STATE ROUTE 303 LAKE PLEASANT PARKWAY TO I-17 …

Initial Design Concept Drainage Report

STATE ROUTE 303 LAKE PLEASANT PARKWAY TO I-17 DESIGN CONCEPT REPORT UPDATE ADOT CONTRACT NO. 2019-01 PROJECT NO. H6987 – 01C FEDERAL AID ID NO. TBD Prepared for:

Arizona Department of Transportation Prepared by:

501 North 44th Street Suite 300 Phoenix, AZ 85008

September 2021

STATE ROUTE 303L, LAKE PLEASTANT PARKWAY TO I-17 Initial Design Concept Report– Drainage Report

i August 2021

Table of Contents 1.0 INTRODUCTION ................................................................................................................................ 1

1.1 FOREWORD .................................................................................................................................. 1

1.2 NEED FOR THE PROJECT ............................................................................................................ 1

1.3 DRAINAGE CONSIDERATIONS .................................................................................................... 1

1.4 DRAINAGE ..................................................................................................................................... 2

1.4.1 Box Culverts ............................................................................................................................ 2

1.5 DRAINAGE ..................................................................................................................................... 2

1.5.1 Off-Site Drainage Systems ....................................................................................................... 2

1.5.2 On-Site Drainage Systems ....................................................................................................... 3

1.5.3 Floodplains .............................................................................................................................. 3

1.6 DESIGN CRITERIA ........................................................................................................................ 5

1.7 DRAINAGE ANALYSIS ................................................................................................................... 5

1.7.1 Onsite Drainage ....................................................................................................................... 5

1.7.2 Offsite drainage ....................................................................................................................... 5

1.7.3 FEMA Floodplain Impacts ........................................................................................................ 5

1.8 PREVIOUS STUDIES ................................................................................................................... 12

1.9 REFERENCES ............................................................................................................................. 12

List of Figures Figure 1 – Project Location Map Figure 2 – FEMA Effective Map Panel 04013C0840L Figure 3 – FEMA Effective Map Panel 04013C0845L

List of Tables Table 1 – Existing Cross Culverts Summary Table

Table 2 – Existing Concrete Channels Summary Table

Table 3 – FEMA Floodplain Summary Table

Table 4 – FEMA Floodplain Impact Summary Table

List of Appendices APPENDIX A – FEMA MAPS

APPENDIX B – NOAA PRECIPITATION ATLAS 14 DATA

APPENDIX C – ONSITE DRAINAGE AREA MAPS

APPENDIX D – ONSITE PAVEMENT SPREAD COMPUTATIONS

APPENDIX E – 67TH AVENUE HYDRAULIC ANALYSIS

APPENDIX F – BUILD ALTERNATIVE TYPICAL SECTION AND 15% PLANS


1 September 2021

1.0 INTRODUCTION

1.1 FOREWORD

SR 303L (Bob Stump Memorial Freeway) is located in the Northern Phoenix Metropolitan area within Maricopa County, Arizona, in the ADOT Central District. SR 303L is an urban freeway on the National Highway System with an open median between Lake Pleasant Parkway and Interstate 17 (I-17). The current freeway has been constructed as an interim facility with two 12-foot lanes in each direction of travel with 10-foot outside shoulders and 12-foot inside shoulders between the future crossroad locations. At the future crossroad locations of Pyramid Peak Parkway (67th Avenue alignment), 51st Avenue, and 43rd Avenue, the mainline lanes have not been constructed and traffic is using the crossroad ramps and the two-lane frontage road from the future 43rd Avenue to the I-17/Sonoran Desert Drive TI. The ultimate SR 303L facility is planned to provide four general-purpose lanes and one high occupancy vehicle lane (HOV) lane in each direction of travel, include service TI’s at major cross streets and a full system TI at I-17 with direct connecting ramps between SR 303L and I-17. This segment of SR 303L passes through lands incorporated by the cities of Peoria and Phoenix. The city boundary line is located along the New River alignment along 67th Avenue. Approximately 90 percent of the land along the proposed SR 303L, is undeveloped Arizona State Trust Land which is owned and managed by the Arizona State Land Department (ASLD). Small percentages of the land are controlled by the U.S. Bureau of Land Management (BLM), the U.S. Bureau of Reclamation (BOR), and Maricopa County.

1.2 NEED FOR THE PROJECT

(To be updated)

Figure 1. Project Location Map

1.3 DRAINAGE CONSIDERATIONS

On-Site Drainage System On-site freeway drainage is collected and conveyed through a system of catch basins, lateral pipes and trunk lines discharging into the freeway offsite drainage systems. Final drainage reports prepared for the original freeway projects were reviewed along with the Design Concept Report Concept Drainage Report (2005) and regional flood control district area drainage master studies. In tangent sections with a “normal crown” pavement cross-section, runoff flows away from the inside travel lanes to curb inlets on the outside edge of the roadways. The existing open median areas collect runoff in ADOT C-15.80 median catch basins.


2 September 2021

In curved sections with a superelevated pavement cross-section, the freeway has median curbs and gutters

with catch basins where the low side of the roadway in superelevated areas are adjacent to the median. Existing bridge areas have concrete barriers approaching and departing the bridges. Pavement runoff in superelevated areas is currently collected in median catch basins. In several areas, temporary pipe stubs were placed along ramps for connecting to future mainline pavement inlets.

1.4 DRAINAGE

1.4.1 Box Culverts

SR 303 corridor offsite flows are managed a series of interceptor channels paralleling westbound and freeway

interchange ramps along with large waterway spur dikes and levees. Large washes and rivers drain through existing bridge structures. Smaller local washes drain to cross culvert circular pipe conduits or box culvert crossings. There are 16 reinforced concrete box culverts that cross SR 303 from north to south and 2 proposed box culverts that cross 67th Avenue. The RCBC crossings for storm water are multi-barrel reinforced box culverts that are located on SR 303 crossing the freeway. These RCBC crossings convey storm water from the north channel system into the river/washes crossing the freeway, which could be found in Table 3. River/Wash Summary Table. Review of Cross culverts and waterway bridge structures were planned and constructed for the ultimate condition with additional inside lane general purpose pavement. The proposed box culverts crossing proposed 67th Avenue are discussed in Section 1.5.1 The existing Reinforced Concrete Box Culverts (RCBC) are shown in Table 1.

1.5 DRAINAGE

1.5.1 Off-Site Drainage Systems

Existing offsite Drainage System Overview The previous DCR report identified off-site drainage improvements along the DCR corridor limits. These included large bridge crossings at the CAP wash, CAP siphon, Agua Fria River, New River, Deadman Wash, Upper Buchanan Wash, and other Biscuit Flash washes. These bridges, interceptor drainage channels, and cross culverts were designed and constructed in the two interim roadway projects (H7156 and H7157). The proposed widening and new lanes associated with the Build Alternative were reviewed to identify offsite drainage facilities that would be impacted by the improvements. The primary area with offsite drainage impacts is along the north side and south side of the SR 303 where the system of concrete lined channels and reinforced concrete box culverts are located. Table 2 identifies existing offsite drainage channels along SR 303. In general, the area along the outside edge of the concrete channel has continuous maintenance access roads throughout the corridor.

Proposed Offsite Drainage System Almost all of the offsite drainage improvements along the SR303L corridor from Lake Pleasant Parkway to I-17 have already been constructed by the interim roadway projects, excluding the final design near term traffic interchange for the 43rd Avenue and 51st Avenue interchanges (F0424) which has identified additional offsite drainage improvements relevant to that project and the Taiwan Semiconductor Manufacturing Company plant. Based on SR 303 offsite drainage system existing condition, SR 303L inside widening and improvements would not significantly impact existing offsite drainage system. All existing offsite channels and culverts were designed and constructed for the flood-carrying capacity. From existing SR 303 STA 1935+00 to existing SR 303 STA 1945+00, the 67th Avenue interchange crosses a tributary wash to Deadman Wash and a mapped floodplain with multiple shallow wash channels. Two new box culverts north of SR303L under 67th Avenue have been identified and will cross at the location of Existing Concrete Channel N1 draining east to west and a natural wash channel further north. Three interchanges design alternatives for a Single-Point Urban Interchange (SPUI), Diverging Double Diamond Interchange (DDI) and Standard Diamond Interchange (SDI) were analyzed for the offsite drainage crossings. The Existing Concrete Channel N1 will need to be reconstructed with transition wingwalls and maintenance access at the new crossing. A new 2 barrel - 8’ Span x 6’ Rise Reinforced Concrete Box Culvert is identified for the crossing at 67th Avenue. Another 2 - 8’ x 6’ RCBC is designed for the crossing at the north of interchange for the Deadman Wash Tributary crossing the 67th Avenue. Based on the N1 channel design flow (50-year), the 2 crossing culverts design Q will be 489.5 cfs, each. The design Q is obtained from the Estrella Freeway, SR303L Happy Valley Road to I-17 Final Design Concept Report and interim roadway

Table 1. Existing Cross Culverts Summary Table

SR 303 Centerline

Station

Barrels (No.)

