool storage routing at the CAP structures. Stage/discharge and stage/storage parameters were estimated from topography and Federal Highway Administration (FHWA) inlet control nomographs. 4.1.2 Luke Wash Watershed The 100-year, 6-hour and 24-hour storm events were modeled for the Luke Wash watershed using HEC-1 software, in conjunction with methods and procedures described by FCDMC. Watershed Modeling System (WMS) software was used to develop the preliminary subbasin boundary delineations. Drainage Design Management System for Windows (DDMSW) software was utilized to prepare the input parameters for the HEC-1 models. ArcGIS was applied to transfer databases available from FCDMC to prepare parameters for modeling purposes. NOAA 14 rainfall data was used to estimate the design rainfall depth for this study. FCDMC 6-hour local storm distributions for the 6-hour model and the SCS Type II precipitation distribution for the 24-hour model were used for HEC-1 rainfall distributions. The Green and Ampt Method was utilized for the estimation of rainfall losses. The SGraph method was used for the development of unit hydrographs. Normal depth channel routing methodology was utilized in the hydrologic model to route surface runoff through subbasins. An eight-point composite channel cross-section was developed to represent typical wash cross-section conveyance using 2-foot contour mapping. The longitudinal slopes were estimated based on general existing wash slopes, and Manning’s “n” values were based on field reconnaissance estimates. Surface runoff from the subbasins has the potential to concentrate at more than one point. It was assumed that the concentration point was located at the hydrologic low point of the 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 23 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 subbasin. A potential split flow from Jackrabbit Wash was identified on one of the study washes. A rating curve was developed using the HEC-RAS models for Jackrabbit Wash to determine the diverted flow. This diverted flow hydrograph was coded into the 100-year, 24-hour HEC-1 model. There was no split flow for the 100-year, 6-hour storm model (FCDMC, 2008). 4.1.3 Jackrabbit Wash Watershed HEC-1 version 4.0 software as implemented by Dodson & Associates was used to calculate runoff for the 100-year, 6-hour and 100-year, 24-hour events. Rainfall distributions for the 6-hour storm were taken from the FCDMC Hydrology Manual. SCS Type II rainfall distribution was used for the 24-hour storm. Subbasin boundaries were delineated to use an average subbasin size of five square miles upstream of the CAP canal and an average subbasin size of three square miles downstream of the CAP. Boundaries were also added to allow the computation of peak discharges at major county road crossings and confluences of major washes. Rainfall losses were estimated using the Green & Ampt infiltration equation. The S-Graph method was found to be the most appropriate method developing unit hydrographs. Hydrograph routing was performed with normal depth channel routing. Actual crosssections were measured in the field for approximately 50 percent of the routing reaches, and were used to develop typical sections for the remaining reaches. A split flow estimate for Coyote Wash was calculated by modeling both downstream branches with HEC-2 software to generate stage-discharge curves. Where water ponds against the CAP canal, reservoir routing was performed using the Modified Puls Method. Stage versus discharge curves for CAP structures were calculated by using the Hydraulics of Culvert Waterways computer software. 4.1.4 Hassayampa River Peak discharges at three existing stream gage locations were calculated using a Log-Pearson Type III statistical analysis of each site’s gage records. Northern Parkway is upstream of gage station 95170 (Arlington) and downstream of gage station 95165 (Morristown), which had 22 and 30 years of recorded data, respectively. The study recommended using a 100year peak discharge of 74,100 cfs at the Arlington gage station and 61,600 cfs at the Morristown gage station. The magnitude of the 100-year flood peak of Jackrabbit Wash at the confluence with the Hassayampa River was estimated from a HEC-1 analysis. This model used a 24-hour storm duration with SCS Type II rainfall distribution, SCS dimensionless unit hydrograph, and SCS curve number method. The HEC-1 analysis produced a 100-year peak discharge of 28,338 cfs for Jackrabbit Wash at the Hassayampa River. This peak discharge was used in a simplified triangular hydrograph for the Jackrabbit Wash hydrograph. Field investigations were utilized to determine typical channel reaches for Jackrabbit Wash and the Hassayampa River, and Manning’s equation was used to calculate travel times for the respective hydrographs. When the hydrographs were combined, the estimated point contribution of Jackrabbit Wash to the 100-year Hassayampa River peak was 15,600 cfs. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 24 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 The original published discharge (FEMA, 1988) nearest the project study area was the Hassayampa River upstream of Jackrabbit Wash with a 100-year peak of 59,400 cfs. Flow rates for locations between the reference stations described previously were calculated by separately calculating the Jackrabbit Wash point contribution and uniformly attenuating the flow. 4.1.5 Buckeye/Sun Valley Watershed This watershed was subdivided into multiple general areas with similar characteristics. Area 3 comprised the area that drained south to the Buckeye Flood Retarding Structures near I10. Detailed hydrology was developed with a modified HEC-1 computer program embedded in WMS software for nine existing conditions storm events ranging from the 10year, 6-hour storm to the 100-year, 10-day storm. NOAA 2 rainfall data was used to estimate the design rainfall depth for this study. Rainfall distributions for the 6-hour storm were taken from the FCDMC Hydrology Manual. SCS Type II precipitation distributions were used for 24-hour models. The Green and Ampt Method was utilized for the estimation of rainfall losses. The S-Graph method was used for the development of unit hydrographs. Normal depth channel routing methodology was used to route runoff through subbasins. An eight-point composite channel cross-section was obtained from field surveys to represent typical wash cross-section conveyance. Some routing channels were expanded if they were incapable of conveying the 100-year peak discharge. Flow diversions due to Sun Valley Parkway were assumed to be negligible because the roadway was typically lower than subbasin boundaries. Area 4 comprised the area that directly drained west to the Hassayampa River. The Area Drainage Master Study did not use detailed hydrologic or hydraulic methods for Area 4; instead a summary of existing evaluations was performed. