Bridge_No_7E_Hydraulics_Report_Final.pdf

III

Contents Section Page

1 Introduction ............................................................................................................................... 1-1

1.1 General ................................................................................................................................... 1-1

1.2 Project Location and Identification ........................................................................................ 1-1

2 Existing Site Conditions ............................................................................................................... 2-1

2.1 General ................................................................................................................................... 2-1

2.2 Bridge/Culvert ........................................................................................................................ 2-1

2.3 Channel .................................................................................................................................. 2-1

2.4 Surface Drainage Collection System ...................................................................................... 2-1

2.5 Floodplain .............................................................................................................................. 2-1

2.6 Wetlands/Waters of the United States ................................................................................. 2-2

2.7 Water Quality ......................................................................................................................... 2-2

3 Design Criteria and Methodology ............................................................................................... 3-1

3.1 Applicable Drainage Criteria .................................................................................................. 3-1

3.2 General Design Criteria .......................................................................................................... 3-1

3.3 Hydrologic Design .................................................................................................................. 3-1

3.4 Hydraulic Analysis .................................................................................................................. 3-2

3.5 Material Standards ................................................................................................................ 3-2

3.5.1 Reinforced Concrete Box Culvert (n=0.012) ............................................................. 3-2

3.6 Criteria for Temporary Drainage Facilities ............................................................................. 3-2

3.7 Other Criteria and Methodology ........................................................................................... 3-3

3.8 Fish Passage ........................................................................................................................... 3-3

4 Hydrologic and Hydraulic Analyses ............................................................................................. 4-1

4.1 Hydrologic Analysis ................................................................................................................ 4-1

4.1.1 General...................................................................................................................... 4-1

4.1.2 Rational Method ....................................................................................................... 4-1

4.1.3 Precipitation Data ..................................................................................................... 4-2

4.2 Hydraulic Analysis .................................................................................................................. 4-2

4.2.1 Existing Culvert ......................................................................................................... 4-2

4.2.2 Proposed Structure Replacement ............................................................................. 4-2

4.2.3 Surface Drainage ....................................................................................................... 4-2

5 Summary .................................................................................................................................... 5-1

6 References .................................................................................................................................. 6-1

CONTENTS

IV

Appendices

A Hydrology B Hydraulics C Photographs D HDS Addendum

Table

4-1 Hydrologic Flows .................................................................................................................................. 4-1

Figures

1-1 Vicinity Map (Google Earth) ................................................................................................................ 1-1 2-1 Waters of the United States Map ........................................................................................................ 2-3

SECTION 1

1-1

Introduction

1.1 General

Central Federal Lands Highway Division (CFLHD) is working with the Hawaii Department of Transportation (HDOT) to provide bridge replacements for multiple bridges throughout the Hawaiian Islands. This report presents the results of a site reconnaissance and final drainage analyses performed at the Bridge No. 7E site on the southern side of the Kauai Island in the state of Hawaii. The report includes a final design for the replacement of the existing double box culvert.

1.2 Project Location and Identification

Bridge No. 7E spans an unnamed tributary at MP 7 along the Kaumualii Highway (Route 50) on the Island of Kauai in the state of Hawaii. The double box culvert is located approximately 7.6 miles west of the Town of Lihu’e in Kauai County. Based on the North American Datum of 1983 (NAD83), Bridge No. 7E is located at 21°56'53.94"N latitude and 159°28'10.61"W longitude. See Figure 1-1 for Vicinity Map (Reference 1).

FIGURE 1-1.

Vicinity Map (Google Earth)

SECTION 2

2-1

Existing Site Conditions

2.1 General

A site investigation of Bridge No. 7E was conducted on January 9 and June 18, 2014 by CH2M, CFLHD, and ParEn Inc. The bridge is located on a two-lane asphalt paved road with 10-foot lanes and 2-foot shoulders.

The roadway is maintained by the HDOT and is located within the HDOT right-of-way (ROW). The roadway is generally crowned and runoff sheet flows off of the pavement and over a grassed buffer to the channel. As Bridge No. 7E operates hydraulically as a culvert, it will also be referenced as a culvert in the following text.

2.2 Bridge/Culvert

The existing double 10’-2½” wide and 9’-2” high reinforced concrete box culvert with wingwalls, supported on pile foundations, was built in 1933. The culvert is not located in a FEMA-regulated floodplain. There are W-Beam guard rails on each side of the road over the culvert. The channel upstream and downstream of the culvert is highly vegetated. Up to 18 inches of sediment deposition was observed within the Lihue (east) cell of the culvert. A low flow channel with standing water was observed within the Waimea (west) cell. Minor erosion was noted at the Waimea (west) mauka abutment/wingwall, but scour does not appear to be a concern at this culvert location. The survey revealed that the culvert bottom has an adverse slope, contributing to the sediment deposition in the culvert bottom. On the downstream side of the culvert, there is a sloping concrete apron, transitioning the culvert outlet to the lower channel bottom. Woody debris, grasses, and sediment covered most of the sloping apron.

See Appendix C for existing culvert photos.

2.3 Channel

The bridge spans an unnamed channel. According to past studies of the highway and its drainage systems by ParEn, Inc., the channel used to convey irrigation flows to sugar cane fields on both sides of the road. The ParEn study stated that the culvert only conveys rainfall runoff. Subsequent discussions with the property owner revealed that irrigation flows, which are regulated from upstream tributaries, are also conveyed through the culverts. The incised channel bottom and side slopes are highly vegetated. Vegetation was observed growing in the channel bottom directly adjacent to the upstream and downstream face of the bridge. HDOT would prefer to use concrete to hardscape the entrance and exit of the proposed structure to improve its maintainability. The adjacent property owner (Knudsen Trust) was contacted in February 2015 and was asked whether irrigation flows were conveyed through the culvert for use by his property. The owner stated that although he didn’t use irrigation flows any longer on his property for agriculture, irrigation runoff continues to be conveyed through the culvert from one storage area on the Mauka side to another storage area on the Makai side.