Size (ft)

Skew (Lt/Rt)

Length (ft)

Design Flow Q50

(cfs)

Upstream Invert Elev

(ft)

1824+81.79 1 8’ x 6' RCBC - 318’ 106 1477

1833+83.95 1 48" CMP Right 487’ 45 1481.95

1856+25.00 1 10’ x 12' RCBC Right 452’ 447 1482.75

1879+57.00 1 36" RCP - 337’ 50.62 1493.58

1889+51.52 1 36" RCP Left 326’ 48.65 1490.33

1893+80.70 1 36" RCP Right 337’ 44.06 1494.03

1909+35.39 2 27.75’ x 6' Super-Box - 266’ 1,797 1495.05

2073+70.50 2 36’ x 10' Super-Box - 200’ 829 1551.2

2091+53.44 4 10’ x 6' RCBC Right 355’ 579 1559.3

2120+14.02 2 10’ x 6' RCBC - 440’ 265 1576.45

2142+70.77 2 6’ x 6' RCBC - 438’ 183 1583.78

2160+36.03 2 10’ x 6' RCBC Left 602’ 587 1584.32


3 September 2021

project final design report (H7157). For the Deadman Wash Tributary crossing culverts, which is north of the interchange, the length of the culverts will be 343 ft (DDI alternative), or 382 ft (SDI alternative). For the Channel culvert. The length of the culvert will be 282 ft (DDI alternative), or 187 ft (SDI alternative), and requires the removal of 187 ft N1 channel. The new 67th Avenue box culverts, roadway embankments, and channel lie in an existing Deadman Wash tributary floodplain. A floodplain mapping revision should be performed in accordance with local floodplain management requirements and FEMA requirements for any impacts to the floodplain or floodway.

1.5.2 On-Site Drainage Systems

Existing Onsite Drainage System Overview Onsite drainage systems are a combination of closed conduit storm drain networks and open roadside ditches. Closed conduit systems are used throughout the project. On-site freeway drainage is collected and conveyed through a system of catch basins, lateral pipes and trunk lines discharging into the freeway offsite drainage systems. Based on the roadway sections, storm drain catch basin type C-15.92 and C-15.91 were placed along the roadway curb edges. Lateral storm drains connect pavement inlets that drains to the concrete channels. The concrete channels are along the north or south sides of SR 303 and connects to large washes/river crossing the SR303. The channels are listed in Table 2. Some existing onsite drainage systems outfall to the nearby crossing RCBC between SR303 WB and SR303 EB, ADOT Standard median drop inlets C-15.80 were placed to drain the median runoff to the connected storm drain systems. Some of these directly outfall to the side ditch/small washes along SR 303, which flow to main river/washes. For the SR303/I-17 system interchange, storm drain systems outfall to large retention basins located northwest and southwest of the interchange. Part of storm drain systems north of the interchange, outfall to the retention basin northwest of the interchange. The northwest retention basin is connected to and outfalls to the southwest retention basin by the storm drain system crossing SR 303. Most of the storm drain systems near the interchange outfall to the southwest retention basin. The southwest retention basin outfalls to the 48” trunkline. Storm drain systems on I-17 SB and median, outfalls to the 48” crossing pipe north of D Dove Valley RD to the east of I-17. Some storm drain systems on the I-17 and ramps outfall to ditches between I-17 and ramps that outfall to the west or east sides of I-17. The other small storm drain systems on the interchange ramps directly outfalls to the small creeks or ditches along I-17 which ultimately drain east to Skunk Creek. Catch Basins The drainage evaluation was based on the requirements of Chapter 600 of ADOT’s Roadway Design Guidelines. The minimum catch basin spacing was based on the allowable spread requirements for each roadway classification. The delineation of the onsite drainage basins was conducted based on the location of inlets and roadway geometry for the Preferred Build Alternative. Rational method calculations were conducted using a minimum 10-minute time of concentration for the calculation of design peak flows. Preliminary gutter and inlet hydrologic and hydraulic calculations follow guidelines and procedures in the ADOT Hydraulic Manual and HEC-22 publications.

Proposed Onsite Drainage System In SR303/I-17 projects drainage design, there are 197 proposed storm drain catch basins, 15 manholes, and 16,303 linear feet of pipe. For 197 storm drain catch basins, 168 storm drain catch basins are ADOT Standard C-15.92/C-15.91 freeway catch basins and 29 are ADOT Standard C-15.80 median drop catch basins/area inlets. Based on SR303 mainline spread calculations, new inlets are placed as needed and existing storm drain catch basins are replaced where the new freeway widening overlaps the existing inlets. Based on the new SR303 alignment, the sag/flanking inlets are placed at the sag points with calculated offsets. The ramp inlets are designed along the ramps’ curb considering superelevation and sag/low points, outfalling to adjacent storm drain systems. The new sag inlets are placed at the new SR303 STA 2128+90.00 and new SR303 STA

2057+10.00. New sag inlets will replace the existing sag inlets at the new SR303 STA 1996+80.00. To minimize construction costs, the existing storm drainage system are kept, utilized and improved as much as possible. However, catch basins and pipes removal are still needed and replaced by new storm drainage systems based on the new freeway improvements and spread calculations.

1.5.3 Floodplains

There are multiple mapped floodplains along the DCR corridor from Lake Pleasant Parkway to I-17. The floodplains drain the areas north of the freeway to regional waterways. The regulatory floodplains relevant to the SR303 corridor for the DCR are summarized in Table 3 below. Refer to the local floodplain manager and FEMA data sources for effective GIS mapping data and hydraulic models. The below effective FIRM panel maps have since been revised by LOMR that are in the FEMA GIS system but no mapping panel update has been made yet. For example, floodzone areas reduced by levee certification at Agua Fria River bridge and

Table 2. Existing Concrete Channels Summary Table

ChannelID

Start Stationing

End Stationing

Length (ft)

Left/Right

Design 50-Year

Flow (cfs)

Bottom Width

(ft) Depth (ft)

Side Slope (H:V)

S1 10+00.00 23+00.00 1300 Right 483 35 3.3 2:1

23+50.00 46+35.00 2285 416 30 3.3 2:1

47+00.00 67+71.29 2071.29 96 10 2.6 2:1

N1 10+00.00 46+33.18 3633.18 Left 979 25 4.3 2:1

N2 10+00.00 37+50.00 2750 Left 3,226 78 6 2:1

37+50.00 38+00.00 50 78 7.4 2:1

38+00.00 38+50.00 50 78 7.4 2:1

38+50.00 47+88.63 938.63 1,483 40 5.1 2:1

N3 13+43.53 14+43.53 100 Left 25 4.1 2:1

14+43.53 14+92.71 49.18 25 3.9 2:1

18+92.71 20+92.71 200 25 3.5 2:1

20+92.71 24+42.71 350 25 3.2 2:1

24+42.71 28+92.16 449.45 278 25 2 2:1

N4 10+06.50 26+25.00 1618.5 Left 58.6 8 4 2:1

26+55.93 29+28.49 272.56 8 2.5 2:1

N5 10+00.00 10+90.00 90 Left 41 8 3.16 2:1

11+89.69 19+46.00 756.31 8 2 2:1

N6 10+00.00 15+65.00 565 Left 64 8 4 2:1


4 September 2021

New River bridge are not mapped on the FEMA effective map panels but are shown in the LOMR in the effective FEMA GIS database as LOMR 20-09-1553P effective 7/29/2020.

Table 3. FEMA Floodplain Summary Table

River / Wash Name

FEMA PANEL #

MAP # Floodplain Jurisdiction

Map Panel Effective Date

Flood Hazard Area

Designation

New River West Tributary 5

0840 04013C0840L CITY OF PEORIA 10/16/2013 AE

New River & New River West Tributary 5, 10,

15,

0840 04013C0840L CITY OF PEORIA/ CITY OF PHOENIX

10/16/2013 AE

Deadman Wash Tributary 1

0840 04013C0840L CITY OF PEORIA 10/16/2013 A

Deadman Wash 0840/ 0845 04013C0840L/ 04013C0845L

CITY OF PEORIA CITY OF PHOENIX

10/16/2013 AE

Deadman Wash Tributary 2

0845 04013C0845L CITY OF PHOENIX 10/16/2013 A

Deadman Wash Tributary 2a


Upper Buchanan Wash


CAP Wash West 0845 04013C0845L CITY OF PHOENIX 10/16/2013 A

CAP Wash East 0845 04013C0845L CITY OF PHOENIX 10/16/2013 A

Skunk Creek 0845 04013C0845L CITY OF PHOENIX 10/16/2013 AE

The proposed drainage crossings at these locations were designed to minimize floodplain and floodway encroachment, and to ensure that each crossing is adequately sized for the flood-carrying capacity. FEMA criteria allow water surface elevation increases of one foot or less in regulated floodplains where no floodways have been designated. The new 67th Avenue box culverts, roadway embankments, and channel lie in an existing Deadman Wash tributary floodplain. A floodplain mapping revision should be performed in accordance with local floodplain management requirements and FEMA requirements for any impacts to the floodplain or floodway. Changes to floodplains and floodways north of the ADOT ROW are proposed due to offsite private development. The changes may impact floodplain mapping and base flood elevation at the Loop 303 corridor.

