AZ_SR88(1)_Apache Trail_Final Hydraulics Report.pdf

Apache Trail Maricopa County, AZ

AZ FLAP SR88(1)

Final Hydraulic Report

Arizona Department of Transportation

U.S. Forest Service, Tonto National Forest

Federal Highway Administration Central Federal Lands Highway Division

24 August 2021 i SR88(1) Apache Trail – Final Hydraulic Report

Signature Sheet

Report prepared by: ____________________________________________________ Aaron Estep, P.E., Hydraulics Engineer

Report reviewed by: ____________________________________________________ Luis Calderón, P.E., C.F.M., Hydraulics Engineer

Approved for distribution by: ____________________________________________________ Aaron Estep, P.E., Hydraulics Engineer

Distribution

Electronic:

N:\AZ\sr88(1)\Hydraulics\8_Draft‐Report Project Management Project Development, Lead Designer Environmental Protection Geotechnical Design ii SR88(1) Apache Trail – Final Hydraulic Report

Executive Summary

Hydrologic and hydraulic analyses were conducted for the AZ FLAP SR88(1) Apache Trail project. The project scope consists of 12.4 miles of rehabilitation (3R) improvements from the Apache Lake Marina

Road to Inspiration Point near the Roosevelt Dam. The roadway will be converted from gravel to an all‐ weather hardened surface and is considered a low‐standard road. 122 culverts and five low water crossings were identified in the project corridor with conditions varying from good to poor. Each of these crossings were evaluated for capacity requirements, historical significance, and structural damage incurred due to wildfire and flooding in 2019. Based on these three criteria, final recommendations were provided for each crossing that balances the historic traits of the Apache Trail and effectiveness of the drainage structures along the road corridor.

iii SR88(1) Apache Trail – Final Hydraulic Report

Table of Contents

1 Project Background Information

2 Hydraulic Design Criteria

3 Hydrology

4 Hydraulic Analysis

4.1 Existing Culvert Hydraulics

4.2 Proposed Culvert Hydraulics

5 Recommendations

5.1 End Treatment Recommendations

5.1.1 Riprap Sizing HEC14 Chapter 10

5.2 Low Water Crossings

6 References

Tables Table 1: Hydraulic Design Criteria

Table 2: Regional Regression Equations for Arizona Central Highlands (USGS Report 2014‐5211)

Table 3: Maximum Capacities of Select Culvert Diameters

Table 4: Maximum Capacities of Select Pipe Culvert Diameters and Quantities

Table 5: Maximum Capacities of Select Box Culvert Sizes

Table 6: Select End Treatment Riprap Sizes and Dimensions

Figures

Figure 1: Project Location Map

Appendices

Appendix A: Final Recommendations

Appendix B: End Treatment Recommendations

Appendix C: Hydrologic Analyses

Appendix D: Hydraulic Analyses

Page 1 SR88(1) Apache Trail – Final Hydraulic Report

1 PROJECT BACKGROUND INFORMATION

The project is located in Maricopa County, AZ between Apache Junction, AZ and Roosevelt, AZ along State Route 88 (see Figure 1). The project section is 12.4 miles long and begins at Apache Lake Marina Road and terminates at Inspiration Point near the Roosevelt Dam. The project scope consists of a rehabilitation (3R) improvement. The proposed roadway cross sections consist of three typical sections designed to match the existing roadway bench and address the challenging topography. The roadway will be converted from gravel to an all‐weather hardened surface and is considered a low‐standard road.

Figure 1: Project Location Map

The project corridor has 118 crossings in varied condition from good to poor. Of the 116 crossings, there are 122 culverts, two bridges, and five low water crossings. Many of the drainages downstream of the structures have been subject to long term degradation and the outlet of the pipes have become perched.

Where right of way was available, the proposed actions for many of these sites include retrofits that extend the outlet of the existing culvert beyond the envelope of the roadway prism.

Page 2 SR88(1) Apache Trail – Final Hydraulic Report

2 HYDRAULIC DESIGN CRITERIA

The Federal Lands Highway Project Development and Design Manual (PDDM) (Federal Lands Highway, 2012) establishes the hydraulic design criteria. Based on the project scoping the proposed road has a posted speed of 35 mph and a design average daily traffic (ADT) of 1070 vehicles. Based on these parameters the road is classified as low standard road for hydraulic design purposes. The applicable design criteria are listed in Table 1.

Table 1: Hydraulic Design Criteria

Road Classification: Low‐Standard Road

Culverts:

Design Frequency Check Frequency Allowable Headwater

25‐year flood Overtopping flood

Minimum of:

Bottom of aggregate base layer HW/D ratio of 1.2 for D > 48", 1.5 for D ≤ 48” Unacceptable hazard to human life or property

Due to the impact of the Woodbury Fire in June 2019 along the Apache Trail corridor as well as the high sediment loads present throughout, a more conservative headwater to depth ratio (HW/D = 1) was used in this analysis.

3 HYDROLOGY

The Watershed Modeling System (Aquaveo, LLC, 2020) was used along with available 10 meter DEM data from the National Map to delineate drainage areas for each crossing. Two methods were then used to compute peak flood‐frequency values for each basin based on each drainage area. For basins with an area of at least 0.059 square miles, the Arizona regional regression equations for the Central Highlands

(Region 4) were used as documented in the USGS Report 2014‐5211 (Paretti, Kennedy, & al., 2014). This area limit was based on the minimum drainage area used in the development of the Central Highlands regional regression equations listed in Table 2.

Table 2: Regional Regression Equations for Arizona Central Highlands (USGS Report 2014‐5211)

Percent Chance Exceedance (%)

Return Period (year)

Equation

50 2 54.7 ∙ 𝐷𝑅𝑁𝐴𝑅𝐸𝐴 .