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 25 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Figure 6 – Offsite Hydrology Workmap 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 26 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 4.2 Offsite Hydrology Results Detailed hydrologic analysis was not performed as part of this study. The existing peak 100-year flows for each major wash crossing of the project study area are listed in Table 2. The wash information presented previously is also included to provide a comprehensive summary of the offsite hydrology at each crossing. Table 2 indicates if the peak flow was taken directly from an existing study or if the discharge was calculated as a contributing area weighted portion of a published value. The concentration point or subbasin identification and storm duration used in each existing study are also presented. Excerpts from the original source documents of each respective hydrologic study are included in Appendix TM3-10. The two largest watercourses within the study area are Jackrabbit Wash (Crossing 18) and the Hassayampa River (Crossing 20). The peak flows presented for these large crossings in Table 2 reflect the effective FEMA discharges, but it should be noted that these values have been the subject of significant debate. A limited record of stream gage measurements were available when the peak flows were calculated for FEMA in 1988 and new statistical analyses continue to be performed as more gage data becomes available. An analysis completed for the FCDMC as part of the Lower Hassayampa Watercourse Master Plan Hydrology Report in 2005 presented peak discharges that were much lower than the effective peak discharges. For instance, the Hassayampa River 100-year flow immediately upstream of the Jackrabbit Wash confluence was calculated as 40,000 cfs. The 100-year flow presented in the original 1988 FEMA report was 59,400 cfs, and the most recent FEMA effective flow is 55,980 cfs at this location. The USGS is also conducting a statistical analysis of their Hassayampa River gage records and should present results later in 2010. However, despite the varying results it is unlikely that FCDMC and FEMA will adopt different regulatory flows for these reaches in the near future. The recommended design flows for Jackrabbit Wash and the Hassayampa are the FEMA effective flows shown in Table 2. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 27 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Table 2 – Offsite Hydrology Results Crossing ID Watercourse Name Nearest Cross Street Drainage Area Regulatory Floodplain USGS "Blue Line" Calculation Method Existing Study Name Existing Study ID Storm Duration (mi2) Peak 100Year Flow (cfs) 1 Unnamed Tributary to Winters Wash I-10 0.4 Yes No published value Palo Verde FDS C48-03 24-Hour 210 2 Unnamed Tributary to Winters Wash Missouri Ave 5.2 Yes Yes published value Palo Verde FDS C54-09 24-Hour 2,650 3 Unnamed Tributary to Winters Wash Glendale Ave 2.1 Yes No published value Palo Verde FDS C69-09 24-Hour 1,050 4 Old Camp Wash Northern Ave 0.7 Yes Yes published value Palo Verde FDS C75-03 24-Hour 360 5 Unnamed Tributary to Old Camp Wash 403rd Ave 0.8 Yes No published value Palo Verde FDS C78-12 24-Hour 390 6 Winters Wash 395th Ave 1.6 Yes Yes published value Palo Verde FDS C66-33 24-Hour 810 7 Unnamed Tributary to Coyote Wash 395th Ave 1.0 Yes Yes published value Palo Verde FDS D06-09 24-Hour 490 8 Unnamed Tributary to Coyote Wash 387th Ave 6.0 Yes Yes published value Palo Verde FDS D09-06 24-Hour 3,040 9 Coyote Wash 383rd Ave 10.2 Yes Yes published value Palo Verde FDS D21-06 24-Hour 5,190 10 Fourmile Wash 373rd Ave 5.2 Yes Yes published value Palo Verde FDS D45-24 24-Hour 2,660 11 Unnamed Tributary to Fourmile Wash 363rd Ave 0.2 No Yes partial area pro-rate Palo Verde FDS D57E 24-Hour 103 12 Phillips Wash 355th Ave 0.7 Yes Yes published value Luke Wash FDS C44e 6-Hour 683 13 Phillips Wash North Wickenburg Rd 3.0 Yes Yes published value Luke Wash FDS C46g 6-Hour 1,591 14 T2N‐R5W‐S05E Aguila Rd 0.2 Yes No partial area pro-rate Luke Wash FDS 88a 6-Hour 174 15 T3N‐R5W‐S32E Aguila Rd 0.9 Yes Yes published value Luke Wash FDS C83k 6-Hour 1,031 16 T2N‐R5W‐S05W Aguila Rd 0.3 Yes No published value Luke Wash FDS 89b 6-Hour 389 17 TWN‐R5W‐S04 unnamed 0.4 Yes No partial area pro-rate Jackrabbit Wash FDS 15D 24-Hour 181 18 Jackrabbit Wash unnamed 367.4 Yes Yes published value Flood Insurance Study 04013CV001A Below Star Wash 24-Hour 33,409 19 T2N‐R5W‐S2 unnamed 2.2 Yes Yes published value Jackrabbit Wash FDS 17A 24-Hour 1,570 20 Hassayampa River unnamed 975.4 Yes Yes published value Flood Insurance Study 04013CV001A Just above confluence with Jackrabbit Wash n/a 59,400 21 Unnamed Tributary to Hassayampa River unnamed 8.3 Yes No partial area pro-rate Buckeye/Sun Valley ADMS C4R 24-Hour 3,073 22 White Tank Wash Sun Valley Parkway 1.4 Yes Yes published value Buckeye/Sun Valley ADMS E3RB 6-Hour 1,053 23 Unnamed Tributary to White Tank Wash Sun Valley Parkway 0.4 Yes No partial area pro-rate Buckeye/Sun Valley ADMS E2C 6-Hour 347 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 28 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 5. SUMMARY AND CONCLUSIONS The purpose of TM 3 is to describe the existing drainage conditions and patterns, including peak flows, for the project study area. The findings of this memorandum can help determine the best alignment for the proposed Northern Parkway and Tonopah Parkway. Drainage structures and features in and around the project study area have been identified and should be considered during the design of the future parkways. Peak flows reported in this memorandum have been compiled for planning purposes only. Discharges should be evaluated based on FCDMC drainage criteria during final design of the parkways. The impacts of crossing the numerous washes discussed in this memorandum should be considered when developing and evaluating potential parkway alignment alternatives. Alignment considerations will need to include the drainage structures, such as bridges and box culverts, that may be necessary to convey flood flows under the proposed parkways, particularly at the Hassayampa River and Jackrabbit Wash. While an effort can be made to align the proposed Northern Parkway to cross the Hassayampa River and Jackrabbit Wash at narrower floodplain locations, the selection of crossing locations should also take into account the dynamic nature of these watercourses and the significant potential for lateral migration of the channel. Floodplain impacts and the potential need for detailed floodway studies should also be considered. The design of proposed drainage structures along the Northern Parkway alignment will need to take into account the active and inactive alluvial fan systems east of the Hassayampa River, especially the area designated as alluvial fan #6, also known as White Tank Wash. The uncertainty of flow distribution, distributary flow and potential for avulsions must be considered in future hydrologic analyses of these alluvial fans. Design of Northern Parkway should also consider the recommended FCDMC drainage corridors associated with alluvial fans # 4 and #5, which are in the project study area. Sedimentation must be taken into account when designing the proposed drainage structures; this is a particular concern for structures between Jackrabbit Wash and the White Tank Mountains due to the very high sediment loads. Adequate erosion control as well as correct sizing and placement of structures to minimize sediment deposition will be necessary for the proposed drainage structures to convey flows properly throughout the service life of these structures. In addition, maintaining existing drainage patterns and sediment transport capacities will reduce maintenance costs and minimize the potential for causing erosion problems downstream of the project. The proposed Northern Parkway and Tonopah Parkway may cause incremental increases in ponding and inundation in adjacent properties. The watershed is mostly undeveloped desert, but there are a few residential, industrial, and agricultural developments in the area. Increased inundation and ponding on developed land should be avoided where feasible, and coordination with FCDMC and FEMA may be required. Care should be taken not to adversely affect the functions of the Tonopah Canal and the existing culverts along Sun Valley Parkway during the drainage design for the parkways. In summary, the most critical drainage issue to be considered during the alignment alternatives analysis is the location of crossings at the Hassayampa River and Jackrabbit Wash as well as at other major washes. The selection of these crossing locations will need to consider the cost of the structures, hydraulic impacts upstream and downstream, lateral migration, and scour. The impact of the existing alluvial fans and corresponding drainage corridors on the proposed alignment are another important consideration. The two overarching goals of drainage design for the Northern Parkway and Tonopah parkway are to minimize the impacts of proposed roadways on existing drainage patters, and minimize the impacts of drainage on parkway alignments. 