Drainage Overview - Maricopa County Department of Transportation

TABLE OF CONTENTS 

DRAINAGE OVERVIEW 

1. INTRODUCTION .................................................................................................................................. 1 

1.1 Background and Study Need ......................................................................................... 1 

1.2 Study Area ...................................................................................................................... 2 

1.3 Document Purpose and Scope ....................................................................................... 2 

1.4 Design Drainage Criteria ............................................................................................... 2 

2. EXISTING STUDIES AND OTHER DATA SOURCES ............................................................................. 4 

2.1 Summary of Drainage Studies ...................................................................................... 4 

2.2 Summary of Other Drainage Documents and Data .................................................... 6 

3. WATERSHED FEATURES .................................................................................................................... 8 

3.1 Topography and Geology .............................................................................................. 8 

3.2 Soils .................................................................................................................................. 8 

3.3 Existing and Future Land Use .................................................................................... 11 

3.4 Flooding Hazards ......................................................................................................... 12 

3.5 Potentially Impacted Existing Drainage Structures .................................................. 16 

4. EXISTING HYDROLOGY ................................................................................................................... 19 

4.1 Summary of Hydrology Methods ................................................................................ 19 

4.2 Offsite Hydrology Results ............................................................................................ 23 

5. SUMMARY AND CONCLUSIONS ........................................................................................................ 25 

091337137, 2011-018, TT005 Maricopa County Department of Transportation 

Technical Memorandum 3 Deer Valley Parkway Feasibility Study 

Drainage Overview i April 2012

LIST OF FIGURES 

TABLE OF CONTENTS 

DRAINAGE OVERVIEW 

Figure 1 – Study Area ................................................................................................................................ 3 

Figure 2 – Area Drainage Studies .............................................................................................................. 5 

Figure 3 – Topography ............................................................................................................................... 9 

Figure 4 – Soil Hydrologic Groups .......................................................................................................... 10 

Figure 5 – Regulatory Floodplains ........................................................................................................... 13 

Figure 6 – Offsite Hydrology Workmap .................................................................................................. 21 

LIST OF TABLES 

Table 1 – Significant Offsite Drainage Crossings .................................................................................... 20 

Table 2 – Offsite Hydrology Results ........................................................................................................ 24 

LIST OF APPENDICES 

Appendix TM3-01: Data Collection Summary 

Appendix TM3-02: City of Surprise Long Range Major Street Plan 

Appendix TM3-03: Existing Geologic Mapping 

Appendix TM3-04: Subsidence Documentation 

Appendix TM3-05: Drainage Field Photos 

Appendix TM3-06: Existing Geologic Flood Hazard Mapping 

Appendix TM3-07: Recommended Area Drainage Master Plan Improvements 

Appendix TM3-08: Existing Erosion Hazard Mapping 

Appendix TM3-09: Existing Drainage Structures Documentation 

Appendix TM3-10: Existing Hydrology Results Excerpts 



Drainage Overview ii April 2012

1. INTRODUCTION 

The Deer Valley Parkway Feasibility Study – US 60 to Wild Rose Parkway (hereafter referred to as “the 

study”) is one in a series of long-range transportation planning studies being conducted by the Maricopa 

County Department of Transportation (MCDOT) to evaluate future parkways identified in the Maricopa 

Association of Governments (MAG) framework studies. The framework studies are the initial 

transportation planning documents for large areas in Maricopa County that are expected to experience 

intense growth and development over the next 30 to 50 years. 

Technical Memorandum 3 (TM 3), entitled Drainage Overview, identifies and summarizes the existing 

drainage conditions, features, and hydrologic characteristics of the study area. Offsite concentration 

points and flow magnitudes prepared in previous studies and reports within the study area for the 100year 

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 study is included in companion documents: Existing and 

Future Features (TM 1), Environmental Overview (TM 2), Candidate Alignments and Evaluation (TM 

4), and Preferred Alignment (TM 5). 

1.1 Background and Study Need 

In July 2008, MAG completed the Interstate 10/Hassayampa Valley Transportation Framework 

Study (Hassayampa Framework Study), which 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, by design, is an enhanced arterial roadway which 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. This design improves the functionality of the parkway, allowing traffic 

to flow more freely. The improved functionality increases capacity while maintaining local 

access and a posted speed of 45 miles per hour (mph). The typical right-of-way width for an 

Arizona Parkway is 200 feet. 

The Hassayampa Framework Study recommended Deer Valley Parkway as an Arizona Parkway 

to meet buildout travel demands and provide a continuous parkway network. 

Although today’s land development and travel demands in the study area do not warrant a 

parkway in the short-term, the buildout forecast for future land development and travel demands 

does warrant a parkway in the long-term future. The potential for increased travel demand is 

evident in the approved development plans already underway converting the vacant lands within 

the study area to land uses that will generate future traffic. 

This feasibility study will provide Maricopa County, the City of Surprise, area property owners, 

developers, and other stakeholders with guidelines to preserve a 200-foot-wide right-of-way 

corridor to accommodate the typical Arizona Parkway design. This will require significant 



Drainage Overview 1 April 2012

coordination with various governing bodies, other public agencies, development interests, and the 

general public. 

1.2 Study Area 

The Deer Valley Parkway study area is approximately eleven miles long and two miles wide and 

is generally centered on the Deer Valley Road section line, from one-half mile west of the 

planned future Wild Rose Parkway (approximate 243 rd Avenue alignment) to one-half mile east 

of US 60. The study area boundary is shown in Figure 1. 

The planned Deer Valley Parkway, as shown in the Hassayampa Framework Study, continues 

another six miles west of Wild Rose Parkway to connect with Turner Parkway – this westerly 

segment was originally included as part of this study but has since been removed. Due to a 

number of ongoing Town of Buckeye planning efforts that will extend beyond the timeframe of 

this study, this westerly segment will be examined in greater detail by the Town of Buckeye in a 

future study. The Town of Buckeye study should address the need for east/west transportation 

network continuity between Wild Rose Parkway and Turner Parkway and reflect the most recent 

Community Master Plans within the Buckeye Municipal Planning Area, including Spurlock 

Ranch, Festival Ranch, Sun City Festival, Festival Foothills, and Douglas Ranch. 

1.3 Document Purpose and Scope 

The purpose of the Drainage Overview is to describe the existing drainage conditions in the study 

area. The drainage study was limited to the collection and review of existing drainage reports and 

studies, existing geologic and groundwater mapping, discussion with stakeholders, and field 

observations of existing drainage patterns and structures included in, and adjacent to, the 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 study area. 

This information provides an overview of the physical features of the 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 (Maricopa County, 2004). A draft version of an update to the Drainage 

Policies and Standards for Maricopa County was distributed by Maricopa County in July 2010. 




Figure 1 – Study Area 




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 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 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 Deer Valley Parkway study area 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 Sun Valley Area Drainage Master Plan Step 3 Recommended Alternative Report 

(2006) 

This Area Drainage Master Plan (ADMP) was prepared for the FCDMC as a follow-up to 

the Buckeye/Sun Valley Area Drainage Master Study completed in 2006. The ADMP 

contains seven volumes that document the last step of a three step process to develop a 

regional flood control master plan and present specific recommended regional drainage 

improvements for alluvial fans. The master plan watershed extends from the Hassayampa 

River to the White Tank Mountains. The Deer Valley Parkway study area crosses the 

Central Arizona Project (CAP) sub-area (Volume 2 of the ADMP). 

2.1.2 Sun Valley Area Drainage Master Plan Area 4 Hydrology Technical Data 

Notebook (2006) 

This study was prepared for the FCDMC in conjunction with the Sun Valley ADMP to 

provide hydrologic documentation for Area 4 (North Sun Valley Area). The 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 Deer Valley 

Parkway study area falling within Area 4 (North Sun Valley Area). Two washes cross the 

Deer Valley Parkway study area: Wash 1 and Wash 2. 

2.1.3 Wittmann Area Drainage Master Study Update (2005) 

This FCDMC Area Drainage Master Study Update (ADMSU) identifies drainage patterns 

and flooding within the Wittmann area and hydrology and alternatives analysis for 

McMicken Dam. The master plan watershed extends from the Hassayampa River to the 

Agua Fria River. Volume HY provides hydrologic documentation, Volume HD provides 

floodplain delineation reports, Volume MA provides the alternatives analysis for McMicken 

Dam, and Volume MD provides the McMicken Dam hydrology. This study includes the 

following washes that cross the Deer Valley Parkway study area: Wash 1, Wash 2, Wash 3, 

Wash 4, Wash 5, 5 West Wash, Iona Wash, Iona Wash (West Split), Trilby Wash, 2 West 

Wash, 1 West Wash, and 4 East Wash. 




Figure 2 – Area Drainage Studies 




2.1.4 Wittmann Area Drainage Master Plan (2008) 

This ADMP was completed as part of the McMicken Dam project to develop and evaluate 

the rehabilitation or replacement of McMicken Dam. As part of this study, the alternatives 

analysis for McMicken Dam was refined in Volume MA. 

2.1.5 Flood Insurance Study for Sun Valley Parkway North Portion of Town of Surprise 

and Unincorporated Areas Maricopa County, Arizona (1993) 

The purpose of this FCDMC study was to document the detailed 100-year floodplain and 

floodway limits of eight washes near Sun Valley Parkway North. Comments from the 

Federal Emergency Management Agency (FEMA) indicated that a detailed Zone AE was 

not considered appropriate for this area due to the potential breakout areas for many of the 

washes. The floodplain mapping was resubmitted to FEMA as an approximate Zone A 

flood hazard area. The data in this report represent the best available data on these washes, 

but do not reflect the accepted FEMA FIRM mapping. 

2.1.6 Drainage Report: Sun Valley Parkway Phase I (1987) 

This drainage report was prepared for the Adams Group in support of roadway design for 

the proposed Sun Valley Parkway, which has since been constructed. Sun Valley Parkway 

is located just south of the Deer Valley Parkway study area. Phase I was from Citrus Lane 

to approximately 255 th Avenue. The drainage report documents the amount of runoff that 

crosses Sun Valley Parkway and provides sizes for the proposed culverts and channels. 

2.1.7 Drainage Enhancements for Sun Valley Parkway (1988) 

This document discusses proposed enhancements to the drainage along Sun Valley Parkway 

due to damage from storms that occurred in August of 1988. The report includes the design 

approach used for collecting and routing runoff in an alluvial fan area for a roadway project. 

Because Sun Valley Parkway is located close to the Deer Valley Parkway study area, this 

information could be used in the design of drainage features for the proposed parkway. 

2.2 Summary of Other Drainage Documents and Data 

In addition to drainage studies, data sources such as geologic investigations and groundwater 

records were reviewed for information on other regional physical processes that could potentially 

impact the Deer Valley Parkway study area. Summaries of the more relevant data sources have 

been developed. 

2.2.1 City of Surprise Long Range Major Street Plan, Planning Areas 2 and 3 (2008) 

This plan provides conceptual roadway alignments for the City of Surprise. The maps 

include a conceptual alignment for Deer Valley Parkway and potential locations of future 

drainage structures like bridges, culverts, and a potential drainage easement. The potential 

drainage easement shown on the plan is similar to what may be needed for alternatives 

requiring channelization on the upstream side of the parkway. The final report of this study 

will identify where a drainage easement may be needed. Maps 5D through 5I encompass 




the portion of the study area within the City of Surprise. The maps pertaining to the study 

area have been included as Appendix TM3-02. 

2.2.2 Surficial Geology Around the White Tank Mountains, Central Arizona (1991) 

The Arizona Geological Survey (AZGS) produced mapping and descriptions of alluvial 

deposits surrounding the White Tank Mountains. Two of the nine maps in the series, also 

known as Open File Report 91-8, include the study area. Six categories of alluvial surfaces 

are differentiated and mapped based on surface age. 

2.2.3 Geologic Mapping of Flood Hazards in Arizona: An Example From the White 

Tank Mountains Area, Maricopa County (1992) 

The 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, 

presents a practical exercise of this process using the White Tank Mountains Area as an 

example. This example area encompasses part of the Deer Valley Parkway study area, most 

of which is identified as an area that may be subjected to frequent flooding. 

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. The map presents a graphical overview of the eight areas that had 

been found to have active earth fissures, none of which are within the study area. 

2.2.5 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 and identifies an active subsidence area in the 

West Valley, just southeast of the study area. 

2.2.6 Land Subsidence Areas in Western Metropolitan Phoenix (2010) 

This ADWR map shows subsidence in an area that extends east near 195 th Avenue and 

north to Happy Valley Road. Some of the active subsidence area is within the Deer Valley 

Parkway study area. The exhibit presents InSAR measurements of land subsidence between 

March 2004 and September 2010. 

2.2.7 Groundwater Site Inventory (GWSI) (2011) 

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 study area. The GWSI is an online product that is 

continuously updated as new field data is collected. 




3. WATERSHED FEATURES 

3.1 Topography and Geology 

The study area slopes north and south to large alluvial washes that generally convey flow to the 

southeast. The White Tank Mountains are located south of the study area. A land form slope 

analysis map is provided in Figure 3. The map shows the land slopes mildly north of these 

mountains. 

The Surficial Geology around the White Tank Mountains, Central Arizona (AZGS, 1991) maps 

and report delineate the distribution and age of alluvial deposits within the study area. According 

to the surficial geology maps, most of the study area south of Wash 1 contains younger deposits, 

which may indicate areas of occasional to frequent flooding. The remainder of the study area is 

typically defined as areas where only entrenched channels are subject to flooding, although other 

areas of low relief could become susceptible to flooding with relatively minor shifts in 

depositional patterns. The AZGS maps pertaining to the study area have been included as 

Appendix TM3-03. 

