Final_Hydraulics_Memorandum_-_PEFO_-_09112019_signed10-9-19.pdf

PDF 5 MB Posted Oct 16, 2019

Attached to: AZ FTNP PEFO 10(7) Main Park Road Federal contract opportunity
Solicitation number: 6982AF20B000003
Issued by: Department of Transportation Federal Highway Administration

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Hydraulics Memorandum

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Other files attached to AZ FTNP PEFO 10(7) Main Park Road, newest first.
File	Type	Posted
Bid Tabulation All Bidders.pdf	PDF	Dec 4, 2019
Bid Opening Summary - AZ FTNP PEFO 10(7) Main Park Road .pdf	PDF	Nov 21, 2019
SF30 A004.pdf	PDF	Nov 19, 2019
QnA 11.19.2019.pdf	PDF	Nov 19, 2019
SF30 A003.pdf	PDF	Nov 19, 2019
SF30 A003 11_14_2019.pdf	PDF	Nov 14, 2019
SF30 A002 11_13_2019.pdf	PDF	Nov 13, 2019
SF30_A001.pdf	PDF	Oct 30, 2019
QnA_10.30.19.pdf	PDF	Oct 30, 2019
PEFO_Traffic_Counts.pdf	PDF	Oct 30, 2019
AZ_FTNP_PEFO_10(7)_Bridges_Final_Geotechnical_Report_2019-09-06.pdf	PDF	Oct 16, 2019
6982AF20B000003_AZ_FTNP_PEFO_10(7)_IFB.pdf	PDF	Oct 16, 2019
AZ_PEFO_10-7_Plans_Final_signed.pdf	PDF	Oct 16, 2019

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TABLE OF CONTENTS

Page No.

I. Project Description and Location

A. Description B. Location

II. Drainage Basins

A. Major Basins B. Minor Basins

III. Drainage Design Criteria

A. General Criteria B. Hydrologic Criteria C. Hydraulic Criteria

IV. Recommended Drainage Improvements

A. Minor Crossings B. Major Crossings

V. Erosion Control and Water Quality

VI. Conclusion

VII. References

Appendix Regression Method Regression Analysis and Precipitation Maps from StreamStats

NRCS Soils Map NOAA Atlas 14 Precipitation Table and Map TR-55 Analysis TR-55 Input Data

HY-8 Analysis – Existing Conditions HY-8 Analysis – Proposed Conditions

HEC-RAS Model – South Reach (Crystal Forest and Dry Wash) Existing Conditions HEC-RAS Model – South Reach (Crystal Forest and Dry Wash) Proposed Conditions HEC-RAS Model – North Reach (East Fork Dry Wash) Existing Conditions HEC-RAS Model – North Reach (East Fork Dry Wash) Proposed Conditions

Final Hydraulics Recommendations Memorandum Petrified Forest

I. PROJECT DESCRIPTION AND LOCATION

A. DESCRIPTION

The purpose of this project is to perform engineering, hydraulic, cultural resource support, pavement design, geotechnical work, and project management services towards delivery of a final set of plans, specifications and estimate for the Federal Highway Administration, Central Federal Lands Highway Division (CFLHD) for proposed rehabilitation and culvert improvements of 12.6 miles of the Main Park Road (North‐South Highway) and 3.4 miles of the Blue Mesa Road. There are 111 culverts that have been assessed and are recommended to be replaced, upsized, or cleaned and slip-lined. Work on Blue Mesa Road will be included in a future NPS project and is not included in the current project.

Also proposed with the work is the replacement of three existing multi-cell concrete box culvert crossings along the Main Park Road with new structures at Crystal Forest Bridge, Dry Wash Bridge, and East Fork Dry Wash Bridge.

These structures were built in the 1940s and have exceeded their service lives.

The project will replace the existing structures with new multi-cell concrete box culverts with increased height and width for improved conveyance capacity.

Detour routes within the park do not exist and it is likely that construction would occur in the winter (low traffic demands) and full road closures would be employed.

Design and construction features that minimize the closure duration are highly desirable.