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report 29 Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 APPENDIX TM3-01 DATA COLLECTION SUMMARY 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Summary Table of Documents Reviewed - Kimley-Horn and Associates AZGS = Arizona Geological Survey ADOT = Arizona Department of Transportation ADWR = Arizona Department of Water Resources FCDMC = Flood Control District of Maricopa County FEMA = Federal Emergency Management Agency KHA = Kimley-Horn and Associates MAG = Maricopa Associated Governments MC - Maricopa County MCDOT - Maricopa County Department of Transportation LIBRARY KHA Title No. 1 2010 Update - Regional Tranportation Plan 2 3 4 5 6 7 8 A Compilation of Geomorphic and Hydrologic Reports on the Jackrabiit Wash Flood, October 2000, Maricopa County, Arizona Northern Parkway/Tonopah Parkway Corridor Feasibility Study Data Collection Summary ITEM Description Author Discipline Source Jul 2010 MAG Jun 2002 FCDMC pdf BML Drainage ADWR Jul 2009 ADWR pdf BML Water ADWR Mar 2009 ADWR CD BML Water Coe & Van Loo Consultants Oct 2006 FCDMC pdf BML Drainage JE Fuller May 2003 FCDMC pdf BML Drainage JE Fuller Apr 2003 FCDMC pdf BML Drainage JE Fuller Dec 2003 FCDMC pdf BML Drainage transportation improvement planning info MAG 3 reports: Landsat flood detection, geomorphic assessment, and flood reconstruction. Primarily looks at Jackrabbit Wash upstream of confluence AZGS with Star Wash (north of NP study area) so is not esp. pertinent. Active Land Subsidence Areas in Arizona Based map showing active subsidence areas on ADWR InSAR Data Shapefiles: recharge points, industry points, ADWR GIS Data CD-ROM depth to water and water level elev (Phoenix AMA only), irrigation polygons, hardrock Approximate Flood Hazard Assessment for White determines flood hazard delineation for alluvial Tank Fans Alluvial Fan Site 37A (East of Sun fan. Fan 37 is just south of NP study area and Valley Parkway) Town of Buckeye, Arizona ends at Sun Valley Pkwy Technical Data Notebook Approximate Zone A Floodplain Delineation 2 volumes in TDN. North of NP study area so not Study of Watershed "OO" Coyote Wash and esp. pertinent. Tributaries 6 volumes in TDN TDN, report in vol 1 and exhibits in Approximate Zone A Floodplain Delineation vol 4-6. only 2 tributaries at southern end of this Study of Watershed "OO" Hassayampa River study impact the NP (Inset 46B and 46C in Tributaries & Lower Jackrabbit Wash Tributaries maps). Approximate Zone A Floodplain Delineation Zone A delineation study, not esp. pertinent to NP Study of Watershed "OO" Upper Jackrabbit because is upstream of study area Wash and Tributaries TRACKING Format/ Collected File Type By pdf BCP Date Transportation 9 Arizona Parkway Intersection/Interchange AZ parkway intersection ROW information Operational Analysis and Design Concepts Study Wilson & Company Aug 2009 MCDOT PDF MLG Transportation 10 Arizona Parkway Intersection/Interchange report with R/W requirements, traffic volumes, Operational Analysis and Design Concepts Study intersection layouts Wilson & Company Aug 2009 MCDOT pdf MLG Transportation 11 Arizona Parkway Projected Travel Volumes and Laneage/Interchange Needs Jun 2009 MAG pdf/GIS on CD MLG Transportation 12 As-Built Report Buckeye Site 1 Drain Maricopa County, Arizona Mar 1981 FCDMC pdf BML Drainage Projected build-out traffic volumes for Hassayampa and Hidden Valley Framework Wilson & Company areas with laneage and interchange needs on parkways; GIS shapefiles as-built inspection report for 4.5 miles of 17.5' deep embankment drain trench for Buckeye FRS ERTEC, Inc. #1, includes plans at end of document KHA Project No. 091337127 K:\PHX_Systems\091337127 - MCDOT Northern Parkway\Data Collection\Data Collection Summary.xls 1 of 7 Summary Table of Documents Reviewed - Kimley-Horn and Associates AZGS = Arizona Geological Survey ADOT = Arizona Department of Transportation ADWR = Arizona Department of Water Resources FCDMC = Flood Control District of Maricopa County FEMA = Federal Emergency Management Agency KHA = Kimley-Horn and Associates MAG = Maricopa Associated Governments MC - Maricopa County MCDOT - Maricopa County Department of Transportation LIBRARY KHA No. ITEM Title 13 Buckeye Area Drainage Master Plan Recommended Design Report 14 Buckeye Area Flood Delineation Study Hydrology Report 15 16 Northern Parkway/Tonopah Parkway Corridor Feasibility Study Data Collection Summary Buckeye/Sun Valley Area Drainage Master Study Volume I: Master Document Summary Buckeye/Sun Valley Area Drainage Master Study Volume V-A1: Area 3 Hydrology Report Description describes various plan components to manage runoff. Study area is south of I-10 so not esp. pertinent to NP. FEMA report to estimate 100-yr peak flows for floodplain delineation. Study area is south of I-10 so not esp. pertinent to NP. overview of the project and the four areas included. References the other eight volumes description of hydrologic methods and results for Area 3 maps showing groundwater conditions in the Hassayampa Sub-basin of the Phoenix Active Management Area maps showing groundwater conditions in the Phoenix Active Management Area maps showing groundwater conditions in the Phoenix Active Management Area AZ parkway ROW requirements, intersection layout Geologic Map of the Buckeye NW 7.5' Quadrangle, Maricopa County, Arizona Geologic Map of the Wintersburg 7.5' Quadrangle, Maricopa County, Arizona 1:100,000 digital map of OFR93-18, in jpg and shp formats 17 D.W.R. Hydrologic Map Series Report No. 10 18 D.W.R. Hydrologic Map Series Report No. 27 19 D.W.R. Hydrologic Map Series Report No. 35 20 Design Guideline Recommendations for the Arizona Parkway 21 DGM-37 22 DGM-47 23 DI-05: Geologic Data for the Phoenix South 30' x 60' Quadrangle 24 Draft Environmental Impact Statement Allocation brief history of Tonopah Irrigation District and its of Water Supply and Long-Term Contract CAP water allocation Execution Central Arizona Project Appendix L 25 Drainage Design Report for Sun Valley Parkway Drainage Enhancement 26 documentation for interceptor channel collector ditch, wagner wash outlet protection, detention basin ditch/inlets, and baffle block design. Not esp. pertinent since all of these drainage improvements are north of the NP study area. written in response to damage from August 1988 storm event: discusses storm frequency analysis, design approach, channel bank protection, Drainage Enhancements for Sun Valley Parkway Wagner Wash outlet protection, drop structure damage, roadside channel enhancements, interceptor channel damage. KHA Project No. 091337127 K:\PHX_Systems\091337127 - MCDOT Northern Parkway\Data Collection\Data Collection Summary.xls Author TRACKING Format/ Collected File Type By Discipline Date Source Dibble Engineering Jun 2009 FCDMC pdf BML Drainage McLaughlin Kmetty Engineers Jul 1992 FCDMC pdf BML Drainage PBS&J Jun 2006 FCDMC pdf AOM Drainage PBS&J Jan 2006 FCDMC pdf AOM Drainage ADWR 1982 ADWR pdf BML Water ADWR 1992 ADWR pdf BML Water ADWR Nov 2002Feb 2003 ADWR pdf BML Water DMJM Harris; AECOM Aug 2008 MCDOT PDF MLG Transportation AZGS Nov 2004 AZGS CD BML Geology AZGS Mar 2006 AZGS CD BML Geology AZGS Mar 2006 AZGS CD BML Geology USBR Jun 2000 USBR pdf BML Water Collar, Williams & White Engineering Dec 1988 FCDMC pdf BML Drainage Collar, Williams & White Engineering Oct 1988 FCDMC pdf BML Drainage 2 of 7 Summary Table of Documents Reviewed - Kimley-Horn and Associates AZGS = Arizona Geological Survey ADOT = Arizona Department of Transportation ADWR = Arizona Department of Water Resources FCDMC = Flood Control District of Maricopa County FEMA = Federal Emergency Management Agency KHA = Kimley-Horn and Associates MAG = Maricopa Associated Governments MC - Maricopa County MCDOT - Maricopa County Department of Transportation LIBRARY KHA No. Northern Parkway/Tonopah Parkway Corridor Feasibility Study Data Collection Summary ITEM Title Description Author Date