FIGURE 2. FEMA FLOODPLAIN MAP PANEL 04013C08040L EFFECTIVE 10/15/13

FIGURE 3. FEMA FLOODPLAIN MAP PANEL 04013C08045L EFFECTIVE 10/15/13


5 September 2021

1.6 DESIGN CRITERIA

The drainage evaluation was based on the requirements of Chapter 600 of ADOT’s Roadway Design Guidelines. The minimum catch basin spacing was based on the allowable spread requirements for each roadway classification. The on-site drainage analysis evaluated the pavement drainage system modifications that would be needed to support the widened freeway mainline and interchange ramp realignment areas. The proposed SR 303 mainline inside widening and the construction of the ramps would require the relocation of the catch basins currently located along the outside edges of the roadways. All of the current on-site drainage system outfalls retained with connections to the existing off-site drainage system. New catch basins and new drainage system would be constructed based on the new ramps and new widening shoulders. The relocation of catch basins will require the extension of the existing storm drain system to connect existing laterals to the new catch basins. Additional catch basins and manholes are proposed at some locations to conform to the new roadway widths and design criteria. Special detail catch basins or manholes are proposed to retain or improve maintenance access to all existing lateral and trunk lines. These drainage structures are referred to with the word “Mod” before the structure name callout in the plans. The modifications to these structures may include reshaping existing catch basins when the proposed catch basin is located close to the existing inlet. Other cases include modification of existing manholes into catch basins, or capping existing manholes and catch basins. The intent is to eliminate the presence of manhole rims located in the roadway pavement while meeting the maximum spacing criteria required for the trunk line’s diameter. The design of special detail maintenance access structures will be coordinated with ADOT Drainage Design Section and Phoenix District representatives during final design. When laterals are used to connect new catch basins with existing catch basins or manholes, the laterals are angled in the upstream direction at 45 degrees from perpendicular to the trunk line. In this way, the maintenance equipment used to clean out the storm drains could more easily make the turn from the lateral into the trunk line. These angled laterals would be needed a minimum of every 330 feet (as measured along the trunk line) to provide adequate access to the trunk line. Alternatively, if the 45-degree lateral was not possible, ADOT Phoenix Maintenance District (ADOT Maintenance) stated that a 48-inch perpendicular lateral could be used, as long as the lateral length was less than 15 feet. For all lateral treatments, ADOT Maintenance stated that it would be preferable to have the bottoms of capped catch basins or manholes to be rounded, or for prefabricated tees to be used at the junctions. Furthermore, they stated that it would be best if the prefab tees could be made with matching inverts. Standard prefab tees are made with matching pipe centerlines.

1.7 DRAINAGE ANALYSIS

1.7.1 Onsite Drainage

The onsite drainage analysis, spread calculations and drainage areas analysis are performed in this project for onsite drainage design along the SR 303 mainline. The drainage areas are delineated based on proposed SR 303 alignment data. Considering crests, sag points, and superelevation locations, onsite drainage items and storm drain catch basins are proposed and designed based on spread calculations and drainage areas. To calculate the spread, the spread calculation calculates every 5 ft pavement runoff, using rational method per drainage ADOT design manual. The flow directions are determined from SR 303 alignment longitudinal and cross slopes. The catch basins drainage items with assumed capture ratio were inserted in the calculation to calculate the capture volume and carry over volume to next 5 ft sections.

The rainfall intensity and depth data are collected from NOAA Precipitation Atlas 14 data, which are shown in Appendix B. The drainage areas are delineated from geometry alignment data, spread calculation, and storm drain catch basin locations. Within the data range of geometry data limits, the drainage area and spread calculation are prepared from SR 303 STA 1972+00.00 to SP303 STA 2158+15.00. The onsite drainage area map can be found in Appendix C. The onsite pavement spread analysis did not analyze local road traffic interchange ramp drainage and inlet spacing. For the storm drainage areas outside of calculation limits (I-17 and ramps for example), the storm drain catch basins are going to be placed at sag points, superelevation locations and other necessary locations to ensure the shoulder spreads are within the standard limits. The drainage systems outside of calculated drainage areas are designed with enough capacity to catch runoff from pavement freeway and outfalls to offsite drainage systems.

1.7.2 Offsite drainage

The proposed 2 x 8’ x6’ reinforce concrete boxes are designed on new 67th Avenue, from existing SR303 STA 1935+00.00 to existing SR303 STA 1945+00.00, crossing 67th Avenue and existing concrete channel N1. Based on the N1 channel design flow rate and Deadman Wash tributary flow rate, the estimated Q of 579 cfs is used in the RCBCs design. See Section 1.5.1 for more detail. The FHWA culvert software HY-8 V7.6 was used for the hydraulic analysis of the proposed reinforced concrete box culverts. The culverts and roadway data are collected from roadway design data and existing concrete channel N1 data. The new culverts at 67th Avenue Interchange are modeled using FHWA HY-8 results are listed in Appendix E.

1.7.3 FEMA Floodplain Impacts

There are a number of existing FEMA and local jurisdiction floodplains along the Loop 303 corridor from Lake Pleasant Parkway to I-17. Many of the major wash and river crossings were design and constructed to the ultimate freeway width in the original freeway roadway construction project in 2013. The proposed SR303 mainline widening and proposed traffic interchanges would encroach into some of the local floodplains and floodways. Below is a summary of the impacts and final design recommendations. The final design phases of the freeway improvements should meet with local floodplain administrators to determine what mitigations are required and if mapping revisions will be required.

Table 4. FEMA Floodplain Impact Summary Table Stationing River /

Wash Name Floodplain

Jurisdiction Flood Hazard

Area Designation

Description of Impact

Final Design Recommendation

SR303L Med

1824+82, 0’ LT

New River West

Tributary 5

CITY OF PEORIA

AE Median inside widening into mapped Zone A floodplain

Wash crosses Loop 303 mainline roadway through an existing cross culvert constructed with H7157 Interim Roadway Project. There will be no impacts to floodplain / floodway from inside widening. There are no FEMA mapping revisions recommended at this floodplain location. No mapping revisions were performed for this culvert crossing in the H7157 Interim Roadway improvement project when the existing culvert was constructed.

SR303L Med

New River CITY OF PEORIA/

AE A

No Impacts No Recommendations


6 September 2021

Stationing River / Wash Name

Floodplain Jurisdiction

Flood Hazard Area

Designation

Description of Impact

Final Design Recommendation

1824+82 1839+15 1856+37

1839+15, 0’ LT

New River West

Tributary 5, 10, 15,

CITY OF PHOENIX

AE AE

SR303L Med

1909+35, 0’ LT

Deadman Wash

Tributary 1 / Tributary 1 Upper Split

CITY OF PEORIA

A No Impacts No Recommendations

SR303L Med

1939+96, 306.0’ LT & 1941+01, 848.0’ LT

Deadman Wash

Tributary 1

CITY OF PEORIA

A Roadway Embankment Channelization Hydraulic Structure

Recommended coordinate with City of Peoria Floodplain Manager on need for FEMA Mapping Revision due to earthwork from proposed 67th Avenue Roadway, channelization of Deadman Wash Tributary 1, and new roadway cross culverts.

SR303L Med

1937+00, 820.0’ RT

Dead Man Wash

CITY OF PEORIA

AE Roadway Embankment

Recommend coordinate with City of Peoria Floodplain Manager on need for FEMA Mapping revision due to roadway fill material in north bank of Dead Man Wash Zone AE floodplain and floodway.

SR303L Med

1968+60, 0.0’ LT

Deadman Wash

CITY OF PEORIA CITY OF PHOENIX

AE No Impacts No Recommendations

SR303L Med

1987+30, 207.0’ LT

Deadman Wash

Tributary 2

CITY OF PHOENIX


SR303L Med

2008+02, 156.0’ LT

Deadman Wash

Tributary 2a

CITY OF PHOENIX

A No Impacts No Recommendations. Offsite development for Taiwan SemiConductor Corporation processing CLOMR / LOMR for offsite impacts to Deadman Wash Tributary 2a.

SR303L Med

2091+50, 0.0’ LT to 2109+46, 472’ LT

Upper Buchanan

Wash

CITY OF PHOENIX

A Roadway Embankment Channelization Hydraulic Structures

Floodplain mapping revisions to be processed in F0424 01D SR303, 51st Avenue to 43rd Avenue Final Design project

SR303L Med

2142+70, 0.0’ LT

CAP Wash West

CITY OF PHOENIX


SR303L Med

2160+35, 0.0’ LT

CAP Wash East

CITY OF PHOENIX

A Roadway Embankment

Recommend coordinate with City of Phoenix Floodplain Manager on need for FEMA Mapping Revision due to SR303 mainline embankment fill in Zone A floodplain.

I-17 Med 1000+00, 000.0’ RT

Skunk Creek CITY OF PHOENIX

AE Roadway Embankment

Recommend coordinate with City of Phoenix Floodplain Manager on need for FEMA Mapping Revision due to potential SR303/I-17 System Interchange ramp embankment fill in Zone AE floodplain.

Station 1824+82, 0.0’ LT – New River West Tributary 5 FEMA Map View



7 September 2021


Station 1839+15, 0.0’ LT – New River FEMA Map View

Station 1909+35, 0.0’ LT – Deadman Wash Tributary 1 FEMA Map View


8 September 2021

Station 1939+96, 306.0’ LT & 1941+01, 848.0’ LT – Deadman Wash Tributary 1 FEMA Map View

Station 1937+00, 820.0’ RT – Deadman Wash Tributary 1 FEMA Map View


9 September 2021

Station 1968+60, 0.0’ LT – Deadman Wash FEMA Map View

Station 1987+30, 207.0’ LT – Deadman Wash Tributary 2 FEMA Map View

Station 2008+02, 156.0’ LT – Deadman Wash Tributary 2a FEMA Map View

Station 2091+50, 0.0’ LT to Station 2109+46, 472’ LT – Upper Buchanan Wash FEMA Map View


10 September 2021

Station 2142+70, 0.0’ LT – CAP Wash West FEMA Map View

Station 2160+35, 0.0’ LT – CAP Wash East FEMA Map View


11 September 2021

I-17 Med Station 1102+45, 570.0’ RT – Skunk Creek FEMA Map View


12 September 2021

1.8 PREVIOUS STUDIES

Existing Drainage Studies along the proposed SR303/ I-17 project include: • Arizona Department of Transportation, Preliminary Drainage Report for Estrella Freeway, SR 303L

from Happy Valley Road to 1- 1 7, Volumes I and 2, TRACS No. 303L MA 003 H5946 OIL, prepared by URS in association with Premier Engineering Corporation, May 2005.