The existing crossings provide limited hydraulic capacity. To comply with current design criteria, the roadway profile will be raised to accommodate the new structures. This requires adjustments to approach roadway geometry as well.

LOCATION MAP

B. LOCATION

North-South Highway improvements begin close to the southern entrance located near US-180 and continues north with a few gaps through Blue Mesa Road. The project resumes North of the Dead Wash and is sporadic through to the North Entrance of the park near I-40. The 27-mile road provides access to the Painted Desert, Onyx Bridge, Devils Playground, Puerco Pueblo, Newspaper Rock, and at least 500 other archaeological sites within the park. The park also houses traces of the old roadbed and weathered telephone poles along the Historic Route 66.

Petrified Forest National Park is situated within the Leroux Wash, Lower Puerco

River and Upper Little Colorado River watersheds, all of which are tributaries of the Little Colorado River. The park also overlies two groundwater aquifers, the Puerco River Alluvial Aquifer and the Coconino Regional Aquifer, also known as the “C Aquifer”. Work consists of pulverization of existing pavement, new asphalt pavement, new signs and pavement markings, culvert replacements, and drainage improvements.

II. DRAINAGE BASINS

A. MAJOR BASINS

a. MULTI-CELL CULVERT BRIDGE CROSSINGS

Three existing multi-cell concrete box culverts have been identified for replacement. They are as follows:

STA 514+00 8430 007P Crystal Forest Bridge STA 666+50 8430 008P Dry Wash Bridge STA 697+00 8430 009P East Fork Dry Wash Bridge

The proposed design calls for replacement with wider and taller multi-cell box culverts.

b. BOX CULVERT CROSSINGS

Five locations have been identified for replacement of existing culverts with larger box culverts. The locations are as follows:

STA. 493+36

STA. 705+79

STA. 3023+42

STA. 3070+45

STA. 3177+60

The proposed box culverts located along Blue Mesa Road are directly tributary to Alamo Wash and ultimately contribute to East Fork Dry Creek. Neither of these crossings are indicated to be within the floodplain.

The crossing at Station 493+36 directly contributes to Dry Creek and is not within the floodplain.

The crossing at Station 705+79 is within the floodplain. It is a direct tributary to East Fork Dry Creek and ultimately contributes to Dry Creek. It currently crosses North-South Highway through four existing 36” corrugated steel pipes.

B. MINOR BASINS

In addition to the major drainage crossings, there are 111 existing minor culvert crossings of varying condition within the project limits. This includes cross culverts for minor basins and ditch relief. Pipe sizes for these basins range from 12” to 48” in diameter.

Existing culverts were noted and assessed during the scoping review in October 2017 and several additional culverts were added during the 70% review in June 2019. The general approach being taken for minor culvert replacement is as follows:

• Existing 12"-18” culverts will generally be upsized to a minimum of 24” where there is enough grade and cover.

• 24" and larger culverts that appear to be hydraulically adequate and in good condition are to remain and be slip-lined with HDPE pipe. Many of the end sections showed signs of corrosion and failure and, as a result, will be removed and replaced at all upsized and slip-lined locations. Culverts that appeared to be approaching failure due to high rates of corrosion will be replaced with HDPE pipes.

• Due to the high soil corrosivity effects on the existing metal pipes, FHWA and NPS have requested that all existing culverts being replaced be replaced with HDPE pipes.

Many of the existing 12”-18” CMP pipe rundowns showed signs of severe corrosion or were clogged with debris and no longer adequate. It is proposed to remove all rundowns and replace with riprap rundowns. This will also help reduce localized erosion seen at the downstream end of many of these existing rundowns.

