A00818-608460.pdf

Massachusetts Department Of Transportation Highway Division Proposal No. 608460-130088

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DOCUMENT A00818

HYDRAULIC REPORT

Massachusetts Department Of Transportation Highway Division

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HYDRAULIC STUDY REPORT

BAY ROAD (ST 47) ROAD OVER FORT RIVER

HADLEY, MASSACHUSETTS

HAMPSHIRE COUNTY- DISTRICT 1

BRIDGE NO. H-01-005 (12J)

PROJECT FILE No. 608460

February 27, 2018

Prepared by

Hydraulics Unit Bridge Section

10 Park Plaza, Suite 6430 Boston, MA 02116

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Bay Road (ST 47) Over Fort River

Project No. 608460/H-01-005/12J i

The Commonwealth Of Massachusetts

Massachusetts Department of Transportation Highway Division

Interoffice Memorandum

To: Thomas P. Donald, P.E., Director of Bridge Project Management

From: Hanan Fouad, P.E., Hydraulic Engineer

Date: February 27, 2018

Subject: Hadley: Br. No. H-01-005, Bay Road (ST 47) Over Fort River

Project Hydraulic Study Report, Project File No. 608460

Transmitted herewith is the Hydraulic Study Report prepared for the subject bridge. If you have questions regarding the content of this document, please contact Bindu Thomas at 857.368.9386 or at Bindu.Thomas@dot.state.ma.us

HF

cc: James M. Dalton, Project Manager

Proposal No. 608460-130088

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Table of Contents

1.0 Executive Summary

2.0 Project Description

2.1 Existing Structure

2.1.1 Crossed Waterway at the Bridge Location

2.1.2 Highway Conveyed

2.1.3 Land Use in the vicinity of the bridge

2.1.4 Special Site Considerations

2.2 Proposed Action

3.0 Data Collection

4.0 Engineering Methods

4.1 Hydrologic Analysis

4.2 Hydraulic Analyses

4.2.1 Existing Condition Analysis

4.2.2 Proposed Condition Analysis

4.3 Scour Safety and Stability Analysis

5.0 Conclusions & Recommendations

5.1 Conclusions

5.2 Recommendations

6.0 References

6.1 Data Sources

6.2 Data Applications

7.0 Appendix

7.1 Hydrologic Analyses

7.2 Hydraulic Analyses

7.3 Scour and Countermeasures Calculations

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List of Tables

Table 4-1: Summary of Peak Flood Discharges Table 4-2: Summary of Hydraulic Performance Table 4-3: Summary of Calculated Scour Table 5-1: Hydraulic Design Data (Existing Condition) Table 5-2: Hydraulic Design Data (Proposed Alternative - 01) Table 5-3: Hydraulic Design Data (Proposed Alternative - 02) Table 5-4: Hydraulic Design Data (Proposed Alternative - 03) Table 5-5: Hydraulic Design Data (Proposed Alternative - 04)

List of Figures

Figure 2-1: Bridge Location Figure 2-2: Existing Bridge Figure 2-3: Drainage Area at Bridge Crossing Figure 2-4: Land Use at the Bridge Location Figure 2-5: Floodway Map Figure 2-6: Alternative-1 -Three Span Continuous Steel Beam Figure 2-7: Alternative-2 -Two Span Continuous Steel Beam Figure 2-8: Alternative-3 - Three Span Precast Deck Beam Figure 2-9: Alternative-4 - Three Span Separated Precast Deck Beam Figure 4-1: HEC-RAS Cross Section Layout Plan

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1.0 Executive Summary

The purpose of this report is to present the results of a study conducted at the subject bridge site to evaluate the hydraulic performance of the replacement alternative for the Bay Road (ST 47) Bridge in the Town of Hadley considered in the Bridge Type Study. This investigation was conducted in a manner consistent with American Association of State Highway and Transportation Officials (AASHTO), Federal Highway Administration (FHWA), and Massachusetts Department of Transportation (MassDOT) guidelines for preparation of hydraulic studies at bridge sites.

The scope of this investigation consisted of review of pertinent hydrologic analysis data for the Fort River at the project site and a detailed hydraulic analysis. Data collected, hydraulic model input/output and scour calculations are presented in the appendices of this report. A narrative discussion of the problem statement, engineering methods, as well as results and conclusions of the hydraulic study follows.

2.0 Project Description

The bridge is located on Bay Road (ST Route 47) over Fort River in the Town of Hadley, Hampshire County, Massachusetts (Figure 2-1).

Figure 2-1: Bridge Location

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2.1 Existing Structure

The subject bridge is located in the Town of Hadley in Hampshire County, Massachusetts. It is designated as Bridge No. H-01-005 (12J) in the NBIS inventory. The existing bridge was built in 1935. The structure has a National Bridge Inspection Standard (NBIS) Item 113 (Scour Critical Bridges) of 4, Bridge foundations determined to be stable for calculated scour conditions; field review indicates action is required to protect exposed foundations from effects of additional erosion and corrosion (Reference-1).

The existing bridge superstructure consists of eight span continuous reinforced concrete slabs and is supported by two reinforced concrete abutments on timber piles and seven open bent piers with reinforced concrete pier caps on timber piles. The bridge has a total span of approximately 126 feet. The bridge supports a deck out to out width of 37.7 feet and has a skew of 0 degree. (Figure 2-2)

Figure 2-2: Existing Bridge

2.1.1 Crossed Waterway at the Bridge Location

The Fort River is one of the major and longest free flowing tributary of the Connecticut River.

The River originates from the Atkins reservoir and flows through the heavily forested uplands in the south westerly direction. The river flows through the towns of Shutesbury, Pelham, Amherst, and Hadley. The river crosses the subject bridge in the southwest direction in the Town of Hadley and finally discharges 0.7 miles downstream of the bridge into Connecticut River. The Fort River’s drainage area at the crossing site is estimated to be 54.6 square miles (Figure 2-3).

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Figure 2-3: Drainage Area at Bridge Crossing

2.1.2 Highway Conveyed

The Bay Road (ST 47) is classified as an Urban Arterial Road. It conveys an average daily traffic (ADT) load of about 6983 vehicles per day, with 9% of which may be trucks (Reference-1).

2.1.3 Land Use in the vicinity of the bridge

Land use near the bridge is a mix of forest, forested wetland and low density residential (Figure 2-4).

Bridge No. H-01-005

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Figure 2-4: Land Use at the Bridge Location

2.1.4 Special Site Considerations

No detailed hydrologic/hydraulic study of Fort River in Hadley is known to exist. Nonetheless, due to the existing bridge’s proximity to Fort River’s confluence with the Connecticut River, this crossing site is subject to the former’s backwater flooding influence and has been incorporated within the Connecticut River’s local base (100-year) Special Flood Hazard Area (SFHA) Zone A delineation in the 1977 Town of Hadley Flood Insurance Study (FIS) (References-2). As the river is not studied in the NFIP in detail, NO-RISE analysis is NOT performed in this study. Detailed hydraulic analysis performed within this present hydraulic study indicates that project activities will have no adverse impact on any Fort River’s or Connecticut River’s regulatory flood delineation width, or at any location within the Town of Hadley (Figure 2-5).

Bridge No: H-01-005

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Figure 2-5: Floodway Map

2.2 Proposed Action

The principle project objectives are to upgrade the existing load and service capacity to current highway standards along Bay Road (ST 47). The proposed action is a full replacement of the existing superstructure and abutments for the widening of the bridge. Four alternatives considered in this study are the following.

(a) Alternative-1 - Three Span Continuous Steel Beam with an out to out width of 42.5 ’;

(b) Alternative-2 - Two Span Continuous Steel Beam with an out to out width of 42.5’and;

(c) Alternative-3 - Three Span Precast Deck Beam with an out to out width of 43’.