• Arizona Department of Transportation, Draft Design Concept Report for Estrella Freeway, SR 303L from Happy Valley Road to 1-1 7, Volumes I and 2, TRACS No. 303L MA 003 H5946 01 L, prepared by URS, May 3 2005.

• Arizona Department of Transportation, New River Corridor, Preliminary Drainage Report, ADOT December 2006

• Arizona Department of Transportation, H715701C - SR303L - Final Design - LAKE PLEASANT PARKWAY TO I-17, July 2011

• Arizona Department of Transportation, H7156 - SR303 - Final Design - Happy Valley Road to Agua Fria River Bridge

• Arizona Department of Transportation, H7157 - SR303 - Final Design - Agua Fria River Bridge to I-17 TI

• Flood Control District of Maricopa County, North Peoria Area Drainage Master Plan, prepared by Stantec Consultants in Association with JE Fuller, 2002.

• Flood Control District of Maricopa County, Technical Data Notebook, Biscuit Flat Area Hydrology, in conjunction with the Adobe Dam/Desert Hills Area Drainage Master Plan, prepared by JE Fuller Hydrology & Geomorphology, Inc., September 2003.

1.9 REFERENCES

• Roadway Design Guidelines, ADOT, 2021 • Drainage Design Manual – Volume II - Hydraulics, ADOT, 2007 • Drainage Design Manual – Volume I - Hydrology, ADOT, 2014 • Pipe Selection Guidelines and Procedures, ADOT, 1996 • Drainage Design Manual – Hydrology Volume I, FCDMC, 2011 • Drainage Design Manual – Hydraulics Volume II, FCDMC, 2013


September 2021

APPENDIX A – EFFECTIVE FEMA MAPS


September 2021

APPENDIX B – NOAA PRECIPITATION ATLAS 14 DATA

7/29/2021 Precipitation Frequency Data Server

https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.7696&lon=-112.1682&data=depth&units=english&series=pds 1/4

NOAA Atlas 14, Volume 1, Version 5 Location name: Phoenix, Arizona, USA* Latitude: 33.7696°, Longitude: -112.1682°

Elevation: 1559.8 ft*** source: ESRI Maps

** source: USGS

POINT PRECIPITATION FREQUENCY ESTIMATES

Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, SandraPavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey

Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan

NOAA, National Weather Service, Silver Spring, Maryland

PF_tabular | PF_graphical | Maps_&_aerials

PF tabularPDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1

DurationAverage recurrence interval (years)

1 2 5 10 25 50 100 200 500 1000

5-min 0.220(0.182‑0.270)

0.285(0.237‑0.352)

0.385(0.317‑0.473)

0.462(0.378‑0.566)

0.566(0.457‑0.691)

0.646(0.515‑0.784)

0.728(0.571‑0.881)

0.811(0.626‑0.982)

0.922(0.695‑1.12)

1.01(0.746‑1.23)

10-min 0.334(0.276‑0.411)

0.434(0.361‑0.535)

0.587(0.483‑0.720)

0.703(0.576‑0.862)

0.861(0.695‑1.05)

0.982(0.784‑1.19)

1.11(0.869‑1.34)

1.23(0.953‑1.49)

1.40(1.06‑1.70)

1.54(1.14‑1.87)

15-min 0.415(0.343‑0.509)

0.538(0.447‑0.663)

0.727(0.598‑0.893)

0.872(0.714‑1.07)

1.07(0.861‑1.30)

1.22(0.972‑1.48)

1.37(1.08‑1.66)

1.53(1.18‑1.85)

1.74(1.31‑2.11)

1.90(1.41‑2.32)

30-min 0.558(0.461‑0.686)

0.724(0.602‑0.893)

0.979(0.805‑1.20)

1.17(0.962‑1.44)

1.44(1.16‑1.76)

1.64(1.31‑1.99)

1.85(1.45‑2.24)

2.06(1.59‑2.49)

2.34(1.77‑2.84)

2.57(1.90‑3.12)

60-min 0.691(0.571‑0.849)

0.896(0.745‑1.11)

1.21(0.997‑1.49)

1.45(1.19‑1.78)

1.78(1.44‑2.17)

2.03(1.62‑2.47)

2.29(1.80‑2.77)

2.55(1.97‑3.09)

2.90(2.19‑3.52)

3.17(2.35‑3.86)

2-hr 0.804(0.676‑0.973)

1.03(0.869‑1.26)

1.38(1.15‑1.67)

1.64(1.36‑1.98)

2.00(1.63‑2.41)

2.28(1.84‑2.73)

2.57(2.04‑3.07)

2.86(2.23‑3.41)

3.25(2.48‑3.88)

3.56(2.67‑4.27)

3-hr 0.849(0.713‑1.03)

1.08(0.913‑1.32)

1.42(1.19‑1.72)

1.68(1.40‑2.04)

2.05(1.69‑2.46)

2.35(1.90‑2.80)

2.65(2.11‑3.17)

2.98(2.33‑3.55)

3.43(2.61‑4.10)

3.79(2.82‑4.54)

6-hr 0.994(0.859‑1.18)

1.25(1.09‑1.49)

1.60(1.38‑1.88)

1.87(1.60‑2.20)

2.26(1.89‑2.63)

2.55(2.12‑2.97)

2.86(2.34‑3.33)

3.18(2.55‑3.70)

3.62(2.84‑4.22)

3.97(3.04‑4.63)

12-hr 1.14(0.991‑1.33)

1.43(1.25‑1.67)

1.80(1.56‑2.10)

2.10(1.81‑2.43)

2.49(2.12‑2.89)

2.80(2.35‑3.23)

3.11(2.58‑3.59)

3.43(2.81‑3.97)

3.85(3.08‑4.47)

4.18(3.29‑4.89)

24-hr 1.29(1.11‑1.51)

1.63(1.41‑1.91)

2.10(1.81‑2.46)

2.48(2.12‑2.89)

3.00(2.55‑3.48)

3.41(2.87‑3.96)

3.84(3.20‑4.46)

4.29(3.54‑4.99)

4.91(3.98‑5.73)

5.40(4.32‑6.34)

2-day 1.37(1.17‑1.61)

1.75(1.49‑2.05)

2.28(1.93‑2.67)

2.70(2.28‑3.16)

3.28(2.75‑3.84)

3.74(3.12‑4.38)

4.23(3.48‑4.95)

4.74(3.86‑5.56)

5.44(4.35‑6.40)

5.99(4.72‑7.11)

3-day 1.47(1.26‑1.72)

1.88(1.61‑2.19)

2.46(2.10‑2.87)

2.93(2.50‑3.41)

3.59(3.04‑4.17)

4.11(3.46‑4.78)

4.67(3.89‑5.44)

5.26(4.34‑6.13)

6.09(4.95‑7.12)

6.75(5.42‑7.94)

4-day 1.57(1.36‑1.83)

2.00(1.74‑2.33)

2.64(2.28‑3.06)

3.16(2.72‑3.65)

3.89(3.32‑4.50)

4.48(3.80‑5.18)

5.11(4.31‑5.92)

5.78(4.83‑6.71)

6.74(5.55‑7.83)

7.51(6.12‑8.78)

7-day 1.78(1.53‑2.08)

2.27(1.95‑2.65)

2.99(2.57‑3.49)

3.58(3.06‑4.16)

4.41(3.75‑5.12)

5.08(4.29‑5.90)

5.79(4.86‑6.74)

6.56(5.45‑7.64)

7.64(6.26‑8.93)

8.52(6.90‑10.0)

10-day 1.93(1.68‑2.25)

2.47(2.14‑2.87)

3.26(2.81‑3.77)

3.89(3.35‑4.49)

4.77(4.08‑5.51)

5.49(4.67‑6.33)

6.25(5.27‑7.21)

7.05(5.91‑8.15)

8.18(6.76‑9.49)

9.10(7.43‑10.6)

20-day 2.37(2.07‑2.71)

3.04(2.66‑3.49)

4.00(3.49‑4.58)

4.73(4.10‑5.41)

5.72(4.93‑6.53)

6.47(5.57‑7.39)

7.25(6.20‑8.30)

8.04(6.84‑9.22)

9.12(7.68‑10.5)

9.94(8.30‑11.5)

30-day 2.77(2.39‑3.20)

3.56(3.08‑4.11)

4.68(4.04‑5.40)

5.53(4.76‑6.37)

6.67(5.71‑7.69)

7.56(6.45‑8.70)

8.46(7.18‑9.75)

9.38(7.91‑10.8)

10.6(8.87‑12.3)

11.6(9.59‑13.5)

45-day 3.25(2.83‑3.72)

4.18(3.64‑4.79)

5.49(4.78‑6.29)

6.47(5.62‑7.40)

7.76(6.72‑8.88)

8.74(7.54‑10.0)

9.74(8.35‑11.2)

10.7(9.16‑12.3)

12.1(10.2‑13.9)

13.1(11.0‑15.2)

60-day 3.61(3.16‑4.11)

4.66(4.08‑5.31)

6.11(5.34‑6.95)

7.17(6.26‑8.15)

8.55(7.45‑9.73)

9.59(8.32‑10.9)

10.6(9.18‑12.1)

11.7(10.0‑13.3)

13.0(11.1‑15.0)

14.0(11.9‑16.2)

1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (fora given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds arenot checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.Please refer to NOAA Atlas 14 document for more information.