20 5 51.2 ∙ 𝐷𝑅𝑁𝐴𝑅𝐸𝐴 . ∙ 𝑃𝑅𝐸𝐶𝐼𝑃 . ∙ 10 . ∙ / ,

10 10 43.2 ∙ 𝐷𝑅𝑁𝐴𝑅𝐸𝐴 . ∙ 𝑃𝑅𝐸𝐶𝐼𝑃 . ∙ 10 . ∙ / ,

4 25 33.6 ∙ 𝐷𝑅𝑁𝐴𝑅𝐸𝐴 . ∙ 𝑃𝑅𝐸𝐶𝐼𝑃 . ∙ 10 . ∙ / ,

2 50 30.8 ∙ 𝐷𝑅𝑁𝐴𝑅𝐸𝐴 . ∙ 𝑃𝑅𝐸𝐶𝐼𝑃 . ∙ 10 . ∙ / ,

1 100 30.0 ∙ 𝐷𝑅𝑁𝐴𝑅𝐸𝐴 . ∙ 𝑃𝑅𝐸𝐶𝐼𝑃 . ∙ 10 . ∙ / ,

0.5 200 30.6 ∙ 𝐷𝑅𝑁𝐴𝑅𝐸𝐴 . ∙ 𝑃𝑅𝐸𝐶𝐼𝑃 . ∙ 10 . ∙ / ,

0.2 500 33.3 ∙ 𝐷𝑅𝑁𝐴𝑅𝐸𝐴 . ∙ 𝑃𝑅𝐸𝐶𝐼𝑃 . ∙ 10 . ∙ / ,

Page 3 SR88(1) Apache Trail – Final Hydraulic Report

For computing the peak flood‐frequency values based on the equations in Table 2, the variables DRNAREA, PRECIP, and ELEV are defined as the drainage area in square miles, mean annual precipitation in inches, and mean basin elevation in feet, respectively. Based on drainage area, the Arizona regional regression equations were used on 25 of the 118 crossings along the project section of Apache Trail.

The peak flood‐frequency rates for the remaining 93 crossings (drainages less than 0.059 square miles) were computed using the Rational Method as outlined in the Hydraulic Design Series (HDS) No. 2, Second

Edition (Federal Highway Administration, 2002). A minimum time of concentration of 10 minutes was used per HDS 2, rural areas. Intensities from NOAA Atlas 14 were used for the 10‐minute time of concentration (Perica, Dietz, & al., 2020). A weighted runoff coefficient (C value) was calculated for these areas based on the proposed all weather surface and the unimproved drainage basin. The all‐weather surface was given a C value of 0.92 per HDS 2. The drainage areas outside the influence of the roadway surface for crossings 388 to 475 were classified as “rural unimproved areas” with a runoff coefficient of

0.35. Crossings 476 to 516 are generally steeper with a more significant rock presence. For these crossings, drainage areas outside the influence of the roadway surface were assumed to be 50% rock (C value of 0.95) and 50% “rural unimproved area” (C value of 0.35) for a C value of 0.65.

Once the 25‐year peak flow was determined using the regression equation or rational method, a wildfire multiplier between 1.0 and 1.6 was added to the peak flow based on the impact of the Woodbury wildfire in June 2019. The multipliers used were approximated based on estimated post‐wildfire peak flows as documented in Table 7 of the Woodbury Fire Watershed Specialist Report (Casillas & Watson, 2019). For basins that were unaffected by the wildfire, a multiplier of 1.0 was used. For all other basins that were affected, with the exception of the Pine Creek Bridge (438), a multiplier of 1.3 was used. Due to the burn severity of the Pine Creek Bridge watershed, a multiplier of 1.6 was used.

Basins for the project limits and hydrologic calculations can be reviewed in Appendix C.

4 HYDRAULIC ANALYSIS

4.1 EXISTING CULVERT HYDRAULICS

To evaluate the capacity of the existing culverts, an HY‐8 model was developed (Federal Highway

Administration, 2019). Of the 111 culvert crossings, there were 46 crossings that were surveyed by CFL and included culvert sizes, culvert material, upstream and downstream inverts (where accessible), headwalls (where present), and topography around the crossing. Using this data, the surveyed crossings were individually modeled with HY‐8 to determine the maximum capacity for each crossing assuming a maximum HW/D ratio of 1.0. This maximum capacity was then compared to the 25‐year design flow computed as described in Section 3. Where the design flow exceeded the maximum capacity, the existing culvert(s) were determined to be undersized.

The remaining 65 culvert crossings were not surveyed and the only known information for these crossings was the culvert size and general location based on a corridor inventory prepared by Jacobs Engineering

Group, Inc. in 2012. The existing capacity of these culverts were evaluated against model scenarios developed using the following assumptions: culvert slope of 2%, HW/D=1, inlet controlled conditions, Page 4 SR88(1) Apache Trail – Final Hydraulic Report

CMP, and inlet type described as “thin edge projecting”. Maximum capacities for an assortment of pipe diameters based on these assumptions is presented below in Table 3.

Table 3: Maximum Capacities of Select Culvert Diameters (2%, HW/D=1, Inlet Controlled, CMP, Thin Edge Projecting)

Diameter (in)

Maximum Capacity for 1 Pipe (cfs)

24 11

30 20

36 32

42 46

48 65

54 87

60 113

The design flows for the un‐surveyed crossings were then compared to the maximum capacity associated with the documented pipe size. If the design flow exceeded the maximum capacity listed in Table 3, the culvert was assumed to be undersized. There were four crossings with multiple identifiers (420 & 421, 435 & 436, 439 & 440, and 486 & 487) that likely are multi‐barrel crossings. Due to the lack of available information, these crossings were assumed to be single‐barrel for the existing capacity analysis.

Based on the existing culvert hydraulic analyses, of the 111 culvert crossings, there were 60 crossings identified to have a capacity issue using the design criteria described in Section 2. Detailed existing hydraulic calculations are provided in Appendix D.

4.2 PROPOSED CULVERT HYDRAULICS

Using the same assumptions and techniques described in Section 4.1, proposed culvert size recommendations were prepared for the undersized culvert crossings. For the surveyed crossings that were identified to be undersized, a new culvert with the same slope, length, and tailwater conditions was recommended to meet the design criteria described in Section 2.

For the culvert crossings that were not surveyed and were determined to be undersized, a new culvert was selected from a set of standard culvert options that were modeled to determine the maximum capacity that met the design criteria. For pipe culverts options, the following assumptions were made:

culvert slope of 2%, HW/D=1, inlet controlled conditions, CMP, and inlet type described as “thin edge projecting”. For box culvert options, the following assumptions were made: culvert slope of 2%, HW/D=1, inlet controlled conditions, RCBC, and inlet type described as “square edge headwall”. The following tables, Tables 4 and 5, list potential pipe sizes that meet the design criteria discussed in Section 2. Detailed proposed hydraulic calculations are provided in Appendix D.