Source TRACKING Format/ Collected File Type By Discipline 27 Drainage Report Sun Valley Parkway Phase II (Station 410+00 - 1023+95) quantifies runoff that crosses roadway and sizes Collar, Williams & culverts/channels. Phase II starts at Northern Ave alignment and extends north/east to Phase I. White Engineering Drainage area map at end of document. Apr 1987 FCDMC pdf BML Drainage 28 Drainage Report Sun Valley Parkway Phase III (291st Avenue from I-10 to Northern Avenue) quantifies runoff that crosses roadway and sizes culverts/channels. Pdf is missing drainage area map. Apr 1987 FCDMC pdf BML Drainage 29 Earth Fissure Map of Maricopa County, Arizona mapping of earth fissures 30 Enhanced Parkway Study Final Report 31 32 33 34 35 36 37 AZ parkway intersection ROW information preliminary assessment for retrofitting Buckeye Executive Summary Existing Flood Control FRS 1,2,3 (and other projects outside NP study Facilities Landscape Aesthetics and Multiple-Use area) for enhanced recreational/aesthetic Opportunities Assessment opportunities FIS No. 04013CV001A: description of general Flood Insurance Study Maricopa County, Arizona flooding issues in county, effective discharges, and Incorporated Area and flood profiles FY 2011-2015 2011 2015 Transportation Improvement programmed transportation improvements Program Geologic Map of the Flatiron Mountain 7.5’ DGM-46. mapped surface and bedrock units with Quadrangle, Maricopa County, Arizona descriptions DGM-38. mapped surface and bedrock units, Geologic Map of the Wagner Wash Well 7.5’ also includes separate report document with Quadrangle, Maricopa County, Arizona descriptions OFR 91-10: outlines methods used to map Geologic Mapping of Flood Hazards in Arizona: alluvial surfaces of different ages, then converted An Example From the White Tank Mountains to five flood-hazards zones. Includes four Area, Maricopa County 24"x36" plates. GIS and Volume Data GIS Data, buildout traffic volumes 38 GIS shapefiles from FCDMC 39 GWSI Database CD-ROM 40 GWSI Hydrograph Site ID 333146112560801 41 Hassayampa Basin Gravity Survey drainage, floodplain, railroad, wilderness, jurisdictions, community features, subdivisions, road features, 10-ft contours, aerials Collar, Williams & White Engineering AZGS Dec 2009 AZGS pdf BML Geology Morrison Maierle Aug 2007 MCDOT PDF MLG Transportation Carter Burgess Feb 2001 FCDMC pdf BML Drainage FEMA Sep 2005 KHA pdf BML Drainage MAG Jul 2010 MAG pdf BCP Transportation AZGS Mar 2006 AZGS pdf BML Geology AZGS Nov 2004 AZGS pdf BML Geology AZGS Mar 1992 AZGS hardcopy BML Geology Wilson & Company Jun 2009 MAG CD BCP Transportation FCDMC May 2009 FCDMC GIS on CD ES ALL Jul 2009 ADWR CD BML Water Access database of Groundwater Site Inventory: well ownership, historic water levels, construction ADWR data, etc. historical groundwater levels at 411th Ave and ADWR Bethany Home Rd shows points for depth to bedrock study ADWR KHA Project No. 091337127 K:\PHX_Systems\091337127 - MCDOT Northern Parkway\Data Collection\Data Collection Summary.xls Dec 2009 ADWR pdf BML Water unknown ADWR pdf BML Water 3 of 7 Summary Table of Documents Reviewed - Kimley-Horn and Associates AZGS = Arizona Geological Survey ADOT = Arizona Department of Transportation ADWR = Arizona Department of Water Resources FCDMC = Flood Control District of Maricopa County FEMA = Federal Emergency Management Agency KHA = Kimley-Horn and Associates MAG = Maricopa Associated Governments MC - Maricopa County MCDOT - Maricopa County Department of Transportation LIBRARY KHA No. 42 43 44 ITEM Title FEMA report to estimate 100-yr peak flows for floodplain delineation (reach is Wickenburg to Gila River) Hydrologic Study Report for Luke Wash Zone AE Contains only the hydrology documentation Floodplain Delineation Study (Section 4) of a larger study Hydrologic Analysis of the Hassayampa River in Maricopa County, Arizona Hydrologic/Hydraulic Design Analysis of Proposed Sun Valley Parkway Crossing of the Buckeye Watershed Structure 46 Interstate 10/Hassayampa Valley Transportation Framework Study Final Report and Executive Summary 48 49 50 51 52 53 54 55 56 57 58 59 Description Author Jackrabbit Wash Floodplain Delineation Study Contract Amendment Number One: Hydrologic Model Sensitivity Analysis Jackrabbit Wash Floodplain Delineation Study Technical Data Notebook Hydrology Lower Hassayampa Watercourse Master Plan Phase I Luke Wash Watershed FDS Luke Wash Watershed Zone AE Floodplain Delineation Study Technical Data Notebook Maricopa County Drainage Policies and Standards Maricopa County Major Streets and Routes Plan Street Classification Atlas Maricopa County Regional Trail System Plan Maricopa County Transportation System Plan Maricopa County Zoning Ordinance Maricopa County Zoning Ordinance National Engineering Handbook Part 630 Hydrology Open-File Report 91-8 summary of the analysis of the proposed improved interchange on the Buckeye FRS #1. south of the NP study area so not esp. pertinent. TRACKING Format/ Collected File Type By Discipline Date Source Aug 1997 FCDMC pdf BML Drainage Cella Barr Associates May 1988 FCDMC pdf BML Drainage Wood, Patel & Associates Sep 2008 KHA pdf BML Drainage Collar, Williams & White Engineering Aug 1987 FCDMC pdf BML Drainage DMJM Harris; AECOM Jul 2008 bqaz.org/ pdf/GIS on MAG CD MLG Transportation Burgess & Niple Jul 1991 FCDMC pdf BML Drainage Burgess & Niple May 1991 FCDMC pdf BML Drainage Hassayampa River Planning and Design Analysis investigation of bank erosion next to CAP (and CH2MHill Report concept designs) -- not esp. pertinent to NP study 45 47 Northern Parkway/Tonopah Parkway Corridor Feasibility Study Data Collection Summary overview, existing and future conditions, evaluation framework, travel demand forecasting, alternatives, implementation, funding; GIS shapefiles supplement to FDS analyzing accuracy/sensitivity of HEC-1 parameters. Also includes FCDMC comments comments. 2 books. FEMA report to estimate 100-yr peak flows for floodplain delineation seven technical reports intended to develop guidance for managing the river floodplain map of Floodplain Delineation Study boundary 4 volumes. Report, survey field notes, supporting documentation, and exhibits. FCDMC Apr 2006 FCDMC pdf AOM Drainage FCDMC Wood, Patel & Associates unknown FCDMC jpg BML Drainage Mar 2009 FCDMC pdf BML Drainage drainage guidelines MC Jan 2007 KHA pdf BML Drainage road classifications MC Sep 2004 MC pdf BCP Transportation description of plans for regional trail facilities road conditions, road planning info zoning ordinance zoning ordinance descriptions and codes MC MC MC Maricopa County Aug 2004 Feb 2007 Jun 2010 Jul 2009 MC MC MC MC pdf pdf pdf pdf BCP BCP BCP MLG Planning Transportation Planning Planning Chapter 7 Hydrologic Soil Groups NRCS May 2007 NRCS pdf BML Drainage Surficial Geology Around the White Tank Mountains, Central Arizona AZGS Nov 1991 KHA hardcopy BML Geology KHA Project No. 091337127 K:\PHX_Systems\091337127 - MCDOT Northern Parkway\Data Collection\Data Collection Summary.xls 4 of 7 Summary Table of Documents Reviewed - Kimley-Horn and Associates AZGS = Arizona Geological Survey ADOT = Arizona Department of Transportation ADWR = Arizona Department of Water Resources FCDMC = Flood Control District of Maricopa County FEMA = Federal Emergency Management Agency KHA = Kimley-Horn and Associates MAG = Maricopa Associated Governments MC - Maricopa County MCDOT - Maricopa County Department of Transportation LIBRARY KHA No. Northern Parkway/Tonopah Parkway Corridor Feasibility Study Data Collection Summary ITEM Title Description Author 60 Palo Verde Watershed Zone A Floodplain Delineation Study Technical Data Notebook 61 Phase I Report Project Calculations Hydrologic Analysis Buckeye Floodwater Retarding Structures #1, #2, and #3 62 Phoenix Active Management Area 63 Preliminary Geologic Maps of the Eastern Big Horn and Belmont Mountains, West-Central Arizona 64 Preliminary Investigation Report for Tonopah Watershed Maricopa County, Arizona 65 Preliminary Master Drainage Report for Sun Valley Maricopa County, Arizona 66 Proposed Development: Belmont 67 Proposed Development: Douglas Ranch 7 volumes. Hydrology, hydraulics, and floodplain delineation for approx. 