2.4 Surface Drainage Collection System

For existing conditions, runoff from the highway sheet flows off of the road into roadside ditches. The roadside ditches at the west end convey runoff to the unnamed tributary. The roadside ditches at the east end flow towards the east. Runoff will be conveyed in a similar manner for proposed conditions. No existing condition ditches were analyzed for this project.

2.5 Floodplain

Bridge No. 7E is not located within a FEMA-regulated floodplain.

2 EXISTING SITE CONDITIONS

2-2

2.6 Wetlands/Waters of the United States

According to the determination and delineation of wetlands report (Reference 2), “The boundaries of potential non-wetland WoUS (ephermal or intermittent streams) were delineated by recording the location of the OHWM.” The report states that no wetlands are found above the OHWM along the stream in the survey area. The report recommends requesting a preliminary jurisdictional determination and a NO Permit Required Letter from the Honolulu USACE if the project is designed to avoid placement of dredged or fill material either temporarily or permanently below the delineated OHWM. If the project intends to place dredged or fill material within the delineated feature (such as a bridge foundations or pillars), it could be subject to Section 404 of the CWA. These conclusions are subject to confirmation by the USACE Honolulu District.

See Figure 2-1 for the waters of the Unites States Map in the project area.

2.7 Water Quality

No permanent storm water quality facilities are required for this site. Appropriate temporary erosion and sediment control BMPs will be recommended during construction.

2 EXISTING SITE CONDITIONS

2-3

FIGURE 2-1

Waters of the United States Map

SECTION 3

3-1

Design Criteria and Methodology

3.1 Applicable Drainage Criteria

Criteria and methods will be consistent with the HDOT Highways Division “Design Criteria for Highway Drainage”, dated October 2010, as amended (Reference 3). For criteria and guidance not included in the HDOT manual, the guidance in the Federal Lands’ Project Development and Design Manual (PDDM) Chapter 7 (Reference 4) will be followed. The following sections are excerpts from the HDOT Manual, using only information that is applicable to the Bridge No. 7E replacement project. The last section, Other Criteria and Methodology, outlines applicable guidelines and criteria not found in the HDOT manual.

3.2 General Design Criteria

The following are general guidelines and policies for highway design projects.

• Capacity of proposed facilities shall not be less than the capacity of the existing facilities.

• The proposed design shall take into consideration the accessibility of maintenance personnel to inspect and clean the facilities.

• Utilities and conduits shall not be installed inside of the proposed drainage facilities.

3.3 Hydrologic Design

Bridge No. 7E is located on Kaumualii Highway, Route 50, approximately 0.3 mile west of the Maluhia Road/Kaumualii Highway intersection at MP 7. Kaumualii Highway is classified as a Rural Minor Arterial. As such, the design recurrence interval selected in the analysis of existing and proposed drainage facilities shall be in accordance with the following:

Recurrence Intervals (yrs)

Functional Classification Bridge/Culvert Crossing Roadway (at grade) Roadway (sump) Arterial 50 25 25

The project site is not located within a mapped Federal Emergency Management Agency floodplain.

Therefore, the design of the replacement bridge is not required to comply with the National Flood Insurance Program’s regulations and requirements.

• The culvert shall be analyzed for the 50-year storm event.

• Ditches and channels designed to intercept and divert runoff from off-site shall be based on a recurrence interval used for roadway crossings.

• Point rainfall values shall be interpolated from the National Oceanic and Atmospheric Administration’s (NOAA) Precipitation Frequency Data Server website:

http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_hi.html.

3 DESIGN CRITERIA AND METHODOLOGY

3-2

The following hydrologic method is selected to determine the peak discharge for this project. Refer to the Bridge 7E Hydraulics Recommendation Report (Reference 5) for a description of other hydrologic methods analyzed.

Rational Method (as needed for roadway runoff analysis) – The Rational Method shall be used to estimate peak flow rates for drainage areas up to 200 acres. This method is applicable at small culvert crossings, and can be exclusively used for on-site roadway drainage. The minimum time of concentration shall be 10 minutes.

Hydrologic results are published in the Hydrology and Hydraulics Report for improvements to Kaumualii Highway, Project no. 50DE-02-95 Lihue to west of Maluhia Road, Districts of Lihue and Koloa, Island of Kauai, Hawaii prepared for state of Hawaii Department of Transportation, Highways Division, Kauai District, by ParEn, Inc., December 2000 (Reference 6).

The 5-year peak discharge shall be included in this hydraulics report for consideration by the Contractor during their design of temporary drainage facilities.

3.4 Hydraulic Analysis

Culvert Crossings

Outlet Structures

• Minimum cutoff wall of the outlet structure shall be four feet in depth.

Culverts

• The minimum culvert slope shall be 1.0%. Culvert slopes less than the minimum may be accepted in areas restricted by physical parameters.

• The minimum vertical and horizontal clearances between drainage facilities and other utilities or obstructions shall be one foot and two feet respectively, or in accordance with the applicable utility agencies, whichever is greater.

• Spacing between multi-barrel circular culverts shall be a minimum of 1’-6” or D/2, whichever is greater.

The minimum spacing shall be 1’-0” when placing controlled low strength material (CLSM) as backfill.

• The starting Hydraulic Grade Line (HGL) shall be the tailwater elevation or the average of the critical depth plus the height of the culvert, whichever is greater.

Roadside Gutters and Ditches

• Maximum cross-slope within the highway clear zone shall be 6:1. Preferred cross-slope within the clear zone is 12:1.