3.1.1 Land Subsidence and Earth Fissures 

ADWR has mapped an active land subsidence feature in the West Valley area based on 

measurements obtained between 2004 and 2010. The map entitled Land Subsidence in 

Western Metropolitan Phoenix (ADWR, 2010) indicates that there has been up to 2 cm (0.8 

inches) of subsidence within the study area east of 195 th Avenue. South of the study area, 

up to 6 cm (2.4 inches) of subsidence has been documented. The extent of the land 

subsidence is included in Appendix TM3-04. Land subsidence in Arizona typically occurs 

due to groundwater drawdown. While subsidence is not considered to be a significant issue 

within the study area at this time, as water demand changes with future development, the 

increased potential for land subsidence should be considered when building infrastructure. 

Based on a review of the Earth Fissure Map of Maricopa County, Arizona (AZGS, 2009), 

there are no earth fissures mapped within the 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. According to the Wittmann ADMP McMicken Dam Project Alternatives 

Analysis (FCDMC, 2008), the northern end of McMicken dam, including the spillway, is in 

an area of low to moderate fissure risk. See Section 3.5.4 for further details. 

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. 

The locations of these hydrologic soil groups within the study area are shown in Figure 4. Most 

of the study area falls within Hydrologic Soil Group B: soils that have 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 Soil Group C: soils with moderately high runoff potential. 

Soils in Group C typically have between 20 to 40 percent clay and less than 50 percent sands. 

Water movement through these soils is expected to be somewhat restricted. 




Figure 3 – Topography 




Figure 4 – Soil Hydrologic Groups 




Two areas fall within Hydrologic Soil Group D: soils with high runoff potential when thoroughly 

wet. One area is bounded by Citrus Road and US 60. The second area extends from 211 th 

Avenue to the western limits of the study area. This area is generally north of 5 West Wash. 

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 Group D soils should be carefully analyzed when designing downstream structures or 

roadways since precipitation events may result in very quick runoff responses. 

Soils with low runoff potential (Hydrologic Soil Groups A and B) may generally have higher 

percolation rates than soils with high runoff potential (Hydrologic Soil Groups C and D). 

However, percolation rates can vary significantly depending on site specific conditions. 

Percolation tests should be obtained during final design. 

3.3 Existing and Future 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. 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 study area is vacant land. There is a 

small rural low density residential area 

west of 219 th Avenue (Crozier Road). 

Industrial land uses include the 

Northwest Regional Landfill, located 

west of 195 th Avenue, and the Arizona 

Proving Ground, located east of 211 th 

Avenue. Desert Moon Elementary 

School, located on Pat Tillman 

Boulevard east of US 60 in the Asante 

master planned community, is the only 

school within the study area. Appendix 

TM3-05 provides photographs taken of 

the land uses and major drainage features 

in the study area. 

Existing residential land use 

3.3.2 Future Land Use 

According to the Maricopa Association of Governments (MAG) general plan Geographic 

Information System (GIS) data provided by the Public Works Department of Maricopa 

County and City of Surprise, existing vacant land within the study area is anticipated to be 

converted to primarily residential land uses at buildout. The land in the vicinity of the 

Arizona Proving Ground and Northwest Regional Landfill is planned as a business park. 

There are also large areas of planned retail, mixed use, and open space. These future land 




use patterns incorporate the land use plans for the master planned communities in the study 

area vicinity. 

3.4 Flooding Hazards 

3.4.1 Regulatory Floodplains 

Floodplain and floodway delineations are based on the Flood Insurance Study, Maricopa 

County, Arizona and Incorporated Areas, FIS No. 04013CV001A (Federal Emergency 

Management Agency, 2005) and inundation limits provided by the FCDMC. The FCDMC 

is the floodplain administrator for this area. Detailed hydrology was submitted to FEMA 

for the washes in the study area, which resulted in a Best Available Data (BAD) letter from 

FEMA. The FCDMC calculations of corresponding floodplain delineations represent the 

best available data, but due to the alluvial nature of the area, detailed hydrology was not 

accepted by FEMA. 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. Per discussions with FCDMC, both FEMA effective and FCDMC floodplain 

limits are shown on this exhibit to show the most conservative floodplain limits. Appendix 

TM3-10 provides separate exhibits showing the FEMA floodplain zone designations and 

the FCDMC floodplain zone designations. 

Numerous floodplains drain through the study area. Washes 1 through 4 drain north and 

east within the study area to 5 West Wash, which conveys flow southeast to Trilby Wash. 

Iona Wash and Iona Wash (West Split) also convey flow southeast through the study area to 

Trilby Wash. Trilby Wash, 2 West Wash, 1 West Wash and 4 East Wash drain southeast 

through the study area to McMicken Dam, which outlets northeast to the McMicken Outlet 

Channel and ultimately discharges to the Agua Fria River. 

The study area contains numerous regulatory floodplains, including thirteen named washes. 

Floodplain encroachment is a consideration for the parkway alternatives, especially when 

crossing wide floodplains such as Wash 1, Wash 2, Trilby Wash and Iona Wash. The 100year 

floodplain for Wash 1 is approximately 3,000 feet wide while the Wash 2 100-year 

floodplain ranges from approximately 500 to 1,200 feet wide. The 100-year floodplains for 

Trilby and Iona Washes merge south of the Deer Valley Road alignment. The combined 

floodplain width of these two washes is 

approximately 3,000 feet wide. North of the 

Deer Valley Road alignment, the 100-year 

floodplain widths for Trilby Wash and Iona 

Wash are both approximately 1,000 feet. 

Photos 201 and 205 in Appendix TM3-05 

show the shallow, wide floodplains 

associated with Trilby Wash and Iona 

Wash. Crossing these wide floodplains 

while minimizing adverse impacts to the 

surrounding properties will be a challenge. 

Detailed hydraulic studies will be necessary 

during subsequent planning and design 

phases for the parkway. 

Trilby Wash floodplain 




Figure 5 – Regulatory Floodplains 




The crossings near 5 West Wash also deserve further attention when developing alignment 

alternatives because two tributaries join 5 West Wash near the Deer Valley Road alignment. 

Wash 1 confluences with 5 West Wash from the northeast and an unnamed tributary 

confluences with 5 West Wash from the south. Additionally, 5 West Wash is roughly 

parallel to the Deer Valley Road alignment for approximately 4,000 feet. All three washes 

have regulatory floodplains delineated. The combined floodplain width is approximately 

6,000 feet along the Deer Valley Road alignment. Significant coordination with FCDMC 

and FEMA may be needed because of the large extents of the regulatory floodplains, the 

proximity to the Deer Valley Road alignment, and the distributary nature of upstream 

flowpaths. For example, two dimensional modeling of the watershed may result in a more 

refined delineation of flood hazards, allowing for smaller drainage crossings. 

According to the Wittmann Area Drainage Master Study Update (ADMSU) Geomorphic 

and Sedimentation Analysis Report (FCDMC, 2005), there are locations within the study 

area that may require two-dimensional modeling. Typically these are flat areas with either 

braided channels or where no distinct channel is present. The soils in these areas are 

generally associated with active alluvial fans or alluvial plains. A map showing the location 

of the possible two-dimensional modeling areas has been included in Appendix TM3-08. 

3.4.2 Geologic Flood Hazards 

Flood hazard zones were defined for portions of the study area west of Trilby Wash 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 TM3-06. Most areas within the study area are classified as areas of high 

flood potential, H2, which occurs in extensive young deposits where channels are small or 

nonexistent. The flooding in these areas is predominantly shallow sheet-flooding, with 

broad areas inundated in large flood events. The highest hazard zone, H1, occurs in 

extensive young deposits with a distributary channel system. Within the study area, small 

localized areas near the CAP were mapped as H1 hazard zones. Typically, 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 located in the study area. These alluvial fans 

are sloping, fan-shaped landforms created over long periods of time by the transport and 

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 CAP Sub-Area (Volume 2) 

(FCDMC, 2006). Known problems associated with alluvial fan flooding include spatial 

uncertainty of water and sediment flow distribution, lack of containment within the 

relatively flat topographic relief laterally across the fan, avulsive movement of defined flow 

paths, distributary flow, sheet flooding, scour, and landform aggradation. Relatively steep 




channel slopes at the base of the White Tank Mountains 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 TM3-07. The Deer Valley Parkway alignment will almost certainly 

cross the proposed leveed drainage corridor associated with alluvial fan #2. Similar to 

typical wash crossings, the final design of this crossing will need to accommodate the 

hydraulic design and sediment load anticipated within the corridor, including the effect of 

contraction and expansion of flows at the structure. 

3.4.4 Scour and Sedimentation 

Transport and distribution of sediment within the study area are significantly impacted by 

the CAP canal according to the Wittmann Area Drainage Master Study Update (ADMSU) 

Geomorphic and Sedimentation Analysis Report (FCDMC, 2005). The CAP canal is 

located upstream of the eastern portion of the study area and traverses the western portion 

of the study area. Concrete drainage over-chutes convey storm runoff and sediment across 

the canal upstream of and within the study area. Typically, sediment is deposited upstream 

of the over-chutes and scour occurs downstream of the over-chutes. According to the 

Wittmann ADMSU Sedimentation Report, all of the areas upstream of the CAP canal 

within the 100-year floodplain should be considered to be depositional hazard areas. 

The report also identified several sedimentation problems that are common with roadways, 

including the following: 

� Undersized bridges or culverts can cause significant deposition to occur 

upstream of the roadway and erosion to occur downstream of the roadway; 

� Gathering numerous washes into a single wash to reduce bridge construction 

costs can disrupt existing drainage patterns and have significant impacts 

downstream; and 

� Trapping of debris can have a major impact on the ability of culverts and bridges 

to adequately convey runoff and 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. 

3.4.5 Lateral Erosion 

Bank erosion from flood events is another critical concern for potential Deer Valley 

Parkway infrastructure. Most of the soils in the study area are composed of sands and noncohesive 

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. An example of an existing avulsion within the 

study area is shown in Figures GR-96 and GR-97 in Appendix TM3-08, taken from the 

Wittmann ADMSU Geomorphic and Sedimentation Analysis Report (FCDMC, 2005). The 

historic flowpath of 5 West Wash has been redirected by the power line access road. 

Avulsions like this could lead to downstream developed areas or infrastructure receiving 

unexpected increases in flood flows. Deer Valley 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. 

Erosion hazard zones were delineated for Trilby Wash, Iona Wash, Iona Wash (West Split), 

and 1 West Wash as part of the Wittmann ADMSU Geomorphic and Sedimentation Analysis 

Report. The erosion hazard delineations are included in Appendix TM3-08. The portions 

of Trilby Wash, Iona Wash, and Iona (West Split) Wash from Pinnacle Peak Road to the 

confluence near the Beardsley Road alignment were identified to have particularly high 

erosion hazard potential. The 1 West Wash has an area of high erosion hazard potential 

from Pinnacle Peak Road to McMicken Dam. 

Wherever possible, care must be taken to locate foundations and structures outside of the 

erosion hazard zones that have been delineated for Trilby Wash, Iona Wash, Iona Wash 

(West Split) and 1 West Wash. 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 Canal 

The CAP canal is located upstream of 

the eastern end of the study area and 

crosses through the western end of the 

study area. The location of the CAP 

canal is shown in Figure 5. Many of 

the contributing watershed hydrographs 

are modified by the CAP canal due to 

significant storage along the upstream 

dikes protecting the canal. Drainage 

runoff crosses the canal at select 

locations via culverts, over-chutes, or 

siphons. There are four culverts 

crossing the CAP canal east of US 60 

CAP canal near 243 

that convey flow to washes that cross 

US 60 and drain through the study area. Four concrete over-chutes west of US 60 are 

located upstream of the study area. One additional concrete over-chute conveys 5 West 

Wash across the CAP canal within the Deer Valley Parkway study area. The Deer Valley 

Parkway alignment may need to cross the CAP canal at the western end of the study area. 

If that is the case, it is recommended that the parkway be located far enough north such that 

the impacts to the floodplain upstream of the canal are minimized. If the Deer Valley 

Parkway alignment is located immediately downstream of the CAP canal, additional scour 

protection may need to be considered. 

rd Avenue alignment 




3.5.2 Sun Valley Parkway 

The Drainage Report Sun Valley Parkway Phase I (The Adams Group, 1987) quantified the 

amount of runoff that would cross the roadway and sized proposed culverts and channels 

for Sun Valley Parkway. Excerpts of the culvert sizes and capacities from the report are 

included in Appendix TM3-09-1. 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, 1-hour event. Sun Valley Parkway will likely not be impacted by Deer Valley 

Parkway because Sun Valley Parkway is upstream of the study area. 

3.5.3 US 60 

Although the Deer Valley Parkway alignment will tie into US 60 at the eastern end of the 

study area, it is not anticipated that the drainage to US 60 will be impacted significantly by 

Deer Valley Parkway. 

3.5.4 McMicken Dam 

The easternmost watersheds of the study area drain southeast to McMicken Dam, which is 

located immediately upstream of the 

Beardsley canal and west of US 60. 

This earthen embankment was 

constructed in 1955 as the Trilby Wash 

Detention Basin to provide flood 

protection for Luke Air Force Base, 

Litchfield Park Naval Air Facility and 

downstream properties. The 

embankment is approximately ten miles 

long and outlets east into the Agua Fria 

River. The existing emergency spillway 

is located at the northern end of the dam 

and is approximately 2,000 feet long. 

Additional information on the dam is 

included in Appendix TM3-09-2. 

McMicken Dam 

Several remediation projects have been completed from 1977 to 2005 due to the 

identification of embankment cracking and earth fissures near the dam. The Wittmann 

ADMP McMicken Dam Project Alternatives Analysis (FCDMC, 2008) documents the most 

recent plan for remediation of the dam and includes modifications to the emergency 

spillway. According to this report, there is a low to moderate fissure risk zone from dam 

station 460+00 to the north end of the dam, including the emergency spillway. The 

recommended alternative includes removal of the existing emergency spillway and 

relocating it farther south from dam station 480+00 to 505+00. The recommended 

alternative is included in Appendix TM3-09-2. The FCDMC is currently planning on 

beginning the final design for rehabilitation of McMicken Dam in the near future. The 

updated design documents should be reviewed when they are made available. The fissure 

risk zone may not have an impact on the design of Deer Valley Parkway, but it indicates 

that future fissures could develop in this area and may impact the parkway. 