Page 5 SR88(1) Apache Trail – Final Hydraulic Report

Table 4: Maximum Capacities of Select Pipe Culvert Diameters and Quantities (2%, HW/D=1, Inlet Controlled, CMP, Thin Edge Projecting)

Diameter (in)

Single Barrel Maximum Capacity

(cfs)

Double Barrel Maximum Capacity

(cfs)

Triple Barrel Maximum Capacity

(cfs)

Quadruple Barrel Maximum Capacity

(cfs)

24 11 23 34 46

30 20 40 60 80

36 32 63 95 126

42 46 93 139 185

48 65 129 194 259

54 87 174 260 347

60 113 226 339 452

Table 5: Maximum Capacities of Select Box Culvert Sizes (2%, HW/D=1, Inlet Controlled, RCBC, Square Edge Headwall)

Span (ft)

Rise (ft)

Maximum Capacity (cfs)

4 3 54

5 3 68

6 3 81

5 4 104

6 4 125

7 4 146

8 4 167

6 5 175

8 5 233

10 5 291

6 6 230

8 6 306

10 6 383

12 6 459

14 6 536

Page 6 SR88(1) Apache Trail – Final Hydraulic Report

5 RECOMMENDATIONS

The original recommendations made for each of the crossings throughout the project section of Apache Trail were based on the following three sources of information. These recommendations were reviewed and revised following the 70% site visit. Final recommendations are provided in Appendix A.

Detailed Damage Inspection Report (DDIR) Following the Woodbury Fire in July 2019, the remnants of Tropical Storm Lorena in September 2019 caused significant flooding and damage to many of the structures within the project area. As a result, the DDIR was developed following a site inspection in November 2019 to document the damage and provide qualitative recommendations for damaged crossings. These recommendations were based solely on field observations. Additionally, the historic component of each structure was not considered in the development of the DDIR.

Cultural Resources Report Prepared by Jacobs in June 2018, the Cultural Resources Report included a Class I literature review, historic feature documentation, and a Class III cultural resources survey within the project area.

Included in this report is a summary of character defining elements and the original proposed management recommendations for each crossing. Following the fire and flooding events in 2019, several of the crossings were severely damaged as outlined in the DDIR, and as such, some of the original management recommendations were no longer applicable. While some structures were damaged, the historic significances outlined in the Cultural Resources Report were considered in the development of the final recommendations.

Hydrologic/Hydraulic Calculations Following the fire and flooding events of 2019, additional survey information was gathered for select crossings and further hydrologic/hydraulic calculations were performed as outlined in this report.

Calculated pipe capacities were considered in relation to the DDIR recommendations as well as the historic significance of each crossing in the development of the final recommendations.

5.1 END TREATMENT RECOMMENDATIONS

As part of the final recommendations, end treatment recommendations were proposed for select crossings. These recommendations, if specified, were selected from four treatment options. These options are outlined below. Detailed drawings of these treatment options are provided in Appendix B.

Treatment A Treatment A is CFLHD’s standard apron end section, which serves to spread drainage flow at the transition from the culvert outlet to the natural drainage channel, or to sheet flow where no natural drainage exists.

These improvements would be installed below and downslope from existing culvert outlets, and would not modify any existing structural elements. Design elements include:

Placement of rip‐rap along drainage channels to prevent additional scour and erosion

Installation of a geotextile filter topped with fill dirt within existing scour slopes below culvert outlets to match the grade of adjacent slopes

Installation of the apron end section below the culvert outlet.

Page 7 SR88(1) Apache Trail – Final Hydraulic Report

Treatment B Treatment B is a modified version of the Treatment A apron end section, and serves the same function, which is to distribute drainage flow at the transition from the culvert outlet to the natural drainage channel, or to sheet flow where no natural drainage exists. Design elements for Treatments A and B are the same, the only exception is that Treatment B exhibits a thicker end section.

Treatment C1 Treatment C1 is a retrofit option for an existing, perched outlet. Many perched pipes in the area have large scour damage at their existing outlet. These improvements would be installed below and downslope from existing culvert outlets, and would consist of extending existing outlet pipes downslope to arrest erosion damage. Design elements include:

Filling scour holes to stabilize the slope

Adding a bend joint to the existing outlet to extend the existing pipe down the side of the roadway prism. At the toe of slope, another bend joint would be added to extend the pipe a distance downslope from the roadway prism

Placement of rip‐rap along drainage channels to prevent additional scour and erosion (as needed)

Installation of a geotextile filter topped with fill dirt within existing scour slopes below culvert outlets to match the grade of adjacent slopes (as needed)

The extended pipe would terminate with the installation of the Treatment A apron end section.

Treatment C2 Treatment C2 is a modified version of the Treatment C1 retrofit option and would be installed in areas where it would be impractical to extend the existing culvert outlet pipe to the toe of the roadway prism.

Design elements would include:

Adding a bend joint to the existing outlet to extend the existing pipe down the side of the roadway prism, short of the toe of slope

5.1.1 Riprap Sizing

For riprap size and dimensions associated with the end treatment recommendations provided in Appendix

A, refer the tables included in standard detail C251‐50. The standard detail provides apron dimensions for pipe culverts up to 48” in diameter. The Final Recommendations include end treatments for five proposed concrete box culverts that are not covered by the standard detail. These locations were evaluated using Equation D.1b as outlined in HEC‐14, Appendix D (Federal Highway Administration, 2006).

The maximum apron class, length, and thickness was specified for all box culverts and are provided below in Table 6. Apron widths were adjusted to reflect actual channel width.

Table 6: Select End Treatment Riprap Sizes and Dimensions

Crossing ID Culvert Size End Treatment Riprap Class Apron Dimensions

Width (ft) Length (ft) Thickness (ft)

396 (621) 8’ x 6’ Treatment A Class 5 30 24 3.0

409 (637) 8’ x 6’ Treatment A Class 5 30 24 3.0

414 (642) 10’ x 6’ Treatment A Class 5 15 24 3.0

439 (682) 10’ x 6’ Treatment A Class 5 20 24 3.0

463 (712) 8’ x 5’ Treatment A Class 5 25 24 3.0

Page 8 SR88(1) Apache Trail – Final Hydraulic Report

5.2 LOW WATER CROSSINGS

Within the project section, there are five existing low water crossings (464.1, 468.1, 468.2, 470.1, and

499.1) that will remain and two culverted crossings (418 and 419) that will be converted to a single low water crossing. Specific design recommendations are provided below for each crossing. A standard low water crossing detail will be provided in the final plan set.