• The backslope of V-shaped gutters in cut sections shall be no greater than the slope of the cut-section.

3.5 Material Standards

Material standards shall follow HDOT guidelines.

3.5.1 Reinforced Concrete Box Culvert (n=0.012)

• Reinforced concrete box culvert shall be in accordance with current American Association of State

Highway and Transportation Officials (AASHTO) and Load Resistance Factor Design (LRFD) bridge design specifications.

3.6 Criteria for Temporary Drainage Facilities

The Contractor shall provide the drainage design of temporary construction-related drainage facilities, including detours. Design, layout, and construction of the detour road, including erosion control BMPs, shall

3 DESIGN CRITERIA AND METHODOLOGY

3-3 be performed by the Contractor. HDOT criteria states, “The recurrence interval for detour road crossings shall be equivalent to a five year storm event.” See Appendix B section of HDOT’s Design Criteria for Highway Drainage Manual for further guidelines for the design of temporary drainage facilities. Temporary channel diversions not associated with the roadway diversion shall be designed to convey, at a minimum, the five-year storm.

3.7 Other Criteria and Methodology

In addition to the above criteria, applicable sections of the attached HDS Addendum to Design Flood Criteria dated April 16, 2015 shall apply to this project. See attachment in Appendix D.

3.8 Fish Passage

There are no requirements for fish passage design for this project. Any encroachment into the stream for the construction of bank stabilization improvements will be on a temporary basis and the channel profile below the normal flow of the river will be restored to its original geometry.

SECTION 4

4-1

Hydrologic and Hydraulic Analyses

4.1 Hydrologic Analysis

4.1.1 General

The hydrology of the site was previously studied by ParEn, Inc. in December, 2000 during the improvement project of Kaumulai Highway. The project limits of that study were from Kuhio Highway at the Rice Street intersection in Lihue to west of Maluhia Road. See Appendix A for the project extents. There are no stream gage stations at the project site. Therefore, multiple methods were employed to analyze the hydrology for the Bridge No. 7E drainage basin including U.S. Army Corps of Engineers (COE) Flood Flow Frequency Analysis, U.S. Department of Agriculture, Soil Conservation Service (SCS) Curve Number Method, and Rational Method. Details of each method are described in the Hydraulics Recommendation Report for the Bridge No. 7E Replacement by CH2M dated March 2015. County of Kauai, Department of Public Works, Storm Drainage Standards, Plate 6 and 6A methods were not used to calculate the peak discharge because the project drainage area is less than 100 acres. U.S. Geological Survey, Annual Peak Flow Frequency Analysis was also not used to calculate the peak discharge due to the inadequate flood data available at the project site.

The ParEn report was based upon the hydrologic design criteria in which the culverts having drainage area less than 100 acres are designed to convey the peak discharge for 50-year event only. A description of the selected hydrologic method is included below.

4.1.2 Rational Method

The Rational Method was used to compare the peak discharges of the 50- and 100-year events. The peak discharges using runoff coefficient of 0.26, time of concentration of 17.8 min, intensity correction factor of 2 and rainfall depth of 4.3 in for 50-year and 4.7 in for 100-year were 119.4 cfs and 130.5 cfs for 50-year and 100-year respectively. See below for the equation used to calculate the peak discharge.

Q=C (ICf )A, (1)

Where:

Q = peak discharge (cfs) C = runoff coefficient I = rainfall depth (in) Cf = intensity correction factor A = drainage area (acres)

Below are the Rational Method results at the culvert as documented in the ParEn report for 50-year and 100-year events. The ParEn report only provided the peak discharges for the 50-year and 100-year events.

Therefore, CH2M calculated the 5-year peak discharge using rational formula Q=CIA which uses the runoff coefficient of 0.26, time of concentration of 17.8 min, and rainfall intensity of 5.07 in/hr from NOAA Atlas 14 website for Hawaii (Reference 7).

TABLE 4-1

Hydrologic Flows

Rational Method Flow Results (cfs)

Drainage Area (acres) Storm Frequencies

Q(5) Q(50) Q(100)

53.38 70 119 130

4 HYDROLOGIC AND HYDRAULIC ANALYSES

4-2

The intensity correction factor (Cf) was introduced to calculate the rainfall intensity from 1-hour rainfall depth of a given duration at the time of concentration. See Appendix A for the calculation of weighted runoff coefficient, time of concentration and rainfall intensity correction factor using the Rational Method from 2000 ParEn Inc., Report excerpts.

4.1.3 Precipitation Data

Precipitation values for the 2-year through 100-year storms, for durations for 5-minutes through 24 hours, were obtained from the NOAA Atlas 14 website for Hawaii. See Appendix A for rainfall data.

4.2 Hydraulic Analysis

4.2.1 Existing Culvert

In year 2000, the existing culvert conveyed both irrigation water and stormwater runoff under the highway.

Therefore, ParEn Inc. performed the hydraulic computation to calculate the capacity of upstream ditch to check the flow rate through the existing structure. CulvertMaster (Reference 8) software was run to calculate the capacity of the existing culvert for the 50-year event and it was compared with the flow of the upstream trapezoidal ditch having bottom width of 9 feet, height of 8 feet and left and right side slopes 1(H):1(V). The length of the culvert used in the calculation was 31.7 feet and slope of the culvert was kept negative during the CulvertMaster computation. The existing culvert capacity of 1,075 cfs for the 50-year event came out to be higher than the existing upstream ditch of 1,068.76 cfs. Among the several methods to compute the peak discharge, ParEn Inc. Report recommended to use 1,075 cfs as the design discharge to size the proposed culvert. The ParEn Inc. Report then ran the proposed CulvertMaster model using a 4% positive slope with a culvert length of 190 feet using the same open area dimensions of the existing culvert.