(d) Alternative-4 - Three Span Separated Precast Deck Beam with an out to out width of 42.5’.

The proposed bridge alternatives are shown in Figure 2-6 through 8.

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Figure 2-6: Alternative-1 -Three Span Continuous Steel Beam

Figure 2-7: Alternative-2 -Two Span Continuous Steel Beam

Figure 2-8: Alternative-3 - Three Span Precast Deck Beam

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Figure 2-9: Alternative-4 - Three Span Separated Precast Deck Beam

3.0 Data Collection

The following reference and report on the study area were available and were used as guidance during the hydraulic and hydrologic model development and Analysis:

• Town of Hadley, Hampshire County Flood Insurance Study (FIS), December, 1977 (Reference-2);

• River Sediment Sampling Results by GZA GeoEnvironmental Inc., January 11 2018 (Appendix 7-3);

• Base plans for Fort River;

4.0 Engineering Methods

Hydrologic and hydraulic analyses were conducted to estimate the peak discharge and water surface elevation respectively, at the bridge location. The following sections briefly describe the methodology.

4.1 Hydrologic Analysis

The Peak 10% (10-yr), 4% (25-yr), 2% (50-yr), 1% (100-yr), 0.5% (200-yr) and 0.2% (500-yr) annual chance peak flood discharges for Fort River were adopted from the hydrologic model developed in this study. The design annual chance event for an Urban Principal Arterial Road is 2% (50-yr).

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The river’s drainage area at the subject bridge was delineated using USGS StreamStat Web Application (Reference-4). See section 2.1.1 for delineated drainage area at the bridge. The peak flows were estimated using USGS regression equation based on the 2017 report on magnitude of flood flows for streams in Massachusetts (Reference-6). The computed peak flows are presented in Table 4-1. See Appendix 7-1 for hydrologic computations.

Table 4-1: Summary of Peak Flood Discharges

Fort River

Drainage Area

(Square Miles)

10% Annual Chance [10-yr]

(CFS)

4% Annual Chance [25-yr]

(CFS)

2% Annual Chance [50-yr]

(CFS)

1% Annual Chance [100-yr]

(CFS)

0.5% Annual Chance [200-yr]

(CFS)

0.2% Annual Chance [500-yr]

(CFS)

@ Bay Road 54.6 2,160 2,870 3,460 4,080 4,760 5,720

4.2 Hydraulic Analyses

Water surface profiles for 10%, 4%, 2%, 1%, 0.5% and 0.2% annual chance peak discharge events were developed in a manner consistent with the standards used to develop water surface profiles under the National Flood Insurance Program (NFIP). USACOE HEC-RAS Version

5.0.3 application was used to develop flood elevation profile for various return events at the project site (References-12). The datum used in all hydraulic models is NAVD 1988.

Since the bridge does not fall under the NFIP regulatory floodway delineation, NO-RISE analysis is not required in this study.

4.2.1 Existing Condition Analysis

The Existing Condition HEC-RAS Model was developed by incorporating relevant cross section data upstream and downstream of the subject bridge. The cross section data for the existing condition upstream and downstream of the bridge were extracted using ArcGIS HEC-GeoRAS modeling tool and using recent survey and LiDAR data (Reference-5, 11, 13). The model parameters such as channel and overbank roughness coefficients (Manning’s ‘n’) were determined from the aerial maps and from the site visit notes. The HEC-RAS model cross section locations are shown in Figure 4-1.

All flood simulations performed using HEC-RAS model were done in a subcritical flow mode with FEMA WSEL at the confluence of Fort River with Connecticut River as downstream boundary condition and employed Peak discharges from Table 4-1 for the flow data.

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The existing condition analysis yielded a design and Base Flood Elevation (BFE) of 121.15’ and 123.16’ respectively at the upstream cross section of subject Bridge.

Figure 4-1: HEC-RAS Cross Section Layout Plan

4.2.2 Proposed Condition Analysis

The proposed condition analyses were performed for all four alternatives described under Section 2.2: (a) Alternative-1 - Three Span Continuous Steel Beam with an out to out width of

42.5 ’; (b) Alternative-2 - Two Span Continuous Steel Beam with an out to out width of 42.5’;

(c) Alternative-3 - Three Span Precast Deck Beam with an out to out width of 43’ and

(d) Alternative-4 - Three Span Separated Precast Deck Beam with an out to out width of 42.5’.

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Table 4-2: Summary of Hydraulic Performance

Project Alternative

Annual Chance Event

Discharge

(CFS)

WSEL

(Feet, NAVD)

Velocity (Ft/s)

Existing Condition

10% 2,160 116.25 1.83 4% 2,870 119.07 1.84 2% 3,460 121.15 1.88 1% 4,080 123.16 1.92

0.5% 4,760 125.57 1.70 0.2% 5,720 128.41 1.57

Proposed Alternative-1

10% 2,160 116.23 2.12 4% 2,870 119.04 2.18 2% 3,460 121.12 2.23 1% 4,080 123.12 2.27

0.5% 4,760 125.58 1.99 0.2% 5,720 128.42 1.73

Proposed Alternative-2

10% 2,160 116.22 2.14 4% 2,870 119.04 2.20 2% 3,460 121.11 2.25 1% 4,080 123.12 2.27

0.5% 4,760 125.57 1.98 0.2% 5,720 128.42 1.71

Proposed Alternative-3

10% 2,160 116.23 2.01 4% 2,870 119.04 2.08 2% 3,460 121.12 2.12 1% 4,080 123.13 2.16

0.5% 4,760 125.57 1.91 0.2% 5,720 128.42 1.67

Proposed Alternative-4

10% 2,160 116.20 2.21 4% 2,870 119.03 2.24 2% 3,460 121.11 2.27 1% 4,080 123.10 2.29

0.5% 4,760 125.53 2.26 0.2% 5,720 128.42 1.71

The proposed condition analysis was performed after revising the existing condition model by changing the existing bridge width to accommodate the proposed road and changing the ineffective areas locations and elevations. The peak discharges, boundary conditions and cross sections locations from the existing model were not changed. The summary of existing and

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Project No. 608460/H-01-005/12J 11 proposed condition alternatives HEC-RAS analysis at the upstream cross-section of the bridge is presented in Table 4-2.

The model results for all four alternatives showed that there is less than 0.1’ reduction in water surface elevation upstream of the bridge. The reduction is very less because of the flood plain extent. Hence, there will not be any adverse project impact due to increased hydraulic opening at the bridge for all proposed openings. However, it is observed that there is slight increase in velocity due to this reduction in WSEL.

Appendix 7.2 shows the results of HEC-RAS modeling at the bridge and WSEL profiles of Fort River.

4.3 Scour Safety and Stability Analysis

Scour potential at the crossing site under existing and proposed conditions was analyzed using the guidelines set forth by the FHWA Hydraulic Engineering Circular No.18 (HEC-18) “Evaluating scour at bridges” (Reference-8) and AASHTO LRFD Bridge Design Specifications, Sections

2.6.4.4.2 and 3.7.5. In accordance with Section 1.3.4 of LRFD Bridge Manual (Reference-3), for Urban Principal Arterial Highway Functional Classification, the river’s 1% (100-year) and 0.5% (200-year) chance flood events were respectively used in this analysis as the scour design and scour check events.

In this study the abutment scour is calculated using National Cooperative Highway Research Program (NCHRP 24-20) method described in HEC-18. Total scour at the pier is computed using guidelines provided in HEC-18. Prediction of pressure flow scour under the deck is calculated using HEC-18 guidelines. Calculations showed no pressure flow scour under the deck for both design and check flood events. Since the hydraulic results for all four proposed alternatives showed only minor differences, abutment, contraction and pressure scour calculations are performed only for the worst case scenario. A summary of computed 1% and 0.5% chance flood scour depths under existing and proposed site conditions is presented in Table 4-3. See Appendix 7-3 for the detailed scour calculations.