400 miles of washes; Area Entellus C and Area D cover western portion of NP study area. precipitation calcs, PMP storm distributions, HEC1 input parameters, capacity data and reservoir Dames & Moore routing documentation maps shows major infrastructure and ADWR grandfathered water rights OFR 85-14. mapped surface and bedrock units with descriptions. Mapped area is north of NP AZGS project area. high level overview of various problems and proposed drainage projects, contains useful USDA SCS exhibits at end of documents very preliminary (no specifics) drainage report for 28,000 ac master planned community north and Collar, Williams & west of White Tank Mtns, has useful exhibits at White Engineering end of document proposed site map showing development Hadley Design boundaries and primary features, vicinity map Group showing other developments in area conceptual land use and framework plans Greey Pickett 68 Proposed Development: Mirielle conceptual land use plan 69 Proposed Development: Montiere 70 Proposed Development: Sun Valley South 71 72 73 74 Proposed Development: Sun Valley Villages III and IV Roadway Design Manual Solicitation/Specifications Main Canal and Laterals Tonopah Irrigation District, Arizona Central Arizona Project Statewide Rail Framework Study proposed site map showing development boundaries and uses conceptual land use plan with boundaries; KHA traffic impact analysis TRACKING Format/ Collected File Type By Discipline Date Source May 2003 FCDMC pdf BML Drainage Jan 1990 FCDMC pdf BML Drainage Sep 2003 ADWR pdf BML Water Nov 1985 AZGS hardcopy BML Geology Jul 1974 FCDMC pdf BML Drainage May 1986 FCDMC pdf BML Drainage Nov 2007 MC pdf MLG Planning Jul 2008 MC Communi ties Southwes t pdf MLG Planning pdf BCP Planning WRG Design Oct 2007 David Evans May 2006 MC pdf MLG Planning CMX; KHA May 2006 MC; KHA pdf MLG Planning conceptual land use plan with boundaries Carter Burgess Jul 2008 MC pdf MLG Planning guidelines for standard roadway design Vol 2 of 2 (DRAWINGS) -- contains construction plans and soil boring for major canal that runs along 383rd Ave alignment 2050 Vision plan with maps MCDOT Apr 2004 KHA pdf BML Transportation Franzoy Corey Engineering Feb 1985 FCDMC pdf BML Drainage BQAZ Aug 2009 BQAZ pdf MLG Transportation KHA Project No. 091337127 K:\PHX_Systems\091337127 - MCDOT Northern Parkway\Data Collection\Data Collection Summary.xls 5 of 7 Summary Table of Documents Reviewed - Kimley-Horn and Associates AZGS = Arizona Geological Survey ADOT = Arizona Department of Transportation ADWR = Arizona Department of Water Resources FCDMC = Flood Control District of Maricopa County FEMA = Federal Emergency Management Agency KHA = Kimley-Horn and Associates MAG = Maricopa Associated Governments MC - Maricopa County MCDOT - Maricopa County Department of Transportation LIBRARY KHA No. Northern Parkway/Tonopah Parkway Corridor Feasibility Study Data Collection Summary ITEM Title Description Author TRACKING Format/ Collected File Type By Discipline Date Source Aug 2006 FCDMC pdf BML Drainage Dec 2006 FCDMC pdf BML Drainage Logan Simpson Design Jan 2007 FCDMC pdf BML Landscape Architecture JE Fuller Aug 2006 FCDMC pdf BML Drainage JE Fuller Sep 2006 FCDMC pdf BML Drainage provides updated hydrology for Area 4 of ADMS -downstream end of this area impacts the NP JE Fuller study. describes federal, state, and local ordinances that guide development, also includes inventory of EDAW proposed developments 75 Sun Valley Area Drainage Master Plan Area 4 Hydrology Technical Data Notebook 76 Sun Valley Area Drainage Master Plan Planning and Regulatory Coordination 77 Sun Valley Area Drainage Master Plan Scenery Multiuse Data Collection and Analysis 78 outlines preliminary alternatives for flood Sun Valley Area Drainage Master Plan Step 1 protection alternatives. Hassayampa and White Alternatives Formulation and Preliminary Analysis Tank Wash sub-areas apply to NP study. 79 Sun Valley Area Drainage Master Plan Step 2 Proposed Alternatives Report 80 Sun Valley Area Drainage Master Plan Step 3 Recommended Alternative Report JE Fuller Dec 2006 FCDMC pdf BML Drainage 81 Sun Valley Area Drainage Master Plan Technical delineates 100-year floodplain for alluvial fan Data Notebook Approximate Zone A Floodplain near NP alignment. Also includes lengthy section JE Fuller on geomorphic methods. Delineation Study of White Tank Fan 6 Nov 2006 FCDMC pdf BML Drainage JE Fuller Nov 2006 FCDMC pdf BML Drainage JE Fuller Sep 2006 FCDMC pdf BML Geology Parsons Dec 2006 MC pdf BCP Transportation/ Planning FCDMC unknown FCDMC pdf BML Drainage 82 83 84 85 assessed scenic/recreational resources and provides alternatives evaluation 7 volumes. Vol 1 provides overview of ADMP process, and Volumes 4 and 5 contain the specific alternatives for the NP study area. 7 volumes. Vol 1 provides overview of ADMP process, and Volumes 4 and 5 contain the specific alternatives for the NP study area area. delineates 100-year floodplain for alluvial fans Sun Valley Area Drainage Master Plan Technical between White Tank Mtns and Hassayampa Data Notebook Approximate Zone A Floodplain River. Also includes lengthy section on Delineation Study of White Tank Fans 4 & 5 geomorphic methods. Sun Valley Area Drainage Master Plan Technical Data Notebook: Approximate Zone A Floodplain compilation of AZGS geologic reports/maps, Delineation Study of White Tank Piedmont NRCS soil surveys, and sediment yield analysis Appendix G Sun Valley Parkway Access Control and Corridor study for reference on right of way and utilities Improvement Study contains various documentation regarding the damage from the Aug 1988 storm, Greiner reviews of CWW drainage reports, variance from Sun Valley Parkway Correspondence standard drainage design criteria -- valuable lessons on building a roadway in this alluvial fan area KHA Project No. 091337127 K:\PHX_Systems\091337127 - MCDOT Northern Parkway\Data Collection\Data Collection Summary.xls 6 of 7 Summary Table of Documents Reviewed - Kimley-Horn and Associates AZGS = Arizona Geological Survey ADOT = Arizona Department of Transportation ADWR = Arizona Department of Water Resources FCDMC = Flood Control District of Maricopa County FEMA = Federal Emergency Management Agency KHA = Kimley-Horn and Associates MAG = Maricopa Associated Governments MC - Maricopa County MCDOT - Maricopa County Department of Transportation LIBRARY KHA No. ITEM Title 86 Sun Valley Parkway North FIS Hydrology Report 87 SW Maricopa County Linkage Designs and Conservation Priorities 88 The Use of Multi-spectral Remote Sensing Imagery For Geomorphic Mapping and Determination of Flood Prone Areas on Piedmonts in Maricopa County, AZ: An Example From a Portion of the Jackrabbit Wash Watershed 89 Tonopah/Arlington Area Plan 90 Town of Buckeye Draft Transportation Master Plan 91 Town of Buckeye General Plan Figures 92 Town of Buckeye GIS Data 93 94 Northern Parkway/Tonopah Parkway Corridor Feasibility Study Data Collection Summary Description Author land use, zoning, transportation classifications, environmental information exhibits showing planned road, trail, and transit networks land use, circulation, environmental conditions, growth area land use use, floodway transitional areas areas, master planned communities land use and zoning GIS data Mar 1991 FCDMC pdf BML Drainage Jul 2009 KHA pdf/GIS in email MLG Environmental JE Fuller Feb 2002 FCDMC pdf BML Drainage MC Sep 2000 MC pdf MLG Transportation/ Planning Town of Buckeye Dec 2009 Buckeye pdf BCP Planning Partners for Strategic Action May 2008 Buckeye pdf MLG Planning Town of Buckeye Aug 2010 Buckeye GIS in email BCP Planning May 2009 Buckeye pdf MLG Planning Mar 2010 ADWR pdf BML Water Town of Buckeye Zoning and Annexation History zoning and annexation history Town of Buckeye Figures Uplift in the Vicinity of the Tonopah Recharge map showing ground uplift