III. DRAINAGE DESIGN CRITERIA

A. GENERAL CRITERIA

Hydrology and hydraulics criteria for the Petrified Forest National Park Culvert Repair and Pavement Preservation project will generally be based on the guidelines outlined in Chapter 7 of the Federal Lands Highway Project Development and Design Manual (PDDM) (Reference 1). Apache County does not have any local design standards that will supersede the PDDM. The minimum design storm frequency is based on the roadway classification. For this route, based on the design speed (< 45 mph), current and future Average Daily Traffic (< 1500), and not being designated as critical access road; this route is classified as a low-standard road. It has not been designated as a critical access road due to having two separate entrances and exits to the park. Therefore, culvert replacements for much of the project area are recommended to be designed for the 25-year storm event, in accordance with Table 7.1-A of the PDDM. The three major multi-cell box culvert crossings were checked for the 10-year, 50-year storm and 100-year storms.

B. HYDROLOGIC CRITERIA

Hydrologic analysis for the project was done only in specific locations. These locations were identified to be for larger flow areas (major basins), or areas where further analysis was required to make proper recommendations. Locations were chosen based on field observations of active flow or evidence of erosion at the inlet or outlet of the culvert. Two different hydrologic methodologies were used to evaluate runoff from the five basins evaluated, depending on their size.

StreamStats Version 4 (Reference 5) and The USGS National Streamflow Statistics (NSS) Version 6 program (Reference 4) uses current statewide regression equations to estimate flood magnitude and frequency on ungaged watersheds. StreamStats is an online web-application that measures the drainage-basin characteristics for the selected site and provides results from NSS through its application. A list of the regression equations and hydraulic regions for the state of Arizona was released in a December 2014 report (Reference 2) where annual peak-flow data was collected through water year 2010 from unregulated streamflow-gaging stations in Arizona having a minimum 10 years of record.

Arizona is divided into five hydrologic regions, each with their own regression equations. StreamStats/NSS uses information extracted from a report revised in April 2015 (Reference 3). The project area is within Region 2, the Colorado Plateau region. The software program developed by NSS to estimate flood magnitude and frequency includes the equations provided in Reference 2 and Reference 3 and will be used for hydrology analysis, where allowed. Variables used in the equations are basin area, mean annual precipitation, and mean basin elevation.

This methodology recommends a minimum basin area of 0.103 square miles (66 acres). Three of the five box culvert drainage basins analyzed meet this criterion as well as the three drainage basins used for the multi-cell box culvert replacements.

For the remaining two basins analyzed, the NRCS TR-55 graphical peak method (Reference 6) was used. This method relies on basin parameters such as soil cover, hydrologic soils group, runoff curve number, area, length, slope, and time of concentration. Rainfall precipitation was based on NOAA (Atlas 14) Point Precipitation Frequency Estimates for the 24-hour storm duration.

These two approaches are consistent with the recommended hydrology guidelines presented in the PDDM.

The design flows chosen for the sizing the box culverts are shown in bold.

Existing Culvert Data & 25-Year Design Flows

Culvert Station

Existing Culvert

Size

No.

Barrels

Basin Area

(sq. mi.)

TR-55

Q25 (cfs)

Regional Regression

Q25 (cfs)

493+36 36" 3 0.32 128.5 245

705+79 30" 4 0.63 259.8 331

3023+42 60" 3 0.35 97.0 255

3070+45 72" 2 0.08* 42.3 133

3177+60 36" 3 0.07* 24.8 125

*Does not meet minimum basin size for Regression Analysis.

Existing Multi-Cell Culvert Bridge Replacement Design Flows

Culvert Existing

Cell Size

Existing No.

Cells

Basin Area (sq.

mi.)

Regional Regression

Q2 (cfs)

Regional Regression

Q50 (cfs)

Regional Regression Q100 (cfs)

Regional Regression Q500 (cfs)

007P

Crystal Forest

10’ X 4’ 5 7.81 150 1390 1850 3270

008P Dry

Wash

10’ X 4’ 9 11.34 181 1630 2160 3800

009P East Fork Dry

Wash

10’ X 4’ 5 86.18 505 3910 5080 8610

C. HYDRAULIC CRITERIA

Culverts The minimum culvert size for replacements will typically be 24”. Most of the existing culverts smaller than 24” inches are to be replaced with HDPE pipe. End treatments will typically consist of end sections at the inlet and outlet, though there are headwalls present at some locations. Culvert outlets will include rock riprap outlet protection where needed. Culvert hydraulic design will be based on the PDDM, with both capacity design and stability design being considered. Object markers are to be provided at the end of each culvert (existing and proposed).