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Table 4-3: Summary of Calculated Scour

Alternative

Annual Chance Flood

Contraction Scour Depth

(Feet)

Maximum Pier Scour Depth

(Feet)

Design Abutment Scour

(Feet)

Existing Condition

1% 0.0 2.4 13.4 0.5% 0.0 2.3 10.3

Proposed Alternative-1

1% 0.0 2.6 11.9 0.5% 0.0 2.5 13.2

Proposed Alternative-2

1% 0.0 2.6 11.9 0.5% 0.0 2.5 13.2

Proposed Alternative-3

1% 0.0 2.5 11.9 0.5% 0.0 2.5 13.2

Proposed Alternative-34

1% 0.0 2.6 11.9 0.5% 0.0 2.6 13.2

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5.0 Conclusions & Recommendations

5.1 Conclusions

1. The project hydraulic model predicts that both the existing bridge and the preferred replacement bridge type will safely convey the 50-year hydraulic design flood event.

2. Analysis performed within this hydraulic study indicates that project activities will not result in any increase in flood elevations within the community during the occurrence of Fort River’s base flood discharge.

5.2 Recommendations

1. The information in Table 5-2, 3, 4 or 5 for the recommended alternative should be presented within the Hydraulic Data Tables in the General Notes of the Bridge Sketch and Construction Plan sets.

2. The grades that will exist at the proposed abutments should be stabilized with flexible revetments consisting of MassDOT Standard Specification M2.02.2 Dumped Riprap over a composite filter medium consisting of a layer of MassDOT Standard Specification M2.02.01, Crushed Stone placed over an appropriate MassDOT Standard Specification 9.50.0 Geotextile Fabric membrane.

3. The calculated 1% (100-year) chance flood event total scour depth presented in Table 5-2, 3, 4 or 5 for the recommended alternative should be considered for use as a bridge foundation condition in LRFD strength and service limit state foundation stability determination. Similarly, the calculated 0.5% (200-year) scour depth should be considered for use as a bridge foundation condition in the LRFD extreme event limit state foundation stability determination. Also, the design engineer should be cognizant that the proposed bridge substructure will meet the foundation scour stability requirements set forth in MassDOT Bridge LRFD Manual (Reference-3), Section 3.2.9.4, and presented below.

For new bridges or full bridge replacements, the substructures shall be designed to meet the requirements of Paragraphs 3.2.9.2 and 3.9.2.3 for the calculated design and check scour without using scour countermeasures.

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Table 5-1: Hydraulic Design Data (Existing Condition)

Hydraulic Design Data

Drainage Area: 54.6 Square miles Design Flood Discharge: 3,460 Cubic Feet Per Second Design Flood Frequency: 50 Years Design Flood Velocity: 1.88 Feet Per Second Design Flood Elevation:

121.15 Feet, NAVD

Base (100- YEAR) Flood Data

Base Flood Discharge: 4,080 Cubic Feet per Second Base Flood Elevation:

123.16 Feet, NAVD

Design and Check Scour Data

Design Flood Scour Frequency: 100 Years Design Flood Abutment Scour Depth: 13.4 Feet Design Flood Pier Scour Depth 2.4 Feet Check Flood Scour Frequency: 200 Years Check Flood Abutment Scour Depth: 10.3 Feet Check Flood Pier Scour Depth 2.3 Feet

Flood of Record

Discharge: Not Available Frequency (If Known): Not Available Maximum Elevation: Not Available Date: March 1936

History of Ice Floes: None Documented in NBIS Database Evidence of Scour and Erosion: At the upstream ends of Bents 3, 4, & 5 shown in underwater inspection report, minor scour has exposed the timber piles below the steel jacket.

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Table 5-2: Hydraulic Design Data (Proposed Alternative - 01)

Design Flood Frequency: 50 Years Design Flood Velocity: 2.23 Feet Per Second

121.12 Feet, NAVD

123.12 Feet, NAVD

Design Flood Abutment Scour Depth: 11.9 Feet Design Flood Pier Scour Depth 2.6 Feet Check Flood Scour Frequency: 200 Years Check Flood Abutment Scour Depth: 13.2 Feet Check Flood Pier Scour Depth 2.5 Feet

Maximum Elevation: Not Available Date: March 1936

History of Ice Floes: None Documented in NBIS Database Evidence of Scour and Erosion: At the upstream ends of Bents 3, 4, & 5 shown in underwater inspection report, minor scour

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Table 5-3: Hydraulic Design Data (Proposed Alternative - 02)

Design Flood Frequency: 50 Years Design Flood Velocity: 2.25 Feet Per Second

121.11 Feet, NAVD

123.12 Feet, NAVD

Design Flood Pier Scour Depth 2.6 Feet Check Flood Scour Frequency: 200 Years Check Flood Abutment Scour Depth: 13.2 Feet

Maximum Elevation: Not Available Date: March 1936

History of Ice Floes: None Documented in NBIS Database Evidence of Scour and Erosion: At the upstream ends of Bents 3, 4, & 5 shown in underwater inspection report, minor scour

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Table 5-4: Hydraulic Design Data (Proposed Alternative - 03)

Design Flood Frequency: 50 Years Design Flood Velocity: 2.12 Feet Per Second

121.12 Feet, NAVD

123.13 Feet, NAVD

Design Flood Pier Scour Depth 2.5 Feet Check Flood Scour Frequency: 200 Years Check Flood Abutment Scour Depth: 13.2 Feet

Maximum Elevation: Not Available Date: March 1936

History of Ice Floes: None Documented in NBIS Database Evidence of Scour and Erosion: At the upstream ends of Bents 3, 4, & 5 shown in underwater inspection report, minor scour

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Table 5-5: Hydraulic Design Data (Proposed Alternative - 04)

Design Flood Frequency: 50 Years Design Flood Velocity: 2.27 Feet Per Second

121.11 Feet, NAVD

123.10 Feet, NAVD

Design Flood Pier Scour Depth 2.6 Feet Check Flood Scour Frequency: 200 Years Check Flood Abutment Scour Depth: 13.2 Feet Check Flood Pier Scour Depth 2.6 Feet

Maximum Elevation: Not Available Date: March 1936

History of Ice Floes: None Documented in NBIS Database Evidence of Scour and Erosion: At the upstream ends of Bents 3, 4, & 5 shown in underwater inspection report, minor scour

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6.0 References

6.1 Data Sources

1. MassDOT NBIS Bridge Inspection File, Br. No. H-01-005

2. Town of Hadley Flood Insurance Study (FIS), December 1977

3. MassDOT Bridge Load and Resistance Factor Design (LRFD) Manual, June 2013

4. United States Geological Survey (USGS), USGS Streamstat in Massachusetts website http://water.usgs.gov/osw/streamstats/massachusetts.html

5. Mass GIS Datalayers - http://www.mass.gov/anf/research-and-tech/it-serv-and-support/application-serv/office-of-geographic-information-massgis/datalayers/layerlist.html

6. Zarriello, P.J., 2017, Magnitude of flood flows at selected annual exceedance probabilities for streams in Massachusetts: U.S. Geological Survey Scientific Investigations Report 2016–5156, 54 p., https://doi.org/10.3133/sir20165156

7. United States Geological Survey (USGS) Water-Supply Paper 2214, “Estimating Peak Discharges of Small, Rural Streams in Massachusetts”, by S. William Wandle Jr., 1983

8. Federal Highway Administration (FHWA), Hydraulic Engineering Circular, HEC-18 “Evaluating Scour at Bridges”, May 2012

9. Federal Highway Administration (FHWA), Hydraulic Design Series, HDS-7 “Hydraulic Design of Safe Bridges”, April 2012

10. Federal Highway Administration (FHWA), Hydraulic Engineering Circular, HEC-23 “Bridge Scour and Stream Instability Countermeasures”, September 2009