from 2006 to 2010 due ADWR to recharge plume Facility KHA Project No. 091337127 K:\PHX_Systems\091337127 - MCDOT Northern Parkway\Data Collection\Data Collection Summary.xls Discipline Source hydrologic analysis to determine peak 100-yr flows to study area north of White Tank Mtns -A-N West, Inc. note that this is northeast of NP study area so will not be reviewed further comment letter from AGFD, wildlife linkage Arizona Game and designs, conservation priorities, environmental Fish Department features and constraints report explores using LANDSAT imagery to determine floodprone areas -- not esp. pertinent to NP study, only uses NE portion of Jackrabbit Wash watershed as an illustrative example TRACKING Format/ Collected File Type By Date 7 of 7 APPENDIX TM3-02 EXISTING GEOLOGIC MAPPING 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Arizona Geological Survey DGM-46 (Flatiron Mountain) Geologic Map of the Flatiron Mountain 7.5' Quadrangle, Maricopa County, Arizona Surficial Units 8K 8PK 55 8J 8K 43 5XG 8K 8K 8PK 8K 8J 8PK 8K 8J 8K 5M 5XG 50 5XG 8J 5XG 53 5M 5M  5M  5M  5M  5M 5M  5]J 5]J 5M  5M 5SV 5M  5M 5]G 5M 5M 5]  5]J 5]  5] 5SV 5]J H 5M  5M  5M  5] 5]  Qy c 5M 5M  5M  5]  5M  8KQ 5]  74 5XG 5]  5XG 85 5M 5M 8J 9 5M  8PK 50 5M  26 sq mi Mountain Equation HEC-1 Data Mountain A Basin Area (sq mi) HEC-1 Data Valley a Table D.2C: Flow Calculations Palo Verde Watershed Zone A Floodplain Delineation Study FCD Project No. 2000C021 Basin ID No. Concentration Point TZN-#mSlSE DIVERSION IN MAIN WASH DIVERSION TO T2KR7WS15W C45B C45-06 Glendale Ave. and 435th Ave. (EAST BRANCH) C45-06 Giendale Ave and 435th Ave. ONESTBRANCH) C45B C45A C45-06 -C45-03 Glendale Ave. and 435th Ave. Bethany Home Rd and 427th Ave. WASH 08 C96 C96-03 .nN-RmS26E T2N-RWS15W,T2N-RNV-S15E Wash T2M7WS26W IN MAIN WASH Location Area Equation Rounded [sqmls] 0 449 fcfs] 229 [cfq 230 33% 0 148 76 80 67% 0.301 0 960 153 489 150 490 Camelback Rd and 419th Ave 0 755 385 390 C39-12 Bethany Home Rd and 427th Ave. 2 358 1202 1200 C36-12 Bethany Home Rd and 427th Ave. 35% 0 825 421 420 65% 1 533 2156 2 382 782 1100 1215 780 1100 1220 (WEST BRANCH) (EAST BRANCH) ~ N - R ~ W - S ~ S W T2N-R7W-S15W,T2N-R7W-S15E,C39B,C39A , T ~ N - C39-09 N C39-06 V C39-03 R S Bethany Home Rd and 427th Ave ~Camelback ~ E Rd. , and C 419th ~ Ave. ~ B Interstate 10 and 41 1th Ave. ~ T2N-RIWS26W DIV-T2N-R7WS26E DIV-T2N-R7WS26E,C36B DIV-T2N-R7WS26E,C36B,WASH 08 DIV-T2N-RNV-S26E,C36B,WASH08,C36A C36-12 C36-09 C36-06 C36-03 Bethany Home Rd. and 427th Ave. Camelback Rd and 419th Ave. Cameiback Rd and 419th Ave Interstate 10 and 41 9th Ave. 0 825 1 056 1811 1 923 421 539 924 98 1 420 540 920 980 NO WASH C48 C48-03 interstate 10 and 41Ith Ave. 0 416 212 210 TZN-RmS25W C51 C51-03 Interstate 10 and 41 1th Ave 0 383 196 200 NO WASH Cl04 C104-03 Northern Ave and 427th Ave 0 202 103 100 WASH 30 C102 ClO2-03 Glendale Ave and 419th Ave 0 727 371 370 TZN-R'IWSIO c6OB CBOB,C104 CGOB.Cl04,WASH 30 C60B,C104,WASH 30,C60A C60-15 C60-12 C60-06 C60-03 Northern Ave and 427th Ave Northern Ave and 427th Ave Glendale Ave and 419th Ave. Bethany Home Rd and 419th Ave 0 245 0 447 1 174 2 039 125 228 599 1040 130 230 600 1040 TZN-RW2SE -~M@#*OUT~OW W E WE,C54D C54E,C54D,T2N-RW-S10 WE,C54D,T2N-RW-S1 O,C54C C54E,C54D,T2N-R7W-SlO,C54C,C54B C54E,C!XD,T2N-R7W-SlO,C54C,C54B,C54A C54-21 C54-18 C54-15 C54-12 C54-09 C54-03 FROM FLUME #4 OUTFLOW Glendale Ave. and 427th Ave. Bethany Home Rd. and 419th Ave. Bethany Home Rd and 419th Ave. Camelback Rd. and 41 1th Ave. Camelback Rd. and 41 1th Ave. Interstate 10 and 403rd Ave. 0.800 1.485 1985 4 025 4.684 5.202 5 677 408 757 1013 2053 2389 2653 2895 410 760 1010 2050 2390 2650 2900 WASH 10 C98B C98B,C98A C98-06 C98-03 Bethany Home Rd and 41 7th Ave. Camelback Rd and 41 7th Ave 0 848 1.796 433 916 430 920 TZN-R6WS30W C57B C57B,WASH 10 C57-09 C57-06 Camelback Rd and 41 7th Ave. Camelback Rd. and 41 1th Ave. 0 266 2 063 136 1052 140 1050 % - * : %e ,;,"-S T . *@;"k$, =&P%%*A; ?O - , , * - a Table D.2C: Flow Calculations Palo Verde Watershed Zone A Floodplain Delineation Study FCD Project No. 2000C021 a Table D.2 ,ow Calculations Palo Verde Watershed Zone A Floodplain Delineation Study FCD Project No. 2000C021 Basin ID No. Concentration Point WASH 29 D29 D29-03 Interstate 10 and 397th Ave NO WASH D91 D91-03 T2N-R6WS22 D48B D48B,Basln D91 D48B,Basln D91 D48A T2N-R6W-SO2 Wash Location Area Equation Rounded [sqmls] 1 190 [cfs] 607 [cfsl 610 Glendale Ave and 379th Ave 0 267 136 140 D48-06 D48-03 048-03 Glendale Ave and 379th Ave Glendale Ave. and 379th Ave. Camelback Rd and 379th Ave 0 754 1.022 1 998 385 521 1019 390 520 1020 D51D D51D,D51C D51D,D51C,D51B D51D,D51C,D51B,D51A D51-12 D51-09 D51-06 D51-03 Ol~veAve and 363rd Ave Ol~veAve and 363rd Ave Northern Ave and 371st Ave Northern Ave and 371st Ave 0 302 0 821 1 822 2 152 154 419 929 1098 150 420 930 1100 T3N-R6WS27S D54B D54B,D54A D54-06 D54-03 Peor~aAve and 363rd Ave Ol~veAve and 371st Ave 0 824 1417 420 723 420 720 T I N-R6W-20E DlVERstoN ,BASIN 111 FROM FLUME #10 OUTFLOW 3 040 1550 1550 BASIN D451 (WEST BRANCH) (SOUTHWEST BRANCH) D451 DlVERSt0N WASH 25 DIVERs'oN IN MAIN WASH (NORTHWEST BRANCH) (SOUTHWEST BRANCH) D451,D45H D451,D45H,T3N-R6W-S27S D451,D45H,T3N-R6W-S27S,D45G D451,D45H,T3N-R6W-S27S,D45G,T2N-R6W-S02 D451,D45H,T3N-R6W-S27S,D45G,T2N-R6W-S02,D45F D451,D45H,T3N-R6W-S27S,D45G,T2N-R6W-S02,D45F,D45E D451,D45H,T3N-R6W-S27S,D45G,T2N-R6W-S02.D45F,D45E7D45D D451,D45H,T3N-R6W-S27S,D45G,T2N-R6W-S02,D45F,D45E,D45D,D45C D451,D45H,T3N-R6W-S27S,D45G,T2N-R6W-S02,D45F,D45E,D45D,D45C,T2N-R6 W-S22 D451,D45H,T3N-R6W-S27S,D45G,T2N-R6W-S02,D45F,D45E,D45D,D45C,T2N-R6 W-S22,D45B Dlll-05 FLUME #10 EXIT 60% 1 824 930 930 D45-39 D45-39 FLUME #10 EXIT Cactus Rd and 363rd Ave 40% 1 216 1 308 620 667 620 670 D21-16 Cactus Rd and 363rd Ave 35% 0 458 233 230 D45-36 D45-33 D45-30 D45-27 D45-24 D45-21 D45-18 D45-15 D45-12 Cactus Rd and 363rd Ave Ol~veAve and 371st Ave Ol~veAve and 371st Ave Northern Ave and 371st Ave Northern Ave and 3719 Ave Glendale Ave and 3719 Ave Bethany Home Rd and 379th Ave Bethany Home Rd and 379th Ave Camelback Rd and 379th Ave 65% 0 850 1 508 2 925 3 070 5 222 5 619 6 505 7 107 7 434 433 769 1492 1566 2663 2866 3317 3624 3791 430 770 1490 1570 2660 2870 3320 3620 3790 045-09 Camelback Rd and 379th Ave 9 432 4810 4810 D45-06 lnd~anSchool Rd and 379th Ave 9 698 4946 4950~ Interstate 10 and 379th Ave 9 877 5037 5040 lnd~anSchool Rd and 395th Ave 0 090 46 50 0 059 30 30 D451,D45H,T3N-R6W-S27S,D45G,T2N-R6W-S02,D45F,D45E7D45D,D45C,T2N-R6 D45-03 W-S22,D45B,D45A NO WASH BASIN DOlA D78 (SOUTH BRANCH) 078-03 lndlan School Rd and 395th Ave 66% a Table D.2L ,ow Calculations Palo Verde Watershed Zone A Floodplain Delineation Study FCD Project No. 2000C021 Wash BASIN DO1B Basin ID No. Concentration Point (EAST BRANCH) Location Indian School Rd. and 395th Ave. 34% Area Equation Rounded [sqrnls] [cfs] [cfsl 0.031 16 20 0.031 12.740 12.800 12.915 16 6498 6528 6587 20 6500 6530 6590 0.774 395 400 T2N-R6WS32N DIV1-BASIN D78 DIV1-BASIN D78,DOl B,DIV-T1N-R6W-S18 DIV1-BASIN D78,DOl B,DIV-T1N-R6W-S18.DIV2-BASIN D78 DIVI-BASIN D78,DOlB,DIV-TlN-R6W-S18,DIV2-BASIN D78,DOlA D01-06 D01-06 D01-03 D01-03 Indian School Rd. and 395th Ave. Indian School Rd. and 395th Ave. Indian School Rd. and 395th Ave. Interstate 10 and 395th Ave. WASH 24 D96 D96-03 Glendale Ave. and 395th Ave. D96-03 Glendale Ave. and 395th Ave. 28% 0.217 110 110 C66-24 Glendale Ave. and 395th Ave. 72% 0.557 284 280 T2N-R6W-S05S T1S-R6W-S29E (EAST BRANCH) (SOUTH BRANCH-AREA C) NO WASH D94 D94-03 Glendale Ave. and 387th Ave. 0.062 32 30 NO WASH D l 19 D l 19-03 Peoria Ave. and 395th Ave. 0.179 91 90 T3N-R6WS29 Dl19 D119,D12 D l 19-03 D12-03 Peoria Ave, and 395th Ave. Olive Ave. and 387th Ave. 0.179 0.833 91 425 90 430 T3N-R6W-S33 D18B D18B,D18A D l 8-06 D l 8-03 Olive Ave. and 387th Ave. Olive Ave. aqd 387th Ave. 0.965 1.415 492 722 490 720 T3N-R6W-S21 FROM FLUME #9 OUTFLOW D27 D27-03 Peoria Ave. and 387th Ave. 0.100 0.708 51 361 50 360 D15-15 Peoria Ave. and 387th Ave. 84% 0.595 303 300 