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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.7696&lon=-112.1682&data=intensity&units=english&series=pds 1/4

NOAA Atlas 14, Volume 1, Version 5 Location name: Phoenix, Arizona, USA* Latitude: 33.7696°, Longitude: -112.1682°

Elevation: 1559.8 ft*** source: ESRI Maps

** source: USGS

POINT PRECIPITATION FREQUENCY ESTIMATES

Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, SandraPavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey

Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan

NOAA, National Weather Service, Silver Spring, Maryland

PF_tabular | PF_graphical | Maps_&_aerials

PF tabularPDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1

DurationAverage recurrence interval (years)

1 2 5 10 25 50 100 200 500 1000

5-min 2.64(2.18‑3.24)

3.42(2.84‑4.22)

4.62(3.80‑5.68)

5.54(4.54‑6.79)

6.79(5.48‑8.29)

7.75(6.18‑9.41)

8.74(6.85‑10.6)

9.73(7.51‑11.8)

11.1(8.34‑13.4)

12.1(8.95‑14.7)

10-min 2.00(1.66‑2.47)

2.60(2.17‑3.21)

3.52(2.90‑4.32)

4.22(3.46‑5.17)

5.17(4.17‑6.31)

5.89(4.70‑7.16)

6.64(5.21‑8.04)

7.40(5.72‑8.96)

8.42(6.35‑10.2)

9.22(6.81‑11.2)

15-min 1.66(1.37‑2.04)

2.15(1.79‑2.65)

2.91(2.39‑3.57)

3.49(2.86‑4.27)

4.27(3.44‑5.21)

4.87(3.89‑5.92)

5.49(4.31‑6.64)

6.12(4.73‑7.41)

6.96(5.25‑8.44)

7.62(5.63‑9.27)

30-min 1.12(0.922‑1.37)

1.45(1.20‑1.79)

1.96(1.61‑2.40)

2.35(1.92‑2.88)

2.87(2.32‑3.51)

3.28(2.62‑3.99)

3.70(2.90‑4.47)

4.12(3.18‑4.99)

4.69(3.53‑5.68)

5.13(3.79‑6.24)

60-min 0.691(0.571‑0.849)

0.896(0.745‑1.11)

1.21(0.997‑1.49)

1.45(1.19‑1.78)

1.78(1.44‑2.17)

2.03(1.62‑2.47)

2.29(1.80‑2.77)

2.55(1.97‑3.09)

2.90(2.19‑3.52)

3.17(2.35‑3.86)

2-hr 0.402(0.338‑0.486)

0.517(0.434‑0.630)

0.688(0.575‑0.834)

0.822(0.678‑0.992)

1.00(0.816‑1.20)

1.14(0.918‑1.37)

1.28(1.02‑1.53)

1.43(1.12‑1.70)

1.63(1.24‑1.94)

1.78(1.33‑2.13)

3-hr 0.283(0.237‑0.343)

0.360(0.304‑0.439)

0.472(0.396‑0.574)

0.560(0.468‑0.678)

0.684(0.561‑0.820)

0.781(0.633‑0.934)

0.883(0.704‑1.06)

0.991(0.777‑1.18)

1.14(0.870‑1.36)

1.26(0.940‑1.51)

6-hr 0.166(0.143‑0.196)

0.209(0.181‑0.248)

0.267(0.230‑0.315)

0.313(0.266‑0.367)

0.377(0.316‑0.440)

0.426(0.353‑0.496)

0.478(0.390‑0.556)

0.532(0.426‑0.618)

0.605(0.473‑0.704)

0.663(0.507‑0.773)

12-hr 0.095(0.082‑0.110)

0.119(0.104‑0.139)

0.150(0.130‑0.174)

0.174(0.150‑0.202)

0.207(0.176‑0.240)

0.232(0.195‑0.268)

0.258(0.214‑0.298)

0.284(0.233‑0.329)

0.320(0.256‑0.371)

0.347(0.273‑0.406)

24-hr 0.054(0.046‑0.063)

0.068(0.059‑0.080)

0.088(0.076‑0.102)

0.103(0.089‑0.120)

0.125(0.106‑0.145)

0.142(0.120‑0.165)

0.160(0.134‑0.186)

0.179(0.147‑0.208)

0.205(0.166‑0.239)

0.225(0.180‑0.264)

2-day 0.029(0.024‑0.034)

0.036(0.031‑0.043)

0.047(0.040‑0.056)

0.056(0.047‑0.066)

0.068(0.057‑0.080)

0.078(0.065‑0.091)

0.088(0.073‑0.103)

0.099(0.080‑0.116)

0.113(0.091‑0.133)

0.125(0.098‑0.148)

3-day 0.020(0.018‑0.024)

0.026(0.022‑0.030)

0.034(0.029‑0.040)

0.041(0.035‑0.047)

0.050(0.042‑0.058)

0.057(0.048‑0.066)

0.065(0.054‑0.076)

0.073(0.060‑0.085)

0.085(0.069‑0.099)

0.094(0.075‑0.110)

4-day 0.016(0.014‑0.019)

0.021(0.018‑0.024)

0.028(0.024‑0.032)

0.033(0.028‑0.038)

0.041(0.035‑0.047)

0.047(0.040‑0.054)

0.053(0.045‑0.062)

0.060(0.050‑0.070)

0.070(0.058‑0.082)

0.078(0.064‑0.091)

7-day 0.011(0.009‑0.012)

0.013(0.012‑0.016)

0.018(0.015‑0.021)

0.021(0.018‑0.025)

0.026(0.022‑0.030)

0.030(0.026‑0.035)

0.034(0.029‑0.040)

0.039(0.032‑0.045)

0.045(0.037‑0.053)

0.051(0.041‑0.060)

10-day 0.008(0.007‑0.009)

0.010(0.009‑0.012)

0.014(0.012‑0.016)

0.016(0.014‑0.019)

0.020(0.017‑0.023)

0.023(0.019‑0.026)

0.026(0.022‑0.030)

0.029(0.025‑0.034)

0.034(0.028‑0.040)

0.038(0.031‑0.044)

20-day 0.005(0.004‑0.006)

0.006(0.006‑0.007)

0.008(0.007‑0.010)

0.010(0.009‑0.011)

0.012(0.010‑0.014)

0.013(0.012‑0.015)

0.015(0.013‑0.017)

0.017(0.014‑0.019)

0.019(0.016‑0.022)

0.021(0.017‑0.024)

30-day 0.004(0.003‑0.004)

0.005(0.004‑0.006)

0.006(0.006‑0.007)

0.008(0.007‑0.009)

0.009(0.008‑0.011)

0.010(0.009‑0.012)

0.012(0.010‑0.014)

0.013(0.011‑0.015)

0.015(0.012‑0.017)

0.016(0.013‑0.019)

45-day 0.003(0.003‑0.003)

0.004(0.003‑0.004)

0.005(0.004‑0.006)

0.006(0.005‑0.007)

0.007(0.006‑0.008)

0.008(0.007‑0.009)

0.009(0.008‑0.010)

0.010(0.008‑0.011)

0.011(0.009‑0.013)

0.012(0.010‑0.014)

60-day 0.003(0.002‑0.003)

0.003(0.003‑0.004)

0.004(0.004‑0.005)

0.005(0.004‑0.006)

0.006(0.005‑0.007)

0.007(0.006‑0.008)

0.007(0.006‑0.008)

0.008(0.007‑0.009)

0.009(0.008‑0.010)

0.010(0.008‑0.011)

1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for agiven duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are notchecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.Please refer to NOAA Atlas 14 document for more information.

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September 2021

APPENDIX C – ONSITE DRAINAGE AREA MAPS


September 2021

APPENDIX D – ONSITE PAVEMENT SPREAD COMPUTATIONS

I-10/SR202L T.I.Tracs No. H8827 01C

Alignment: Station Left C&G Left EOP Left EOP Left Left LS PGL Right LS Right Right EOP Right EOP Right C&G Long. Paved Unpaved Carryover Cumul. Flow

Grade or Sag

Sta Incr(ft): >> 5.00 Style Elev Offset X-Slope Width Elev Width X-Slope Offset Elev Style Slope, SL Area Area QCarryover Qcumulative

Flow on Which Side? Curb

Shldr Width

T1 T2 T3 Total T Allowable Spread, Ta T < Ta Aw A Vw V

Catch Basin

Total Q at CP

CB Type (ft) (ft) (%) (ft) (ft) (ft) (%) (ft) (ft) (ft/ft) (acre) (acre) (cfs) (cfs) (Left/Right) Type (code) (ft) (ft) (ft) (sq ft) (sq ft) (fps) (fps) (cfs)

303NB 1972+00.00 70.95 0.00West Grade 3 1972+05.00 HB45 1565.77 70.95 -1.02% 0.00 1566.49 0.00 -1.02% 0.00 1566.49 HB45 -0.0100 0.0081 0.0000 0.000 0.033 Left HB45 12.00 0.00 1.85 0.00 1.85 18.000 OK 0.034 0.034 0.956 0.956 0.033

to Grade 1972+10.00 HB45 1565.71 70.90 -1.03% 0.00 1566.44 0.00 -1.03% 0.00 1566.44 HB45 -0.0100 0.0163 0.0000 0.033 0.065 Left HB45 12.00 0.00 2.40 0.00 2.40 18.000 OK 0.057 0.057 1.137 1.137 0.065

East Grade 1972+15.00 HB45 1565.65 70.85 -1.05% 0.00 1566.39 0.00 -1.05% 0.00 1566.39 HB45 -0.0100 0.0244 0.0000 0.065 0.098 Left HB45 12.00 0.00 2.79 0.00 2.79 18.000 OK 0.078 0.078 1.258 1.258 0.098

Grade 1972+20.00 HB45 1565.58 70.80 -1.07% 0.00 1566.34 0.00 -1.07% 0.00 1566.34 HB45 -0.0100 0.0325 0.0000 0.098 0.130 Left HB45 12.00 0.00 3.11 0.00 3.11 18.000 OK 0.097 0.097 1.352 1.352 0.130





































