6.2 Data Applications

11. ESRI ArcGIS version 10.4.1 mapping software

12. US Army Corps of Engineer (USACOE), Hydrologic Engineering Center, HEC-RAS River

Analysis System, Version 5.0.3

13. US Army Corps of Engineer (USACOE), Hydrologic Engineering Center, HEC-GeoRAS, Version 10 for ArcGIS 10

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7.0 Appendix

7.1 Hydrologic Analyses

7.1.1 Drainage Area Delineation

7.1.2 Peak Flow Estimation

7.2 Hydraulic Analyses

7.2.1 Existing Condition Bridge Cross Section

7.2.2 Existing Condition Channel Profile

7.2.3 Existing Condition WSEL Upstream of the Bridge

7.2.4 Existing Condition Analysis Summary Table

7.2.5 Proposed Condition Bridge Cross Sections

7.2.6 Proposed Condition Channel Profiles

7.2.7 Proposed Condition WSEL’s Upstream of the Bridge

7.2.8 Proposed Condition Analysis Summary Tables

7.3 Scour and Countermeasures Calculations

7.3.1 Scour Sediment Sampling Results

7.3.2 Scour Calculations

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7.1 Hydrologic Analyses

7.1.1 Drainage Area Delineation

7.1.2 Peak Flow Estimation

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11/29/2017 StreamStats https://streamstats.usgs.gov/ss/ 1/5

H-01-005 StreamStats Report

H-01-005 StreamStats Report WATER FORT RIVER, ST 47 BAY RD

Basin Characteristics

Parameter Code Parameter Descript ion Value Unit

DRNAREA Area that drains to a point on a stream 54.6 square miles

ELEV Mean Basin Elevat ion 491 feet

LC06STOR Percentage of water bodies and wetlands determined from the NLCD 2006 8.43 percent

DRFTPERSTR Area of strat i�ed dr if t per unit of stream length 0.21 square mile per mile

MAREGION Region of Massachusetts 0 for Eastern 1 for Western 1 dimensionless

BSLDEM250 Mean basin slope computed from 1:250K DEM 4.843 percent

ACRSDFT Area underlain by strat i�ed dr if t 27.1

BSLDEM10M Mean basin slope computed from 10 m DEM 8.32 percent

CENTROIDX Basin centroid horizontal (x) locat ion in state plane coordinates 119255.9

Region ID: MA Workspace ID: MA20171129201209044000 Clicked Point (Latitude, Longitude): 42.33273, -72.57871 Time: 2017-11-29 15:12:28 -0500

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Parameter Code Parameter Descript ion Value Unit

CENTROIDY Basin centroid ver t ical (y) locat ion in state plane units 901529.2

CRSDFT Percentage of area of coarse-grained strat i�ed dr if t 42.35 percent

FOREST Percentage of area covered by forest 59.8 percent

LAKEAREA Percentage of Lakes and Ponds 0.6 percent

LC11DEV Percentage of developed (urban) land from NLCD 2011 classes 21-24 13.2 percent

LC11IMP Average percentage of impervious area determined from NLCD 2011 impervious dataset

3.08 percent

MAXTEMPC Mean annual maximum air temperature over basin area, in degrees Centigrade

14.3

OUTLETX Basin out let hor izontal (x) locat ion in state plane coordinates 111095

OUTLETY Basin out let ver t ical (y) locat ion in state plane coordinates 898585

PCTSNDGRV Percentage of land surface underlain by sand and gravel deposits 42.35 percent

PRECPRIS00 asin average mean annual precipitat ion for 1971 to 2000 from PRISM 47 inches

STRMTOT total length of al l mapped streams (1:24,000-scale) in the basin 131 miles

WETLAND Percentage of Wetlands 7.49 percent

Peak-Flow Statistics Parameters [Peak Statewide 2016 5156]

Parameter Code Parameter Name Value Units Min Limit Max Limit

DRNAREA Drainage Area 54.6 square miles 0.16 512

ELEV Mean Basin Elevat ion 491 feet 80.6 1948

LC06STOR Percent Storage from NLCD2006 8.43 percent 0 32.3

Peak-Flow Statistics Flow Report [Peak Statewide 2016 5156]

PI l : Pred ic t ion In ter va l -Lower, P Iu : Pred ic t ion In ter va l -Upper, SEp : S tandard Er ror of Pred ic t ion , SE : S tandard Er ror (o ther - - see repor t )

Statist ic Value Unit PIl PIu SEp

2 Year Peak Flood 1030 ft^3/s 531 2020 42.3

5 Year Peak Flood 1670 ft^3/s 845 3290 43.4

10 Year Peak Flood 2160 ft^3/s 1070 4370 44.7

25 Year Peak Flood 2870 ft^3/s 1370 6000 47.1

50 Year Peak Flood 3460 ft^3/s 1610 7470 49.4

100 Year Peak Flood 4080 ft^3/s 1840 9070 51.8

200 Year Peak Flood 4760 ft^3/s 2080 10900 54.1

500 Year Peak Flood 5720 ft^3/s 2420 13500 57.6

Peak-Flow Statistics Citations

Zarriel lo, P.J. ,2017, Magnitude of �ood �ows at selected annual exceedance probabil i t ies for streams in Massachusetts:

U.S. Geological Survey Scienti�c Investigations Repor t 2016–5156, 99 p. (https://dx.doi.org/10.3133/sir20165156)

Proposal No. 608460-130088

A00818 - 34 https://dx.doi.org/10.3133/sir20165156 https://streamstats.usgs.gov/ss/ 3/5

Flow-Duration Statistics Parameters [Statewide Low Flow WRIR00 4135]

Parameter Code Parameter Name Value Units Min Limit Max Limit

DRNAREA Drainage Area 54.6 square miles 1.61 149

DRFTPERSTR Strat i�ed Drift per Stream Length 0.21 square mile per mi le 0 1.29

MAREGION Massachusetts Region 1 dimensionless 0 1

BSLDEM250 Mean Basin Slope from 250K DEM 4.843 percent 0.32 24.6

Flow-Duration Statistics Flow Report [Statewide Low Flow WRIR00 4135]

PI l : Pred ic t ion In ter va l -Lower, P Iu : Pred ic t ion In ter va l -Upper, SEp : S tandard Er ror of Pred ic t ion , SE : S tandard Er ror (o ther - - see repor t )

Statist ic Value Unit PIl PIu SE SEp

50 Percent Durat ion 56.5 ft^3/s 31 102 17.6 17.6

60 Percent Durat ion 44.1 ft^3/s 19.5 99.2 19.8 19.8

70 Percent Durat ion 38.1 ft^3/s 15.4 93.5 23.5 23.5

75 Percent Durat ion 33.2 ft^3/s 13.5 80.7 25.8 25.8

80 Percent Durat ion 29.5 ft^3/s 12.1 71.1 28.4 28.4

85 Percent Durat ion 24.7 ft^3/s 10.2 58.7 31.9 31.9

90 Percent Durat ion 21.1 ft^3/s 8.52 51 36.6 36.6

95 Percent Durat ion 14.9 ft^3/s 5.27 40.8 45.6 45.6

98 Percent Durat ion 10.8 ft^3/s 3.23 34.1 60.3 60.3

99 Percent Durat ion 8.76 ft^3/s 2.45 29.4 65.1 65.1

Flow-Duration Statistics Citations

Ries, K.G. , I I I ,2000, Methods for estimating low-�ow statist ics for Massachusetts streams: U.S. Geological Survey Water Resources Investigations Repor t 00-4135, 81 p. (http://pubs.usgs.gov/wri/wri004135/)

Low-Flow Statistics Parameters [Statewide Low Flow WRIR00 4135]