Low Water Crossing (418/419) The existing culverts located at crossings 418 and 419 are undersized and filled with sediment forcing storm flows across the road. During low flow events, flow concentrates in the vicinity of these two existing culverts and cross the road at approximately Station 1368+00 and 1371+50. During higher flow events, including the 25‐year design flood, flow is distributed across the wash and floods across the road from approximately Station 1367+00 to 1372+00. To accommodate the full width of the flow, it is recommended that the low water crossing should extend from Station 1367+50 to 1372+50. Riprap is recommended along the downslope side of the low water crossing within the two major drainages for the road (in the vicinity of previous culverts 418 and 419).

Low Water Crossing (468.2) The existing low water crossing intersects the drainage channel on a skew and as such is experiencing excess erosion on the southern downstream portion. The existing road is reinforced with a cutoff wall along downstream side but is beginning to fail. As flow crosses the road, the channel erosion has resulted in drop of 6‐8 feet from the road elevation to the channel below. To mitigate and stabilize this crossing, it is recommended that the proposed low water crossing extend from approximately Station 1614+50 to

1618+00. Additionally, riprap should be ramped down to the channel bed and installed along the downstream channel banks to prevent future channel erosion in close proximity to the road.

Low Water Crossing (499.1) The existing low water crossing is located at an existing intersection with a road that provides access to

Apache Lake. The existing crossing is functioning with little to no erosion identified at this location. As part of the proposed design, the existing natural surface crossing will be replaced with a concrete low water crossing that will be installed to span the width of the upstream channel. For this crossing, riprap will not be installed at the downstream side and the existing roadway will be graded to meet the existing low water crossing elevation.

Low Water Crossing (464.1, 468.1, 470.1) The existing low water crossings are functioning with minor erosion noted. Standard concrete low water crossings will be installed per standard detail provided in the final plans.

Page 9 SR88(1) Apache Trail – Final Hydraulic Report

6 REFERENCES

Aquaveo, LLC. (2020). Watershed Modeling System 11.0.7.

Casillas, A., & Watson, D. (2019). Woodbury Fire BAER Soils Resource Report. Arizona: U.S. Forest Service.

Federal Highway Administration. (2002). Hydraulic Design Series No. 2, Second Edition, FHWA ‐NHI‐02‐

001. Washington, DC: Federal Highway Administration.

Federal Highway Administration. (2006). Hydraulic Engineering Circular No. 14, Third Edition.

Federal Highway Administration. (2019). HY‐8 Culvert Analysis Program, 7.60. (Version 7.60).

Federal Lands Highway. (2012). Project Development and Design Manual, Chapter 7 Hydrology and

Hydraulics. Retrieved from https://flh.fhwa.dot.gov/resources/design/pddm/

Paretti, N., Kennedy, J., & al., e. (2014). Methods for Estimating Magnitude and Frequency of Floods in

Arizona, Developed with Unregulated and Rural Peak‐Flow Data through Water Year 2010.

Reston, Virginia: U.S Geological Survey.

Perica, S., Dietz, S., & al., e. (2020). NOAA Atlas 14, Volume 1, Version 5. Silver Spring, MD: NOAA, National

Weather Service.

U.S. Geological Survey. (2018). The National Map. Retrieved March 2019, from https://viewer.nationalmap.gov/advanced‐viewer/

SR88(1) Apache Trail – Final Hydraulic Report

Appendix A – Final Recommendations

Station

AZDOT

95% Plan

Station

Jacobs

Aztec ID

ADOT

Sullivan

Report ID

Jacobs ID

(GIS)

Inventory

Size

(in)

Min.

Diameter

(inches)

Max

Capacity

(cfs)

Notes Description of Damage CFL DDIR Work Proposed

Contributing

Element

(Y/N)

Summary Actions

(Original Cultural Resources Report)

Replace

Pipe

(Y/N)

Replacement

Pipe Size

(in or box)

End Sections End Treatment Meets

DDIR Rec

Meets

Hyd Req New Cultural Resource Statement Final Recommendation

1253+30 386 608 608 2‐60" &

2‐48"

508.0 Ex. pipe meets capacity requirement.

1 CMP plugged with wood debris. Overtopped, install inlet wing walls and apron. HDPE line all 4 CMPs. : Alternative, concrete full length.

Clean all four pipes, line all four pipes, add riprap apron at both inlets (Class 4 for 2 ‐48") (Class ? For 2‐60"), add wingwalls on both sets of pipes (inlet)

Y

No alteration to NRHP qualities;

Alteration of feature;

Treatment A or B (apron end sections)

N ‐‐‐ Leave as is. Treatment A X X No change.

Existing pipes are partially clogged but adequately sized.

Existing pipes to remain. Pipes to be cleaned. Install Treatment

A at outlet.

1253+92 387 609 609 18 CMP drops water from appoximately 5 feet into dirt. Massive scouring. Need riprap.

Install CMP run down and pipe anchor assembly (similar to

C602‐50 but for 18")

Assume 50' of Pipe and 5 anchor assemblies

Add 20 CY of Class 2 Riprap

N

No character defining elements;

Alteration of feature;

Treatment C1 or C2 (additional pipes)

N ‐‐‐ Leave as is. Treatment C1 X X No change. Existing pipe to remain. Install Treatment C1 at outlet.

229.239 1256+10 388 610 610 18 24 12.5 Increase to 24" pipe.

Existing RCP pipe.CMP working as inteded. But nearby drainage diverts away from CMP and goes down road instead.

Shoring this up would be recommended. Also the outlet is scouring out its headwall.

Establish catchment berm. Class 2 Riprap Apron (outlet).

Remove and reset stone masonry headwall (outlet) Y

No alteration to NRHP qualities;

No alteration of feature;

Potential for buried walls

N ‐‐‐ Leave as is. Treatment A X No alteration to NRHP qualities;

Alteration of feature;

Treatment A;

Inlet Grading

Existing pipe identified as functioning and is historic. Existing pipe and headwalls to remain. Re‐establish catchment berm at inlet. Install Treatment A at outlet.

1259+71 389 611 611 24 24 11.4 Ex. pipe meets capacity requirement. Inlet Headwall is broken, needs repair. Inlet has no scour pad.

Class 2 Riprap Apron (inlet). Remove headwall (inlet). New stone masonry headwall and wingwalls 24" (inlet) N

No character defining elements;

No alterations of feature N ‐‐‐

Install new headwall and wingwalls at inlet.