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Grade or Sag



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Catch Basin

Total Q at CP











































































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Shldr Width


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Total Q at CP































































Grade 3 1986+00.00 HB45 1551.73 60.80 -2.00% 0.00 1552.95 0.00 -2.00% 0.00 1552.95 HB45 -0.0100 2.0441 0.0000 8.167 8.195 Left HB45 12.00 0.00 4.50 9.50 14.00 18.000 OK 1.245 2.149 4.902 3.814 3 8.195












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Shldr Width


Catch Basin

Total Q at CP









































































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Shldr Width


Catch Basin

Total Q at CP









































































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Grade or Sag



Shldr Width


Catch Basin

Total Q at CP













Sag 3 1994+25.00 HB45 1545.97 60.00 -2.00% 0.00 1547.17 0.00 -2.00% 0.00 1547.17 HB45 -0.0020 3.1841 0.0000 1.627 1.655 Left HB45 12.00 0.00 4.50 5.18 9.68 18.000 OK 0.856 1.124 1.717 1.472 3 1.655

Crest 1994+30.00 HB45 1545.97 60.00 -2.00% 0.00 1547.17 0.00 -2.00% 0.00 1547.17 HB45 0.0000 0.0000 0.0000 0.000 0.028 Left HB45 12.00 0.00 0.00 0.00 0.00 18.000 OK 0.000 0.000 #DIV/0! #DIV/0! 0.028


Sag 1994+40.00 HB45 1545.95 60.00 -2.00% 0.00 1547.15 0.00 -2.00% 0.00 1547.15 HB45 -0.0020 0.0138 0.0000 0.083 0.110 Left HB45 12.00 0.00 3.95 0.00 3.95 18.000 OK 0.156 0.156 0.709 0.709 0.110










Grade 1994+90.00 HB45 1545.90 60.00 -2.00% 0.00 1547.10 0.00 -2.00% 0.00 1547.10 HB45 0.0000 0.0069 0.0000 0.028 0.055 Left HB45 12.00 0.00 0.00 0.00 0.00 18.000 OK 0.000 0.000 #DIV/0! #DIV/0! 0.055


Sag 3 1995+00.00 HB45 1545.89 60.00 -2.00% 0.00 1547.09 0.00 -2.00% 0.00 1547.09 HB45 -0.0020 0.0138 0.0000 1.196 1.223 Left HB45 12.00 0.00 4.50 3.82 8.32 18.000 OK 0.734 0.880 1.555 1.391 3 1.223















Grade 1995+75.00 HB45 1545.90 60.00 -2.00% 0.00 1547.10 0.00 -2.00% 0.00 1547.10 HB45 0.0020 0.0069 0.0000 0.754 0.781 Left HB45 12.00 0.00 4.50 2.05 6.55 18.000 OK 0.575 0.617 1.333 1.267 0.781














Grade 3 1996+45.00 HB45 1545.97 60.00 -2.00% 0.00 1547.17 0.00 -2.00% 0.00 1547.17 HB45 0.0000 7.3010 0.0000 0.367 0.395 Left HB45 12.00 0.00 0.00 0.00 0.00 18.000 OK 0.000 0.000 #DIV/0! #DIV/0! 3 0.395











Grade 3 1997+00.00 HB45 1546.09 60.00 -2.00% 0.00 1547.29 0.00 -2.00% 0.00 1547.29 HB45 0.0040 7.2253 0.0000 1.526 1.553 Left HB45 12.00 0.00 4.50 3.37 7.87 18.000 OK 0.693 0.807 2.121 1.926 3 1.553





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Page 17 of 53



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Shldr Width


Catch Basin

Total Q at CP


































































Super Trans Grade 2035+95.00 HB45 1576.58 59.49 -0.10% 0.00 1576.64 0.00 -0.10% 0.00 1576.64 HB45 0.0246 0.9392 0.0000 0.596 0.623 Left HB45 12.00 0.00 4.50 0.00 4.50 18.000 OK 0.222 0.222 2.804 2.804 0.623

Super Trans Grade 2036+00.00 HB45 1576.77 59.49 0.00% 0.00 1576.77 0.00 0.00% 0.00 1576.77 HB45 0.0247 0.9324 0.0000 0.569 0.596 Right HB45 12.00 0.00 4.50 0.00 4.50 18.000 OK 0.215 0.215 2.774 2.774 0.596




Grade 2036+20.00 HB45 1577.32 59.50 0.10% 0.00 1577.26 0.00 0.10% 0.00 1577.26 HB45 0.0251 0.9050 0.0000 0.459 0.487 Right HB45 12.00 0.00 4.28 0.00 4.28 18.000 OK 0.184 0.184 2.650 2.650 0.487


Page 18 of 53



Grade or Sag



Shldr Width


Catch Basin

Total Q at CP












Grade 3 2036+80.00 HB45 1579.45 63.94 0.40% 0.00 1579.20 0.00 0.40% 0.00 1579.20 HB45 0.1042 0.8223 0.0000 1.024 1.054 Right HB45 12.00 0.00 4.38 0.00 4.38 18.000 OK 0.192 0.192 5.487 5.487 3 1.054





























































Page 19 of 53



Grade or Sag



Shldr Width


Catch Basin

Total Q at CP


























































Crest 2042+65.00 HB45 1588.11 61.23 2.00% 0.00 1586.88 0.00 2.00% 0.00 1586.88 HB45 0.0002 0.0000 0.0000 0.000 0.028 Right HB45 12.00 0.00 3.79 0.00 3.79 18.000 OK 0.144 0.144 0.196 0.196 0.028

Grade 2042+70.00 HB45 1588.11 61.25 2.00% 0.00 1586.88 0.00 2.00% 0.00 1586.88 HB45 -0.0001 0.0070 0.0000 0.028 0.056 Right HB45 12.00 0.00 4.50 0.00 4.50 18.000 OK 0.330 0.330 0.171 0.171 0.056














Page 20 of 53



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Catch Basin

Total Q at CP






















































Grade 3 2046+00.00 HB45 1585.59 60.30 2.00% 0.00 1584.39 0.00 2.00% 0.00 1584.39 HB45 -0.0148 0.4706 0.0000 1.887 1.915 Right HB45 12.00 0.00 4.50 1.67 6.17 18.000 OK 0.541 0.569 3.495 3.366 3 1.915



















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Sag 3 2056+55.00 HB45 1570.45 59.80 2.00% 0.00 1569.25 0.00 2.00% 0.00 1569.25 HB45 -0.0001 3.1292 0.0000 1.081 1.108 Right HB45 12.00 0.00 4.50 12.85 17.35 18.000 OK 1.547 3.198 0.467 0.347 3 1.108





















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Total Q at CP
















Crest 2065+40.00 HB45 1578.25 59.50 2.00% 0.00 1577.06 0.00 2.00% 0.00 1577.06 HB45 0.0002 0.0000 0.0000 0.000 0.027 Right HB45 12.00 0.00 3.72 0.00 3.72 18.000 OK 0.138 0.138 0.198 0.198 0.027

























































Page 27 of 53



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Shldr Width


Catch Basin

Total Q at CP









































































Page 28 of 53



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Total Q at CP






Sag 2072+00.00 HB45 1570.25 74.50 0.80% 0.00 1569.65 0.00 0.80% 0.00 1569.65 HB45 -0.0180 1.0758 0.0000 2.663 2.697 Right HB45 12.00 0.00 4.50 6.04 10.54 18.000 OK 0.608 0.754 4.140 3.579 2.697

Crest 2072+05.00 HB45 1570.23 74.30 0.78% 0.00 1569.65 0.00 0.78% 0.00 1569.65 HB45 0.0000 0.0000 0.0000 0.000 0.034 Right HB45 12.00 0.00 0.00 0.00 0.00 18.000 OK 0.000 0.000 #DIV/0! #DIV/0! 0.034



































Super Trans Grade 2073+80.00 HB45 1567.24 71.73 0.08% 0.00 1567.18 0.00 0.08% 0.00 1567.18 HB45 -0.0120 0.2907 0.0000 0.496 0.529 Right HB45 12.00 0.00 4.50 0.00 4.50 18.000 OK 0.255 0.255 2.076 2.076 0.529





Super Trans Grade 2074+05.00 HB45 1566.88 71.65 -0.03% 0.00 1566.90 0.00 -0.03% 0.00 1566.90 HB45 -0.0100 0.3319 0.0000 0.661 0.694 Left HB45 12.00 0.00 4.50 0.00 4.50 18.000 OK 0.325 0.325 2.136 2.136 0.694


























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Shldr Width


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Total Q at CP



















































Grade 3 2077+80.00 HB45 1563.43 71.23 -1.90% 0.00 1564.78 0.00 -1.90% 0.00 1564.78 HB45 0.0000 0.0082 0.0000 0.533 0.566 Left HB45 12.00 0.00 0.00 0.00 0.00 18.000 OK 0.000 0.000 #DIV/0! #DIV/0! 3 0.566






















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Page 38 of 53



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Total Q at CP


































































Crest 2110+50.00 HB45 1599.18 59.90 -2.00% 0.00 1600.37 0.00 -2.00% 0.00 1600.37 HB45 0.0002 0.0000 0.0000 0.000 0.028 Left HB45 12.00 0.00 3.72 0.00 3.72 18.000 OK 0.138 0.138 0.199 0.199 0.028







Page 39 of 53



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Total Q at CP









































































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Page 44 of 53



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Sag 3 2128+90.00 HB45 1588.30 59.08 -2.00% 0.00 1589.48 0.00 -2.00% 0.00 1589.48 HB45 0.0000 6.4377 0.0000 0.054 0.082 Left HB45 12.00 0.00 4.50 3.67 8.17 18.000 OK 0.721 0.856 0.106 0.095 3 0.082

































