Parameter Code Parameter Name Value Units Min Limit Max Limit

DRNAREA Drainage Area 54.6 square miles 1.61 149

BSLDEM250 Mean Basin Slope from 250K DEM 4.843 percent 0.32 24.6

DRFTPERSTR Strat i�ed Drift per Stream Length 0.21 square mile per mi le 0 1.29

MAREGION Massachusetts Region 1 dimensionless 0 1

Low-Flow Statistics Flow Report [Statewide Low Flow WRIR00 4135]

PI l : Pred ic t ion In ter va l -Lower, P Iu : Pred ic t ion In ter va l -Upper, SEp : S tandard Er ror of Pred ic t ion , SE : S tandard Er ror (o ther - - see repor t )

Statist ic Value Unit PIl PIu SE SEp

7 Day 2 Year Low Flow 14.1 ft^3/s 4.45 43.2 49.5 49.5

7 Day 10 Year Low Flow 8.86 ft^3/s 2.27 32.2 70.8 70.8

Proposal No. 608460-130088

A00818 - 35 http://pubs.usgs.gov/wri/wri004135/ https://streamstats.usgs.gov/ss/ 4/5

Low-Flow Statistics Citations

Ries, K.G. , I I I ,2000, Methods for estimating low-�ow statist ics for Massachusetts streams: U.S. Geological Survey Water Resources Investigations Repor t 00-4135, 81 p. (http://pubs.usgs.gov/wri/wri004135/)

August Flow-Duration Statistics Parameters [Statewide Low Flow WRIR00 4135]

Parameter Code Parameter Name Value Units Min Limit Max Limit

DRNAREA Drainage Area 54.6 square miles 1.61 149

BSLDEM250 Mean Basin Slope from 250K DEM 4.843 percent 0.32 24.6

DRFTPERSTR Strat i�ed Drift per Stream Length 0.21 square mile per mi le 0 1.29

MAREGION Massachusetts Region 1 dimensionless 0 1

August Flow-Duration Statistics Flow Report [Statewide Low Flow WRIR00 4135]

PI l : Pred ic t ion In ter va l -Lower, P Iu : Pred ic t ion In ter va l -Upper, SEp : S tandard Er ror of Pred ic t ion , SE : S tandard Er ror (o ther - - see repor t )

Statist ic Value Unit PIl PIu SE SEp

August 50 Percent Durat ion 26.9 ft^3/s 11 65.1 33.2 33.2

August Flow-Duration Statistics Citations

Ries, K.G. , I I I ,2000, Methods for estimating low-�ow statist ics for Massachusetts streams: U.S. Geological Survey Water Resources Investigations Repor t 00-4135, 81 p. (http://pubs.usgs.gov/wri/wri004135/)

Bankfull Statistics Parameters [Bankfull Statewide SIR2013 5155]

Parameter Code Parameter Name Value Units Min Limit Max Limit

DRNAREA Drainage Area 54.6 square miles 0.6 329

BSLDEM10M Mean Basin Slope from 10m DEM 8.32 percent 2.2 23.9

Bankfull Statistics Flow Report [Bankfull Statewide SIR2013 5155]

PI l : Pred ic t ion In ter va l -Lower, P Iu : Pred ic t ion In ter va l -Upper, SEp : S tandard Er ror of Pred ic t ion , SE : S tandard Er ror (o ther - - see repor t )

Statist ic Value Unit SEp

Bankful l Width 74.6 ft 21.3

Bankful l Depth 3.07 ft 19.8

Bankful l Area 229 ft^2 29

Bankful l Stream�ow 855 ft^3/s 55

Bankfull Statistics Citations

Bent, G.C. , and Waite, A.M.,2013, Equations for estimating bankful l channel geometry and discharge for streams in Massachusetts: U.S. Geological Survey Scienti�c Investigations Repor t 2013–5155, 62 p. , (http://pubs.usgs.gov/sir/2013/5155/)

Proposal No. 608460-130088

A00818 - 36 http://pubs.usgs.gov/wri/wri004135/ http://pubs.usgs.gov/wri/wri004135/ http://pubs.usgs.gov/sir/2013/5155/ https://streamstats.usgs.gov/ss/ 5/5

Probability Statistics Parameters [Perennial Flow Probability]

Parameter Code Parameter Name Value Units Min Limit Max Limit

DRNAREA Drainage Area 54.6 square miles 0.01 1.99

PCTSNDGRV Percent Underlain By Sand And Gravel 42.35 percent 0 100

FOREST Percent Forest 59.8 percent 0 100

MAREGION Massachusetts Region 1 dimensionless 0 1

Probability Statistics Disclaimers [Perennial Flow Probability]

One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors

Probability Statistics Flow Report [Perennial Flow Probability]

Statist ic Value Unit

Probabi l i ty Stream Flowing Perennial ly 0.999 dim

Probability Statistics Citations

Bent, G.C. , and Steeves, P.A. ,2006, A revised logist ic regression equation and an automated procedure for mapping the probabil i ty of a stream �owing perennial ly in Massachusetts: U.S. Geological Survey Scienti�c Investigations Repor t 2006–5031, 107 p. (http://pubs.usgs.gov/sir/2006/5031/pdfs/SIR_2006-5031rev.pdf)

Proposal No. 608460-130088

A00818 - 37 http://pubs.usgs.gov/sir/2006/5031/pdfs/SIR_2006-5031rev.pdf

Boundary Condition Estimation

River: Fort River County: Hampshire County Hadley (H‐01‐005) Boundary Condition Calculation

WSEL at confluence of Fort River with Connecticut River(Feet)

Q 10

(cfs)

Q 25

(cfs)

Q 50

(cfs)

Q 100

(cfs)

Q 500

(cfs)

Q 200

(cfs)

10 25 50 100 500 200

NGVD 29 116.8 121.8 123.8 129.1

NAVD 88 116.1 119.0 121.1 123.1 128.4 125.5

Based on FEMA FIS, the following water surface elevations have been used as downstream boundary condition. WSEL for Q 25 is calibrated using other FEMA values.

10, 116.1438

25, 118.9724847

50, 121.1438

100, 123.1438

500, 128.4438

200, 125.4859195 y = 3.1354ln(x) + 108.87 R² = 0.9996

114.0

116.0

118.0

120.0

122.0

124.0

126.0

128.0

130.0

1 10 100 1000

W at er S u rf ac e

E le va ti on (F ee t, N A

V D

8)

Return Period (Years)

Downstream WSEL (Boundary Condition) for Bridge H-01-005

Downstream WSEL

Project No. 608460/H‐01‐005/12J

A00818 - 38

7.2 Hydraulic Analyses

7.2.1 Existing Condition Bridge Cross Section

7.2.2 Existing Condition Channel Profile

7.2.3 Existing Condition WSEL Upstream of the Bridge

7.2.4 Existing Condition Analysis Summary Table

7.2.5 Proposed Condition Bridge Cross Sections

7.2.6 Proposed Condition Channel Profiles

7.2.7 Proposed Condition WSEL’s Upstream of the Bridge

7.2.8 Proposed Condition Analysis Summary Tables

A00818 - 39

A00818 - 40

Project No. 608460/H‐01‐005/12J

7.2.1 Existing Condition Bridge Cross Section

A00818 - 41

7.2.2 Existing Condition Channel Profile

Bridge H-01-005

A00818 - 42

Project No. 608460/H‐01‐005/12J

7.2.3 Existing Condition WSEL upstream of the Bridge

100‐YR WSEL

50‐YR WSEL

A00818 - 43

7.2.4 HEC‐RAS Existing Condition Analysis

Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)

Reach1 1650.604 50yr (2%) 3460 104 121.3 121.31 0.000015 0.97 7072.03 799.44 0.04