024-12 Peoria Ave. and 387th Ave. 16% 0.113 58 60 D15-15 D15-12 D15-09 D15-06 D15-03 Peoria Ave. and 387th Ave. Olive Ave. and 387th Ave. Olive Ave. and 387th Ave. Northern Ave. and 387th Ave. Northern Ave. and 387th Ave. 0.595 0.888 2.303 2.972 3.272 303 453 1175 1516 1669 300 450 1180 1520 1670 T2N-R6W-S05N J3N-R6W-S27W T2N-R6W-S05N (WEST BRANCH) (EAST BRANCH) DIV-T3N-R6W-S21 DIV-T3N-R6W-S21,Dl 5C DIV-T3N-R6W-S21 ,Dl 5C,T3N-R6W-S33 DIV-T3N-R6W-S21,Dl 5C,T3N-R6W-S33,D15B DIV-T3N-R6W-S21 ,D15C,T3N-R6W-S33,D15B,D15A Flume 9 b Table D.2 ,ow Calculations Palo Verde Watershed Zone A Floodplain Delineation Study FCD Project No. 2000C021 Basin ID No. Point EST BRANCH T3N-R6W-S21E NO WASH DIV-T3N-R6W-S21,D24B,D114, BOX CULVERT #3,T3N-R6W-S27E,D24A D24-03 Ol~veAve. and 379th Ave. 4.898 2498 2500 FROM BOX CULVERT #3 OUTFLOW (Add in at D24-09) D l 14 D l 14, D24B (FROM T3N-R6W-S27W) D24-09 D24-09 Peoria Ave. and 379th Ave. Peoria Ave. and 379th Ave. 4.150 4.199 4.600 21 17 2141 2346 2120 2140 2350 FROM BOX CULVERT #2 OUTFLOW DIV-TI N-R6W-S20E (Cpt D l 11-05), CULVERT #2, D l 1I D l 11-03 Cactus Rd. and 363rd Ave. 0.687 2.572 350 1312 350, 1310 D21-18 Cactus Rd and 363rd Ave 60% 1 543 787 790 D21-15 Peor~aAve. and 371st Ave. 40% 1.029 525 530 DlVERS10N T2N-R6W-S05E DlVERs1oN WASH 25 (NORTHWEST BRANCH) WASH 25 DIV-T1N-R6W-S20E DIV-TIN-R6W-S20E,DIV-BASIN D l 11 D21-16 D21-16 Cactus Rd. and 363rd Ave Cactus Rd. and 363rd Ave. 0.458 1.486 233 758 230 760 T2N-R6WS05E DIV-Bas~nD l 11 FROM TWO CMP'S OUTFLOW DIV-Basin D l 11,D21F DIV-Bas~nD l 11,D21F,D21E DIV-Bas~nD l 11,D21F,D21E,WASH 25 DIV-Bas~nD l 11,D21 F,D21E,WASH 25,D21 D DIV-Bas~nD l 11,D21F,D21E,WASH 25,D21D,DIV-T3N-R6W-S27E DIV-Basin D l 11,D21 F,D21E,WASH 25,D21D,DIV-T3N-R6W-S27E,T3N-R6W-S27W D l 11-03 D21-18 D21-18 D21-15 D21-15 D21-12 D21-12 D21-09 Cactus Rd. and 363rd Ave. 15 4 3 1.625 2.000 2 734 4.220 4.602 4.695 9.593 787 829 1020 1394 2152 2347 2395 4893 790 830 1020 1390 2150 2350 2400 4890 (SOUTHWEST BRANCH) Peoria Ave. and 371st Ave. Peor~aAve. and 371st Ave. Peor~aAve. and 371st Ave. Ol~veAve. and 379th Ave. Ol~veAve. and 379th Ave. Olive Ave. and 379th Ave. 4 Table D.2L (ow Calculations Palo Verde Watershed Zone A Floodplain Delineation Study FCD Project No. 2000C021 Wash Basin ID No. Concentration Point Location Area [sqmls] DIV-Basin D l 11,D21F,D21E,WASH 25,D21D,DIV-T3N-R6W-S27E,T3N-R6W-S27W, D21C D21-07 DIV-Basin D l 11,D21F,D21 E,WASH 25,D21D,DIV-T3N-R6W-S27E,T3N-R6W-S27W, D21C,D21B D21-06 DIV-Basin D l 11,D21F,D21E,WASH 25,D21 D,DIV-T3N-R6W-S27E,T3N-R6W-S27W, D21C,D21B,D21A D21-03 TIN-R6W-S18 BASIN DOlB DIVERsloN MAIN WASH T2N-R6W-S05E,T2N-R6W-S05W D03-27 T2N-R6W-S05E,T2N-R6W-S05W,D03G D03-24 D03-21 T2N-R6W-S05E,T2N-R6W-S05W,D03G,D94,T2N-R6W-SO5S T2N-R6W-S05E,T2N-R6W-S05W,D03G,D94,T2N-R6W-S05S,D03F D03-18 T2N-R6W-S05E,T2N-R6W-S05W,D03G,D94,T2N-R6W-SO5S,DO3F,DO3E D03-15 T2N-R6W-S05E,T2N-R6W-S05W,D03G,D94,T2N-R6W-SO5S,DO3F,DO3E,DO3D D03-12 T2N-R6W-S05E,T2N-R6W-S05W,D03G,D94,T2N-R6W-SO5S,DO3F,DO3E,DO3D,DO3 C D03-09 (WEST BRANCH) [cfs] [cfs] Northern Ave. and 387th Ave. 10.121 5162 5160- Northern Ave. and 387th Ave. 10.167 5185 5190- Northern Ave. and 387th Ave. 10.259 5232 5230- Northern Ave. and 387th Ave. Northern Ave. and 387th Ave. Northern Ave. and 387th Ave. Bethany Home Rd. and 395th Ave. Bethany Home Rd. and 395th Ave. Camelback Rd. and 395th Ave. 16.247 16.397 18.719 19.730 20.234 21.216 8286 8363 9547 10063 10319 10820 82908360. 9550. 10060. 10320 10820. Indian School Rd. and 395th Ave. 21.507 10969 10970 Indian School Rd. and 395th Ave. 58% 12.474 6362 6360. Indian School Rd. and 395th Ave. 42% 9.033 4607 4610. Indian School Rd. and 395th Ave. 9.177 4681 4680. Interstate 10 and 387th Ave. 9.310 4748 4750, (EAST BRANCH) T2N-R6W-S05E,T2N-R6W-S05W,D03G,D94,T2N-R6W-S05S,D03F,D03E,D03D,D03 C,D03B D03-06 T2N-R6W-S05E,T2N-R6W-S05W ,D03G,D94,T2N-R6W-SO5S,DO3F7DO3E,D03D,DO3 C,D03B,D03A D03-03 T2N-R6W-S27 Equation Rounded DIV-T1S-R6W-S27 DIV-T1S-R6W-S27,D72 D72-03 Camelback Rd. and 363rd Ave. Thomas Rd.and 371st Ave. 0.209 0.740 107 377 110. 380 NO WASH Dl17 D l 17-03 Camelback Rd. and 371st Ave. 0.363 185 190 WASH 26 D26 D26-06 Bethany Home Rd. and 363rd Ave. 0.991 505 510 DlVERs1oN IN MAIN WASH (WEST BRANCH) WASH 27 Bethany Home Rd. and 363rd Ave. 70% 0.694 354 350 Bethany Home Rd. and 363rd Ave. Bethany Home Rd. and 371st Ave. 1 30% 0.297 0.836 152 426 150 430 Bethany Home Rd. and 371st Ave. 0.297 152 150 D57-15 D57-12 D57-11 D57-09 D57-07 Glendale Ave. and 371st Ave. Bethany Home Rd. and 371st Ave. Bethany Home Rd. and 371st Ave. Camelback Rd. and 371st Ave. Camelback Rd. and 371st Ave. 0.550 0.977 1.812 2.023 2.385 280 498 924 1032 1217 280 500 920 1030 1220 D57-07 Camelback Rd. and 371st Ave. 0.716 365 370 (EAST BRANCH) D26,D121 WASH 27 DIV-WASH 26 T2N-R6W-S28 D57E D57E,D57D D57E,D57D,WASH 26 D57E,D57D,WASH 26,D57C D57E,D57D,WASH 26,D57C,D117 (WEST BRANCH) IN MAIN WASH r D121-03 30% APPENDIX TM3-10-2 EXISTING HYDROLOGY RESULTS EXCERPTS FROM LUKE WASH FDS 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Evaluation ofManninn's n-Value on Peak Flows The selection of Manning's "n" values impacts both hydrologic and hydraulic modeling results. In order to evaluate the impact of Manning's n-value on the peak flows, a sensitivity analysis was conducted by reducing the n-values from 0.005 to 0.01 for the channel routing operations in the HEC-1 model for both shallow-and-wide and welldefined wash cases. The modeling results were listed in Appendix D6 which shows that the n-value reduction has more significant impact on the peak flows for shallow-and-wide washes than well-defined washes. 4.5 Final Results 4.5.1 Hydrologic Analysis Results Eight HEC-1 hydrologic models were developed for four (4) scenarios (without dike, with both dikes, with 1-10 only, and with UPRR only); and two (2) storm durations (100-year, 24-hour, and 100-year, 6-hour). Peak flows from all of the 8 models are summarized in Table 4.3 on the following pages. The maximum flow at each of the concentration points and the representative model that produces the 0 maximum flow is identified. Note that if the maximum flow is generated by more than one model the selection order is as follows: 24-hour model first, then without dike model, and finally, with both dikes. The maximum peak flows for the 100-year storm are also shown in Exhibit A6. The output files for all of the HEC-1 models are presented in the Appendix D7. The HEC-1 model names are summarized below: Condition 100-year, 24-hour 100-year, 6-hour No Dike EC24NODK.DAT EC06NODK.DAT With Dike (1-10 & UPRR) EC24DIKE.DAT EC06DIKE.DAT With 1-10 Dike EC24IlO.DAT EC06110.DAT With UPRR Dike EC24UPRR.DAT EC06UPRR.DAT The electronic files for the HEC-1 models are provided on the CD in Exhibit A7 (inside front cover). WOODIPATEL 17 Hydrologic Study Report for Luke Wash Watershed FDS Contract No. FCD 2007C020 Table 4.3 Peak Flow Summary Table (continued) WOODIPATEL 19 Hydrologic Study Report for ~ u k &sh e waiersl;ed Contract No. FCD 2007C020 FDS Table 4.3 Peak Flow Summary Table (continued) I I Hydrologic Modeling Peak Flow Summary WOODIPATEL 22 Hydrologic Study Report for Luke Wash Watershed FDS Contract No. FCD 2007C020 APPENDIX TM3-10-3 EXISTING HYDROLOGY RESULTS EXCERPTS FROM JACKRABBIT WASH FDS 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 a 3.5 Final Results 3.5.1 General The results of this study are summarized in Tables F-1 through F-4. Evaluation of the results indicate that peak flow rates for the major concentration points on Jackrabbit Wash and Star Wash result from the 100-year 24-hour duration storm. The 6-hour duration storm typically produced higher peaks on the smaller portions of the watershed. Therefore, care must be taken in selecting a peak discharge at any particular point of interest. The HEC-1 output files for both the 6-hour and 24-hour storms are included as a part of this report. Both of these printouts reflect use of channel transmission losses. A separate run was done for the 100-year 24-hour storm which did not include channel losses. The results of the analyses are included in Table F-3 for comparison. 