See Appendix B for the computation of existing box culvert and ditch capacities.

4.2.2 Proposed Structure Replacement

The proposed structure replacement shall be designed in conformance with HDOT guidelines. The existing box structure and existing headwalls and wingwalls will be removed and a portion of all the existing piles above elevation 624.5 feet will be removed. A 23-foot 10-inches span superbox is recommended for the structure replacement due to cost, the maintenance need for a concrete bottom, and other considerations outlined in the Bridge Selection Report. The proposed box width is wider than existing to avoid construction conflicts with existing piles. The rise of the proposed box at the upstream structure entrance is 10.16 feet and varies throughout its 43-foot length. This alternative does not require raising the roadway. A HY-8 (Reference 9) model for the proposed superbox was run to show that the conveyance capacity of the proposed structure exceeds the conveyance capacity of the existing structure. See Appendix B for the HY-8 results.

Due to size of the structure and relatively small design flow, the wingwalls were sized and placed to best tie in with grading as opposed to hydraulic functionalility. Additionally, due to excessive vegetation at the inlet and outlet of the existing structure, concrete aprons with cutoff walls are recommended at the inlet and outlet of the structure. Class 1 riprap will be provided upstream and downstream of the respectitve structure aprons in accordance with HEC-14 guidelines for a 50-year storm event (Reference 10). The limits of riprap is along the 1V:2H embankment slopes and along the channel bottom within the right of way. See Appendix B for the riprap size calculations. Construction work will occur within the ordinary high water mark of the channel.

4.2.3 Surface Drainage

Runoff from the proposed road at the west end will continue to sheet flow off of the pavement, over the roadway embankment and be conveyed along the embankment toe to the unnamed channel. The proposed roadside ditches at the east end will flow towards the east to merge with the existing ditches. Rolled erosion control product (RECP), Type 4 is recommended to use along embankment slopes steeper than 1V:3H except

4 HYDROLOGIC AND HYDRAULIC ANALYSES

4-3 in ditches cut into rock. Runoff from the bridge deck will flow along barriers and discharge to riprap waterways in curb cuts at the east end of the bridge.

SECTION 5

5-1

Summary

• A replacement structure is needed at this location to improve structural design and roadway safety needs.

• The existing structure conveys in excess of the 50-year flow as described in the ParEn Inc. report.

• The replacement structure will follow HDOT criteria and maintain the same or greater conveyance capacity as the existing structure.

• The proposed replacement structure will be a 23-foot 10-inch wide superbox. The rise at the upstream structure entrance is 10.16 feet and varies throughout its 43-foot length. The box structure will include concrete aprons to control excessive vegetation at the inlet and outlet of the structure. Cutoff walls will be included to address scour.

• Temporary erosion and sediment control BMPS shall be used in accordance with CFLHD standards and FP-14 specifications (Reference 11).

SECTION 6

6-1

References

1. “Bridge No. 7E.” 21°56'53.94"N and 159°28'10.61"W. Google Earth. April 9, 2013. November 1, 2014.

2. SWCA Environmental Consultants, March 2015, “Determination and Delineation of Wetlands and Other Waters of the U.S. for the Bridge No. 7E Project, Kaumualii Highway, Route 50, Koloa, Kauai Island, Hawaii, prepared for CH2M HILL.”

3. State of Hawaii Department of Transportation Highways Division Design Criteria for Highway Drainage 10/1/10

4. Federal Highway Administration, 2011. “Federal Lands Highway Project Development and Design Manual”, U.S. Department of Transportation, Washington, DC

5. “Hydraulics Recommendations Report, Bridge 7E Replacement, Kaumualii Highway, Route 50, District of Koloa-Poipu-Kalaheo, Island of Kauai, State of Hawaii”, prepared for Federal Highway Administration, Central Federal Lands Highway Division by CH2M HILL, March 2015

6. ParEn, Inc., December 2000, “Hydrology and Hydraulics Report for improvements to Kaumualii Highway, Project no. 50DE-02-95 Lihue to west of Maluhia Road, Districts of Lihue and Koloa, Island of Kauai, Hawaii prepared for state of Hawaii Department of Transportation, Highways Division, Kauai District”.

7. NOAA ATLAS 14 Volume 4 Precipitation Frequency Data Server (PFDS) http://www.nws.noaa.gov/oh/hdsc/index.html/

8. Haestad Methods, 2009, Culvert Master’s User Guide, Culvert Hydraulic Analysis and Design, v3.3, Bentley Systems, Inc.

9. Federal Highway Administration Culvert Hydraulic Analysis Program, HY-8 Version 7.3

10. HEC-14, “Hydraulic Design of Energy Dissipators for Culverts and Channels”, FHWA-NHI-06-086, 2006, Third Edition

11. Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14

12. StreamStats (USGS) http://water.usgs.gov/osw/streamstats/ssonline.html/

13. Soil Survey Staff, Natural Resources Conservation Service, United States Department of Agriculture. Web Soil Survey. Available online at http://websoilsurvey.nrcs.usda.gov/. Accessed [10/20/2014].

14. Oki, D.S., Rosa, S.N., and Yeung, C.W., 2010, Flood-frequency estimates for streams on Kaua’i, O’ahu, Moloka’i, Maui, and Hawai’i, State of Hawai’i: U.S. Geological Survey Scientific Investigations Report 2010-5035, 121 p.