Reach1 1650.604 100yr (1%) 4080 104 123.32 123.32 0.000012 0.92 8700.59 818.63 0.04

Reach1 1621.731 50yr (2%) 3460 104 121.3 121.31 0.000016 1.01 6858.18 763.36 0.04

Reach1 1621.731 100yr (1%) 4080 104 123.32 123.32 0.000012 0.96 8402.73 771.79 0.04

Reach1 1587.947 50yr (2%) 3460 104 121.3 121.31 0.000016 1.01 6823.48 733.19 0.04

Reach1 1587.947 100yr (1%) 4080 104 123.32 123.32 0.000012 0.96 8307.74 742.15 0.04

Reach1 1547.45 50yr (2%) 3460 103 121.3 121.31 0.000018 1.09 6134.46 659.46 0.05

Reach1 1547.45 100yr (1%) 4080 103 123.31 123.32 0.000015 1.05 7475.55 675.09 0.04

Reach1 1497.09 50yr (2%) 3460 104 121.3 121.31 0.000023 1.17 5349.73 541.81 0.05

Reach1 1497.09 100yr (1%) 4080 104 123.31 123.32 0.000018 1.14 6456.41 558.31 0.05

Reach1 1471.374 50yr (2%) 3460 103 121.3 121.31 0.000022 1.19 5087.75 478.09 0.05

Reach1 1471.374 100yr (1%) 4080 103 123.31 123.32 0.000018 1.18 6061.34 489.99 0.05

Reach1 1440.469 50yr (2%) 3460 102.7 121.29 121.31 0.000026 1.23 4678.6 434.66 0.06

Reach1 1440.469 100yr (1%) 4080 102.7 123.31 123.32 0.000022 1.24 5571.59 458.71 0.05

Reach1 1405.818 50yr (2%) 3460 104 121.29 121.3 0.000031 1.36 4339.67 418.85 0.06

Reach1 1405.818 100yr (1%) 4080 104 123.3 123.32 0.000026 1.35 5209.6 449.46 0.06

Reach1 1377.667 50yr (2%) 3460 104 121.29 121.3 0.000036 1.49 4110.34 418.07 0.07

Reach1 1377.667 100yr (1%) 4080 104 123.3 123.32 0.000031 1.48 4985.54 452.88 0.06

Reach1 1346.002 50yr (2%) 3460 103 121.28 121.3 0.000039 1.56 3918.4 404.19 0.07

Reach1 1346.002 100yr (1%) 4080 103 123.3 123.31 0.000032 1.54 4754.78 434.86 0.06

Reach1 1319.493 50yr (2%) 3460 104 121.28 121.3 0.000044 1.65 3707.7 396.3 0.07

Reach1 1319.493 100yr (1%) 4080 104 123.29 123.31 0.000036 1.61 4540.33 424.59 0.07

Reach1 1281.867 50yr (2%) 3460 103.54 121.27 121.3 0.000052 1.8 3633.03 441.64 0.08

Reach1 1281.867 100yr (1%) 4080 103.54 123.29 123.31 0.00004 1.72 4564.72 478.08 0.07

Reach1 1247.179 50yr (2%) 3460 103 121.24 121.29 0.000075 2.21 2590.65 335.04 0.1

Reach1 1247.179 100yr (1%) 4080 103 123.26 123.31 0.000058 2.11 3280.77 348.7 0.09

Reach1 1217.897 50yr (2%) 3460 104 121.21 121.29 0.00009 2.35 2109.02 321.47 0.11

Reach1 1217.897 100yr (1%) 4080 104 123.24 123.3 0.00007 2.26 2848.85 397.55 0.1

Reach1 1195.823 50yr (2%) 3460 104.54 121.16 121.28 0.000144 2.92 1666.2 275.55 0.13

Reach1 1195.823 100yr (1%) 4080 104.54 123.19 123.3 0.000113 2.82 2313.13 374.66 0.12

Reach1 1157.396 50yr (2%) 3460 103 121.05 121.26 0.00026 4.07 1097.49 82.93 0.18

Reach1 1157.396 100yr (1%) 4080 103 123.04 123.28 0.00024 4.24 1265.96 110.78 0.18

Reach1 1131.055 50yr (2%) 3460 103 121.14 121.22 0.000074 2.18 1694.27 227.83 0.1

Reach1 1131.055 100yr (1%) 4080 103 123.15 123.23 0.000065 2.21 2310.37 526.12 0.09

Reach1 1094.456 50yr (2%) 3460 102 121.17 121.21 0.000038 1.69 2942.07 428.67 0.07

Reach1 1094.456 100yr (1%) 4080 102 123.18 123.21 0.000033 1.69 3849.3 557.57 0.07

Reach1 1060.067 50yr (2%) 3460 103 121.15 108 121.2 0.000059 1.88 1977.03 318.01 0.09

Reach1 1060.067 100yr (1%) 4080 103 123.16 108.49 123.21 0.000052 1.92 2290.02 479.3 0.08

Reach1 1000 Bridge

Reach1 979.5606 50yr (2%) 3460 103 121.09 109.84 121.16 0.000086 2.14 1807.9 508.81 0.1

Reach1 979.5606 100yr (1%) 4080 103 123.1 110.34 123.13 0.000043 1.66 4230.08 668.14 0.08

Reach1 961.9952 50yr (2%) 3460 103 121.12 121.13 0.000033 1.5 5163.21 747.97 0.07

Reach1 961.9952 100yr (1%) 4080 103 123.11 123.12 0.000024 1.38 6718.68 816.11 0.06

Reach1 944.9946 50yr (2%) 3460 102 121.12 121.13 0.00003 1.43 5395.36 777.94 0.06

Project No. 608460/H‐01‐005/12J

A00818 - 44

Reach1 944.9946 100yr (1%) 4080 102 123.11 123.12 0.000021 1.29 6988.41 813.72 0.05

Reach1 919.8867 50yr (2%) 3460 100 121.12 121.13 0.000018 1.24 5800.88 771.63 0.05

Reach1 919.8867 100yr (1%) 4080 100 123.11 123.12 0.000014 1.16 7377.76 804.85 0.04

Reach1 882.1997 50yr (2%) 3460 101 121.12 121.13 0.000021 1.25 5721.04 762.02 0.05

Reach1 882.1997 100yr (1%) 4080 101 123.11 123.12 0.000016 1.16 7281.01 797.35 0.05

Reach1 818.6871 50yr (2%) 3460 101 121.12 121.13 0.000026 1.37 5663.68 763.33 0.06

Reach1 818.6871 100yr (1%) 4080 101 123.11 123.12 0.000019 1.25 7207 804.41 0.05

Reach1 784.9803 50yr (2%) 3460 102 121.12 121.13 0.000024 1.31 5860.43 770.26 0.06

Reach1 784.9803 100yr (1%) 4080 102 123.11 123.12 0.000018 1.2 7414.88 801.6 0.05

Reach1 743.2909 50yr (2%) 3460 102 121.12 121.13 0.000025 1.33 5967.73 792.23 0.06

Reach1 743.2909 100yr (1%) 4080 102 123.11 123.12 0.000018 1.21 7584.99 836.38 0.05

Reach1 707.1439 50yr (2%) 3460 101.08 121.12 121.13 0.000023 1.31 6073.3 787.35 0.05

Reach1 707.1439 100yr (1%) 4080 101.08 123.11 123.12 0.000018 1.23 7688.43 877.86 0.05

Reach1 645.7866 50yr (2%) 3460 102.41 121.12 121.12 0.000018 1.13 6544.67 783.97 0.05

Reach1 645.7866 100yr (1%) 4080 102.41 123.11 123.12 0.000014 1.09 8158.55 872.07 0.04

Reach1 600.9033 50yr (2%) 3460 102 121.12 121.12 0.000014 1.01 7438.75 853.71 0.04