The Deer Valley Parkway alignment should be located to minimize impacts to the dam 

flood pool, the approach section to the new spillway, and local inflows from major washes. 

Per discussions with FCDMC, it may be necessary to channelize flow north of the proposed 

parkway to direct flow into the McMicken Dam pool area. 




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 USGS “blue line” stream crossed the study 

area centerline. Regulatory floodplains can be FEMA effective floodplains or 100-year floodplains that 

have been recognized and delineated 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. 

4.1 Summary of Hydrology Methods 

Existing hydrology data for the study area was extracted for each of the 19 offsite concentration 

points from the Wittmann Area Drainage Master Study Update Technical Data Notebook 

ADMSU Hydrology (FCDMC, 2004). 

Figure 6 shows subbasins within each watershed grouped by color. Concentration points in 

existing studies were used directly if located near the center of the study area. 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. 

4.1.1 Sun Valley Watershed 

This watershed was subdivided into multiple general areas with similar characteristics. Area 

4 is comprised of the area that drains directly to the Hassayampa River and encompasses the 

west end of the Deer Valley Parkway study area. The 100-year, 6-hour and 24-hour storm 

events for both existing and future land use conditions were modeled using HEC-1 

software, in conjunction with methods and procedures described by FCDMC. Drainage 

Design Management System for Windows (DDMSW) software was utilized to prepare the 

input parameters for the HEC-1 models. National Oceanic and Atmospheric Administration 

(NOAA) Atlas 2 rainfall data was used to estimate the design rainfall depth for this study. 

Depth-area reduction factors were applied with the use of JD records. Rainfall distributions 

for the 6-hour storm were taken from the FCDMC Hydrology Manual. Soil Conservation 

Service (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. 




Crossing 

ID 

Table 1 – Significant Offsite Drainage Crossings 

Watercourse Name 

Nearest Cross 

Street 

Regulatory 

Floodplain 

USGS 

"Blue 

Line" 

1 Wash 1 251st Ave Yes Yes 


3 Wash 2 243rd Ave Yes Yes 

4 Wash 1 243rd Ave Yes Yes 



7 5 West Wash 231st Ave Yes Yes 

8 5 West Wash 231st Ave Yes Yes 

9 Wash 4 227th Ave Yes Yes 

10 Wash 5 219th Ave Yes Yes 

11 5 West Wash 219th Ave Yes Yes 

12 Iona Wash (West Split) 211th Ave Yes Yes 

13 Iona Wash 211th Ave Yes Yes 

14a Trilby Wash 211th Ave Yes No 

14b Trilby Wash 211th Ave Yes No 

14c Trilby Wash 211th Ave Yes No 

15 Unnamed Tributary to Trilby Wash 203rd Ave Yes No 

16 2 West Wash 187th Ave Yes Yes 

17 1 West Wash Citrus Rd No Yes 

18 Unnamed Tributary to McMicken Dam Cotton Ln Yes Yes 

19 4 East Wash US 60 Yes No 




Figure 6 – Offsite Hydrology Workmap 




Normal depth (Modified Puls) channel routing methodology was used to route runoff 

through subbasins. An eight-point composite channel cross-section was estimated from 10ft 

topography, aerial photography, and field observations to represent typical wash crosssection 

conveyance. Reservoir routing was performed upstream of the CAP canal using 

stage-storage data from the Wagner Wash Floodplain Delineation Study Hydrology Report. 

Flow diversions were estimated as simple percentages for the entire range of discharges 

using the 10-ft topography, aerial photography, and field observations. Retention from the 

100-year, 2-hour storm event was diverted out of the future land use conditions models. 

4.1.2 Wittmann Watershed 

This watershed was divided into eight major sub-watersheds, four of which encompass the 

Deer Valley Parkway study area: the Sun Valley Parkway, Iona Wash, Trilby Wash, and 

Wittmann Wash sub-watersheds. The 100-year, 6-hour and 24-hour storm events for both 

the existing and ultimate development land use conditions were modeled using HEC-1 

software. Methods and procedures were based on the FCDMC Hydrology Manual. 

Watershed Modeling System (WMS) software was used to prepare the input parameters for 

the HEC-1 models. 

NOAA Atlas 2 rainfall data was used to estimate the design rainfall depth for this study. 

Depth-area reduction factors were applied with the use of JD records. 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 Clark Unit Hydrograph 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. The longitudinal slopes and 

Manning’s “n” values were estimated based on topographic mapping, aerial photographs, 

and field reconnaissance estimates. Storage routing behind the CAP canal was modeled 

using level pool routing. Stage/discharge relationships for the over-chutes were developed 

assuming critical flow through the structure. Normal depth calculations were used to 

calculate most of the flow splits, although two-dimensional analyses were conducted for 

four complex split flow locations. Three of those split flow locations are in the Iona Wash 

sub-watershed upstream of the CAP canal. The fourth split flow is located north of the 

CAP canal and east of US 60. All four of the split flows modeled with two-dimensional 

analysis are located upstream of the study area. As mentioned in Section 3.4.1, there are 

additional areas within the Wittmann watershed that may require two-dimensional modeling 

due to the lack of identifiable drainage patterns. 

4.1.3 McMicken Dam Watershed 

Hydrologic modeling of the watershed contributing to McMicken Dam was conducted to 

assess flows entering the dam at key inflow locations. Therefore, although the watershed is 

very similar to the Wittmann Watershed, the subbasins are much larger. WMS software 

was used to calculate runoff for the 100-, 200-, and 500-year, 24-hour storm events for both 

existing and future land use conditions. The 6-hour and 72-hour Probably Maximum Flood 




(PMF) events were also calculated for the future land use condition. SCS Type II rainfall 

distribution was used for the 24-hour storm. 

Subbasin boundaries were placed along the CAP canal alignment so that the effects of the 

structure could be included in the model, but most roadways, including US 60, State Route 

74, and Sun Valley Parkway, were ignored. Rainfall losses were estimated using the Green 

and Ampt infiltration equation. The S-Graph method was found to be the most appropriate 

method developing 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. The longitudinal slopes and 

Manning’s “n” values were estimated based on topographic mapping, aerial photographs, 

and field reconnaissance estimates. Storage routing behind the CAP canal was modeled 

using level pool routing. Most flow splits were not considered important for the purposes 

of this model. One flow split upstream of the CAP and east of US 60 was included, which 

directs some flow into the study area and some flow away from the study area. 

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 within the study area depicted in Figure 6 are listed in Table 

2. The wash information presented previously is also included to provide a comprehensive 

summary of the offsite hydrology at each wash crossing. Table 2 indicates if the peak flow was 

taken directly from an existing study or if the discharge was calculated by combining peak flows 

of published values. Combined values are conservative as the peak flows generally do not occur 

at the same time. 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. 

As stated previously, concentration points were located at USGS “blue lines” and 100-year 

floodplains. There is no discharge reported for Wash 4 (Crossing 9). Because of the distributary 

nature of the area, it is difficult to determine the area contributing to this wash. 

Trilby Wash (Crossing 14) has a published effective FEMA discharge that differs from the value 

reported in the Wittmann ADMSU. The peak flows presented for this crossing in Table 2 report 

both the effective FEMA discharge from the Flood Insurance Study (FIS) as well as the discharge 

from the Wittmann ADMSU. The effective FEMA discharges reported in the FIS for Trilby 

Wash are higher than those published in the Wittmann ADMSU. It should be noted that the 

drainage areas recorded in the FIS are also significantly larger than the drainage areas in the 

Wittmann ADMSU. 




Crossing 

ID Watercourse Name 

Nearest Cross 

Street 

Drainage 

Area 

Table 2 – Offsite Hydrology Results 

Regulatory 

Floodplain 

USGS "Blue 

Line" Calculation Method Existing Study Name Existing Study ID 



Drainage Overview 24 April 2012 

Storm 

Duration 

Peak 100- 

Year Flow 

(mi 2 ) (cfs) 

1 Wash 1 251st Ave 1.68 Yes Yes combined values Wittmann ADMSU 

SV218, RSV250, 

RSV251 

6 1,548 

2 Wash 1 251st Ave 1.68 Yes Yes published value Wittmann ADMSU CSV218 6 1,834 

3 Wash 2 243rd Ave 2.82 Yes Yes combined values Wittmann ADMSU SV216, RSV244 6 3,155 

4 Wash 1 243rd Ave 4.01 Yes Yes published value Wittmann ADMSU CSV216 6 2,753 

5 Wash 3 231st Ave 6.82 Yes Yes combined values Wittmann ADMSU SV214, R242*, RSV236 6 5,393 

6 Wash 1 231st Ave 6.22 Yes Yes combined values Wittmann ADMSU 

SV214, R242*, 

RSV237, RSV216 

6 8,115 

7 5 West Wash 231st Ave 13.04 Yes Yes combined values Wittmann ADMSU SV220, RSV260 6 6,038 

8 5 West Wash 231st Ave 17.59 Yes Yes published value Wittmann ADMSU CSV220 24 7,844 

9 Wash 4 227th Ave 30.63 Yes Yes N/A 1 N/A 1 N/A 1 N/A 1 N/A 1 

10 Wash 5 219th Ave N/A Yes Yes published value Wittmann ADMSU R230* 6 3,271 

11 5 West Wash 219th Ave 3.91 Yes Yes published value Wittmann ADMSU CSV212 24 8,859 

12 Iona Wash (West Split) 211th Ave 38.68 Yes No published value Wittmann ADMSU SV202 6 1,323 

13 Iona Wash 211th Ave 1.44 Yes No published value Wittmann ADMSU CIW300 24 7,056 

14a Trilby Wash 219th Ave 67.16 Yes Yes published value FEMA FIS 

14a Trilby Wash 219th Ave 103.94 Yes Yes published value FEMA FIS 

150 ft downstream of 

Deer Valley Road 

(Extended) 

500 ft downstream of 

Deer Valley Road 

(Extended) 

14b Trilby Wash 211th Ave 24.18 Yes Yes published value Wittmann ADMSU CIW302 24 5,239 

14c Trilby Wash 211th Ave 54.75 Yes Yes published value Wittmann ADMSU C302* 24 10,663 

15 Unnamed Tributary to Trilby Wash 203rd Ave 2.87 No Yes published value Wittmann ADMSU CTW412 6 2,214 

16 2 West Wash 187th Ave 28.02 Yes Yes combined values Wittmann ADMSU TW400, RTW422 6 5,680 

17 1 West Wash Citrus Rd 35.84 Yes No published value Wittmann ADMSU CWI510 24 6,728 

18 Unnamed Tributary to McMicken Dam Cotton Ln 43.47 No Yes combined values Wittmann ADMSU WI500, RD508 6 2,268 

19 4 East Wash US 60 12.35 Yes Yes published value Wittmann ADMSU CWI506 24 2,956 

1 No flows were determined specifically for this wash in the Wittmann ADMSU. Prorating the drainage area was not done because of the distributary nature of the area. 

Not 

Listed 

Not 

Listed 

7,430 

11,499

5. SUMMARY AND CONCLUSIONS 

The purpose of TM 3 is to provide an overview of the existing drainage conditions and patterns, 

including peak flows, for the study area based on available studies and data. The findings of this 

memorandum will help determine the most appropriate alignment for the proposed Deer Valley 

Parkway. Major drainage structures and features in and around the study area have been identified and 

should be considered during the planning and design of the future parkway. 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 parkway. 

The impacts of crossing the numerous washes in the study area should be a significant consideration 

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 parkway, particularly at Trilby Wash and Iona Wash. Floodplain 

widths for washes in the study area include approximately 1,200 feet for Wash 2 and 3,000 feet for 

Wash 1. The combined floodplain width of Trilby Wash and Iona Wash is also approximately 3,000 

feet. The combined floodplain width of 5 West Wash, Wash 1 and an unnamed tributary to 5 West 

Wash is approximately 6,000 feet. While an effort can be made to align the proposed Deer Valley 

Parkway to cross the washes 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 channels. Floodplain impacts and the potential need for detailed floodway studies should 

also be considered. 

The design of proposed drainage structures along the Deer Valley Parkway alignment will need to take 

into account the active and inactive alluvial fan systems in the study area. The uncertainty of flow 

distribution, distributary flow and potential for avulsions must be considered in future hydrologic 

analyses of these alluvial fans. Design of Deer Valley Parkway should also consider the recommended 

FCDMC drainage corridor associated with alluvial fan #2, which is in the study area. 

The impact of the CAP canal at the western end of the study area must be considered when selecting an 

alignment. The CAP canal acts as a barrier to flow and sediment. Alignment considerations north of 

the canal must include 100-year flooding limits. Locations downstream of the CAP canal should 

consider the additional scour potential caused by sedimentation occurring upstream of the CAP canal. 

Sedimentation must be taken into account when designing the proposed drainage structures. 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 study area. 

Washes that currently drain to McMicken Dam must continue to drain to the dam. Per discussions with 

FCDMC, it may be necessary to channelize flow north of the proposed parkway to direct flow into the 

McMicken Dam pool area. The location of the proposed modifications to the McMicken Dam spillway 

should also be taken into account so that impacts to the dam and dam pool are minimized. If possible, it 

is recommended that Deer Valley Parkway alignment completely avoids crossing the dam or spillway. 

The proposed Deer Valley Parkway may cause incremental increases in ponding and inundation on 

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 CAP canal during the drainage design 

for the parkway. 

In summary, the most critical drainage issue to be considered during the parkway alignment alternatives 

analysis is the location of crossings at Trilby Wash, Iona Wash, and 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 Deer Valley Parkway are to minimize the impacts of the 

proposed parkway on existing drainage patterns and to minimize the impacts of drainage on the 

proposed parkway. 