Treatment A X X

No character defining elements;

Alterations of feature;

Inlet headwall and wingwalls replaced;

Treatment A

Maintain 24" pipe or replace in kind. Install new headwall and wingwalls at Inlet. Install Treatment A at outlet. Use care when installing riprap so as to not damage outlet headwall.

1263+00 390 612 612 24 30 20.0 Increase to 30" pipe. Functioning. No notable damage. Class 2 Riprap Apron (outlet) Y

No alteration to NRHP qualities;

No alteration of feature;

Potential for buried walls

N ‐‐‐ Leave as is. None X No change.

Existing pipe is undersized but is functioning, historic, and un‐ damaged. Existing pipe and headwalls to remain.

1264+89 391 613 613 24 24 11.4 Ex. pipe meets capacity requirement.

Inlet has a 24" CMP cap of 3 feet, after which the culvert is a

18" RCP. Some branches within pipe.

Class 2 Riprap Apron (outlet) N

No character defining elements;

No alterations of feature Y 24

Install new headwall at inlet and outlet.

Treatment A X X

No character defining elements;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Pipe configuration to be simplified. Replace with a single 24" pipe. Install new headwall at inlet and outlet. Install

Treatement A at outlet.

1267+21 392 614 614 24 24 11.4 Ex. pipe meets capacity requirement. Functioning. No notable damage. NOTHING N No character defining elements;

No alterations of feature N ‐‐‐ Leave as is. None X X No change.

Existing pipe is adequately sized and functioning with no notable damage. Existing pipe to remain. No work proposed.

393 30

394 30

1275+44 395 618 618 24 36 31.5 Increase to 36" pipe.

Overtop flow apparent on both sides. Inlet headwall has large crack. Recommend to add more pipes, heighten headwall, and lengthen headwall to capture overtop flow.

Remove and reset stone masonry headwall (inlet). Class 2

Riprap Apron (outlet) Y

No alteration to NRHP qualities;

Alteration of feature;

Treatment C1 or C2 (additional pipes)

Y 36 Install new headwall and wingwalls at inlet and outlet.

Treatment A X X

Adverse effect on NRHP qualities;

Alteration of feature;

Inlet and outlet headwall and wingwalls replaced;

Treatment A

Pipe undersized and overtopping. Replace with 36" pipe. Install new headwall and wingwalls at inlet and outlet. Install

Treatment A at outlet.

229.726 1281+45 396 621 621 60 8' x 6' Box 338.0 Replace with 8' x 6' box culvert.

Outlet headwall has collasped. Endangering stability of road.

Inlet is nearly completely buried. Inlet is clogged near entrance.

Reinforced Concrete Box Culvert. New headwalls and wingwalls (inlet and outlet). Ditch reconditioning (inlet).

N

No character defining elements;

Alterations of feature Y 8' x 6' Box

Install new headwall and wingwalls at inlet and outlet.

Treatment A X X

No character defining elements;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Pipe severely undersized. Replace with a 8' x 6' box culvert or equivalent. Likely will need substantial upstream excavation.

Install new headwall and wingwalls at inlet and outlet.

Treatment A at outlet.

1284+08 397 622 622 24 48 74.0 Increase to 48" pipe.

Inlet is nearly buried. Majority of flow overtops. Recommend inlet Headwall to be heightened and to add wingwalls to stop overtop.

Reinforced Concrete Box Culvert. New headwalls and wingwalls (inlet and outlet). Ditch reconditioning (inlet).

Y

No alteration to NRHP qualities;

Alteration of feature;

Treatment C1 or C2 (additional pipes)

Y 48 Install new headwall and wingwalls at inlet and outlet.

Treatment A X X

Adverse effect on NRHP qualities;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Pipe undersized with evidence of overtopping. Replace with

48" pipe or equivalent box. Upstream excavation required.

Install new headwall and wingwalls at inlet and outlet. Install

Treatment A at outlet.

229.782 1287+75 398 623 623 24 24 13.0 Ex. pipe meets capacity requirement.

Inlet IS completely buried. 0% flow through culvert. Overtops road.

Reinforced Concrete Box Culvert. New headwalls and wingwalls (inlet and outlet). Ditch reconditioning (inlet).

Y

No alteration to NRHP qualities;

No alteration of feature;

Potential for buried walls

Y 36 Install new headwall and wingwalls at inlet and outlet.

Treatment A X

Adverse effect on NRHP qualities;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Existing pipe is adequately sized but completely buried due to high sediment load. Increase to 36" pipe. Upstream excavation required. Install new headwall and wingwalls at inlet and outlet. Treatment A at outlet.

229.902 1290+67 399 624 624 36 8' x 5' Box 232.8 Replace with 8'x 5' box culvert.

Funtioning. If flow is great it will eventually overtop. I wanted to recommed a wingwall but the culvert is designed to take the drainage from the road.

Class 3 Riprap Apron (outlet) Y

No alteration to NRHP qualities;

No alteration of feature;

Potential for buried walls

N ‐‐‐ Leave as is. Treatment B X X No alteration to NRHP qualities;

Alteration of feature;

Treatment B

Pipe severely undersized but inlet is functioning and historic.

Existing pipe to remain. Install Treatment B at outlet.

1294+25 400 626 626 36 36 31.5 Ex. pipe meets capacity requirement. Functioning. No notable damage. NOTHING N No character defining elements;

No alterations of feature N ‐‐‐ Leave as is. None X X No change.

Existing pipe is functioning with no notable damage. Existing pipe and headwalls to remain. No work proposed.

1296+25 401 627 627 24 24 14.5 Ex. pipe meets capacity requirement.

Inlet is 80% buried. Needs cleared out. Watershed drains to road, need wingwall or build up dirt. Need 2nd pipe to handle it.

Reinforced Concrete Box Culvert. Ditch reconditioning (inlet).

Remove and reset stone masonry headwalls (inlet and outlet).

Note: CFL disagreed with ADOT's assessment to add a relief culvert here

Y

No alteration to NRHP qualities;

No alteration of feature;

Treatment D (concrete curtain)

Potential for buried walls

N ‐‐‐ Leave as is. None X No alteration to NRHP qualities;

General maintenance of feature (culvert cleaning);

Inlet grading

Pipe appropriately sized and historic. Existing pipe to remain.

Pipe to be cleaned and upstream channel to be cleared.