15. Federal Highway Administration (FHWA-NHI-02-001), 2002. “Highway Hydrology”, Hydraulic Design Series No. 2, U.S. Department of Transportation, Washington, DC, Second Edition

Appendix A Hydrology

Soil Report

Soil Map—Island of Kauai, Hawaii (Bridge 7E_Soil Report)

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

11/13/2014

451270 451320 451370 451420 451470 451520 451570 451620 451670 451720

451270 451320 451370 451420 451470 451520 451570 451620 451670 451720

21° 56' 58'' N

9°

8'

9' ' W

21° 56' 58'' N

9°

8'

'' W

21° 56' 48'' N

9°

8'

9'

' W

21° 56' 48'' N

9°

8'

'' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 4N WGS84 0 100 200 400 600

Feet 0 30 60 120 180

Meters Map Scale: 1:2,230 if printed on A landscape (11" x 8.5") sheet.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI) Area of Interest (AOI)

Soils Soil Map Unit Polygons

Soil Map Unit Lines

Soil Map Unit Points

Special Point Features Blowout

Borrow Pit

Clay Spot

Closed Depression

Gravel Pit

Gravelly Spot

Landfill

Lava Flow

Marsh or swamp

Mine or Quarry

Miscellaneous Water

Perennial Water

Rock Outcrop

Saline Spot

Sandy Spot

Severely Eroded Spot

Sinkhole

Slide or Slip

Sodic Spot

Spoil Area

Stony Spot

Very Stony Spot

Wet Spot

Other

Special Line Features

Water Features Streams and Canals

Transportation Rails

Interstate Highways

US Routes

Major Roads

Local Roads

Background Aerial Photography

The soil surveys that comprise your AOI were mapped at 1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map measurements.

Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Island of Kauai, Hawaii Survey Area Data: Version 9, Sep 25, 2014

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Data not available.

The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Soil Map—Island of Kauai, Hawaii (Bridge 7E_Soil Report)

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

11/13/2014

Map Unit Legend

Island of Kauai, Hawaii (HI960)

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

HfB Halii gravelly silty clay, 3 to 8 percent slopes

6.8 28.5%

KkB Kapaa silty clay, 3 to 8 percent slopes

17.1 71.5%

Totals for Area of Interest 24.0 100.0%

Soil Map—Island of Kauai, Hawaii Bridge 7E_Soil Report

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

AASHTO Group Classification (Surface)—Island of Kauai, Hawaii

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

11/13/2014

451270 451320 451370 451420 451470 451520 451570 451620 451670 451720

451270 451320 451370 451420 451470 451520 451570 451620 451670 451720

21° 56' 58'' N

9°

8'

9' ' W

21° 56' 58'' N

9°

8'

'' W

21° 56' 48'' N

9°

8'

9'

' W

21° 56' 48'' N

9°

8'

'' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 4N WGS84 0 100 200 400 600

Feet 0 30 60 120 180

Area of Interest (AOI)

Soils Soil Rating Polygons

A-1

A-1-a

A-1-b

A-2

A-2-4

A-2-5

A-2-6

A-2-7

A-3

A-4

A-5

A-6

A-7

A-7-5

A-7-6

A-8

Not rated or not available

Soil Rating Lines A-1

A-1-a

A-1-b

A-2

A-2-4

A-2-5

A-2-6

A-2-7

A-3

A-4

A-5

A-6

A-7

A-7-5

A-7-6

A-8

Not rated or not available

Soil Rating Points A-1

A-1-a

A-1-b

A-2

A-2-4

A-2-5

A-2-6

A-2-7

A-3

A-4

A-5

A-6

A-7

A-7-5

A-7-6

A-8

Not rated or not available

Water Features Streams and Canals

Transportation Rails

Interstate Highways

US Routes

Major Roads

Local Roads

Background Aerial Photography

The soil surveys that comprise your AOI were mapped at 1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map measurements.

Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Island of Kauai, Hawaii Survey Area Data: Version 9, Sep 25, 2014

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Data not available.

The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

AASHTO Group Classification (Surface)—Island of Kauai, Hawaii (Bridge 7E_Soil Report)

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

AASHTO Group Classification (Surface)

AASHTO Group Classification (Surface)— Summary by Map Unit — Island of Kauai, Hawaii (HI960)

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

HfB Halii gravelly silty clay, 3 to 8 percent slopes

A-5 6.8 28.5%

KkB Kapaa silty clay, 3 to 8 percent slopes

A-7 17.1 71.5%

Totals for Area of Interest 24.0 100.0%

Description

AASHTO group classification is a system that classifies soils specifically for geotechnical engineering purposes that are related to highway and airfield construction. It is based on particle-size distribution and Atterberg limits, such as liquid limit and plasticity index. This classification system is covered in AASHTO Standard No. M 145-82. The classification is based on that portion of the soil that is smaller than 3 inches in diameter.

The AASHTO classification system has two general classifications: (i) granular materials having 35 percent or less, by weight, particles smaller than 0.074 mm in diameter and (ii) silt-clay materials having more than 35 percent, by weight, particles smaller than 0.074 mm in diameter. These two divisions are further subdivided into seven main group classifications, plus eight subgroups, for a total of fifteen for mineral soils. Another class for organic soils is used.

For each soil horizon in the database one or more AASHTO Group Classifications may be listed. One is marked as the representative or most commonly occurring.

The representative classification is shown here for the surface layer of the soil.

Rating Options

Aggregation Method: Dominant Condition

Component Percent Cutoff: None Specified

Tie-break Rule: Lower

Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable)

AASHTO Group Classification (Surface)—Island of Kauai, Hawaii Bridge 7E_Soil Report

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Hydrologic Soil Group—Island of Kauai, Hawaii

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

11/13/2014

451270 451320 451370 451420 451470 451520 451570 451620 451670 451720

451270 451320 451370 451420 451470 451520 451570 451620 451670 451720

21° 56' 58'' N

9°

8'

9' ' W

21° 56' 58'' N

9°

8'

'' W

21° 56' 48'' N

9°

8'

9'

' W

21° 56' 48'' N

9°

8'

'' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 4N WGS84 0 100 200 400 600

Feet 0 30 60 120 180

Area of Interest (AOI)

Soils Soil Rating Polygons

A

A/D

B

B/D

C

C/D

D

Not rated or not available

Soil Rating Lines A

A/D

B

B/D

C

C/D

D

Not rated or not available

Soil Rating Points A

A/D

B

B/D

C

C/D

D

Not rated or not available

Water Features Streams and Canals

Transportation Rails

Interstate Highways

US Routes

Major Roads

Local Roads

Background Aerial Photography

The soil surveys that comprise your AOI were mapped at 1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map measurements.

Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Island of Kauai, Hawaii Survey Area Data: Version 9, Sep 25, 2014

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Data not available.

The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Hydrologic Soil Group—Island of Kauai, Hawaii (Bridge 7E_Soil Report)

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Hydrologic Soil Group

Hydrologic Soil Group— Summary by Map Unit — Island of Kauai, Hawaii (HI960)

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

HfB Halii gravelly silty clay, 3 to 8 percent slopes

C 6.8 28.5%

KkB Kapaa silty clay, 3 to 8 percent slopes

B 17.1 71.5%

Totals for Area of Interest 24.0 100.0%

Description

Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material.

These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options

Aggregation Method: Dominant Condition

Hydrologic Soil Group—Island of Kauai, Hawaii Bridge 7E_Soil Report

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Component Percent Cutoff: None Specified

Tie-break Rule: Higher

Hydrologic Soil Group—Island of Kauai, Hawaii Bridge 7E_Soil Report

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Rainfall data www.nws.noaa.gov

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Precipitation Frequency (PF)

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PMP Documents

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Contact Us Inquiries List-server

DATA DESCRIPTION

Data type: precipitation intensity Units: english Time series type: partial duration

SELECT LOCATION

1. Manually:

a) Enter location (decimal degrees, use "-" for S and W): latitude: 21.948317 longitude: -159.469614 submit

b) Select station (click here for a list of stations used in frequency analysis for HI): select station

2. Use map:

a) Select location (move crosshair or double click)

b) Click on station icon ( show stations on map)

Map bookmarks:

Project area Hawaii Maui, Molokai, Lanai, Kahoolawe Oahu Kauai, Niihau

LOCATION INFORMATION:

Name: Kalaheo, Hawaii, US* Latitude: 21.9483° Longitude: -159.4696° Elevation: 637 ft*

* source: Google Maps

PF tabular PF graphical Supplementary information

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

Duration Average recurrence interval (years)

1 2 5 10 25 50 100 200 500 1000

5-min 5.30 (4.60-5.88)

6.71 (5.76-7.67)

8.64 (7.40-9.86)

10.1 (8.56-11.5)

12.0 (10.0-13.8)

13.4 (11.0-15.5)

14.8 (11.9-17.3)

16.3 (12.7-19.2)

18.3 (13.6-21.8)

19.7 (14.1-23.9)

10-min 3.93 (3.41-4.36)

4.97 (4.27-5.68)

6.41 (5.49-7.31)

7.46 (6.34-8.53)

8.86 (7.41-10.2)

9.92 (8.13-11.5)

11.0 (8.80-12.8)

12.1 (9.40-14.2)

13.5 (10.1-16.2)

14.6 (10.5-17.7)

15-min 3.29 (2.85-3.65)

4.16 (3.58-4.76)

5.36 (4.60-6.12)

6.24 (5.31-7.14)

7.42 (6.20-8.56)

8.31 (6.81-9.64)

9.20 (7.37-10.7)

10.1 (7.87-11.9)

11.3 (8.44-13.5)

12.2 (8.77-14.8)

30-min 2.32 (2.01-2.57)

2.93 (2.52-3.35)

3.78 (3.23-4.31)

4.39 (3.74-5.02)

5.22 (4.37-6.02)

5.85 (4.79-6.79)

6.47 (5.19-7.56)

7.11 (5.54-8.38)

7.97 (5.94-9.53)

8.61 (6.17-10.4)

60-min 1.52 (1.32-1.69)

1.93 (1.66-2.20)

2.48 (2.13-2.84)

2.89 (2.46-3.31)

3.43 (2.87-3.96)

3.85 (3.15-4.47)

4.26 (3.41-4.98)

4.68 (3.64-5.51)

5.25 (3.91-6.27)

5.67 (4.06-6.86)

2-hr 1.01 (0.888-1.13)

1.31 (1.13-1.50)

1.69 (1.45-1.93)

1.96 (1.67-2.25)

2.33 (1.95-2.69)

2.59 (2.13-3.02)

2.86 (2.29-3.35)

3.12 (2.44-3.69)

3.48 (2.60-4.16)

3.74 (2.69-4.53)

3-hr 0.770 (0.675-0.863)

1.01 (0.871-1.16)

1.31 (1.13-1.50)

1.53 (1.30-1.75)

1.81 (1.51-2.09)

2.01 (1.65-2.34)

2.21 (1.78-2.60)

2.42 (1.89-2.86)

2.68 (2.01-3.22)

2.88 (2.08-3.50)

6-hr 0.503 (0.435-0.566)

0.663 (0.571-0.759)

0.864 (0.741-0.988)

1.01 (0.857-1.15)

1.19 (0.996-1.38)

1.32 (1.09-1.54)

1.46 (1.17-1.71)

1.59 (1.24-1.88)

1.76 (1.32-2.11)

1.89 (1.36-2.29)

12-hr 0.311 (0.269-0.353)

0.411 (0.354-0.471)

0.539 (0.462-0.616)

0.631 (0.537-0.723)

0.751 (0.627-0.867)

0.839 (0.688-0.976)

0.926 (0.743-1.09)

1.01 (0.791-1.20)

1.13 (0.844-1.35)

1.21 (0.874-1.47)