APPENDIX TM3-01 

DATA COLLECTION SUMMARY 



Drainage Overview April 2012

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. 

Title Description Author Date Source 

Format/ 

File Type 

Collected 

By 

Discipline 

1 

Active Land Subsidence Areas in Arizona Based 

on ADWR InSAR Data 

map showing active subsidence areas ADWR Jul 2009 ADWR pdf BML Water 

2 

A Hydrologic Analysis of Wagner Wash 

Watershed 

description of hydrology methodology and results 

used for Wagner Wash FIS 

FCDMC Jan 1991 FCDMC pdf MAF Drainage 

3 D.W.R. Hydrologic Map Series Report No. 27 

maps showing groundwater conditions in the 

Phoenix Active Management Area 

ADWR 1992 ADWR pdf BML Water 

4 D.W.R. Hydrologic Map Series Report No. 35 

maps showing groundwater conditions in the 

Phoenix Active Management Area 

ADWR 

Nov 2002- 

Feb 2003 

ADWR pdf BML Water 

5 

Drainage Design Report for Sun Valley Parkway 

Drainage Enhancement 

6 Drainage Enhancements for Sun Valley Parkway 

7 Drainage Report: Sun Valley Parkway Phase I 

8 

Drainage Report: Sun Valley Parkway Phase II 

(Station 410+00 - 1023+95) 

documentation for interceptor channel collector 

ditch, Wagner Wash outlet protection, detention 

basin ditch/inlets, and baffle block design. 

written in response to damage from August 1988 

storm event. Discusses storm frequency 

analysis, design approach, and proposed 

protection 

quantifies runoff that crosses roadway and sizes 

culverts/channels. Phase I starts at Citrus Ln 

and extends west to 255th Ave alignment. 

Drainage area map at end of document. 

Collar, Williams & 

White Engineering 





quantifies runoff that crosses roadway and sizes 

culverts/channels. Phase II starts at Northern Collar, Williams & 

Ave and extends north/east to Phase I. Drainage White Engineering 

area map at end of document. 

Dec 1988 FCDMC pdf BML Drainage 

Oct 1988 FCDMC pdf BML Drainage 

Apr 1987 FCDMC pdf BML Drainage 

Apr 1987 FCDMC pdf BML Drainage 

9 Earth Fissure Map of Maricopa County, Arizona mapping of earth fissures AZGS Dec 2009 AZGS pdf BML Geology 

10 

11 

12 

13 

Flood Insurance Study Iona Wash: From Trilby 

Wash to State Route 89 

Flood Insurance Study Maricopa County, Arizona 

and Incorporated Area 

Flood Insurance Study Sun Valley Parkway North 

Portion of Town of Surprise and Unincorporated 

Maricopa County, Arizona 

Geologic Map of the Daggs Tank 7.5' 

Quadrangle, Maricopa County, Arizona 

Summary Table of Documents Reviewed - Kimley-Horn and Associates 

Deer Valley Parkway 

Feasibility Study 

Data Collection Summary 

ITEM TRACKING 

Inundation mapping for Iona Wash CH2MHill Oct 1993 FCDMC pdf MAF Drainage 

FIS No. 04013CV001A: description of general 

flooding issues in county, effective discharges, 

and flood profiles 

FIS prepared for eight washes north of Sun 

Valley Parkway. This was not accepted by 

FEMA, but is considered by the FCDMC to be the 

best available data on the washes for floodplain 

FEMA Sep 2005 KHA pdf BML Drainage 

A-N West May 1993 FCDMC pdf MAF Drainage 

regulation. Includes HEC-2 models 

DGM-39. mapped surface and bedrock units with 

AZGS 

descriptions 

Nov 2004 AZGS CD MAF Geology 

KHA Project No. 091337127 

K:\PHX_Systems\091337137-MCDOT_DeerValleyPkwy\DataCollection\Data Collection Summary.xls 1 of 4










LIBRARY 

KHA 

No. 

14 

15 





ITEM TRACKING 


Geologic Mapping of Flood Hazards in Arizona: 

An Example From the White Tank Mountains 

Area, Maricopa County 

Gila River and Tributaries, Arizona Agua Fria 

Project Lower Agua Fria River Trilby Wash 

Detention Basin and Appurtenances 

OFR 91-10: outlines methods used to map 

alluvial surfaces of different ages, then converted 

to five flood-hazards zones. Includes four 

24"x36" plates. 

Record drawings for Trilby Wash Detention Basin 

(McMicken Dam) 

Format/ 

File Type 

Collected 

By 

Discipline 

AZGS Mar 1992 AZGS pdf MAF Geology 

Corps of Engineers, 

U.S. Army 

Jul 1956 FCDMC pdf MAF Drainage 

16 GWSI Hydrograph Site ID 334028112361401 

historical groundwater levels at 251st Ave 

between Bearsley Parkway alignment and Sun 

Valley Parkway 

ADWR Dec 2010 ADWR pdf MAF Water 


historical groundwater levels at approximately 

255th Ave alignment north of CAP 

ADWR Mar 2009 ADWR pdf MAF Water 


historical groundwater levels at 187th Ave and 

Pinnacle Peak Rd 



historical groundwater levels at 219th Ave and 



20 

H3 Alluvial Fan Wittmann Area FLO-2D Model for memo and FLO-2D files for alluvial area north of 

different inflow hyrographs 

CAP 

FCDMC Sep 2010 FCDMC pdf Drainage 

21 Hassayampa Basin Gravity Survey shows points for depth to bedrock study ADWR unknown ADWR pdf BML Water 

22 

Iona Wash Floodplain Delineation Study 

Technical Support Data Notebook, 3 Volumes 

describes hydraulic analysis (Volume 2), includes 

HEC-2 files 

CH2MHill Oct 1993 FCDMC pdf MAF Drainage 

23 

Land Subsidence in Western Metropolitan 

Phoenix, 01/22/2007 to 02/11/2008 

map showing 1.1 yr subsidence (0 to 3 cm) ADWR Feb 2008 ADWR pdf MAF Water 

24 


Phoenix, 01/22/2007 to 03/02/2009 

map showing 5.0 yr subsidence (0 to 5 cm) ADWR Mar 2009 ADWR pdf MAF Water 

25 


Phoenix, 02/11/2008 to 02/15/2010 


26 


Phoenix, 02/11/2008 to 03/02/2009 

map showing 1.0 yr subsidence (0 to 3 cm) ADWR Mar 2009 ADWR pdf MAF Water 

27 


Phoenix, 03/02/2009 to 02/15/2010 


28 


Phoenix, 03/08/2004 to 09/13/2010 

map showing 6.5 yr subsidence (0 to 10 cm) ADWR Sep 2010 ADWR pdf MAF Water 

29 


Phoenix, 03/13/2006 to 02/11/2008 


30 


Phoenix, 07/10/1992 to 10/30/2000 

map showing 8.3 yr subsidence (0 to 35 cm) ADWR Oct 2000 ADWR pdf MAF Water 

31 

Maricopa County Drainage Policies and 

Standards 

drainage guidelines MC Jan 2007 KHA pdf BML Drainage 












LIBRARY 

KHA 

No. 





ITEM TRACKING 


Format/ 

File Type 

Collected 

By 

Discipline 

32 

National Engineering Handbook Part 630 

Hydrology 

Chapter 7 Hydrologic Soil Groups NRCS May 2007 NRCS pdf BML Drainage 

33 Phoenix Active Management Area 

maps shows major infrastructure and 

grandfathered water rights 

ADWR Sep 2003 ADWR pdf BML Water 

34 

Sun Valley Area Drainage Master Plan Area 4 

Hydrology Technical Data Notebook 

hydrology report for area between Trilby Wash 

and Hassayampa River 

JE Fuller Aug 2006 FCDMC pdf BML Drainage 

35 

outlines preliminary alternatives for flood 

Sun Valley Area Drainage Master Plan Step 1 

protection alternatives. CAP sub-area applies to 

Alternatives Formulation and Preliminary Analysis 

study area 

JE Fuller Aug 2006 FCDMC pdf BML Drainage 

36 


Proposed Alternatives Report 

7 volumes. Vol 1 provides overview of ADMP 

process, and Volume 2 contains alternatives for 

project area 

JE Fuller Sep 2006 FCDMC pdf BML Drainage 

37 


Recommended Alternative Report 

7 volumes. Vol 1 provides overview of ADMP 

process, and Volume 2 contains alternatives for 

project area 

JE Fuller Dec 2006 FCDMC pdf BML Drainage 

38 

Sun Valley Area Drainage Master Plan Technical 

Data Notebook: Approximate Zone A Floodplain 

Delineation of White Tank Piedmont Appendix G 

compliation of AZGS gelogic reports/maps, 

NRCS soil surveys, and sediment yield analysis 

JE Fuller Sep 2006 FCDMC pdf BML Drainage 

39 Sun Valley Parkway Correspondence 

contains various dcumentation regarding the 

damage from the Aug 1988 storm, Greiner 

reviews of CWW drainage reporst, variance from 

standard drainage design criteria --valuable 

lesson on building a roadway in this alluvial fan 

area 

FCDMC unknown FCDMC pdf BML Drainage 

40 

Surficial Geology Around the White Tank 

Mountains, Central Arizona 

Technical Data Notebook (TDN) for Sun Valley 

OFR 91-8, includes report and nine quadrangle 

maps 

AZGS Nov 1991 KHA pdf MAF Geology 

41 

Parkway North Flood Insurace Study (Portion of 

Town of Surprise and Unincorporated Areas, 


includes general documentation and survey notes 

A-N West 

for Sun Valley Parkway North FIS 

May 1993 FCDMC pdf MAF Drainage 

42 Wagner Wash Flood Delineation Study Inundation mapping for Wagner Wash HDR Nov 1991 FCDMC pdf MAF Drainage 

43 Wagner Wash Flood Insurance Study 

description of Wagner Wash effective discharges 

and flood profiles 

includes general documentation, survey 

HDR Nov 1991 FCDMC pdf MAF Drainage 

44 Wagner Wash Technical Data Notebook 

information, manning's n value selection report, 

notes on HEC-2 model, culvert calculations, and 

HEC-2 output, 

HDR unknown FCDMC pdf MAF Drainage 












LIBRARY 

KHA 

No. 

45 

46 

47 

48 

49 





ITEM TRACKING 


geomorphic analysis is not detailed in project 

Wittmann Area Drainage Master Study Update area; includes 100-yr sediment yield for 

(ADMSU) Geomorpic and Sedimentation Analysis McMicken dam and erosioan hazard zone 

Report Volume GR 

analysis for Trilby Wash, Iona East Wash, Iona 

West Wash, and CAP-1 West Wash 

Wittmann Area Drainage Master Study Update 

ADMSU Floodplain Delineations Report Volume 

HD-1 thru 8 


Technical Data Notebook ADMSU Hydrology 

Volume HY-1 thru 3 


Technical Data Notebook ADMSU Hydrology 

Volume HY-Addendum 

Wittmann Area Drainage Master Plan Volume H, 

EC: Erosion Hazard Zone Re-Delineation 

Chapter, Iona Wash, Maricopa County, Arizona 

hydraulic analysis, floodplain delineation maps, 

and HEC-RAS models 

hydrology report and HEC-1 models Entellus 

updates hydrology based on detailed hydraulic 

analysis 

Updates the erosion hazard zone for section of 

Iona Wash between CAP and Pinnacle Peak 

Road, includes GIS shapefiles 

West Consultants, 

Inc. 

Format/ 

File Type 

Collected 

By 

Discipline 

Apr 2005 FCDMC pdf MAF Drainage 

Entellus Jul 2005 FCDMC pdf MAF Drainage 

Revised 

Oct 2004 

FCDMC pdf MAF Drainage 

Entellus Final Jul 2005 FCDMC pdf MAF Drainage 

JE Fuller Feb 2007 FCDMC pdf MAF Drainage 




CITY OF SURPRISE LONG RANGE MAJOR STREET PLAN 




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EXISTING GEOLOGIC MAPPING 





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SUBSIDENCE DOCUMENTATION 




Ranegras Valley 

McMullen Valley 

! 

! 

Harquahala Valley 

! Arizona Land Subsidence Areas 

Arizona Highways and Interstates 

Interstate 

US 

State 

! 

Gila Bend 

West Valley all 

Buckeye 

! 

! 

! 

! 

Scottsdale 

! 

Rainbow Valley 

! 

Maricopa-Stanfield 

1:2,832,259 

µ 

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Hawk Rock 

! 

! 

Picacho 

Tucson 

! 

! 

Green Valley 

0 15 30 60 90 

Miles 

120 

Fort Grant 

! 

! 

! 

Elfrida 

Bowie 

Kansas Settlement 

Active Land Subsidence Areas in Arizona Based on ADWR InSAR Data 

InSAR Data is Processed and Analyzed By the Geophysics/Surveying Unit of the Hydrology Division 

! ! 

San Simon

03/08/2004 To 09/13/2010 

Subsidence 

Decorrelation/No Data 

8 To 10 cm 

6 To 8 cm 

4 To 6 cm 

2 To 4 cm 

0 To 2 cm 

Subsidence Feature 

Hardrock 

CAP Canal 

Highways and Interstates 

Interstate 

US 

State 

Roads 

Railway 

�� 

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rx 303 

Land Subsidence in Western Metropolitan Phoenix 

Based on ADWR EnviSat Time-Series InSAR Data 

Time Period of Analysis: 6.5 Years 03/08/2004 To 09/13/2010 

1:183,029 

µ 

rx 101 

Thunderbird Rd 

§¨¦ 10 

Happy Valley Rd 

© ESA 2004 - 2010 

0 1 2 4 6 

Miles 

8 

Decorrelation (white areas) are areas where the phase 

of the received satellite signal changed between 

satellite passes, causing the data to be unusable. 