Reach1 600.9033 100yr (1%) 4080 102 123.11 123.12 0.00001 0.94 9146.84 859.28 0.04

Reach1 563.9904 50yr (2%) 3460 102 121.11 121.12 0.000019 1.17 6645.76 852.81 0.05

Reach1 563.9904 100yr (1%) 4080 102 123.11 123.12 0.000014 1.07 8356.8 861.91 0.04

Reach1 538.0463 50yr (2%) 3460 102 121.11 121.12 0.000021 1.23 6398.16 860.2 0.05

Reach1 538.0463 100yr (1%) 4080 102 123.11 123.12 0.000015 1.11 8124.89 870.06 0.04

Reach1 501.3869 50yr (2%) 3460 101.01 121.11 121.12 0.000019 1.18 6634.76 852.33 0.05

Reach1 501.3869 100yr (1%) 4080 101.01 123.11 123.12 0.000014 1.08 8345.73 862.01 0.04

Reach1 446.4301 50yr (2%) 3460 102 121.11 121.12 0.00002 1.26 6370.12 867.44 0.05

Reach1 446.4301 100yr (1%) 4080 102 123.11 123.11 0.000014 1.13 8115.36 879.72 0.05

Reach1 395.2574 50yr (2%) 3460 102 121.11 121.12 0.000024 1.27 5949.54 906.14 0.06

Reach1 395.2574 100yr (1%) 4080 102 123.1 123.11 0.000016 1.12 7775.71 920.94 0.05

Reach1 329.998 50yr (2%) 3460 100.48 121.1 121.12 0.000019 1.2 6500.25 996.88 0.05

Reach1 329.998 100yr (1%) 4080 100.48 123.1 123.11 0.000013 1.07 8500.01 1003.84 0.04

Reach1 294.4993 50yr (2%) 3460 100.29 121.11 121.12 0.00002 1.16 6665.35 964.66 0.05

Reach1 294.4993 100yr (1%) 4080 100.29 123.1 123.11 0.000014 1.04 8607.08 977.96 0.04

Reach1 259.7332 50yr (2%) 3460 101 121.1 121.11 0.00002 1.21 6390.19 915.3 0.05

Reach1 259.7332 100yr (1%) 4080 101 123.1 123.11 0.000014 1.08 8229.86 925.08 0.04

Reach1 196.0043 50yr (2%) 3460 101.94 121.1 121.11 0.000015 1.08 6765.99 916.34 0.05

Reach1 196.0043 100yr (1%) 4080 101.94 123.1 123.11 0.000011 0.99 8610.59 928.91 0.04

Reach1 152.6657 50yr (2%) 3460 101 121.1 121.11 0.000021 1.22 6328.57 886.53 0.05

Reach1 152.6657 100yr (1%) 4080 101 123.1 123.11 0.000015 1.1 8115.35 901.81 0.04

Reach1 96.59769 50yr (2%) 3460 101 121.1 121.11 0.00002 1.27 6518.13 876.41 0.05

Reach1 96.59769 100yr (1%) 4080 101 123.1 123.11 0.000014 1.15 8282.72 888.78 0.04

Reach1 47.77264 50yr (2%) 3460 101 121.1 106.84 121.11 0.000016 1.17 6764.95 855.91 0.05

Reach1 47.77264 100yr (1%) 4080 101 123.1 107.48 123.11 0.000012 1.08 8492.37 871.95 0.04

Project No. 608460/H‐01‐005/12J

A00818 - 45

7.2.5 (a) Proposed Alternative-01 Bridge Cross Section

A00818 - 46

7.2.5 (b) Proposed Alternative-02 Bridge Cross Section

A00818 - 47

7.2.5 (c) Proposed Alternative-03 Bridge Cross Section

A00818 - 48

7.2.5 (d) Proposed Alternative-04 Bridge Cross Section

A00818 - 49

7.2.6 (a) Proposed Alternative-01 Channel Profile

A00818 - 50

7.2.6 (b) Proposed Alternative-02 Channel Profile

A00818 - 51

7.2.6 (c) Proposed Alternative-03 Channel Profile

A00818 - 52

7.2.6 (d) Proposed Alternative-04 Channel Profile

A00818 - 53

7.2.7 (a) Proposed Alternative-01 WSEL upstream of the Bridge

100-YR WSEL

50-YR WSEL

A00818 - 54

7.2.7 (b) Proposed Alternative-02 WSEL upstream of the Bridge

50-YR WSEL

A00818 - 55

7.2.7 (c) Proposed Alternative-03 WSEL upstream of the Bridge

50-YR WSEL

A00818 - 56

7.2.7 (d) Proposed Alternative-04 WSEL upstream of the Bridge

50-YR WSEL

A00818 - 57

7.2.8 HEC‐RAS Proposed Alternative‐01

Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)

Reach1 1650.604 50yr (2%) 3460 104 121.3 121.31 0.000015 0.97 7069.46 799.43 0.04

Reach1 1650.604 100yr (1%) 4080 104 123.31 123.32 0.000012 0.92 8696.37 818.59 0.04

Reach1 1621.731 50yr (2%) 3460 104 121.3 121.31 0.000016 1.01 6855.72 763.34 0.04

Reach1 1621.731 100yr (1%) 4080 104 123.31 123.32 0.000012 0.96 8398.75 771.77 0.04

Reach1 1587.947 50yr (2%) 3460 104 121.3 121.31 0.000016 1.01 6821.12 733.17 0.04

Reach1 1587.947 100yr (1%) 4080 104 123.31 123.32 0.000012 0.96 8303.91 742.13 0.04

Reach1 1547.45 50yr (2%) 3460 103 121.3 121.31 0.000018 1.09 6132.34 659.44 0.05

Reach1 1547.45 100yr (1%) 4080 103 123.31 123.31 0.000015 1.05 7472.06 675.06 0.04

Reach1 1497.09 50yr (2%) 3460 104 121.29 121.3 0.000023 1.17 5347.99 541.78 0.05

Reach1 1497.09 100yr (1%) 4080 104 123.3 123.31 0.000018 1.14 6453.52 558.27 0.05

Reach1 1471.374 50yr (2%) 3460 103 121.29 121.3 0.000022 1.19 5086.22 478.07 0.05

Reach1 1471.374 100yr (1%) 4080 103 123.3 123.31 0.000018 1.18 6058.8 489.96 0.05

Reach1 1440.469 50yr (2%) 3460 102.7 121.29 121.3 0.000026 1.23 4677.2 434.65 0.06

Reach1 1440.469 100yr (1%) 4080 102.7 123.3 123.31 0.000022 1.24 5569.21 458.61 0.05

Reach1 1405.818 50yr (2%) 3460 104 121.29 121.3 0.000031 1.36 4338.32 418.83 0.06

Reach1 1405.818 100yr (1%) 4080 104 123.3 123.31 0.000026 1.36 5207.27 449.37 0.06

Reach1 1377.667 50yr (2%) 3460 104 121.28 121.3 0.000036 1.49 4109 418.02 0.07

Reach1 1377.667 100yr (1%) 4080 104 123.29 123.31 0.000031 1.48 4983.19 452.8 0.06

Reach1 1346.002 50yr (2%) 3460 103 121.28 121.3 0.000039 1.56 3917.1 404.15 0.07

Reach1 1346.002 100yr (1%) 4080 103 123.29 123.31 0.000032 1.55 4752.52 434.8 0.06

Reach1 1319.493 50yr (2%) 3460 104 121.27 121.3 0.000044 1.65 3706.42 396.27 0.07

Reach1 1319.493 100yr (1%) 4080 104 123.29 123.31 0.000036 1.61 4538.13 424.56 0.07

Reach1 1281.867 50yr (2%) 3460 103.54 121.27 121.3 0.000052 1.81 3631.6 441.61 0.08