Riprap Local scour at culvert entrances and outlets was reported in some locations. For the culverts that are not being hydrologically or hydraulically analyzed, CFLHD Detail C251-50 was used to size riprap placed at culvert outlets. The need for riprap protection at the culvert boxes has been evaluated and designed using HY- 8 in conjunction with the guidance in HEC-14 (Reference 7).

Ditches Roadside ditches were not analyzed as part of this project. However, it was apparent in some areas that regrading would need to be performed to provide positive drainage. These locations are outlined in the plans as ditch reconditioning and do not have any associated design or calculations.

Floodplains According to the effective Flood Insurance Rate Maps (FIRMs), much of the project area is designated as Zone D which states that flood hazards are undetermined, but possible. The project area, in general, is not in a FEMA regulated floodplain.

Portions of the North-South Highway are within Zone A and within Special Flood Hazard Areas (SFHAs) subject to inundation by the 1% annual chance flood.

IV. RECOMMENDED DRAINAGE IMPROVEMENTS

A. MINOR CROSSINGS

During the scoping field review in October 2017, an inventory was taken of the existing drainage culverts along a portion of the project. The existing culverts were assessed during the field review and initial recommendations have been made.

In general, the minor culverts were structurally intact but experienced corrosion and loss of their bituminous coating. Some require cleaning to remove sediment and debris. Undersized culverts need to be upsized to 24” if the roadway cover allows for it. Some of the culverts require end section improvements as well as regrading to repair the effects of scour. The culverts that are damaged beyond repair should be completely replaced.

All 12”-18” CMP rundowns within project limits have been recommended to be removed and replaced with a simple riprap rundown. There are also several slot drains within the project limits that have also been recommended to be removed and replaced with a riprap rundown. These locations are noted on the plans and quantified in the drainage tabs.

At stations 546+73.12, 552+23.21, and 561+80.97 there are stone headwalls that may be historic. They are currently proposed to be removed due to the pipe being an 18” CMP; however, these particular locations will need to be further assessed to ensure the stone headwalls do not date back to Civilian Conservation Corps

(CCC) work. Investigation by Park staff will need to occur to determine if the headwalls are historic and need to be rebuilt to certain criteria. If discovered that these stone headwalls were placed during CCC work, they will need to be dismantled by the contractor and reconstructed by Park staff, as described in the SCR’s.

B. MAJOR CROSSINGS

The major crossings have been evaluated based on observations made during field reviews, discussions with Petrified Forest National Park maintenance staff, and additional hydrologic & hydraulic analysis. Careful consideration was given to the potential for future erosion and sediment deposition at the major crossing locations. Recommendations for replacement have been made based on reducing this potential and designing for a 50-year service life.

An initial condition assessment has been provided in the scoping report from information gathered during the scoping meeting in October 2017 and each of the locations is discussed below.

a. MULTI-CELL CULVERT BRIDGE CROSSINGS

The existing multi-cell culvert crossings were evaluated for hydraulic capacity based on design flows described above. Historical observations have indicated that the Crystal Forest Crossing, Dry Wash Crossing, and East Fork Dry Wash Crossing have all flowed at or near full-flow capacity during large storm events, with the East Fork Dry Wash Crossing having historical overtopping of the roadway. Hydraulic analysis of the existing crossings also confirms that this crossing will likely overtop in the 10-yr or larger event.

These crossings were evaluated for replacement as bridges or multi-cell box culverts. Bridge crossings were found to be cost-prohibitive and hydraulic analysis indicates that replacement with larger multi-cell culverts will reduce overtopping risk and provide sufficient conveyance under the roadway. For consistency and improved constructability, the crossings will be replaced with 16’ wide x 6’ tall box culvert cells, with 6” buried inverts to minimize impacts to the roadway profiles.

Increased total opening width is provided with widened and additional cells as necessary to fit existing channel topography and provide sufficient hydraulic conveyance.