This occurs in areas where the land surface has been 

disturbed (i.e. bodies of water, snow, agriculture areas, 

areas of development, etc).


DRAINAGE FIELD PHOTOS 




Dixileta Dr 

Patton Rd 

Jomax Rd 



Deer Valley Rd 

Beardsley Rd 

Union Hills Dr 

Bell Rd 

259th Ave 

251st Ave 

243rd Ave 

249 

912 

235th Ave 

914 

213, 217 

254 

243 

230 

Sun Valley Pkwy 

227th Ave 

209, 210 

219th Ave 

229 

205 

201 175 906 147, 148 

211th Ave 

203rd Ave 



195th Ave 

165 

187th Ave 

Beardsley Canal 

Citrus Rd 

903 

Cotton Ln 

895 

0 0.25 0.5 1 

Appendix TM3-05. Drainage Field Photo Locations 

896 

Miles 

Study Area 

Photo Location/Number 

Dam 

Canals 

Wash 

River 

100-yr Floodplain 

(FEMA & FCDMC) 

Sarival Ave 

Reems Rd 

Maricopa County, Arizona

Photo 896: McMicken Dam spillway 

Photo 895: Culverts crossing Deer Valley Road at 4 East Wash looking downstream

Photo 903: Bridge over 1 West Wash 

Photo 147: Bridge over 2 West Wash looking downstream

Photo 148: 2 West Wash looking upstream 

Photo 165: Cracking in Deer Valley Road at the Northwest Regional Landfill

Photo 906: Drainage channel upstream of Deer Valley Road at the Northwest Regional Landfill 

Photo 175: Scour holes upstream of the Northwest Regional Landfill

Photo 201: Trilby Wash looking downstream 

Photo 205: Iona Wash looking downstream

Photo 209: Iona Wash (West Split) looking downstream 

Photo 210: Iona Wash (West Split) looking east

Photo 213: 5 West Wash looking upstream 

Photo 912: Wash 1 upstream of Deer Valley Rd alignment

Photo 217: Desiccation cracks near 5 West Wash 

Photo 229: Wash 5 at the power line corridor

Photo 230: Wash 4 at power line corridor looking downstream 

Photo 914: Wash 3 at Deer Valley Rd alignment

Photo 243: Scour near Wash 3 

Photo 249: Culverts crossing 243rd Ave at Wash 2

Photo 254: Wash 2 looking downstream


EXISTING GEOLOGIC FLOOD HAZARD MAPPING 

WHITE TANK MOUNTAINS 




Plate 1a 

Plate 1b 

Background images from: White Tanks Mountains Flood Hazard Map 

(Arizona Geological Survey Open File Report 91-10) ° 

��Parkway 


Study Area 

Regulatory Floodplain 

Appendix TM3-06. White Tanks Flood Hazard Map 

0 5,000 

2,500 

Feet 


Legend image from: White Tanks Mountains Flood Hazard Map 

(Arizona Geological Survey Open File Report 91-10) 

��Parkway 



Appendix TM3-06. White Tanks Flood Hazard Map Legend


RECOMMENDED AREA DRAINAGE MASTER PLAN IMPROVEMENTS 

ALLUVIAL FANS 




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EXISTING EROSION HAZARD MAPPING 




16. Rapid and significant changes in main channel geometry and 

capacity, particularly alternating single and highly braided 

reaches. 

An example where an avulsion has already taken place occurs in the area 

near where the Iona West Wash, the CAP-5 West Wash and the Trilby 

Wash converge. In this area, an access road for power lines wash was 

captured by the CAP-5 West Wash. This road converted into a channel 

has steep, vertical cutbanks as shown in Figure GR-96. For a short 

distance, the CAP-5 West Wash changes its flow path as it follows this 

access road. Historically, the CAP-5 West Wash flowed in a 

southeastern direction in this area. Now, the wash flows directly east 

along this road before it heads south. The new and historic flow paths 

are clearly visible in the aerial photograph shown in Figure GR-97. 

Figure GR-96. Access road that was captured by the channel (from WPT213 near the 

where the Iona West Wash, the CAP-5 West Wash, and the Trilby Wash converge) 

7-165

CAP- 5 WEST 

ACCESS ROAD 

Figure GR-97. The CAP-5 West Wash has captured the power line access road and 

changes its flow path 

To identify areas with high avulsion potential, the parameter dv 2 was 

calculated for the overbanks using the HEC-RAS hydraulic models. The 

necessary hydraulic parameters for Trilby Wash, Iona East Wash, Iona 

West Wash, and CAP-1 West Wash are shown in Table GR-31, Table 

GR-32, Table GR-33, and Table GR-34, respectively. The overbanks 

of the various washes were examined for areas in which the dv 2 

parameter was greater than 18 ft 3 /s 2 . These areas were flagged as areas 

of high avulsion potential. The dv 2 parameter was not the only thing 

considered when identifying areas of high avulsion potential; the other 

15 indicative characteristics listed from above were also considered. 

Using these characteristics, areas of high avulsion potential were 

identified as shown in Figure GR-111 for the Trilby/Iona system and in 

7-166

SUN VALLEY PKWY 


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Figure GR-109. Recommended erosion hazard zone for the Trilby Wash, the Iona East Wash, and the Iona West Wash 

7-186


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Figure GR-110. Recommended erosion hazard zone for the CAP-1 West Wash 

7-187

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APPENDIX TM3-09-1 

EXISTING DRAINAGE STRUCTURE DOCUMENTATION 

SUN VALLEY PARKWAY CULVERTS 





EXISTING DRAINAGE STRUCTURE DOCUMENTATION 

MCMICKEN DAM 




90+00 

80+00 

370+00 

360+00 

350+00 

340+00 

330+00 

320+00 

310+00 

300+00 

290+00 

280+00 

270+00 

260+00 

250+00 

240+00 

230+00 

220+00 

210+00 

200+00 

190+00 

180+00 

170+00 

160+00 

150+00 

140+00 

130+00 

120+00 

110+00 

100+00 

Legend 

District Property Boundary 

Earth Fissure Risk Zones 

High Risk 

Moderate Risk 

Low-Moderate Risk 

Low Risk 

�� 

�� 

NOTE: Earth Fissure Risk Zones 

are for dam safety purposes only. 

Glendale Ave 

530+00 

520+00 

510+00 

500+00 

490+00 

480+00 

470+00 

460+00 

450+00 

440+00 

430+00 

420+00 

410+00 

400+00 

390+00 

380+00 

303 

60 

0.5 0.25 0 0.5 1 

Miles 

WITTMANN AREA DRAINAGE MASTER PLAN 

FLOOD CONTROL DISTRICT OF MARICOPA COUNTY 

MA-4.4.14 

EARTH FISSURE RISK ZONES 

Dsgn:KCF Drn:EMP Chk:BH

Proposed 

End of Dam 

Segment 

Remove 

Existing 

Dike 

Principal 

Outlet 

!( 

52000 

51500 

51000 

!( 

46500 

!( 

!( 

!( 

!( 

!( 

!( 

!( 

!( 

!( 

53400 

!( 

53000 

52500 

!( 

!( 

50500 

50000 

49500 

49000 

48500 

Remove Existing 

Shooting Range 

Facilities and 

Regrade 

(By Others) 

Proposed 

Training 

Dike 

48000 

!( 47500 

10+00 

47000 12+50 

Remove 

Existing 

Dike 

(By Others) 

25+00 

20+00 

Lengthen Existing 

Syphon 

30+00 

£¤ 60 

New Channel 

50+00 55+00 

45+00 

Raise Outlet Channel Levee 

SPILLWAY FLOWS: 

Q =90,92 5cfs 

p 

0 190 380 760 

Feet 

PMF 

Q =10,115 cfs 

500 

Q =2,395 cfs 

200 

90+00 

85+00 

80+00 

75+00 

70+00 

Legend 

FCDMC Property Li ne 

Index Contour 

2' Contour 

Q = 0 cfs 

100 

Emergency Spillway Cente rl ine 

McMi cken Dam Centerline 

McMi cken Dam Outlet Cha nnelCenterline 

Excess ROW 

Proposed Emergency Spill way 

Re move Existing Di ke (By Others) 

Dsgn : JS Dr n: C JC Chk: HAA 

WITTMANN A REA D RAINAGE MASTER PLAN 

FLOOD CON TROL DISTR ICT OF MARIC OPA C OUN TY 

FIGURE MA - 4.4.5A 

PROPOSED SPILLWAY CONFIGURATION

WITTMANN AREA DRAINAGE MASTER PLAN 

FLOOD CONTROL DISTRICT OF MARICOPA COUNTY 

FIGURE MA - 4.4.5B 

Proposed Emergency Spillway Typical Section


EXISTING HYDROLOGY RESULTS 

EXCERPTS FROM WITTMANN ADMSU 




Table D.6: Summary of Peak Discharges 

100-yr 24-hr Storm 100-yr 6-hr Storm 

Model ID Drainage Area Exst. Cond. Fut. Cond. Drainage Area Exst. Cond. Fut. Cond. 

Appendix D.6 Page 1 of 13 

Controlling Storm 

Exst. Cond. Fut Cond. 

[mi 2 ] Q [cfs] Q [cfs] [mi 2 ] Q [cfs] Q [cfs] Storm Q [cfs] Storm Q [cfs] 

AF800 0.72 736 730 0.72 945 952 6-hour 945 6-hour 952 

AF802 0.39 425 452 0.39 618 671 6-hour 618 6-hour 671 

AF803 2.84 1,811 1,783 2.84 2,044 2,004 6-hour 2,044 6-hour 2,004 

AF805 0.63 572 564 0.63 810 805 6-hour 810 6-hour 805 

AF807 1.02 1,553 1,627 1.02 1,789 1,935 6-hour 1,789 6-hour 1,935 

AF810 2.12 1,393 1,553 2.12 1,543 1,820 6-hour 1,543 6-hour 1,820 

AF820 0.70 411 404 0.70 592 584 6-hour 592 6-hour 584 

AF830 0.27 244 236 0.27 356 349 6-hour 356 6-hour 349 

AF850 0.22 405 445 0.22 585 633 6-hour 585 6-hour 633 

AF852 0.17 340 341 0.17 479 481 6-hour 479 6-hour 481 

AF854 0.34 583 586 0.34 863 866 6-hour 863 6-hour 866 

AF860 0.36 319 369 0.36 476 543 6-hour 476 6-hour 543 

AF862 0.18 365 358 0.18 542 533 6-hour 542 6-hour 533 

AF864 0.09 79 74 0.09 116 108 6-hour 116 6-hour 108 

AF866 0.45 609 620 0.45 896 912 6-hour 896 6-hour 912 

C200* 42.48 7,752 9,392 42.48 7,146 9,128 24-hour 7,752 24-hour 9,392 

C205* 1.57 919 932 1.57 1,114 1,162 6-hour 1,114 6-hour 1,162 

C210* 40.83 7,445 9,095 40.83 6,969 8,907 24-hour 7,445 24-hour 9,095 

C216* 2.38 1,079 1,193 2.38 1,295 1,480 6-hour 1,295 6-hour 1,480 

C230* 3.91 3,546 3,549 3.91 3,331 3,427 24-hour 3,546 24-hour 3,549 

C242* 3.76 2,883 3,084 3.76 2,739 3,039 24-hour 2,883 24-hour 3,084 

C302* 54.75 10,663 10,627 54.72 9,848 9,876 24-hour 10,663 24-hour 10,627 

C350* 22.23 6,553 6,347 22.22 6,985 6,672 6-hour 6,985 6-hour 6,672 

C359* 1.45 778 780 1.45 990 1,004 6-hour 990 6-hour 1,004 

C363* 0.54 279 264 0.72 508 490 6-hour 508 6-hour 490 

C364* 16.90 5,271 5,346 16.95 5,401 5,578 6-hour 5,401 6-hour 5,578 

C390A 5.07 2,903 2,890 5.07 3,030 3,115 6-hour 3,030 6-hour 3,115 

C410* 104.45 14,102 15,013 104.42 11,834 12,703 24-hour 14,102 24-hour 15,013 

C430* 19.33 3,802 3,754 19.33 3,980 4,054 6-hour 3,980 6-hour 4,054 

C442* 12.26 3,831 3,721 12.29 4,121 4,221 6-hour 4,121 6-hour 4,221 

C446A 0.42 249 238 0.50 420 408 6-hour 420 6-hour 408 

C450B 6.35 2,786 2,834 6.38 3,226 3,447 6-hour 3,226 6-hour 3,447 

C452B 3.38 1,302 1,239 3.38 1,645 1,579 6-hour 1,645 6-hour 1,579 

C508* 40.64 7,495 8,068 41.72 6,337 7,058 24-hour 7,495 24-hour 8,068 

C530* 2.13 1,068 1,309 2.13 1,333 1,662 6-hour 1,333 6-hour 1,662 

C538A 2.02 1,278 1,268 2.02 1,595 1,598 6-hour 1,595 6-hour 1,598 

C562* 5.03 2,509 2,152 5.03 2,896 2,507 6-hour 2,896 6-hour 2,507 

* Drainage areas may differ between the 24-hour and 6-hour storms: the HEC-1 hard coding was performed separately for the 24-hour and 6-hour storms.