1301+00 402 628 628 24 24 14.6 Ex. pipe meets capacity requirement. Functioning. Outlet headwall has large crack, needs repair.

Remove 24" pipe and Install 36" (Assume 50'). Remove and reset stone masonry headwalls (inlet and outlet). Class 2

Riprap Apron (outlet)

Y

Adverse effect on NRHP qualities;

Alteration of feature;

Inlet extended and new end section installed

N ‐‐‐ Leave as is. None X No alteration to NRHP qualities;

Alteration of feature;

Existing pipe is functioning, historic, and is to remain.

1304+00 403 629 629 24 48 71.0 Increase to 48" pipe.

Inlet is 50% plugged. Inlet headwall has scouring on both sides.

Remove 24" pipe and Install 36" (Assume 50'). Remove and reset stone masonry headwalls (inlet and outlet). Class 3

Riprap Apron (outlet).

N No character defining elements;

No alterations of feature Y 48

Install new headwall and wingwalls at inlet and outlet.

Treatment A X X

No character defining elements;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Exisitng pipe undersized and DDIR recommends size increase.

Increase to 48" pipe or equivalent box. Install new inlet and outlet headwall and wingwalls. Install Treatment A at outlet.

230.28 1308+62 404 630 630 30 36 31.5 Increase to 36" pipe. Functioning. NOTHING Y

No alteration to NRHP qualities;

Alteration of feature;

Treatment C1 or C2 (additional pipes)

N ‐‐‐ Leave as is. Treatment C2 X No change.

Existing pipe is noted as functioning and is historic. Existing pipe to remain. Install Treatment C2 at outlet.

1313+53 405 631 631 30 36 36.0 Increase to 36" pipe.

Inlet is 100% buried. Must be dug out and cleared.

Recommend install bigger pipe. HPDE lined pipes recommended.

Reinforced Concrete Box Culvert. New headwalls and wingwalls (inlet and outlet).

Y

No alteration to NRHP qualities;

No alteration of feature;

Potential for buried walls

Y 36 Install new headwall and wingwalls at inlet only.

Treatment C2 X X

Adverse effect on NRHP qualities;

Alterations of feature;

Existing pipe replaced;

Inlet headwall and wingwalls replaced

Pipe undersized and DDIR recommends size increase. Replace with 36" pipe. Install new headwall and wingwalls at inlet only.

Install Treatment C2 at outlet.

1317+67 406 632 632 30 30 20.0 Ex. pipe meets capacity requirement. Inlet is 40% buried. Clear out. Class 3 Riprap Apron (outlet) Y

No alteration to NRHP qualities;

Alteration of feature;

Treatment C1 or C2 (additional pipes)

Y 36 Install new headwall and wingwalls at inlet and outlet.

Treatment A X X

No character defining elements;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Existing pipe is partially buried and damaged. Exisitng pipe to be replaced with 36" pipe. Install new inlet and outlet headwall and wingwalls. Install Treatment A at outlet.

230.455 1324+62 407 635 635 36 36 31.5 Ex. pipe meets capacity requirement. Pipe has holes open to the road. Line and cover. Or replace.

Remove 36" pipe and Install 36" (Assume 50'). Remove and reset stone masonry headwalls (inlet and outlet). Class 3

Riprap Apron (outlet). Note: This is a different recommendation from ADOT's suggestion

N No character defining elements;

No alterations of feature Y 36

Install new headwall and wingwalls at inlet and outlet.

Treatment A X X

No character defining elements;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Existing pipe damaged. Replace in kind with a 36" pipe. Install new headwall and wingwalls inlet and outlet. Install Treatment

A at outlet.

230.583 1328+90 408 636 636 36 36 31.5 Ex. pipe meets capacity requirement. Inlet has large scour to the side. But functioning.

Remove 36" pipe and Install 36" (Assume 50'). Remove and reset stone masonry headwalls (inlet and outlet). Class 3

Riprap Apron (outlet). Note: This is a different recommendtaion from ADOT's suggestion

N No character defining elements;

No alterations of feature Y 36

Install new headwall and wingwalls at inlet and outlet.

Treatment A X X

No character defining elements;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

DDIR recommends replace in kind. Existing pipe is assumed to be damaged. Replace with new 36" pipe. Install new headwall and wingwalls at inlet and outlet. Install Treatment A at outlet.

230.779 1335+00 409 637 637 24 8' x 6' Box 305.0 Replace with 8' x 6' box culvert.

Inlet and its headwall are completey buried. Reconstruct headwall. Dig out drainage area for culvert. Addiontional pipe.

Liner.

Reinforced Concrete Box Culvert. New headwalls and wingwalls (inlet and outlet) Y

Adverse effect on NRHP qualities;

Alteration of feature;

Feature to be removed

Y 8' x 6' Box Install new headwall and wingwalls at inlet and outlet.

Treatment A X X

Adverse effect on NRHP qualities;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Pipe severely undersized. Replace with 8' x 6' box culvert or equivalent. Install new headwall and wingwalls at inlet and outlet. Install Treatment A at outlet.

CULTURAL RESOURCES

Y

No alteration to NRHP qualities;

No alteration of feature;

Addition of relief pipe in visible proximity;

Potential for buried walls

DDIR RECOMMENDATIONS

Inlet services an unconcentrated area. Very Likely there is overtop flow. Outlet has evidence it can not handle the capacity, more pipes are needed.

Ditch Reconditioning (inlet)6' x 4' Box 273.0 Replace with 6' x 4' box culvert.

HYDRAULIC REQUIREMENTSGENERAL INFORMATION

616616229.461 1271+14 N ‐‐‐ Leave as is. None X No change.

Pipes undersized but identified as functioning during the 70% site visit. Ditch reconditioning at the inlet to capture flow from drainage in the right overbank.

FINAL RECOMMENDATIONS

95% Plan

Station

Jacobs

Aztec ID

ADOT

Sullivan

Report ID

Jacobs ID

(GIS)

Inventory

Size

(in)

Min.

Diameter

(inches)

Max

Capacity

(cfs)

Notes Description of Damage CFL DDIR Work Proposed

Contributing

Element

(Y/N)

Summary Actions

(Original Cultural Resources Report)

Replace

Pipe

(Y/N)

Replacement

Pipe Size

(in or box)

End Sections End Treatment Meets

DDIR Rec

Meets

Hyd Req New Cultural Resource Statement Final Recommendation

CULTURAL RESOURCESDDIR RECOMMENDATIONSHYDRAULIC REQUIREMENTSGENERAL INFORMATION FINAL RECOMMENDATIONS

230.844 1338+50 410 638 638 30 30 20.0 Ex. pipe meets capacity requirement. Functioning. Class 2 Riprap Aprons (inlet and outlet) Y

No alteration to NRHP qualities;

No alteration of feature;

Patch to repair damaged culvert;

Potential for buried walls

Y 36 Install new headwall and wingwalls at inlet and outlet.