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Page 53 of 53



Grade, Crest or

SagSta Incr(ft): >> 5.00 Style Elev Offset X-Slope Width Elev Width X-Slope Offset Elev Style Slope, SL Area Area QCarryover Qcumulative


Shldr Width


Catch Basin

Total Q at CP


1972+00.00 71.03 0.00↓ West Grade 3 1972+05.00 HB45 1569.35 71.03 1.017% 0.00 1568.63 0.00 1.017% 0.00 1568.63 HB45 -0.0100 0.0082 0.0000 0.000 0.033 Right HB45 12.00 0.00 1.85 0.00 1.85 18.000 OK 0.034 0.034 0.956 0.956 0.033

↓ to Grade 1972+10.00 HB45 1569.31 71.05 1.033% 0.00 1568.58 0.00 1.033% 0.00 1568.58 HB45 -0.0100 0.0163 0.0000 0.033 0.065 Right HB45 12.00 0.00 2.40 0.00 2.40 18.000 OK 0.057 0.057 1.137 1.137 0.065

↓ East Grade 1972+15.00 HB45 1569.28 71.08 1.050% 0.00 1568.53 0.00 1.050% 0.00 1568.53 HB45 -0.0100 0.0245 0.0000 0.065 0.098 Right HB45 12.00 0.00 2.79 0.00 2.79 18.000 OK 0.078 0.078 1.259 1.259 0.098

↓ Grade 1972+20.00 HB45 1569.24 71.10 1.067% 0.00 1568.48 0.00 1.067% 0.00 1568.48 HB45 -0.0100 0.0326 0.0000 0.098 0.131 Right HB45 12.00 0.00 3.11 0.00 3.11 18.000 OK 0.097 0.097 1.352 1.352 0.131








































































SR303 WB Spread Page 1



Grade, Crest or



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Total Q at CP


















































































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Total Q at CP






















































↓ Grade 3 1982+25.00 HB45 1559.33 66.63 0.886% 0.00 1558.74 0.00 0.886% 0.00 1558.74 HB45 -0.0080 1.6591 0.0000 3.985 4.016 Right HB45 12.00 0.00 4.50 12.25 16.75 18.000 OK 0.879 1.544 3.492 2.601 3 4.016




























Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP

















































































Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP




↓ Super Trans Grade 1987+40.00 HB45 1553.80 61.30 0.092% 0.00 1553.74 0.00 0.092% 0.00 1553.74 HB45 -0.0100 2.4077 0.0000 0.311 0.339 Right HB45 12.00 0.00 4.45 0.00 4.45 18.000 OK 0.198 0.198 1.716 1.716 0.339








↓ Super Trans Grade 3 1987+80.00 HB45 1553.37 61.10 0.031% 0.00 1553.35 0.00 0.031% 0.00 1553.35 HB45 -0.0100 2.4639 0.0000 0.537 0.565 Right HB45 12.00 0.00 4.50 0.00 4.50 18.000 OK 0.283 0.283 1.992 1.992 3 0.565




↓ Super Trans Grade 1988+00.00 HB45 1553.16 61.00 0.000% 0.00 1553.16 0.00 0.000% 0.00 1553.16 HB45 -0.0100 2.4920 0.0000 0.084 0.112 Right HB45 12.00 0.00 0.00 0.00 0.00 18.000 OK 0.000 0.000 #DIV/0! #DIV/0! 0.112

↓ Super Trans Grade 1988+05.00 HB45 1553.11 60.98 -0.007% 0.00 1553.11 0.00 -0.007% 0.00 1553.11 HB45 -0.0100 2.4990 0.0000 0.112 0.140 Left HB45 12.00 0.00 3.19 0.00 3.19 18.000 OK 0.102 0.102 1.377 1.377 0.140















↓ Grade 1988+80.00 HB45 1552.32 60.60 -0.107% 0.00 1552.38 0.00 -0.107% 0.00 1552.38 HB45 -0.0100 2.6036 0.0000 0.532 0.560 Left HB45 12.00 0.00 4.50 0.00 4.50 18.000 OK 0.282 0.282 1.987 1.987 0.560














↓ Grade 3 1989+50.00 HB45 1551.58 60.25 -0.200% 0.00 1551.70 0.00 -0.200% 0.00 1551.70 HB45 -0.0100 2.7007 0.0000 0.922 0.949 Left HB45 12.00 0.00 4.50 0.83 5.33 18.000 OK 0.397 0.398 2.388 2.384 3 0.949

































Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP















































































Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP












































↓ Sag 3 1996+80.00 HB45 1547.10 61.36 -1.173% 0.00 1547.82 0.00 -1.173% 0.00 1547.82 HB45 -0.0001 3.7875 0.0000 0.620 0.677 Left HB45 12.00 0.00 4.50 11.31 15.81 18.000 OK 0.987 1.738 0.516 0.389 3 0.677

↑ Grade 1996+85.00 HB45 1547.10 61.37 -1.180% 0.00 1547.82 0.00 -1.180% 0.00 1547.82 HB45 0.0002 0.0634 0.0000 0.000 0.028 Left HB45 12.00 0.00 3.57 0.00 3.57 18.000 OK 0.128 0.128 0.221 0.221 0.028

↑ Grade 10 1996+90.00 HB45 1547.09 61.38 -1.187% 0.00 1547.82 0.00 -1.187% 0.00 1547.82 HB45 0.0002 0.0564 0.0000 1.011 1.039 Left HB45 12.00 0.00 4.50 13.12 17.62 18.000 OK 1.091 2.112 0.670 0.492 10 1.039








↑ Grade 1997+30.00 HB45 1547.07 61.46 -1.240% 0.00 1547.83 0.00 -1.240% 0.00 1547.83 HB45 0.0000 0.0071 0.0000 0.784 0.813 Left HB45 12.00 0.00 0.00 0.00 0.00 18.000 OK 0.000 0.000 #DIV/0! #DIV/0! 0.813













↑ Grade 3 1997+95.00 HB45 1547.08 61.59 -1.327% 0.00 1547.90 0.00 -1.327% 0.00 1547.90 HB45 0.0000 6.6622 0.0000 0.416 0.445 Left HB45 12.00 0.00 0.00 0.00 0.00 18.000 OK 0.000 0.000 #DIV/0! #DIV/0! 3 0.445












Grade, Crest or



Shldr Width


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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































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Total Q at CP















































































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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































Grade, Crest or



Shldr Width


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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































Grade, Crest or



Shldr Width


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Total Q at CP















































































Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP


↑ Crest 2042+80.00 HB45 1585.73 52.17 -2.000% 0.00 1586.78 0.00 -2.000% 0.00 1586.78 HB45 0.0001 0.0000 0.0000 0.000 0.024 Left HB45 12.00 0.00 3.99 0.00 3.99 18.000 OK 0.159 0.159 0.151 0.151 0.024













































































Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP















































































Grade, Crest or



Shldr Width


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Total Q at CP















































































Grade, Crest or



Shldr Width


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Total Q at CP


































































↓ Sag 3 2057+10.00 HB45 1566.67 59.36 -2.494% 0.00 1568.15 0.00 -2.494% 0.00 1568.15 HB45 -0.0002 3.0929 0.0000 1.048 1.103 Left HB45 12.00 0.00 4.50 8.06 12.56 18.000 OK 1.295 2.105 0.656 0.524 3 1.103













Grade, Crest or



Shldr Width


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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































Grade, Crest or



Shldr Width


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Total Q at CP















































































Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP








↓ Sag 2076+40.00 HB45 1562.72 76.72 -2.000% 0.00 1564.25 0.00 -2.000% 0.00 1564.25 HB45 -0.0020 1.7417 0.0000 0.294 0.365 Left HB45 12.00 0.00 4.50 0.00 4.50 18.000 OK 0.361 0.361 1.011 1.011 0.365

↑ Crest 2076+45.00 HB45 1562.72 76.69 -2.000% 0.00 1564.25 0.00 -2.000% 0.00 1564.25 HB45 0.0000 0.0000 0.0000 0.000 0.035 Left HB45 12.00 0.00 0.00 0.00 0.00 18.000 OK 0.000 0.000 #DIV/0! #DIV/0! 0.035









↑ Grade 3 2076+90.00 HB45 1562.68 76.36 -2.000% 0.00 1564.21 0.00 -2.000% 0.00 1564.21 HB45 0.0000 0.0088 0.0000 0.564 0.600 Left HB45 12.00 0.00 0.00 0.00 0.00 18.000 OK 0.000 0.000 #DIV/0! #DIV/0! 3 0.600





























































Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP















































































Grade, Crest or



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Grade, Crest or



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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































Grade, Crest or



Shldr Width


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Total Q at CP

























↓ Grade 2110+55.00 HB45 1599.41 48.23 -2.000% 0.00 1600.37 0.00 -2.000% 0.00 1600.37 HB45 0.0000 0.0055 0.0000 0.022 0.044 Left HB45 12.00 0.00 4.50 0.14 4.64 18.000 OK 0.403 0.403 0.110 0.110 0.044






















































Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP















































































Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP















































































Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP















































































Grade, Crest or



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Total Q at CP















































































Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP






















↓ Sag 3 2128+90.00 HB45 1588.28 60.23 -2.000% 0.00 1589.48 0.00 -2.000% 0.00 1589.48 HB45 0.0000 6.9185 0.0000 0.055 0.111 Left HB45 12.00 0.00 4.50 5.04 9.54 18.000 OK 0.844 1.097 0.117 0.101 3 0.111

























