C576B 1.69 687 619 1.69 919 837 6-hour 919 6-hour 837 

C580A 3.13 2,218 1,878 3.13 2,424 2,129 6-hour 2,424 6-hour 2,129 

C600A 8.62 1,288 1,493 9.67 1,221 1,410 24-hour 1,288 24-hour 1,493 

C606A 4.08 363 375 3.55 368 396 6-hour 368 6-hour 396 

C624A 6.92 2,060 2,199 7.56 1,746 2,115 24-hour 2,060 24-hour 2,199 

C700* 302.88 6,286 7,625 302.88 4,027 5,534 24-hour 6,286 24-hour 7,625 

C708* 3.70 1,563 1,750 3.70 1,685 2,010 6-hour 1,685 6-hour 2,010 

C726* 41.19 3,037 3,389 36.10 2,672 3,211 24-hour 3,037 24-hour 3,389 

C726A 21.41 1,812 1,971 18.85 1,657 1,909 24-hour 1,812 24-hour 1,971 

C726B 19.77 1,298 1,654 17.24 1,229 1,695 24-hour 1,298 6-hour 1,695 

C802* 313.51 7,038 8,537 313.51 4,057 5,638 24-hour 7,038 24-hour 8,537 

CAF807 4.49 2,508 2,600 4.49 2,926 2,905 6-hour 2,926 6-hour 2,905 

CAF810 320.12 7,163 8,766 320.12 4,048 5,631 24-hour 7,163 24-hour 8,766 

CAF820 320.81 7,160 8,755 320.81 4,038 5,615 24-hour 7,160 24-hour 8,755 

CAF850 0.72 1,140 1,184 0.72 1,545 1,596 6-hour 1,545 6-hour 1,596 

CAF852 0.51 812 817 0.51 1,174 1,179 6-hour 1,174 6-hour 1,179 

CAF860 1.08 860 914 1.08 1,151 1,226 6-hour 1,151 6-hour 1,226 

CAF862 0.26 373 364 0.26 555 543 6-hour 555 6-hour 543 

CAP1* 53.75 14,390 15,575 53.76 13,205 14,655 24-hour 14,390 24-hour 15,575 

CAP2* 39.36 8,461 10,018 33.74 6,672 8,797 24-hour 8,461 24-hour 10,018 

CIW300 30.57 6,941 7,056 30.55 6,611 6,819 24-hour 6,941 24-hour 7,056 

CIW302 24.18 5,078 5,239 24.24 5,042 5,220 24-hour 5,078 24-hour 5,239 

CIW310 1.75 708 686 1.75 885 891 6-hour 885 6-hour 891 

CIW314 29.09 7,496 7,416 29.07 7,566 7,448 6-hour 7,566 6-hour 7,448 

CIW322 25.16 7,021 6,791 25.14 7,314 7,020 6-hour 7,314 6-hour 7,020 

CIW330 23.27 6,608 6,392 23.25 6,979 6,677 6-hour 6,979 6-hour 6,677 

CIW334 22.85 5,156 5,266 22.91 5,175 5,351 6-hour 5,175 6-hour 5,351 

CIW338 21.26 5,213 5,289 21.32 5,248 5,425 6-hour 5,248 6-hour 5,425 

CIW342 17.25 5,157 5,226 17.30 5,302 5,474 6-hour 5,302 6-hour 5,474 

CIW346 20.92 5,247 5,319 20.98 5,297 5,470 6-hour 5,297 6-hour 5,470 

CIW349 12.30 5,399 5,508 12.27 5,506 5,721 6-hour 5,506 6-hour 5,721 

CIW350 17.41 5,647 5,297 17.45 6,037 5,645 6-hour 6,037 6-hour 5,645 

CIW351 1.71 559 568 1.67 697 711 6-hour 697 6-hour 711 

CIW352 6.31 2,192 2,204 6.39 2,291 2,355 6-hour 2,291 6-hour 2,355 

CIW353 15.24 5,023 4,662 15.28 5,494 5,051 6-hour 5,494 6-hour 5,051 

CIW354 14.59 5,244 5,334 14.64 5,405 5,595 6-hour 5,405 6-hour 5,595 

CIW356 14.23 5,308 5,397 14.28 5,452 5,643 6-hour 5,452 6-hour 5,643 









CPI615 6.21 701 798 7.20 952 982 6-hour 952 6-hour 982 

CPI618 5.48 629 656 6.46 661 866 6-hour 661 6-hour 866 

CPI621 10.22 1,200 1,397 11.70 1,028 1,287 24-hour 1,200 24-hour 1,397 

CPI624 8.57 1,837 2,360 9.21 1,564 2,243 24-hour 1,837 24-hour 2,360 

CPI628 4.11 750 763 4.75 594 1,057 24-hour 750 6-hour 1,057 

CPI633 241.94 3,906 3,160 246.48 2,199 2,865 24-hour 3,906 24-hour 3,160 

CPI635 223.30 2,908 677 225.17 1,523 2,123 24-hour 2,908 6-hour 2,123 

CPI639 0.37 173 184 0.43 288 310 6-hour 288 6-hour 310 

CPI645 11.72 4,921 4,890 11.72 5,320 5,404 6-hour 5,320 6-hour 5,404 

CPI651 7.26 3,455 3,308 7.26 3,894 3,811 6-hour 3,894 6-hour 3,811 

CPI654 6.34 3,103 2,831 6.34 3,587 3,352 6-hour 3,587 6-hour 3,352 

CPI660 2.31 986 906 2.31 1,270 1,172 6-hour 1,270 6-hour 1,172 

CPI672 6.98 2,266 2,407 6.98 2,483 2,753 6-hour 2,483 6-hour 2,753 

CPI675 14.77 6,454 6,800 14.77 6,471 7,156 6-hour 6,471 6-hour 7,156 

CPI678 19.55 9,081 9,528 19.55 8,723 9,652 24-hour 9,081 6-hour 9,652 

CPI681 18.72 9,687 10,027 18.72 9,152 10,009 24-hour 9,687 24-hour 10,027 

CPI684 17.73 10,128 10,632 17.73 9,384 10,270 24-hour 10,128 24-hour 10,632 

CPI687 16.99 10,065 10,688 16.99 9,390 10,250 24-hour 10,065 24-hour 10,688 

CPI689 9.98 6,934 7,340 9.98 6,591 7,228 24-hour 6,934 24-hour 7,340 

CPI690 14.71 6,673 7,007 14.71 6,659 7,346 24-hour 6,673 6-hour 7,346 

CSV200 99.52 14,084 14,856 99.49 11,885 12,735 24-hour 14,084 24-hour 14,856 

CSV212 38.68 7,363 8,859 38.68 6,822 8,643 24-hour 7,363 24-hour 8,859 

CSV216 6.82 2,345 2,364 6.82 2,621 2,753 6-hour 2,621 6-hour 2,753 

CSV218 2.82 1,692 1,668 2.82 1,767 1,834 6-hour 1,767 6-hour 1,834 

CSV219 1.14 1,104 1,112 1.14 1,122 1,150 6-hour 1,122 6-hour 1,150 

CSV220 30.63 6,753 7,844 30.63 6,403 7,777 24-hour 6,753 24-hour 7,844 

CSV244 1.62 720 804 1.62 917 1,053 6-hour 917 6-hour 1,053 

CSV246 0.76 395 421 0.76 514 555 6-hour 514 6-hour 555 

CSV256 0.44 340 391 0.44 484 564 6-hour 484 6-hour 564 

CSV260 16.99 5,765 6,663 16.99 6,422 7,564 6-hour 6,422 6-hour 7,564 

CSV264 4.82 2,264 2,474 4.82 2,714 3,000 6-hour 2,714 6-hour 3,000 

CSV272 3.84 1,566 1,843 3.84 1,966 2,342 6-hour 1,966 6-hour 2,342 

CSV276 7.41 3,247 3,634 7.41 3,738 4,303 6-hour 3,738 6-hour 4,303 

CSV280 9.54 3,723 4,203 9.54 4,248 4,905 6-hour 4,248 6-hour 4,905 

CSV284 1.82 1,157 1,270 1.82 1,449 1,635 6-hour 1,449 6-hour 1,635 

CTW400 163.05 17,339 21,188 163.08 11,450 14,523 24-hour 17,339 24-hour 21,188 

CTW402 135.09 16,124 19,464 135.06 11,555 14,148 24-hour 16,124 24-hour 19,464 









CTW404 25.72 5,271 5,951 25.72 4,612 5,469 24-hour 5,271 24-hour 5,951 

CTW410 1.48 852 931 1.48 1,107 1,235 6-hour 1,107 6-hour 1,235 

CTW412 2.87 1,295 1,711 2.87 1,661 2,214 6-hour 1,661 6-hour 2,214 

CTW418 21.49 2,766 2,817 21.55 2,684 2,831 24-hour 2,766 6-hour 2,831 

CTW422 23.69 2,842 3,320 23.75 2,609 2,958 24-hour 2,842 24-hour 3,320 

CTW430 20.12 3,900 3,863 20.18 3,980 4,049 6-hour 3,980 6-hour 4,049 

CTW431 2.78 1,160 1,180 2.75 1,408 1,443 6-hour 1,408 6-hour 1,443 

CTW432 1.90 770 769 1.87 976 996 6-hour 976 6-hour 996 

CTW434 15.61 3,912 3,821 15.61 4,103 4,176 6-hour 4,103 6-hour 4,176 

CTW440 7.60 2,556 2,586 7.40 2,872 3,006 6-hour 2,872 6-hour 3,006 

CTW442 4.67 1,417 1,330 4.90 1,793 1,738 6-hour 1,793 6-hour 1,738 

CTW444 7.49 2,616 2,641 7.29 2,931 3,064 6-hour 2,931 6-hour 3,064 

CTW446 1.04 475 488 1.01 634 664 6-hour 634 6-hour 664 

CTW450 7.59 2,832 2,877 7.62 3,229 3,391 6-hour 3,229 6-hour 3,391 

CTW452 4.29 1,465 1,389 4.52 1,841 1,787 6-hour 1,841 6-hour 1,787 

CTW454 3.52 1,564 1,504 3.52 1,811 1,758 6-hour 1,811 6-hour 1,758 

CTW456 3.16 1,517 1,464 3.16 1,736 1,698 6-hour 1,736 6-hour 1,698 

CTW458 2.99 1,479 1,435 2.99 1,686 1,658 6-hour 1,686 6-hour 1,658 

CTW462 4.02 2,130 2,355 4.05 3,039 3,373 6-hour 3,039 6-hour 3,373 

CTW478 0.79 351 357 0.85 422 429 6-hour 422 6-hour 429 

CTW480 10.62 2,780 2,882 11.78 3,071 3,279 6-hour 3,071 6-hour 3,279 

CTW482 3.88 1,050 1,032 5.04 1,655 1,553 6-hour 1,655 6-hour 1,553 

CTW484 5.99 2,046 1,902 5.99 2,286 2,213 6-hour 2,286 6-hour 2,213 

CTW485 5.64 1,937 1,727 5.64 2,200 2,060 6-hour 2,200 6-hour 2,060 

CWI500 222.69 23,146 3,318 224.56 13,179 17,232 24-hour 23,146 6-hour 17,232 

CWI502 201.44 21,379 26,281 202.35 12,654 16,474 24-hour 21,379 24-hour 26,281 

CWI504 164.40 17,199 21,107 164.43 11,356 14,452 24-hour 17,199 24-hour 21,107 

CWI506 12.35 2,340 1,702 13.10 2,075 2,759 24-hour 2,340 6-hour 2,759 

CWI508 41.34 7,402 7,988 42.42 6,228 6,914 24-hour 7,402 24-hour 7,988 

CWI510 35.84 6,176 6,728 36.72 5,284 5,913 24-hour 6,176 24-hour 6,728 

CWI512 35.64 7,194 7,664 36.18 6,187 6,857 24-hour 7,194 24-hour 7,664 

CWI514 30.62 7,064 7,416 30.56 6,311 6,941 24-hour 7,064 24-hour 7,416 

CWI516 34.29 7,374 7,745 34.83 6,473 7,122 24-hour 7,374 24-hour 7,745 

CWI518 5.00 1,014 1,316 5.54 1,019 1,402 6-hour 1,019 6-hour 1,402 

CWI524 1.51 712 734 1.60 940 978 6-hour 940 6-hour 978 

CWI525 8.92 1,614 1,802 10.23 1,695 1,778 6-hour 1,695 24-hour 1,802 

CWI526 3.49 418 435 4.10 436 506 6-hour 436 6-hour 506 









PI624A 2.81 1,630 1,827 2.81 1,577 1,953 24-hour 1,630 6-hour 1,953 

PI628 0.57 695 655 0.57 1,004 953 6-hour 1,004 6-hour 953 

PI633 0.34 280 297 0.34 383 411 6-hour 383 6-hour 411 

PI635 0.61 622 565 0.61 889 807 6-hour 889 6-hour 807 

PI636 0.43 384 373 0.43 576 566 6-hour 576 6-hour 566 

PI639 0.34 169 178 0.34 261 273 6-hour 261 6-hour 273 

PI642 0.24 162 184 0.24 247 278 6-hour 247 6-hour 278 

PI645 1.56 1,160 1,143 1.56 1,292 1,316 6-hour 1,292 6-hour 1,316 

PI645A 1.63 912 893 1.63 1,162 1,175 6-hour 1,162 6-hour 1,175 

PI648 1.73 1,035 969 1.73 1,286 1,246 6-hour 1,286 6-hour 1,246 

PI651 0.46 308 290 0.46 459 436 6-hour 459 6-hour 436 

PI654 4.03 2,372 2,194 4.03 2,695 2,599 6-hour 2,695 6-hour 2,599 

PI657 0.87 456 432 0.87 607 583 6-hour 607 6-hour 583 

PI660 0.84 339 320 0.84 455 432 6-hour 455 6-hour 432 

PI663 0.60 329 324 0.60 468 468 6-hour 468 6-hour 468 