Treatment A X

Adverse effect on NRHP qualities;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Existing pipe is undersized, headwall is collapsing, and outlet is perched. Replace with 36" pipe. Install new headwalls at inlet and outlet. Install Treatment A at outlet.

230.934 1342+91 411 639 639 24 36 31.5 Increase to 36" pipe. Functioning. Possibly small debris in middle of pipe.

Clean pipe. Line 24" Pipe (assume 50'). Class 2 Riprap Apron

(outlet) Y

No alteration to NRHP qualities;

Alteration of feature;

Treatment C1 or C2 (additional pipes)

Y 36 Install new headwall and wingwalls at inlet and outlet.

Treatment A X X

Adverse effect on NRHP qualities;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Existing pipe is undersized, headwall is collapsing, and outlet is perched. Replace with 36" pipe. Install new headwalls at inlet and outlet. Install Treatment A at outlet.

1344+93 412 640 640 30 24 14.0 Ex. pipe meets capacity requirement.

Functioning. Part of flow from road ditch overtops and has created a scour. Recommend build up dirt to ensure it travels to culvert.

Ditch Reconditioning (inlet). Class 3 Riprap Apron (outlet) N No character defining elements;

Alterations of feature N ‐‐‐ Leave as is. Treatment C1 X X No change.

Existing pipe to remain. Excavation and grading required upstream. Install Treatment C1 at outlet.

1349+00 413 642 642 24 24 11.4 Ex. pipe meets capacity requirement. Functioning. Inlet headwall has crack.

Remove and reset stone masonry headwall (inlet)

Class 2 Riprap Apron (outlet) N

No character defining elements;

Alterations of feature N ‐‐‐ Leave as is. Treatment C1 X X No change. Existing pipe to remain. Install Treatment C1.

1354+40 414 643 643 30 10' x 6' Box 382.0 Replace with 10' x 6' box culvert.

Inlet 100% buried. Flow overtopped and nearly scoured out the road. Need to dig out inlet, add pipe, lengthen headwall, wingwalls.

Reinforced Concrete Box Culvert. Ditch reconditioning (inlet).

Remove and reset stone masonry headwalls (inlet and outlet) Y

No alteration to NRHP qualities;

Addition of erosion control design elements Y 10' x 6' Box

Install new headwall and wingwalls at inlet and outlet.

Treatment A X X

Adverse effect on NRHP qualities;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Pipe severely undersized. Replace with 10' x 6' box culvert or equivalent. Install new headwall and wingwalls at inlet and outlet. Install Treatment A at outlet.

231.341 1356+84 415 644 644 24 36 36.0 Increase to 36" pipe.

Inlet 100% buried. Inlet headwall has started to scour its side.

Road nearly taken out from overtop flow, from previous culvert mostly.

Reset pipe and higher elevation. Reinforced Concrete Box

Culvert. Ditch Reconditioning (inlet). New headwalls and wingwalls (outlet). Remove and reset stone masonry headwall (inlet).

Y

Adverse effect on NRHP qualities;

Alteration of feature;

Feature to be removed

Y 36 Install new headwall and wingwalls at inlet and outlet.

None X X

Adverse effect on NRHP qualities;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Pipe slightly undersized and severely damaged. Replace with

36" pipe. Install new headwall and wingwalls at inlet and outlet.

1363+95 416 646 646 24 24 11.4 Ex. pipe meets capacity requirement.

Inlet is exposed above the road. Scour on side of inlet head wall. Scour on side of outlet headwall.

Ditch reconditioning (inlet) Y

No alteration to NRHP qualities;

Addition of erosion control design elements N ‐‐‐ Leave as is. Treatment A X X

No alteration to NRHP qualities;

Alteration of feature;

Treatment A

Existing pipe to remain. Install Treatment A at outlet.

1365+55 417 648 648 24 24 11.4 Ex. pipe meets capacity requirement. Functioning. Class 2 Riprap Apron (outlet) Y

No alteration to NRHP qualities;

No alteration of feature;

Potential for buried walls

N ‐‐‐ Leave as is. Treatment A X X No alteration to NRHP qualities;

Alteration of feature;

Treatment A

Existing pipe to remain. Install Treatment A at outlet.

231.41 1367+75 418 649 649 36 LWC Replace 418 & 419 with single LWC.

Inlet is 100% buried. Massive flow. Need reconstruction. More pipes. Headwalls.

CFL will begin by assessing cost of low water crossing proposed in FLAP project and compare this to the $2M proposed in ADOT's review

N No character defining elements;

No alterations of feature N ‐‐‐

Remove existing headwalls if present.

None X X

No character defining elements;

Alterations of feature;

Existing pipe replaced with LWC

Replace 418 & 419 with a single LWC with low points at main drainage channels. Final LWC configuration to be determined.

231.483 1371+46 419 653 653 48 LWC Replace 418 & 419 with single LWC.

is there a culvert here? I found what looks like a marker, but no culvert. Completely buried if so.

CFL will begin by assessing cost of low water crossing proposed in FLAP project and compare this to the $2M proposed in ADOT's review

N No character defining elements;

Alterations of feature N ‐‐‐

Remove existing headwalls if present.

None X X

No character defining elements;

Alterations of feature;

Existing pipe replaced with LWC

Replace 418 & 419 with a single LWC with low points at main drainage channels. Final LWC configuration to be determined.

1383+40

419.5 ‐

Bridge Bridge Bridge Ex. bridge to remain. DAVIS WASH. Need Wingwalls to prevent scouring.

DAVIS WASH BRIDGE: Add $226,00 per ADOT's Misc. Work

Amount to include grading, riprap protectio, and wingwall extension

Y No alteration to NRHP qualities;

No alteration of bridge structure N ‐‐‐ Leave as is. None X X No change.

Davis Wash Bridge to remain. Grading, riprap protection, and wingwall extensions recommended.

231.812 1388+60 420 & 421 659 659 Dual 36 36 31.5 Single 36" pipe meets requirement. Both pipes at 50% plugged with dirt. Needs to be cleared out.