Reach1 1281.867 100yr (1%) 4080 103.54 123.28 123.31 0.00004 1.72 4562.24 478.02 0.07

Reach1 1247.179 50yr (2%) 3460 103 121.23 121.29 0.000075 2.21 2589.56 335.02 0.1

Reach1 1247.179 100yr (1%) 4080 103 123.25 123.3 0.000058 2.11 3278.94 348.66 0.09

Reach1 1217.897 50yr (2%) 3460 104 121.21 121.29 0.00009 2.35 2107.97 321.1 0.11

Reach1 1217.897 100yr (1%) 4080 104 123.23 123.3 0.000071 2.26 2846.75 397.47 0.1

Reach1 1195.823 50yr (2%) 3460 104.54 121.16 121.28 0.000144 2.92 1665.29 275.5 0.13

Reach1 1195.823 100yr (1%) 4080 104.54 123.19 123.29 0.000113 2.82 2311.12 374.57 0.12

Reach1 1157.396 50yr (2%) 3460 103 121.04 121.26 0.000261 4.07 1097.22 82.93 0.18

Reach1 1157.396 100yr (1%) 4080 103 123.04 123.27 0.00024 4.24 1265.36 110.66 0.18

Reach1 1131.055 50yr (2%) 3460 103 121.14 121.21 0.000074 2.18 1693.52 227.72 0.1

Reach1 1131.055 100yr (1%) 4080 103 123.15 123.22 0.000065 2.21 2307.57 525.92 0.09

Reach1 1094.456 50yr (2%) 3460 102 121.16 121.2 0.000038 1.69 2940.67 428.64 0.07

Reach1 1094.456 100yr (1%) 4080 102 123.17 123.21 0.000033 1.69 3846.35 557.47 0.07

Reach1 1060.067 50yr (2%) 3460 103 121.12 107.97 121.2 0.0001 2.23 1560.7 317.19 0.11

Reach1 1060.067 100yr (1%) 4080 103 123.12 108.46 123.2 0.000085 2.27 1865.41 478.78 0.1

Reach1 1000 Bridge

Reach1 979.5606 50yr (2%) 3460 103 121.08 109.93 121.17 0.000132 2.4 1486.82 508.16 0.12

Reach1 979.5606 100yr (1%) 4080 103 123.08 110.48 123.16 0.000106 2.4 1789.75 667.67 0.11

Reach1 961.9952 50yr (2%) 3460 103 121.12 121.13 0.000033 1.5 5163.21 747.97 0.07

Reach1 961.9952 100yr (1%) 4080 103 123.11 123.12 0.000024 1.38 6718.68 816.11 0.06

Reach1 944.9946 50yr (2%) 3460 102 121.12 121.13 0.00003 1.43 5395.36 777.94 0.06

Project No. 608460/H‐01‐005/12J

A00818 - 58

Reach1 919.8867 50yr (2%) 3460 100 121.12 121.13 0.000018 1.24 5800.88 771.63 0.05

Reach1 919.8867 100yr (1%) 4080 100 123.11 123.12 0.000014 1.16 7377.76 804.85 0.04

Reach1 882.1997 50yr (2%) 3460 101 121.12 121.13 0.000021 1.25 5721.04 762.02 0.05

Reach1 882.1997 100yr (1%) 4080 101 123.11 123.12 0.000016 1.16 7281.01 797.35 0.05

Reach1 818.6871 50yr (2%) 3460 101 121.12 121.13 0.000026 1.37 5663.68 763.33 0.06

Reach1 818.6871 100yr (1%) 4080 101 123.11 123.12 0.000019 1.25 7207 804.41 0.05

Reach1 784.9803 50yr (2%) 3460 102 121.12 121.13 0.000024 1.31 5860.43 770.26 0.06

Reach1 784.9803 100yr (1%) 4080 102 123.11 123.12 0.000018 1.2 7414.88 801.6 0.05

Reach1 743.2909 50yr (2%) 3460 102 121.12 121.13 0.000025 1.33 5967.73 792.23 0.06

Reach1 743.2909 100yr (1%) 4080 102 123.11 123.12 0.000018 1.21 7584.99 836.38 0.05

Reach1 707.1439 50yr (2%) 3460 101.08 121.12 121.13 0.000023 1.31 6073.3 787.35 0.05

Reach1 707.1439 100yr (1%) 4080 101.08 123.11 123.12 0.000018 1.23 7688.43 877.86 0.05

Reach1 645.7866 50yr (2%) 3460 102.41 121.12 121.12 0.000018 1.13 6544.67 783.97 0.05

Reach1 645.7866 100yr (1%) 4080 102.41 123.11 123.12 0.000014 1.09 8158.55 872.07 0.04

Reach1 600.9033 50yr (2%) 3460 102 121.12 121.12 0.000014 1.01 7438.75 853.71 0.04

Reach1 600.9033 100yr (1%) 4080 102 123.11 123.12 0.00001 0.94 9146.84 859.28 0.04

Reach1 563.9904 50yr (2%) 3460 102 121.11 121.12 0.000019 1.17 6645.76 852.81 0.05

Reach1 563.9904 100yr (1%) 4080 102 123.11 123.12 0.000014 1.07 8356.8 861.91 0.04

Reach1 538.0463 50yr (2%) 3460 102 121.11 121.12 0.000021 1.23 6398.16 860.2 0.05

Reach1 538.0463 100yr (1%) 4080 102 123.11 123.12 0.000015 1.11 8124.89 870.06 0.04

Reach1 501.3869 50yr (2%) 3460 101.01 121.11 121.12 0.000019 1.18 6634.76 852.33 0.05

Reach1 501.3869 100yr (1%) 4080 101.01 123.11 123.12 0.000014 1.08 8345.73 862.01 0.04

Reach1 446.4301 50yr (2%) 3460 102 121.11 121.12 0.00002 1.26 6370.12 867.44 0.05

Reach1 446.4301 100yr (1%) 4080 102 123.11 123.11 0.000014 1.13 8115.36 879.72 0.05

Reach1 395.2574 50yr (2%) 3460 102 121.11 121.12 0.000024 1.27 5949.54 906.14 0.06

Reach1 395.2574 100yr (1%) 4080 102 123.1 123.11 0.000016 1.12 7775.71 920.94 0.05

Reach1 329.998 50yr (2%) 3460 100.48 121.1 121.12 0.000019 1.2 6500.25 996.88 0.05

Reach1 329.998 100yr (1%) 4080 100.48 123.1 123.11 0.000013 1.07 8500.01 1003.84 0.04

Reach1 294.4993 50yr (2%) 3460 100.29 121.11 121.12 0.00002 1.16 6665.35 964.66 0.05

Reach1 294.4993 100yr (1%) 4080 100.29 123.1 123.11 0.000014 1.04 8607.08 977.96 0.04

Reach1 259.7332 50yr (2%) 3460 101 121.1 121.11 0.00002 1.21 6390.19 915.3 0.05

Reach1 259.7332 100yr (1%) 4080 101 123.1 123.11 0.000014 1.08 8229.86 925.08 0.04

Reach1 196.0043 50yr (2%) 3460 101.94 121.1 121.11 0.000015 1.08 6765.99 916.34 0.05

Reach1 196.0043 100yr (1%) 4080 101.94 123.1 123.11 0.000011 0.99 8610.59 928.91 0.04

Reach1 152.6657 50yr (2%) 3460 101 121.1 121.11 0.000021 1.22 6328.57 886.53 0.05

Reach1 152.6657 100yr (1%) 4080 101 123.1 123.11 0.000015 1.1 8115.35 901.81 0.04

Reach1 96.59769 50yr (2%) 3460 101 121.1 121.11 0.00002 1.27 6518.13 876.41 0.05

Reach1 96.59769 100yr (1%) 4080 101 123.1…