24-hr 0.193 (0.170-0.219)

0.254 (0.223-0.288)

0.333 (0.292-0.379)

0.393 (0.342-0.449)

0.471 (0.408-0.543)

0.532 (0.457-0.617)

0.591 (0.503-0.691)

0.652 (0.549-0.769)

0.733 (0.607-0.875)

0.795 (0.649-0.960)

2-day 0.113 (0.100-0.129)

0.149 (0.131-0.170)

0.197 (0.173-0.225)

0.235 (0.205-0.269)

0.286 (0.248-0.330)

0.327 (0.282-0.378)

0.369 (0.315-0.429)

0.413 (0.349-0.484)

0.474 (0.395-0.561)

0.522 (0.429-0.624)

3-day 0.093 (0.080-0.107)

0.119 (0.103-0.137)

0.153 (0.132-0.177)

0.178 (0.153-0.207)

0.212 (0.181-0.246)

0.237 (0.201-0.277)

0.261 (0.220-0.308)

0.286 (0.239-0.340)

0.320 (0.264-0.384)

0.350 (0.288-0.419)

4-day 0.083 (0.071-0.096)

0.104 (0.089-0.121)

0.131 (0.112-0.153)

0.150 (0.128-0.176)

0.174 (0.147-0.205)

0.191 (0.160-0.226)

0.207 (0.172-0.247)

0.223 (0.184-0.268)

0.243 (0.199-0.296)

0.264 (0.217-0.317)

7-day 0.059 (0.051-0.068)

0.074 (0.064-0.086)

0.092 (0.079-0.107)

0.105 (0.090-0.121)

0.120 (0.102-0.140)

0.130 (0.110-0.153)

0.140 (0.118-0.166)

0.150 (0.124-0.178)

0.161 (0.132-0.195)

0.169 (0.137-0.207)

10-day 0.048 (0.042-0.055)

0.060 (0.052-0.069)

0.074 (0.064-0.085)

0.084 (0.072-0.097)

0.095 (0.081-0.111)

0.103 (0.088-0.121)

0.111 (0.093-0.131)

0.118 (0.098-0.140)

0.126 (0.104-0.152)

0.132 (0.107-0.161)

20-day 0.032 (0.028-0.037)

0.039 (0.034-0.045)

0.048 (0.042-0.055)

0.055 (0.047-0.063)

0.063 (0.054-0.073)

0.068 (0.058-0.080)

0.074 (0.062-0.087)

0.079 (0.066-0.094)

0.086 (0.071-0.104)

0.091 (0.074-0.111)

30-day 0.026 (0.022-0.029)

0.031 (0.027-0.036)

0.038 (0.033-0.044)

0.043 (0.037-0.050)

0.050 (0.043-0.058)

0.055 (0.047-0.064)

0.059 (0.050-0.070)

0.064 (0.054-0.076)

0.070 (0.058-0.084)

0.074 (0.061-0.090)

NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES

Map data ©2015 Google50 km

POINT PRECIPITATION FREQUENCY (PF) ESTIMATES

WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION

NOAA Atlas 14, Volume 4, Version 3

Print Page

Page 1 of 2PFDS: Hawaiian Islands

9/22/2015http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_hi.html

45-day 0.021 (0.018-0.024)

0.026 (0.022-0.029)

0.031 (0.027-0.036)

0.035 (0.030-0.041)

0.040 (0.035-0.047)

0.044 (0.038-0.052)

0.048 (0.040-0.056)

0.051 (0.043-0.061)

0.056 (0.046-0.067)

0.059 (0.048-0.072)

60-day 0.019 (0.016-0.022)

0.023 (0.020-0.026)

0.027 (0.024-0.032)

0.031 (0.026-0.035)

0.035 (0.030-0.040)

0.038 (0.032-0.044)

0.040 (0.034-0.048)

0.043 (0.036-0.051)

0.046 (0.038-0.056)

0.049 (0.040-0.060)

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 a 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 are not 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.

Estimates from the table in csv format: precipitation frequency estimates Submit

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Page 2 of 2PFDS: Hawaiian Islands

9/22/2015http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_hi.html www.nws.noaa.gov

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Publications

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Record Precipitation

Contact Us

Inquiries

List-server

DATA DESCRIPTION

Data type: precipitation depth Units: english Time series type: partial duration

SELECT LOCATION

1. Manually:

a) Enter location (decimal degrees, use "-" for S and W): latitude: 21.948317 longitude: -159.469614 submit

b) Select station (click here for a list of stations used in frequency analysis for HI): select station

2. Use map:

a) Select location (move crosshair or double click)

b) Click on station icon

( show stations on map)

Map bookmarks:

Project area Hawaii Maui, Molokai, Lanai, Kahoolawe Oahu Kauai, Niihau

LOCATION INFORMATION:

Name: Kalaheo, Hawaii, US*

Latitude: 21.9483°

Longitude: -159.4696°

Elevation: 637 ft*

* source: Google Maps

PF tabular PF graphical Supplementary information

PDS-based precipitation frequency estimates with 90% confidence intervals (in inches)1

Duration Average recurrence interval (years)

1 2 5 10 25 50 100 200 500 1000

5-min 0.442 (0.383-0.490)

0.559 (0.480-0.639)

0.720 (0.617-0.822)

0.838 (0.713-0.958)

0.996 (0.833-1.15)

1.12 (0.914-1.30)

1.24 (0.989-1.44)

1.36 (1.06-1.60)

1.52 (1.13-1.82)

1.64 (1.18-1.99)

10-min 0.655 (0.568-0.726)

0.828 (0.712-0.947)

1.07 (0.915-1.22)

1.24 (1.06-1.42)

1.48 (1.24-1.70)

1.65 (1.36-1.92)