8430 007P Crystal Forest Multi-Cell Box Culvert Bridge

At approximate Station 514+00 there is an existing 10’ x 4’ x 5-cell box culvert crossing that carries runoff under the North-South Highway, flowing east along Dry Wash. Using the regression equations for Region 2 and a mean slope of 5.6%, the peak 50-yr runoff is estimated at 1390 cfs. The existing multi-cell culvert passes this flow under the North-South Highway with 0.73’ of freeboard. A 5-cell 16’ x 6’ concrete box culvert is recommended to replace the existing culvert. The proposed culvert section will result in 1.69’ of freeboard for the 50-yr event. Concrete headwalls and wingwalls will be installed at the inlet and outlet, with cutoff walls to prevent undermining of the culvert. An upstream riprap guidebank will also be installed along the North bank to mitigate channel migration and protect the roadway embankment.

8430 008P Dry Wash Multi-Cell Box Culvert Bridge

At approximate Station 666+50 there is an existing 10’ x 4’ x 9-cell box culvert crossing that carries runoff under the North-South Highway, flowing west along Dry Wash. Using the regression equations for Region 2 and a mean slope of 5.3%, the peak 50-yr runoff is estimated at 1630 cfs. The existing multi-cell culvert passes this flow under the North-South Highway with 0.07’ of freeboard. A 6-cell 16’ x 6’ concrete box culvert is recommended to replace the existing culvert. The proposed culvert section will result in 1.49’ of freeboard for the 50-yr event. Concrete headwalls and wingwalls will be installed at the inlet and outlet, with cutoff walls to prevent undermining of the culvert.

8430 009P East Fork Dry Wash Multi-Cell Box Culvert Bridge

At approximate Station 697+00 there is an existing 10’ x 4’ x 5-cell box culvert crossing that carries runoff under the North-South Highway, flowing west along East Fork Dry Wash. Using the regression equations for Region 2 and a mean slope of 2.8%, the peak 50-yr runoff is estimated at 3910 cfs. The existing multi-cell culvert does not pass the 50-yr flow under the North-South Highway and overtops on the 10-yr or larger event. A 6-cell 16’ x 6’ concrete box culvert is recommended to replace the existing culvert. The proposed culvert section will result in 0.44’ of freeboard for the 50-yr event. Concrete headwalls and wingwalls will be installed at the inlet and outlet, with cutoff walls to prevent undermining of the culvert. An upstream riprap guidebank will also be installed along the North bank to mitigate channel migration and protect the roadway embankment.

b. CULVERT CROSSINGS

The culverts located along North-South Highway, and at Station 3023+42 along Blue Mesa Road are required to be upsized due to inadequate capacity in their existing condition. There have been no reports of overtopping during large events;

however, hydrology calculations suggest that these 3 locations will benefit from larger boxes by adding additional capacity and allowing for easier maintenance to remove built-up sediment.

STA. 493+36

At approximate Station 493+36 there is an existing triple 36” CMP that carries runoff under the North-South Highway, flowing west and directly into Dry Creek.

Using the regression equations for Region 2 and a mean slope of 4.4%, the peak runoff is estimated at 245 cfs. The existing triple 36” CMP is inadequate to pass this flow under the North-South Highway and the road will be overtopping in a 25-year or larger storm event. A single 8’ x 4’ concrete box culvert is recommended to replace this triple CMP culvert. Concrete headwalls and wingwalls will be installed at the inlet and outlet, with cutoff walls to prevent undermining of the culvert. A riprap stilling basin is also recommended to be installed at the outlet as energy dissipation to prevent erosion.