Clean pipe. Class 3 Riprap Apron (outlet). Need to layout riprap apron for double pipe to determine quantity. Add wingwalls (inlet). (Use CY of Concrete and LB Steel for pay items‐ STD 601‐8)

N No character defining elements;

Alterations of feature Y 8' x 4' Box

Install new headwall and wingwalls at inlet and outlet.

None X X

No character defining elements;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Existing channel sediment is backed up downstream causing the two pipes to be plugged. Raise the road as much as possible and install new 8' x 4' box culvert at higher elevation. New headwall at inlet and outlet.

231.813 1396+00 422 660 660 36 48 78.5 Increase to 48" pipe. Functioning.

NOTHING

Note: This is a different recommendtaion from ADOT's suggestion

N No character defining elements;

No alterations of feature N ‐‐‐ Leave as is. None X No change.

Existing pipe identified as functioning with no sediment build

up. Existing pipe to remain. No proposed work.

232.14 1403+70 423 662 662 24 30 20.0 Increase to 30" pipe. Functioning. Inlet is 50% clogged.

Ditch Reconditioning (inlet)

Remove and reset stone masonry headwall (inlet) Y

No alteration to NRHP qualities;

General maintenance of feature (culvert cleaning) Y 30

Install new headwall and wingwalls at inlet and outlet.

None X

Adverse effect on NRHP qualities;

Alteration of feature;

Existing pipe to be replaced;

Pipe undersized and clogged. Inlet damaged. Replace with 30" pipe. Install new headwall and wingwalls at inlet and outlet.

1411+09 424 665 665 24 24 11.4 Ex. pipe meets capacity requirement. Functioning. Has hole near inlet. Repair needed.

Remove 24" pipe and Install 36" (Assume 50'). Remove and reset stone masonry headwall (inlet). Class 3 Riprap Apron

(outlet)

N No character defining elements;

Alterations of feature Y 24

Install new headwall and wingwalls at inlet and outlet.

Treatment A X X

No character defining elements;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Existing pipe damaged. Replace in kind with 24" pipe. Install new headwall and wingwalls at inlet and outlet. Install

Treatment A at outlet.

1413+31 425 666 666 24 24 13.6 Ex. pipe meets capacity requirement. Functioning. NOTHING Y

No alteration to NRHP qualities;

No alteration of feature;

Treatment D (concrete curtain)

Potential for buried walls

N ‐‐‐ Leave as is. Treatment B X X No alteration to NRHP qualities;

Alteration of feature;

Treatment B

Existing pipe is functioning and historic. Existing pipe and headwalls to remain. Install Treatment B at outlet.

232.392 1417+08 426 667 667 24 36 31.5 Increase to 36" pipe.

Functioning. Road drainage on outlet side has scoured out its own path. Build up inlet side to keep water in culvert.

Ditch Reconditioning (inlet and outlet) Y

No alteration to NRHP qualities;

Alteration of feature; Pipe outlet to be extended;

Potential for buried walls

Y 36 Install new headwall and wingwalls at inlet and outlet.

None X

Adverse effect on NRHP qualities;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Existing pipe damaged and headwall is collapsing. Replace with

36" pipe. Install new headwall at inlet and outlet.

232.448 1420+22 427 669 669 36 48 64.7 Increase to 48" pipe. Functioning. Inlet is 20% clogged with dirt.

Clean pipe

Line 36" pipe (assume 50') Y

No alteration to NRHP qualities;

No alteration of feature;

Potential for buried walls

Y 48 Install new headwall and wingwalls at inlet and outlet.

None X

Adverse effect on NRHP qualities;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Existing pipe damaged and headwall is collapsing. Replace with

48" pipe. Install new headwall at inlet and outlet.

1423+19 428 670 670 24 24 11.4 Ex. pipe meets capacity requirement. Functioning. Remote and reset stone masonry headwall (inlet) N No character defining elements;

No alterations of feature Y 24

Install new headwall and wingwall at inlet and outlet.

None X X

No character defining elements;

Alterations of feature;

Existing pipe replaced;

Inlet and outlet headwall and wingwalls replaced

Headwall is damaged and outlet is perched. Replace in kind with new 24" pipe. Install new headwall and wingwalls at inlet and outlet.

232.509 1425+00 429 671 671 24 24 11.4 Ex. pipe meets capacity requirement. Functioning. Remote and reset stone masonry headwall (inlet) Y

No alteration to NRHP qualities;

No alteration of feature;

Potential for buried walls

N ‐‐‐ Leave as is. None X X No alteration to NRHP qualities;

No alteration of features;

Existing pipe to remain. No work proposed

232.6 1428+42 430 672 672 24 24 11.4 Ex. pipe meets capacity requirement. Functioning. NOTHING N No character defining elements;

No alterations of feature N ‐‐‐ Leave as is. None X X No change. Existing pipe to remain. No work proposed

232.7 1435+50 431 673 673 24 24 11.4 Ex. pipe meets capacity requirement.

Functioning. Outlet soil is eroding away. Build up outlet dirt to stabilize.

NOTHING N

No character defining elements;

Alterations of feature N ‐‐‐ Install new headwall at inlet. Treatment C2 X X

No character defining elements;

Alterations of feature;

Treatment C2;

Inlet headwall installed.

Existing pipe to remain. Install Treatment C2 at outlet. Install inlet headwall.

233.2 1461+51 433 676 676 24 24 11.4 Ex. pipe meets capacity requirement.

Functioning. Inlet headwall is getting scoured on its side.

Construct wingwall to prevent.

New stone masonry headwall and wingwall (inlet) N

No character defining elements;

No alterations of feature N ‐‐‐

Install new headwall and wingwall at inlet.

Treatment A X X

No character defining elements;

Alterations of feature;

Inlet headwall and wingwalls replaced;

Treatment A

Existing pipe to remain. Install new headwall and wingwalls at inlet. Install treatment A at outlet.

1464+85 434 678 677 30 24 13.6 Single 24" pipe meets requirement. Functioning. Outlet has lots of foilage. Ditch Reconditioning (outlet) N No character defining elements;

No alterations of feature N ‐‐‐

Install new headwall and wingwall at inlet.

None X X

No character defining elements;

Alterations of feature;

Install inlet headwall;

Existing pipe to remain. Install headwall at inlet.

95% Plan

Station

Ja…