Grade, Crest or



Shldr Width


Catch Basin

Total Q at CP















































































Grade, Crest or



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Grade, Crest or



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Total Q at CP















































































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Grade, Crest or



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Total Q at CP


















September 2021

APPENDIX E – 67TH AVENUE HYDRAULIC ANALYSIS

HY-8 Culvert Analysis Report

Crossing Discharge Data

Discharge Selection Method: Specify Minimum, Design, and Maximum Flow

Minimum Flow: 0 cfs

Design Flow: 489.5 cfs

Maximum Flow: 489.5 cfs

Table 1 - Summary of Culvert Flows at Crossing: 67th Ave Culvert_ChannelBoxHeadwater Elevation

(ft)Total Discharge (cfs) Culvert 1 Discharge

(cfs)Roadway Discharge

(cfs)Iterations

2.47 0.00 0.00 0.00 1

3.60 48.95 48.95 0.00 1

4.26 97.90 97.90 0.00 1

4.81 146.85 146.85 0.00 1

5.31 195.80 195.80 0.00 1

5.75 244.75 244.75 0.00 1

6.17 293.70 293.70 0.00 1

6.56 342.65 342.65 0.00 1

6.93 391.60 391.60 0.00 1

7.29 440.55 440.55 0.00 1

7.64 489.50 489.50 0.00 1

10.00 819.06 819.06 0.00 Overtopping

Table 2 - Culvert Summary Table: Culvert 1Total

Discharge (cfs)

Culvert Discharge

(cfs)

Headwater Elevation (ft)

Inlet Control Depth (ft)

Outlet Control

Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

0.00 0.00 2.47 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000

48.95 48.95 3.60 1.126 0.0* 1-S2n 0.449 0.662 0.449 0.330 6.808 5.786

97.90 97.90 4.26 1.787 0.0* 1-S2n 0.696 1.052 0.696 0.499 8.797 7.551

146.85 146.85 4.81 2.342 0.0* 1-S2n 0.905 1.378 0.905 0.635 10.144 8.802

195.80 195.80 5.31 2.837 0.0* 1-S2n 1.092 1.669 1.092 0.754 11.208 9.801

244.75 244.75 5.75 3.285 0.0* 1-S2n 1.265 1.937 1.291 0.860 11.848 10.645

293.70 293.70 6.17 3.698 0.008 1-S2n 1.429 2.187 1.475 0.959 12.447 11.381

342.65 342.65 6.56 4.089 0.350 1-S2n 1.585 2.424 1.643 1.050 13.037 12.038

391.60 391.60 6.93 4.462 0.697 1-S2n 1.736 2.650 1.806 1.137 13.555 12.633

440.55 440.55 7.29 4.822 1.051 1-S2n 1.882 2.866 1.966 1.218 14.005 13.179

489.50 489.50 7.64 5.172 1.413 1-S2n 2.024 3.075 2.124 1.296 14.401 13.684

* Full Flow Headwater elevation is below inlet invert.

********************************************************************************

Straight Culvert

Inlet Elevation (invert): 2.47 ft, Outlet Elevation (invert): 0.00 ft

Culvert Length: 247.01 ft, Culvert Slope: 0.0100

********************************************************************************

Culvert Data Summary - Culvert 1

Barrel Shape: Concrete Box

Barrel Span: 8.00 ft

Barrel Rise: 6.00 ft

Barrel Material: Concrete

Embedment: 0.00 in

Barrel Manning's n: 0.0120

Culvert Type: Straight

Inlet Configuration: Square Edge (90º) Headwall

Inlet Depression: None

Table 3 - Downstream Channel Rating Curve (Crossing: 67th Ave Culvert_ChannelBox)Flow (cfs) Water Surface

Elev (ft)Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

0.00 0.00 0.00 0.00 0.00 0.0048.95 0.33 0.33 5.79 0.21 1.8097.90 0.50 0.50 7.55 0.31 1.92146.85 0.64 0.64 8.80 0.40 1.99195.80 0.75 0.75 9.80 0.47 2.05244.75 0.86 0.86 10.64 0.54 2.09293.70 0.96 0.96 11.38 0.60 2.12342.65 1.05 1.05 12.04 0.66 2.15391.60 1.14 1.14 12.63 0.71 2.17440.55 1.22 1.22 13.18 0.76 2.20489.50 1.30 1.30 13.68 0.81 2.22

Tailwater Channel Data - 67th Ave Culvert_ChannelBox

Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 25.00 ft

Side Slope (H:V): 2.00 (_:1)

Channel Slope: 0.0100

Channel Manning's n: 0.0120

Channel Invert Elevation: 0.00 ft

Roadway Data for Crossing: 67th Ave Culvert_ChannelBox

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 250.00 ft

Crest Elevation: 10.00 ft

Roadway Surface: Paved

Roadway Top Width: 191.00 ft

HY-8 Culvert Analysis Report

Crossing Discharge Data

Discharge Selection Method: Specify Minimum, Design, and Maximum Flow

Minimum Flow: 0 cfs

Design Flow: 489.5 cfs

Maximum Flow: 489.5 cfs

Table 1 - Summary of Culvert Flows at Crossing: 67th Ave Culvert_Crossing67thHeadwater Elevation

(ft)Total Discharge (cfs) Culvert 1 Discharge

(cfs)Roadway Discharge

(cfs)Iterations

4.00 0.00 0.00 0.00 1

5.12 48.95 48.95 0.00 1

5.78 97.90 97.90 0.00 1

6.34 146.85 146.85 0.00 1

6.83 195.80 195.80 0.00 1

7.28 244.75 244.75 0.00 1

7.69 293.70 293.70 0.00 1

8.08 342.65 342.65 0.00 1

8.46 391.60 391.60 0.00 1

8.82 440.55 440.55 0.00 1

9.17 489.50 489.50 0.00 1

12.00 879.83 879.83 0.00 Overtopping

Table 2 - Culvert Summary Table: Culvert 1Total

Discharge (cfs)

Culvert Discharge

(cfs)

Headwater Elevation (ft)

Inlet Control Depth (ft)

Outlet Control

Depth (ft)

Flow Type

Normal Depth (ft)

Critical Depth (ft)

Outlet Depth (ft)

Tailwater Depth (ft)

Outlet Velocity

(ft/s)

Tailwater Velocity

(ft/s)

0.00 0.00 4.00 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000

48.95 48.95 5.12 1.124 0.0* 1-S2n 0.427 0.662 0.427 0.523 7.159 3.593

97.90 97.90 5.78 1.785 0.0* 1-S2n 0.664 1.052 0.664 0.790 9.219 4.660

146.85 146.85 6.34 2.338 0.0* 1-S2n 0.862 1.378 0.862 1.005 10.653 5.409

195.80 195.80 6.83 2.833 0.0* 1-S2n 1.040 1.669 1.067 1.192 11.464 6.001

244.75 244.75 7.28 3.280 0.0* 1-S2n 1.204 1.937 1.232 1.359 12.414 6.498

293.70 293.70 7.69 3.693 0.0* 1-S2n 1.360 2.187 1.360 1.513 13.500 6.928

342.65 342.65 8.08 4.084 0.0* 1-S2n 1.508 2.424 1.540 1.656 13.904 7.310

391.60 391.60 8.46 4.457 0.0* 1-S2n 1.651 2.650 1.694 1.790 14.448 7.655

440.55 440.55 8.82 4.817 0.0* 1-S2n 1.789 2.866 1.843 1.917 14.940 7.970

489.50 489.50 9.17 5.167 0.0* 1-S2n 1.923 3.075 1.986 2.038 15.406 8.259

* Full Flow Headwater elevation is below inlet invert.

********************************************************************************

Straight Culvert

Inlet Elevation (invert): 4.00 ft, Outlet Elevation (invert): 0.00 ft

Culvert Length: 345.02 ft, Culvert Slope: 0.0116

********************************************************************************

Culvert Data Summary - Culvert 1

Barrel Shape: Concrete Box

Barrel Span: 8.00 ft

Barrel Rise: 6.00 ft

Barrel Material: Concrete

Embedment: 0.00 in

Barrel Manning's n: 0.0120

Culvert Type: Straight

Inlet Configuration: Square Edge (90º) Headwall

Inlet Depression: None

Table 3 - Downstream Channel Rating Curve (Crossing: 67th Ave Culvert_Crossing67th)Flow (cfs) Water Surface

Elev (ft)Depth (ft) Velocity (ft/s) Shear (psf) Froude Number

0.00 0.00 0.00 0.00 0.00 0.0048.95 0.52 0.52 3.59 0.33 0.8997.90 0.79 0.79 4.66 0.49 0.95146.85 1.01 1.01 5.41 0.63 0.99195.80 1.19 1.19 6.00 0.74 1.01244.75 1.36 1.36 6.50 0.85 1.03293.70 1.51 1.51 6.93 0.94 1.04342.65 1.66 1.66 7.31 1.03 1.06391.60 1.79 1.79 7.65 1.12 1.07440.55 1.92 1.92 7.97 1.20 1.08489.50 2.04 2.04 8.26 1.27 1.09

Tailwater Channel Data - 67th Ave Culvert_Crossing67th

Tailwater Channel Option: Trapezoidal Channel

Bottom Width: 25.00 ft

Side Slope (H:V): 2.00 (_:1)

Channel Slope: 0.0100

Channel Manning's n: 0.0260

Channel Invert Elevation: 0.00 ft

Roadway Data for Crossing: 67th Ave Culvert_Crossing67th

Roadway Profile Shape: Constant Roadway Elevation

Crest Length: 150.00 ft

Crest Elevation: 12.00 ft

Roadway Surface: Paved

Roadway Top Width: 120.00 ft


September 2021

APPENDIX F – BUILD ALTERNATIVE TYPICAL SECTION AND 15% PLANS

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