STA. 705+79

At approximate Station 705+79 there is an existing quadruple 30” CMP that carries runoff under the North-South Highway adjacent to Blue Mesa Scenic Road, flowing west and directly into East Fork Dry Creek. Using the regression equations for Region 2 and a mean slope of 10.2%, the peak runoff is estimated at 331 cfs. The existing quadruple 30” CMP is inadequate to pass this flow under the North-South Highway and the road will be overtopping in a 25-year or larger storm event. A double 8’ x 3’ concrete box culvert is recommended to replace this triple CMP culvert, at this time. Headwater to Depth ratio is high, but under the 1.5 limit. There is a possibility of overtopping during a 50-year or large storm event. Furthermore, there are two elliptical reinforced concrete pipes (RCP) immediately east of these triple CMP flowing under Blue Mesa Scenic Road. It is unknown when these pipes were installed and how much flow is being redirected through these two elliptical RCP but should be considered as providing relief during a larger storm event and should reduce the amount of runoff flowing under North-South Highway, through the proposed double 8’ x 3’ concrete box. Concrete headwalls and wingwalls will be installed at the inlet and outlet, with cutoff walls to prevent undermining of the culvert. A riprap stilling basin is also recommended to be installed at the outlet as energy dissipation to prevent erosion.

STA. 3023+42

At approximate Station 3023+42 there is an existing triple 60” CMP that carries runoff under the Blue Mesa Scenic Road, flowing South and directly into East Fork Dry Creek. Using the regression equations for Region 2 and a mean slope of 6.47%, the peak runoff is estimated at 255 cfs. The existing triple 60” CMP is inadequate to pass this flow under the North-South Highway and the road will be overtopping in a 25-year or larger storm event. A double 8’ x 3’ concrete box culvert is recommended to replace this triple CMP culvert. Concrete headwalls and wingwalls will be installed at the inlet and outlet, with cutoff walls to prevent undermining of the culvert. A riprap stilling basin is also recommended to be installed at the outlet as energy dissipation to prevent erosion.

STA. 3070+45

At approximate Station 3070+45 there is an existing double 72” CMP that carries runoff under the Blue Mesa Scenic Road, flowing South and directly into East Fork

Dry Creek. Using the regression equations for Region 2 and a mean slope of 7.35%, the peak runoff is estimated at 133 cfs. However, due to the basin size, regression analysis is not feasible for this culvert crossing. Instead, the TR-55 methodology was used to calculate basin runoff flows. TR-55 analysis resulted in a peak runoff of 42.3 cfs. During field scoping in October 2017 it was discovered that this double 72” CMP was approximately 75% full of sediment on the downstream end and 25-50% full of sediment on the upstream end. Due to the large amounts of sediment build up, it is recommended to replace the double CMP crossing with a concrete box in effort to provide easier maintenance and removal of sediment by providing a smooth bottom as opposed to the existing corrugated steel pipe. A single 8’ x 3’ concrete box culvert is recommended to replace this double CMP culvert. Concrete headwalls and wingwalls will be installed at the inlet and outlet, with cutoff walls to prevent undermining of the culvert. A riprap stilling basin is also recommended to be installed at the outlet as energy dissipation to prevent erosion.

STA. 3177+60

At approximate Station 3177+60 there is an existing triple 36” CMP that carries runoff under the Blue Mesa Scenic Road, flowing west and ultimately flows into East Fork Dry Creek. Using the regression equations for Region 2 and a mean slope of 4.87%, the peak runoff is estimated at 125 cfs. However, due to the basin size, regression analysis is not feasible for this culvert crossing. Instead, the TR- 55 methodology was used to calculate basin runoff flows. TR-55 analysis resulted in a peak runoff of 24.8 cfs. While the existing triple 36” CMP is adequate to pass this flow under Blue Mesa Scenic Rd, it was requested to place a culvert box in its place to allow for easier maintenance and removal of sediment build up. A single 8’ x 3’ concrete box culvert is recommended to replace this triple CMP culvert.

Concrete headwalls and wingwalls will be installed at the inlet and outlet, with cutoff walls to prevent undermining of the culvert. A riprap stilling basin is also recommended to be installed at the outlet as energy dissipation to prevent erosion.

These are all preliminary assessments as discussed during the field scoping in October 2017 and the results of the 70% hydrologic and hydraulic analysis.

Culvert profiles have been designed using the guidelines in the Guide for Designing and Staking Culvert in the Field (Reference 9). These profiles will be updated during final design, if required. Standard details from the Arizona Department of Transportation (ADOT) will be used for box culverts, headwalls, and wingwalls.