3.5.2 Discussion of Results The results for both storms are lower in magnitude than was anticipated. The peak discharges at critical points in the watershed have a yield, in cubic feet per second per square mile (cfslsm), lower than has been seen for similar watersheds using different modeling methodology. An example would be to examine the results for concentration point 38. The 100-year 6-hour model yielded a peak discharge of 7,500 cfs at this location, which is the Jackrabbit Wash crossing of the CAP canal. The watershed area at this point is 319 square miles. Refer to Sheet 3 of Exhibit "C". The USBR developed a peak discharge of 25,500 cfs for a 100-year 6-hour storm at this same location. However, the 6-hour model often yielded higher peaks than the 24-hour model for smaller watersheds. The lower 6-hour peaks for the larger watersheds is due to the use of the Queen Creek precipition aerial reduction curve and the higher precipitation losses resultant from the use of the Green & Ampt loss equation. The 100-year 24-hour peak discharge of 33,200 cfs at the above mentioned location is much more reasonable. This peak also falls within the Log Pearson I11 analysis statistical envelope for representative washes in Maricopa County, contained herein as Figure 2. 10310-R February 25, 1991 Page 3-65 The final results are summarized in Tables F-1 through F-4. Table F-1 for instance, contains a summary of peak discharges at key locations in the watershed. These peaks are arranged alphabetically by wash name, in an upstream to downstream secondary order. The HEC-1 identifier is the name used on the exhibit maps and the HEC-1 input files to pin point the type of HEC-1 operation and the location on the watershed. The following is a descriptive list of the nomenclature used throughout all tables in the report, and in the HEC-1 computer models: HEC-1Computer Model Nomenclature HEC-1 Identifier 10310-R Dcorriptioo 6A Hydrograph identifier for sub-bcsim 6A. Refers to subbasin A in major basin 6. C44 Hydrograph identifier for concentration p i n t 44. More thm one hydrograph has been combined at this location. Point 44 is a physical location on the watershed which is labeled on Exhibit "C". CP44E The resultant hydrograph at concentration p i n t 44 was split using the HEC-1 diversion operation, This defmes the hydrograph diverted to the East Fork of Coyote Wash. C38I Hydrograph identifier for concentration p i n t 38. The "I" symbolizes lhis is an inflow hydrogrsph to a rerervoir mute operation. C84.1 Hydrograph identifier for concentration p i n t 84. The "I" symbolizea this ia an intermediate hydrograph for a wash immediately upstream of C84. This hydrograph will be combined with one or more intermediate hydrographs to pmduoe hydrograph C84. C850 Hydmgraph identifier at concentration point 85. The "0" symbolizes this is an outflow hydrograph from a reservoir route. R36-37 Hydrograph resultant from a normal depth channel mute from concentration p i n t 36 downstream to concentration point 37. DT9IE The hydrograph from sub-basin 91 was split using the HEC-I diversion operation. This defmes the hydrograph diverted to the East Pondig Area. BC460 The outflow hydrograph from the reservoir route at concentration p i n t 46 has been written to disk in the Tape 21 file using an HEC-I BI operation. The hydmgrsph bas been recalled from disk for continued use in the HEC-1 model. February 25, 1991 Page 3-66 SECTlON 3.5.3 TABLE F-1 Summary o f Peak Discharges A t Key Locations On The Watershed F i l e = 10310Fl.WQl 17-Feb-91 Table F-1, Page 1 SECTION 3.5.3: FINAL RESULTS TABLE F-3B 100-YEAR 24-HOUR RESULTS I N NUMERIC ORDER BY TYPE Peak Peak Time Discharge Discharge Drainage W/O Losses W/ Losses To Peak HEC-1 Area (cfs) Identifier (cfs) (cfs) (sq m i ) 14A 148 15A 158 15C 150 16A 17A 18A 188 18C 18D 18E 18F 186 18H 181 18J 18K 18L 18M 18N 180 18P 18Q 18R 18s 18T 19A 19B C2 F i l e = 10310F3B.WQl 134 42 1903 1517 817 1364 1080 1570 117 1662 1526 2518 2930 859 1713 2413 2198 1992 898 2119 1131 1655 877 1206 1248 1447 1327 269 78 829 8964 134 42 1903 1517 817 1364 1080 1570 117 1662 1526 2518 2930 859 1713 2413 2198 1992 898 2119 1131 1655 877 1206 1248 1447 1327 269 78 829 8963 12.00 12.00 12.33 12.42 12.17 12.50 12.42 12.50 12.08 12.33 12.50 12.58 12.50 12.17 12.50 12.25 12.42 12.33 12.08 12.25 12.58 12.67 12.25 12.42 12.25 12.75 12.25 12.08 12.00 12.08 12.50 17-Feb-91 0.1 0.0 3.6 2.1 1.8 2.9 1.9 2.2 0.3 1.8 1.9 3.6 3.8 0.8 2.0 2.6 2.6 2.4 0.8 2.4 1.5 2.4 0.9 1.4 1.1 2.2 1.4 0.4 0.1 0.8 12.4 Discharge W/O Losses (cfsfsm) Discharge W/ Losses (cfsfsm) 1489 1400 530 729 446 475 557 724 468 918 803 699 765 1074 844 917 855 848 1123 883 754 690 974 887 1104 667 983 690 1300 1077 723 1489 1400 530 729 446 475 557 724 468 918 803 699 765 1074 844 917 855 848 1123 883 754 690 974 887 1104 667 983 690 1300 1077 723 Table F-38, Page 4 APPENDIX TM3-10-4 EXISTING HYDROLOGY RESULTS EXCERPTS FROM BUCKEYE/SUN VALLEY ADMS 091337127, 2010-004, TT005 Technical Memorandum 3 Conceptual Drainage Report Maricopa County Department of Transportation Northern Parkway/Tonopah Parkway CFS November 2010 Buckeye/Sun Valley ADMS – Area 3 Technical Data Notebook Table 4-3 Hydrologic Responses for Various Storm Events (Peak Discharge and Time to Peak – Existing Condition) 10-YR 6-HR Station A A1 A2A A2B A3 B B1 B2 B2RB B3 B3R C C1 C2 C3 C3R C4 C4R E E1 E2A E2B E2C E3 E3RB E4 E4RA E4RB E5 E5R E6 E6R F1 F2 F3 F3R G1 H1 H2 10-YR 24-HR 100-YR 6-HR Unit Unit Area Peak Tp Discharge Peak Tp Discharge Peak [mi2] [cfs] [hr] [cfs/mi2] [cfs] [hr] [cfs/mi2] [cfs] 4.91 313 4.9 64 734 12.9 149 1,578 1.11 515 4.3 464 490 12.3 441 1,193 0.48 192 4.8 400 135 12.8 281 422 1.18 343 4.7 291 341 12.7 289 919 3.73 397 4.9 106 738 12.9 198 1,673 4.62 337 6.8 73 488 14.8 106 1,146 0.6 241 4.6 402 178 12.6 297 523 0.44 161 4.7 366 108 12.7 245 361 2.19 581 4.7 265 720 12.7 329 1,644 1.99 370 4.8 186 451 12.8 227 1,142 2.64 513 4.9 194 720 12.9 273 1,719 10.69 772 6.3 72 1,341 14.0 125 2,831 3.64 965 4.8 265 1,154 12.8 317 2,185 1.86 360 4.8 194 442 12.8 238 1,130 3.79 358 5.3 94 602 13.2 159 1,411 5.51 859 5.3 156 1,197 13.2 217 2,494 1.4 521 4.6 372 522 12.6 373 1,308 9.29 766 6.3 82 1,339 14.0 144 2,832 31.24 543 9.3 17 1,967 16.4 63 3,535 0.96 385 4.5 401 349 12.5 364 894 0.8 290 4.8 363 243 12.8 304 680 0.47 207 4.7 440 151 12.6 321 450 0.72 278 4.7 386 224 12.7 311 658 2.49 354 5.1 142 460 13.1 185 1,149 1.42 387 4.9 273 380 12.9 268 1,053 3.04 232 5.5 76 378 13.4 124 923 5.42 414 6.3 76 746 14.0 138 1,978 6.05 761 5.2 126 1,303 13.1 215 2,569 1.31 251 4.9 192 259 12.9 198 713 16.98 594 7.1 35 1,652 14.8 97 3,330 2.04 408 4.8 200 491 12.8 241 1,228 29.2 551 8.7 19 2,019 15.9 69 3,596 3.1 702 4.8 226 882 12.8 285 1,773 2.21 466 4.8 211 579 12.8 262 1,306 0.74 176 4.8 238 137 12.8 185 454 5.31 815 4.8 153 1,357 12.8 256 2,573 1.12 358 4.7 320 346 12.7 309 927 1.07 141 4.8 132 134 12.8 125 497 1.4 136 5.3 97 153 13.3 109 446 24 100-YR 24-HR Unit Unit Tp Discharge Peak Tp Discharge [hr] [cfs/mi2] [cfs] [hr] [cfs/mi2] 4.9 321 1,858 12.9 378 4.3 1,075 1,104 12.3 995 4.7 879 325 12.7 677 4.7 779 824 12.6 698 4.9 449 1,855 12.9 497 6.3 248 1,333 14.2 289 4.6 872 416 12.6 693 4.7 820 277 12.7 630 4.6 751 1,704 12.6 778 4.8 574 1,104 12.8 555 4.8 651 1,835 12.8 695 5.7 265 3,502 13.6 328 4.8 600 2,307 12.8 634 4.8 608 1,105 12.7 594 5.2 372 1,507 13.2 398 5.1 453 2,721 13.1 494 4.5 934 1,211 12.5 865 5.8 305 3,437 13.7 370 8.3 113 5,760 16.0 184 4.5 931 790 12.5 823 4.7 850 572 12.7 715 4.6 957 352 12.6 749 4.6 914 541 12.6 751 5.1 461 1,130 13.0 454 4.8 742 958 12.8 675 5.4 304 966 13.4 318 5.7 365 2,205 13.6 407 5.1 425 3,032 13.1 501 4.9 544 645 12.9 492 6.7 196 4,827 14.6 284 4.8 602 1,194 12.8 585 7.8 123 5,888 15.6 202 4.8 572 1,868 12.8 603 4.8 591 1,333 12.8 603 4.8 614 375 12.8 507 4.8 485 3,030 12.8 571 4.7 828 819 12.6 731 4.8 464 472 12.8 441 5.3 319 432 13.3 309 Buckeye/Sun Valley ADMS Contract FCD 2002C027