1.83 (1.47-2.14)

2.01 (1.57-2.37)

2.26 (1.68-2.70)

2.44 (1.75-2.95)

15-min 0.823 (0.713-0.912)

1.04 (0.894-1.19)

1.34 (1.15-1.53)

1.56 (1.33-1.79)

1.85 (1.55-2.14)

2.08 (1.70-2.41)

2.30 (1.84-2.69)

2.53 (1.97-2.98)

2.83 (2.11-3.38)

3.06 (2.19-3.70)

30-min 1.16 (1.00-1.28)

1.46 (1.26-1.67)

1.89 (1.62-2.16)

2.20 (1.87-2.51)

2.61 (2.18-3.01)

2.92 (2.40-3.39)

3.24 (2.59-3.78)

3.56 (2.77-4.19)

3.99 (2.97-4.76)

4.31 (3.09-5.21)

60-min 1.52 (1.32-1.69)

1.93 (1.66-2.20)

2.48 (2.13-2.84)

2.89 (2.46-3.31)

3.43 (2.87-3.96)

3.85 (3.15-4.47)

4.26 (3.41-4.98)

4.68 (3.64-5.51)

5.25 (3.91-6.27)

5.67 (4.06-6.86)

2-hr 2.02 (1.78-2.26)

2.61 (2.25-3.00)

3.38 (2.90-3.86)

3.92 (3.34-4.50)

4.65 (3.90-5.37)

5.19 (4.26-6.03)

5.72 (4.58-6.69)

6.25 (4.88-7.37)

6.96 (5.20-8.32)

7.48 (5.38-9.06)

3-hr 2.31 (2.03-2.59)

3.04 (2.62-3.48)

3.94 (3.38-4.51)

4.58 (3.91-5.26)

5.43 (4.54-6.27)

6.04 (4.96-7.03)

6.64 (5.34-7.79)

7.25 (5.67-8.58)

8.05 (6.03-9.67)

8.64 (6.23-10.5)

6-hr 3.01 (2.61-3.39)

3.97 (3.42-4.55)

5.17 (4.44-5.91)

6.03 (5.13-6.91)

7.13 (5.97-8.24)

7.93 (6.52-9.23)

8.72 (7.01-10.2)

9.51 (7.43-11.3)

10.5 (7.90-12.6)

11.3 (8.15-13.7)

12-hr 3.75 (3.24-4.26)

4.95 (4.26-5.68)

6.49 (5.57-7.43)

7.60 (6.47-8.72)

9.04 (7.56-10.4)

10.1 (8.30-11.8)

11.2 (8.95-13.1)

12.2 (9.53-14.4)

13.6 (10.2-16.3)

14.6 (10.5-17.7)

24-hr 4.64 (4.09-5.26)

6.09 (5.35-6.91)

7.99 (7.00-9.11)

9.42 (8.22-10.8)

11.3 (9.79-13.0)

12.8 (11.0-14.8)

14.2 (12.1-16.6)

15.6 (13.2-18.4)

17.6 (14.6-21.0)

19.1 (15.6-23.0)

2-day 5.44 (4.78-6.19)

7.14 (6.27-8.14)

9.46 (8.29-10.8)

11.3 (9.84-12.9)

13.8 (11.9-15.8)

15.7 (13.5-18.2)

17.7 (15.1-20.6)

19.8 (16.8-23.2)

22.7 (18.9-26.9)

25.1 (20.6-30.0)

3-day 6.69 (5.79-7.71)

8.58 (7.41-9.89)

11.0 (9.51-12.7)

12.8 (11.0-14.9)

15.2 (13.0-17.7)

17.0 (14.4-19.9)

18.8 (15.8-22.2)

20.6 (17.2-24.5)

23.0 (19.0-27.7)

25.2 (20.7-30.2)

4-day 7.95 (6.79-9.24)

10.0 (8.56-11.6)

12.6 (10.7-14.7)

14.4 (12.2-16.9)

16.7 (14.1-19.7)

18.4 (15.4-21.7)

19.9 (16.5-23.7)

21.4 (17.6-25.8)

23.3 (19.1-28.4)

25.3 (20.8-30.4)

7-day 9.98 (8.59-11.5)

12.5 (10.7-14.4)

15.5 (13.3-17.9)

17.6 (15.0-20.4)

20.1 (17.1-23.5)

21.9 (18.5-25.7)

23.6 (19.7-27.9)

25.1 (20.9-30.0)

27.1 (22.1-32.7)

28.5 (22.9-34.8)

10-day 11.5 (9.99-13.3)

14.4 (12.4-16.5)

17.8 (15.3-20.5)

20.1 (17.3-23.2)

22.9 (19.5-26.6)

24.8 (21.1-29.1)

26.6 (22.4-31.4)

28.3 (23.6-33.6)

30.3 (24.9-36.5)

31.8 (25.7-38.7)

20-day 15.3 (13.3-17.6)

18.8 (16.3-21.6)

23.1 (20.0-26.6)

26.2 (22.6-30.3)

30.1 (25.7-35.0)

32.8 (27.9-38.5)

35.5 (29.9-41.9)

38.0 (31.8-45.3)

41.3 (33.9-49.7)

43.6 (35.4-53.2)

30-day 18.4 (16.0-21.0)

22.3 (19.4-25.6)

27.4 (23.8-31.5)

31.1 (26.9-35.9)

35.9 (30.8-41.6)

39.4 (33.6-45.9)

42.8 (36.2-50.2)

46.1 (38.6-54.6)

50.4 (41.6-60.5)

53.6 (43.6-65.0)

NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES

M ap data © 2014 Google50 km

POINT PRECIPITATION FREQUENCY (PF) ESTIMATES

WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION

NOAA Atlas 14, Volume 4, Version 3

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