PI669 0.29 144 145 0.29 219 223 6-hour 219 6-hour 223 

PI672 1.51 1,172 1,128 1.51 1,342 1,306 6-hour 1,342 6-hour 1,306 

PI675 0.06 72 72 0.06 106 106 6-hour 106 6-hour 106 

PI678 0.83 406 514 0.83 556 708 6-hour 556 6-hour 708 

PI681 0.99 598 585 0.99 792 798 6-hour 792 6-hour 798 

PI684 0.74 637 632 0.74 864 871 6-hour 864 6-hour 871 

PI687 7.01 4,139 4,342 7.01 4,123 4,438 24-hour 4,139 6-hour 4,438 

PI688 3.20 2,507 2,636 3.20 2,650 2,857 6-hour 2,650 6-hour 2,857 

PI689 6.78 4,688 4,972 6.78 4,695 5,150 6-hour 4,695 6-hour 5,150 

PI690 0.63 315 334 0.63 447 478 6-hour 447 6-hour 478 

PI693 0.84 756 732 0.84 1,003 980 6-hour 1,003 6-hour 980 

SV200 2.29 1,931 2,114 2.29 2,003 2,363 6-hour 2,003 6-hour 2,363 

SV202 1.44 1,078 1,032 1.44 1,323 1,314 6-hour 1,323 6-hour 1,314 

SV203 0.08 120 111 0.08 182 170 6-hour 182 6-hour 170 

SV205 0.50 747 739 0.50 1,102 1,095 6-hour 1,102 6-hour 1,095 

SV208 1.07 638 676 1.07 831 889 6-hour 831 6-hour 889 

SV210 0.72 1,189 1,216 0.72 1,553 1,606 6-hour 1,553 6-hour 1,606 

SV212 4.14 3,325 3,361 4.14 3,072 3,358 24-hour 3,325 24-hour 3,361 

SV214 1.87 1,910 1,944 1.87 2,019 2,185 6-hour 2,019 6-hour 2,185 

SV216 1.63 1,613 1,551 1.63 1,787 1,781 6-hour 1,787 6-hour 1,781 

SV218 1.29 1,039 986 1.29 1,258 1,225 6-hour 1,258 6-hour 1,225 

SV219 0.90 1,105 1,105 0.90 1,167 1,179 6-hour 1,167 6-hour 1,179 









SV220 0.60 797 792 0.60 1,114 1,101 6-hour 1,114 6-hour 1,101 

SV230 0.85 1,276 1,261 0.85 1,582 1,580 6-hour 1,582 6-hour 1,580 

SV232 3.06 2,919 3,041 3.06 2,720 2,915 24-hour 2,919 24-hour 3,041 

SV236 0.59 521 527 0.59 763 760 6-hour 763 6-hour 760 

SV240 3.67 2,841 3,045 3.67 2,706 3,008 24-hour 2,841 24-hour 3,045 

SV242 0.09 63 63 0.09 93 94 6-hour 93 6-hour 94 

SV244 0.95 435 470 0.95 576 640 6-hour 576 6-hour 640 

SV246 0.16 200 197 0.16 287 285 6-hour 287 6-hour 285 

SV248 1.27 771 845 1.27 944 1,058 6-hour 944 6-hour 1,058 

SV250 0.12 107 104 0.12 156 157 6-hour 156 6-hour 157 

SV251 0.27 204 204 0.27 313 308 6-hour 313 6-hour 308 

SV252 0.15 104 108 0.15 158 162 6-hour 158 6-hour 162 

SV254 0.10 99 113 0.10 150 171 6-hour 150 6-hour 171 

SV256 0.06 68 79 0.06 104 121 6-hour 104 6-hour 121 

SV258 0.74 669 753 0.74 888 1,018 6-hour 888 6-hour 1,018 

SV260 1.26 1,154 1,091 1.26 1,404 1,354 6-hour 1,404 6-hour 1,354 

SV264 1.92 1,336 1,279 1.92 1,603 1,603 6-hour 1,603 6-hour 1,603 

SV264A 2.90 1,695 1,691 2.90 2,000 2,107 6-hour 2,000 6-hour 2,107 

SV268 1.38 1,349 1,292 1.38 1,628 1,618 6-hour 1,628 6-hour 1,618 

SV272 1.20 976 932 1.20 1,212 1,193 6-hour 1,212 6-hour 1,193 

SV276 0.92 678 643 0.92 905 874 6-hour 905 6-hour 874 

SV280 1.06 707 664 1.06 925 890 6-hour 925 6-hour 890 

SV284 0.28 337 341 0.28 491 495 6-hour 491 6-hour 495 

SV286 1.54 1,175 1,181 1.54 1,427 1,504 6-hour 1,427 6-hour 1,504 

SV290 0.81 653 664 0.81 881 914 6-hour 881 6-hour 914 

SV294 2.65 1,805 1,761 2.65 2,100 2,178 6-hour 2,100 6-hour 2,178 

SV298 1.08 506 493 1.08 672 667 6-hour 672 6-hour 667 

TW400 4.27 2,211 2,765 4.27 2,394 3,162 6-hour 2,394 6-hour 3,162 

TW402 4.91 3,179 3,492 4.91 3,158 3,774 24-hour 3,179 6-hour 3,774 

TW404 2.09 2,515 2,509 2.09 2,442 2,543 24-hour 2,515 6-hour 2,543 

TW406 0.16 375 378 0.16 521 525 6-hour 521 6-hour 525 

TW408 0.91 413 437 0.91 565 604 6-hour 565 6-hour 604 

TW410 0.31 178 204 0.31 254 290 6-hour 254 6-hour 290 

TW412 2.06 1,239 1,403 2.06 1,453 1,762 6-hour 1,453 6-hour 1,762 

TW414 1.17 2,018 2,027 1.17 2,191 2,227 6-hour 2,191 6-hour 2,227 

TW416 0.59 420 456 0.59 627 677 6-hour 627 6-hour 677 

TW418 1.37 1,476 1,473 1.37 1,784 1,835 6-hour 1,784 6-hour 1,835 









TW420 0.81 575 662 0.81 778 923 6-hour 778 6-hour 923 

TW422 0.70 516 546 0.70 741 791 6-hour 741 6-hour 791 

TW424 1.50 2,046 2,112 1.50 2,266 2,372 6-hour 2,266 6-hour 2,372 

TW429 0.56 510 520 0.56 728 749 6-hour 728 6-hour 749 

TW430 2.49 2,816 2,732 2.49 2,825 2,852 6-hour 2,825 6-hour 2,852 

TW431 0.87 705 682 0.87 940 922 6-hour 940 6-hour 922 

TW432 0.86 588 574 0.86 787 778 6-hour 787 6-hour 778 

TW434 0.57 453 443 0.57 657 642 6-hour 657 6-hour 642 

TW436 0.67 729 733 0.67 1,001 1,007 6-hour 1,001 6-hour 1,007 

TW440 0.11 133 134 0.11 191 193 6-hour 191 6-hour 193 

TW442 0.38 373 386 0.38 546 567 6-hour 546 6-hour 567 

TW444 0.35 357 351 0.35 524 514 6-hour 524 6-hour 514 

TW446 0.35 361 345 0.35 522 503 6-hour 522 6-hour 503 

TW446A 0.34 221 210 0.34 322 309 6-hour 322 6-hour 309 

TW448 0.35 202 194 0.35 291 281 6-hour 291 6-hour 281 

TW450 1.25 661 625 1.25 857 825 6-hour 857 6-hour 825 

TW450A 0.88 709 692 0.88 937 927 6-hour 937 6-hour 927 

TW450B 0.40 452 430 0.40 651 626 6-hour 651 6-hour 626 

TW452 0.46 320 304 0.46 466 447 6-hour 466 6-hour 447 

TW452A 1.08 822 816 1.08 1,062 1,073 6-hour 1,062 6-hour 1,073 

TW452B 1.03 615 580 1.03 813 784 6-hour 813 6-hour 784 

TW454 0.36 128 123 0.36 195 188 6-hour 195 6-hour 188 

TW456 0.18 117 113 0.18 172 167 6-hour 172 6-hour 167 

TW458 0.67 726 725 0.67 985 991 6-hour 985 6-hour 991 

TW459 1.04 401 348 1.04 535 472 6-hour 535 6-hour 472 

TW460 2.32 1,213 1,171 2.32 1,412 1,362 6-hour 1,412 6-hour 1,362 

TW462 0.08 129 124 0.08 184 179 6-hour 184 6-hour 179 

TW478 0.26 351 353 0.26 465 470 6-hour 465 6-hour 470 

TW480 0.75 741 746 0.75 999 1,006 6-hour 999 6-hour 1,006 

TW482 0.76 678 758 0.76 909 1,039 6-hour 909 6-hour 1,039 

TW484 0.35 245 265 0.35 365 395 6-hour 365 6-hour 395 

TW485 2.37 1,589 1,536 2.37 1,746 1,789 6-hour 1,746 6-hour 1,789 

WI500 1.05 765 745 1.05 985 972 6-hour 985 6-hour 972 

WI502 1.21 669 687 1.21 851 900 6-hour 851 6-hour 900 

WI504 1.35 1,395 1,342 1.35 1,645 1,612 6-hour 1,645 6-hour 1,612 

WI506 1.58 961 1,036 1.58 1,175 1,284 6-hour 1,175 6-hour 1,284 

WI508 0.70 411 390 0.70 581 563 6-hour 581 6-hour 563 


Wittmann ADMSU Addendum 

100-year 6-hour Future Conditions 

HYDROGRAPH AT 

+ SV272 1193. 4.42 271. 68. 23. 1.20 

3 COMBINED AT 

+ CSV272 2342. 5.25 908. 235. 78. 3.84 

ROUTED TO 

+ RSV272 2326. 5.33 908. 235. 78. 3.84 

HYDROGRAPH AT 

+ SV294 2178. 4.67 716. 184. 61. 2.65 

ROUTED TO 

+ RSV294 1952. 5.42 711. 184. 61. 2.65 

HYDROGRAPH AT 

+ SV276 874. 4.50 221. 56. 19. .92 

3 COMBINED AT 

+ CSV276 4303. 5.42 1729. 450. 150. 7.41 

ROUTED TO 

+ RSV276 4299. 5.42 1729. 450. 150. 7.41 

HYDROGRAPH AT 

+ SV280 890. 4.58 260. 66. 22. 1.06 

3 COMBINED AT 

+ CSV280 4905. 5.50 2148. 566. 189. 9.54 

ROUTED TO 

+ RSV280 4807. 5.75 2145. 566. 189. 9.54 

HYDROGRAPH AT 

+ SV268 1618. 4.42 372. 94. 31. 1.38 

ROUTED TO 

+ RSV268 1386. 4.75 371. 94. 31. 1.38 

HYDROGRAPH AT 

+ SV260 1354. 4.42 272. 68. 23. 1.26 

4 COMBINED AT 

+ CSV260 7564. 5.58 3611. 962. 321. 16.99 

ROUTED TO 

+ SCP010 4946. 6.67 3470. 959. 320. 16.99 

ROUTED TO 

+ RSV260 4937. 6.92 3460. 959. 320. 16.99 

HYDROGRAPH AT 

+ SV220 1101. 4.17 155. 39. 13. .60 

HYDROGRAPH AT 

+ SV252 162. 4.25 30. 8. 3. .15 

ROUTED TO 

+ RSV252 106. 5.17 30. 8. 3. .15 

HYDROGRAPH AT 

+ SV254 171. 4.17 24. 6. 2. .10 

ROUTED TO 

+ RSV254 96. 5.08 24. 6. 2. .10 

HYDROGRAPH AT 

+ SV219 1179. 4.33 230. 58. 19. .90 

3 COMBINED AT 

+ CSV219 1150. 4.33 273. 70. 23. 1.14 

ROUTED TO 

+ RSV219 975. 4.83 273. 70. 23. 1.14 

Page 29 of 56



HYDROGRAPH AT 

+ SV251 308. 4.25 49. 12. 4. .27 

ROUTED TO 

+ RSV251 205. 5.25 49. 12. 4. .27 

HYDROGRAPH AT 

+ SV250 157. 4.17 24. 6. 2. .12 

ROUTED TO 

+ RSV250 98. 5.25 24. 6. 2. .12 

HYDROGRAPH AT 

+ SV218 1225. 4.42 255. 64. 21. 1.29 

4 COMBINED AT 

+ CSV218 1834. 4.75 558. 143. 48. 2.82 

ROUTED TO 

+ RSV218 1726. 5.08 557. 143. 48. 2.82 

HYDROGRAPH AT 

+ SV248 1058. 4.67 277. 71. 24. 1.27 

DIVERSION TO 

+ DO248 497. 4.67 130. 33. 11. 1.27 

HYDROGRAPH AT 

+ D248 561. 4.67 147. 37. 12. 1.27 

ROUTED TO 

+ RSV248 489. 5.17 146. 37. 12. 1.27 

HYDROGRAPH AT 

+ SV244 640. 4.92 210. 54. 18. .95 

2 COMBINED AT 

+ CSV244 1053. 5.08 348. 89. 30. 1.62 

HYDROGRAPH AT 

+ SV246 285. 4.17 39. 10. 3. .16 

HYDROGRAPH AT 

+ D248 497. 4.67 130. 33. 11. 1.27 

ROUTED TO 

+ RD248 460. 5.00 130. 33. 11. 1.27 

2 COMBINED AT 

+ CSV246 555. 4.92 172. 44. 15. .76 

2 COMBINED AT 

+ C216* 1480. 5.00 500. 129. 43. 2.38 

ROUTED TO 

+ RSV244 1374. 5.75 498. 129. 43. 2.38 

HYDROGRAPH AT 

+ SV216 1781. 4.33 332. 83. 28. 1.63 

3 COMBINED AT 

+ CSV216 2753. 5.33 1240. 323. 108. 6.82 

ROUTED TO 

+ RSV216 2722. 5.75 1237. 323. 108. 6.82 

HYDROGRAPH AT 

+ SV236 760. 4.25 107. 27. 9. .59 

ROUTED TO 

+ RSV236 414. 5.50 107. 27. 9. .59 

HYDROGRAPH AT 




+ SV240 3008. 4.75 686. 173. 58. 3.67 