As noted above, two of the five major crossings appear to be hydraulically adequate as currently sized with multiple CMP. However, one of the two indicates severe blockage due to sediment build up which will cause overtopping in a larger storm event. The last of the two does not have history of sediment blockage but was requested by the Park to be replaced. In both cases, it is recommended to install a wider, single crossing (concrete culvert box) rather than having multiple smaller crossings. The smoother concrete surface, compared to the roughness of corrugated metal, will better promote the passage of sediment through the barrel.

The increased hydraulic capacity will provide additional flow area should the culvert become partially plugged. Finally, the larger opening will be easier to clean and maintain than the smaller diameter pipes. For these reasons, concrete box culverts are recommended at all five of the locations described above.

Although plastic pipe is not generally allowed within the Intermountain Region of the NPS, it was determined in a previous project that it would be acceptable to continue usage for this project due to the high corrosivity of the surrounding soils and the low potential for fires within the project limits. End sections will be metal and will be painted brown to blend in better with the natural surroundings. The paint will also provide additional protection against corrosion.

V. EROSION CONTROL AND SEDIMENT CONTROL

Only standard erosion and sediment control measures will be required for this project including inlet protection, sediment control logs (fiber rolls), and other best management practices in accordance with the NPDES criteria. Riprap outlet protection will be placed at the outlets of culverts. The Park prefers the use of black volcanic rock for riprap so that it is easily distinguishable by color from the surrounding petrified wood.

VI. CONCLUSION

The Federal Lands Highway Project Development and Design Manual (PDDM) was used for drainage criteria, with a 25-year recurrence interval used for the analysis of the large box culverts. The current recommendations for each minor culvert location have been assessed during the field review, and final recommendations for major culverts have been based on consideration of all pertinent criteria and constraints, with input and acceptance by National Park Services and CFLHD personnel. The two hydrology methods used, regression analysis and TR-55, are consistent with the PDDM.

VII. REFERENCES

1. Federal Lands Highway Project Development and Design Manual (PDDM), prepared by the Federal Highway Administration (FHWA-USDT), February 2011.

2. Methods for Estimating Magnitude and Frequency of Floods in Arizona, Developed with Unregulated and Rural Peak-Flow Data through Water Year 2010; Prepared in cooperation with the Flood Control Districts of Maricopa County, Pima County, Pinal County, Yavapai County, Mohave County, Cochise County, Navajo County, Greenlee County, and Salt River Project, U.S. Forest Service, and Bureau of Reclamation, December 2014.

3. Methods for Estimating Magnitude and Frequency of 1-, 3-, 7-, 15-, and 30-day flood-duration flows in Arizona; Prepared in cooperation with the Flood Control District of Maricopa County, April 2015.

4. National Streamflow Statistics Program, Version 6.1, developed by Kernell G. Ries

III and Michele Y. Crouse, U.S. Geological Survey, updated October 16, 2002.

5. StreamStats Version 4, developed in cooperation with many agency (federal, state, and local) partners by the Web Informatics and Mapping (WiM) group in collaboration with the USGS Office of Surface Water StreamStats team, working with USGS Water Science Centers across the nation.

6. WinTR-55 Computer Program, Urban Hydrology for Small Watersheds, Version

1.00.10, developed by the Natural Resources Conservation Service, dated April 1, 2011.

7. FHWA HEC-14, Hydraulic Design of Energy Dissipators for Culverts and

Channels, prepared by the Federal Highway Administration (NHI-06-086), 2006.

8. HEC-RAS, River Analysis System Computer Program, Version 4.1.0, Hydraulic Engineering Center – U.S. Army Corps of Engineers, January 2010.

9. Guide for Designing and Staking Culvert in the Field, prepared by the Central

Federal Lands Highway Division, dated January 9, 1996.

J:\_Transportation\W3X71272_CFL_3R_PEFO\700FHWA\T0072\Hydraulics\8_Draft-Report\Preliminary Hydraulics Memorandum -

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APPENDIX

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