HYDROGRAPH AT 

+ SV242 94. 4.25 17. 4. 1. .09 

2 COMBINED AT 

+ C242* 3039. 4.75 697. 176. 59. 3.76 

ROUTED TO 

+ R242* 2794. 5.33 696. 176. 59. 3.76 

HYDROGRAPH AT 

+ SV214 2185. 4.33 438. 110. 37. 1.87 

6 COMBINED AT 

+ CSV220 7777. 5.83 5053. 1425. 475. 30.63 

ROUTED TO 

+ RSV220 7745. 6.25 5031. 1425. 475. 30.63 

HYDROGRAPH AT 

+ SV230 1580. 4.17 193. 48. 16. .85 

HYDROGRAPH AT 

+ SV232 2915. 4.58 603. 152. 51. 3.06 

2 COMBINED AT 

+ C230* 3427. 4.50 764. 192. 64. 3.91 

ROUTED TO 

+ R230* 3271. 4.92 760. 192. 64. 3.91 

HYDROGRAPH AT 

+ SV212 3358. 4.50 821. 208. 69. 4.14 

3 COMBINED AT 

+ CSV212 8643. 5.83 5829. 1680. 560. 38.68 

ROUTED TO 

+ RSV212 8505. 6.42 5763. 1680. 560. 38.68 

HYDROGRAPH AT 

+ SV202 1314. 4.58 356. 90. 30. 1.44 

ROUTED TO 

+ RSV202 1253. 4.92 355. 90. 30. 1.44 

HYDROGRAPH AT 

+ SV210 1606. 4.08 189. 47. 16. .72 

ROUTED TO 

+ RSV210 1000. 5.00 188. 47. 16. .72 

3 COMBINED AT 

+ C210* 8907. 6.33 6034. 1770. 590. 40.83 

HYDROGRAPH AT 

+ SV208 889. 4.67 221. 56. 19. 1.07 

HYDROGRAPH AT 

+ SV205 1095. 4.17 109. 27. 9. .50 

2 COMBINED AT 

+ C205* 1162. 4.50 314. 80. 27. 1.57 

ROUTED TO 

+ R205* 798. 5.00 311. 80. 27. 1.57 

HYDROGRAPH AT 

+ SV203 170. 4.08 11. 3. 1. .08 

ROUTED TO 

+ RSV203 97. 4.67 11. 3. 1. .08 




3 COMBINED AT 

+ CTW480 3279. 5.58 1863. 511. 170. 11.78 

DIVERSION TO 

+ DO480 3115. 5.58 1769. 486. 162. 11.78 

HYDROGRAPH AT 

+ D480 164. 5.58 93. 26. 9. 11.78 

ROUTED TO 

+ RTW480 151. 6.25 91. 26. 9. 11.78 

HYDROGRAPH AT 

+ TW478 470. 4.17 61. 15. 5. .26 

2 COMBINED AT 

+ CTW478 429. 4.17 160. 45. 15. .85 

ROUTED TO 

+ RTW478 190. 6.83 146. 45. 15. .85 

2 COMBINED AT 

+ CTW430 4049. 7.92 2974. 855. 285. 20.18 

ROUTED TO 

+ SCP040 3095. 8.75 2423. 829. 277. 20.18 

ROUTED TO 

+ RTW430 2838. 9.50 2395. 828. 277. 20.18 

HYDROGRAPH AT 

+ TW418 1835. 4.33 413. 104. 35. 1.37 

2 COMBINED AT 

+ CTW418 2831. 9.50 2413. 915. 307. 21.55 

ROUTED TO 

+ RTW418 2659. 9.83 2379. 906. 304. 21.55 

HYDROGRAPH AT 

+ TW424 2372. 4.25 390. 98. 33. 1.50 

ROUTED TO 

+ RTW424 2163. 4.50 388. 98. 33. 1.50 

HYDROGRAPH AT 

+ TW422 791. 4.42 202. 52. 17. .70 

3 COMBINED AT 

+ CTW422 2958. 4.58 2373. 1015. 341. 23.75 

ROUTED TO 

+ RTW422 2518. 11.83 2314. 1013. 341. 23.75 

HYDROGRAPH AT 

+ TW400 3162. 4.83 1171. 307. 102. 4.27 

3 COMBINED AT 

+ CTW400 14523. 7.67 13063. 5028. 1689. 163.08 

ROUTED TO 

+ RTW400 14463. 7.92 13029. 5026. 1689. 163.08 

HYDROGRAPH AT 

+ WI504 1612. 4.33 298. 75. 25. 1.35 

2 COMBINED AT 

+ CWI504 14452. 7.92 13031. 5059. 1701. 164.43 

ROUTED TO 

+ RWI504 14400. 8.00 12988. 5048. 1697. 164.43 

HYDROGRAPH AT 

+ D576 960. 6.08 434. 113. 38. 7.07 




DIVERSION TO 

+ DO524 44. 4.42 4. 1. 0. 1.60 

HYDROGRAPH AT 

+ D524 868. 4.42 260. 80. 27. 1.60 

ROUTED TO 

+ RWI524 802. 4.75 257. 80. 27. 1.60 

HYDROGRAPH AT 

+ PI639 273. 4.50 80. 21. 7. .34 

HYDROGRAPH AT 

+ D524 44. 4.42 4. 1. 0. 1.60 

ROUTED TO 

+ RD524 25. 4.75 4. 1. 0. 1.60 

2 COMBINED AT 

+ CPI639 310. 4.50 87. 22. 7. .43 

ROUTED TO 

+ RPI639 292. 4.83 86. 22. 7. .43 

HYDROGRAPH AT 

+ WI506 1284. 4.58 345. 88. 29. 1.58 

4 COMBINED AT 

+ CWI506 2759. 5.00 1356. 700. 237. 13.10 

ROUTED TO 

+ RWI506 2602. 5.25 1349. 699. 237. 13.10 

HYDROGRAPH AT 

+ D508 1314. 8.17 918. 341. 114. 42.42 

ROUTED TO 

+ RD508 1296. 8.42 917. 341. 114. 42.42 

HYDROGRAPH AT 

+ WI500 972. 4.42 227. 57. 19. 1.05 

4 COMBINED AT 

+ CWI500 17232. 8.42 15376. 6318. 2126. 224.56 

ROUTED TO 

+ SSPILL 2123. 18.33 2106. 1910. 1368. 224.56 

ROUTED TO 

+ RWI500 2123. 18.83 2106. 1909. 1368. 224.56 

HYDROGRAPH AT 

+ PI635 807. 4.42 110. 27. 9. .61 

2 COMBINED AT 

+ CPI635 2123. 18.83 2106. 1909. 1368. 225.17 

ROUTED TO 

+ RPI635 2120. 19.58 2103. 1907. 1367. 225.17 

HYDROGRAPH AT 

+ DCAP11 444. 7.42 414. 244. 81. 53.75 

ROUTED TO 

+ RDCP11 438. 7.75 414. 243. 81. 53.75 

HYDROGRAPH AT 

+ DCAP12 432. 7.42 398. 232. 78. 53.75 

DIVERSION TO 

+ DO618 229. 7.42 211. 123. 41. 53.75 

HYDROGRAPH AT 


STUDY 

BOUNDARY 

T5N 

T4N 

MATCH LINE 

BASIN 

BOUNDARY 

STUDY 

BOUNDARY 

BASIN 

BOUNDARY 

T5N 

T4N 

SUN VALLEY 

PARKWAY 

T4N 

T3N 

�� 

�� 

HY-1A 

HY-1B 

PLATE HY-1B 

HEC-1 SCHEMATIC 

HY-1D 

HY-1C 

KEY MAP 

(2 of 4)

WITTMANN 

SUN VALLEY 

PARKWAY 

T5N 

T4N 

MATCH LINE 

�� 

�� 

STUDY 

BOUNDARY 

T4N 

T3N 

NOTE: THE PADELFORD AREA NORTH OF 

THE CAP CANAL WAS MODELED BY A-N 

WEST, INC. UNDER (FCDMC) CONTRACT 

No. 99-12. THIS AREA WAS IMPORTED INTO 

THE ENTELLUS HEC-1 MODEL . A COPY OF 

THE PADELFORD SCHEMATIC IS 

INCLUDED AS PLATE HY-1E. 

HY-1A 

HY-1B 

HY-1D 

HY-1C 

KEY MAP 

T4N 

T3N 

T5N 

T4N 

STUDY 

BOUNDARY 

STUDY 

BOUNDARY 

PLATE HY-1C 

HEC-1 SCHEMATIC 

(3 of 4)



EXCERPTS FROM MARICOPA COUNTY FIS 




MARICOPA COUNTY, 

ARIZONA 

AND INCORPORATED AREAS 

VOLUME 1 OF 17 

COMMUNITY NAME COMMUNITY NUMBER 

AVONDALE, CITY OF 040038 

BUCKEYE, TOWN OF 040039 

CAREFREE, TOWN OF 040126 

CAVE CREEK, TOWN OF 040129 

CHANDLER, CITY OF 040040 

EL MIRAGE, CITY OF 040041 

FOUNTAIN HILLS, TOWN OF 040135 

GILA BEND, TOWN OF 040043 

GILBERT, TOWN OF 040044 

GLENDALE, CITY OF 040045 

GOODYEAR, CITY OF 040046 

GUADALUPE, TOWN OF 040111 

LITCHFIELD PARK, CITY O 040128 

MARICOPA COUNTY 

(UNINCORPORATED AREAS) 040037 

MESA, CITY OF 040048 

PARADISE VALLEY, TOWN OF 040049 

PEORIA, CITY OF 040050 

PHOENIX, CITY OF 040051 

QUEEN CREEK, TOWN OF 040132 

SCOTTSDALE, CITY O 045012 

SURPRISE, CITY OF 040053 

TEMPE, CITY OF 040054 

TOLLESON, CITY OF 040055 

WICKENBURG, TOWN OF 040056 

YOUNGTOWN, TOWN OF 040057 

REVISED 

�� 

�� 

Federal Emergency Management Agency 

FLOOD INSURANCE STUDY NUMBER 

04013CV001A

Flooding Source and Location 

Circle City Area Wash 7 

Table 3. Summary of Discharges (Continued) 

Drainage 

Area 

Peak Discharges (cfs) 

(Square Miles) 10-Year 50-Year 100-Year 500-Year 

At Black Mountain Road 0.57 109 192 215 -- 1 

Trilby Wash at Circle City 

At Black Mountain Road (discharges 

decrease due to storage behind 

AT&SFRR) 16.10 1,297 2,280 2,780 -- 1 

Upstream of AT&SFRR 16.10 1,380 2,428 2,970 -- 1 

Trilby Wash - CAP to Black 

Mountain Road 

Upstream of CAP -- 1 

Upstream of Jomax Road -- 1 

At Patton Road -- 1 

Upstream of White Wing Road -- 1 

At Carefree Highway -- 1 

Trilby Wash - McMicken Dam to 

CAP 

47 

-- 1 

-- 1 

-- 1 

-- 1 

-- 1 

-- 1 

-- 1 

-- 1 

-- 1 

-- 1 

3,851 -- 1 

3,805 -- 1 

3,756 -- 1 

3,322 -- 1 

2,995 -- 1 

At McMicken Dam 113.00 4,773 8,999 11,688 -- 1 

At 195th Avenue, Extended (area 

computed by specific discharge 

transfer equation) 112.40 4,730 8,920 11,625 -- 1 

650 feet upstream of 203rd Avenue, 

Extended (area computed by specific 

discharge transfer equation) 111.77 4,690 8,845 11,560 -- 1 

500 feet downstream of Deer Valley 

Road, Extended (area computed by 

specific discharge transfer equation) 103.94 4,646 8,769 11,499 -- 1 

150 feet downstream of Deer Valley 

Road (Extended) 67.16 3,065 5,750 7,430 -- 1 

-- 1 Not Computed



FLOODPLAIN MAPPING 




Dixileta Dr 

Patton Rd 

Jomax Rd 




Beardsley Rd 


Bell Rd 

259th Ave 

Wash 1 

251st Ave 

Wash 2 

243rd Ave 

5 West 

Wash 3 

Wash 1 

235th Ave 

CAP Canal 

Wash 4 

Iona Wash (West Split) 

5 West 

Trilby Wash 

Iona Wash 

Wash 5 


227th Ave 

219th Ave 

Wash 6 

211th Ave 

Wash 7 

203rd Ave 



195th Ave 

2 West 

Trilby Wash 

187th Ave 

1 West 

0 0.25 0.5 1 

Beardsley C anal 

Citrus Rd 

4 East 

McMicken Dam 

Appendix TM3-10. FCDMC Floodplains 

Miles 

Study Area 

Dam 

Canals 

Wash 

River 

Cotton Ln 

FCDMC 100-yr Floodplain 

Zone A 

Zone AAFF 

Zone AE 

Zone AFHH 

Zone AFUFD 

Zone AFZA 

Zone AH 

Zone AO 

Floodway 

Sarival Ave 

Reems Rd 


Dixileta Dr 

Patton Rd 

Jomax Rd 




Beardsley Rd 


Bell Rd 

259th Ave 

Wash 1 

251st Ave 

Wash 2 

243rd Ave 

5 West 

Wash 3 

Wash 1 

235th Ave 

CAP Canal 

Wash 4 

Iona Wash (West Split) 

5 West 

Trilby Wash 

Wash 5 


227th Ave 

Iona Wash 

219th Ave 

Wash 6 

211th Ave 

Wash 7 

203rd Ave 



195th Ave 

2 West 

Trilby Wash 

187th Ave 

1 West 

Beardsley Canal 

Citrus Rd 

0 0.25 0.5 1 

4 East 

Appendix TM3-10. FEMA Floodplains 

Miles 

McMicken Dam 

Study Area 

Dam 

Canals 

Wash 

River 

Cotton Ln 

FEMA 100-yr Floodplain 

Sarival Ave 

Zone A 

Zone AE 

Zone AEFW 

Zone AFW 

Zone AH 

Zone AO 

Floodway 


Reems Rd

Drainage Overview - Maricopa County Department of Transportation

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